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HomeMy WebLinkAbout2414 UNICORNIO ST; ; CBR2016-0465; PermitPrint Date: 10/29/2018 Permit No: CBR2016-0465 Job Address: 2414 Unicornio St Permit Type: BLDG-Residential Work Class: Single Family Detached Status: Closed - Finaled Parcel No: 2152500900 Lot U: 57 Applied: 12/28/2016 Valuation: $732,997.81 Reference U: DEV2016-0036 Issued: 06/07/2017 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: 1 Bathrooms: 4.50 Inspector: TFraz Bedrooms: 4.00 Orig. Plan Check U: Final Plan Check U: Inspection: 10/29/2018 3:25:19PM Project Title: HARRIS RESIDENCE Description: HARRIS: NEW SFD // 4,522 SF LIV //966 SF GARAGE 11710SF PATIO //55 SF DECK Owner: JEFFERY HARRIS 760-930-9966 BRIDGE & THOROUGHFARE Original Dist.-Single Family $530.00 BUILDING PERMIT FEE $2000+ $2,736.00 BUILDING PLAN CHECK FEE (BLDG) $1,915.20 DRAINAGE FEE PLDA D Low Runoff $2,655.57 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $96.00 GREEN BUILDING STANDARDS PLAN CHECK $166.00 LOCAL FACILITIES MANAGEMENT ZONE (LFMZ) - ZONE 6 $310.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $110.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $224.00 PUBLIC FACILITIES FEES - outside CFD $25,654.92 5B1473 BUILDING STANDARDS FEE $30.00 STRONG MOTION-RESIDENTIAL $95.29 SWPPP INSPECTION FEE TIER 1- Medium BLDG $232.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 TRAFFIC IMPACT Residential Single Fam. Outside CFD $3,230.00 Total Fees: $38,039.98 Total Payments To Date: $38,039.98 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. - 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING 0 BUILDING El FIRE [:]HEALTH HAZMATIAPCD crTCY f Building Permit Application Plan Check No Qf20 'tLD - 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 1 Edisbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: buildingcarlsbadca.gov www.carlsbadca.gov Date 2- 2 - 1.jswppp I JOB ADDRESS 2.'-[j'+ 0n1ccr()?b E#/UNIT# SUITE#/SPAC NA APN - 24 - c' - 00 CT PROJECT # Dfto-i - LOT # PHASE # 57 Lf. # OF UNITS # BEDROOMS I B BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) —rux *o &nje faim -(522 c U EXISTING USE 'JO.Cao+ L".5fj2.. I PROPOSED USE I GARAGE (SF) p(p PATIOS (SF) I %tJ DECKS (SF) 55 I FIREPLACE YES NO I AIR C0NDITNING YES ENO FIRE SPRINKLERS YES'NOE APPLICANT NAME Primary Contact r.. PROPERTY OWNER Zfac C. ber Iii rri3 ADDRESS - 265 4.ce1 NcL1 ADDRESS STATE CITY STATE ZIP PHONE FAX PHONE FAX EMAIL - Is 3efr. rri c 16f EMAIL rflCcnuHt,1f3 Cn ____________ . DESIGN PROFESSIONA L_. o Vi 11 CONTRACTOR BUS. NAME ADDRESS 7ir \Jieu. \4 2.0 ADDRESS CITY CITY STATE ZIP PHONE 7 FAX 12.4 - 2. 41 PHONE FAX EMAIL Q_ cog _.()Z( EMAIL _________________ STATE LIC. B STATE LiC.# CLASS CITY BUS. LiC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). K i, 14 Workers' Compensation Declaration: (hereby affirm under penalty of perjury one of the following declarations: El i have and will maintain a certificate of consent to self-insure for workers' compensabon as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. LI I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy camber are: Insurance Co. Policy No. Expiration Date This tion need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. JK CONTRACTOR SIGNATURE 0 AGENT DATE (hereby affirm that lam exempt from Contractor's License Law for the following reason: L11 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan 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 Professions Code for this reason: I. I personally plan to provide the major labor and materials for Construction of the proposed property improvement. DYes lINo I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone / contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ..PROPERTY OWNER SIGNATURE DAGENT DATE 1• 20 l,(.o Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? ci Yes ci No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ci Yes ci No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? ci Yes ci 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. .' .. .......... ____ __ __ I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec.' (i) Civil Code). Lenders Name Lender's Address 20=2 NOW - - I certiI' that I have read the application and state that the above infbrmationis conactand that the information on the plans is accurate. I agree to comply with all City ordinances and State laws retahngto buildingconstnjction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void fi the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE 12- '2. 20 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. aCERTI FICATE OF OCCUPANCY (Com m ercia lNMI.Z. .;II! Fax (760) 602-8560, Email buiIdinQä.CaFIsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME . . OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS ci PICK UP: o CONTACT (Listed above) o OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) 0 ASSOCIATED CB#________________________ ci MAIL TO: o CONTACT (Listed above) o OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) 0 NO CHANGE IN USE/ NO CONSTRUCTION ci MAIL! FAX TO OTHER: / 0 CHANGE OF USE/NO CONSTRUCTION .APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Residential Application Date: 12/28/2016 Owner: JEFFERY HARRIS Work Class: Single Family Detached Issue Date: 06/07/2017 Subdivision: LA COSTA MEADOWS #1 Status: Closed - Finaled Expiration Date: 04/17/2019 Address: 2414 Unicornio St Carlsbad, CA 92009 IVR Number: 1075 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 08/31/2018 08/31/2018 BLDG-Final 068817.2018 Partial Pass Andy Krogh Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Temp occupancy Ok, corrections left on No card BLDG-Plumbing Final Yes BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final No 10/15/2018 10/15/2018 BLDG-Final 072981.2018 Failed Paul Burnette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Temp occupancy Ok, corrections left on No card BLDG-Plumbing Final Yes BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final No 10/19/2018 10/19/2018 BLDG-Final 073703.2018 Failed Paul Burnette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Temp occupancy ok, corrections left on No card BLDG-Plumbing Final Yes BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final No 10/29/2018 10/29/2018 BLDG-Final 074339-2018 Passed Paul Burnette Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Temp occupancy Ok, corrections left on No card BLDG-Plumbing Final Yes BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final No October 29, 2018 Page 3 of 3 Permit Type: BLDG-Residential Application Date: 12/28/2016 Owner: JEFFERY HARRIS Work Class: Single Family Detached Issue Date: 06/07/2017 Subdivision: LA COSTA MEADOWS #1 Status: Closed - Finaled Expiration Date: 04/17/2019 Address: 2414 Unicornio St Carlsbad, CA 92009 IVR Number:, 1075 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 Loose hold downs, straps at over bore I No Frame-Steel-Bolting-Welding notches (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical Add outlets and hvac outlets No BLDG-44 Move waterline off kitchen vent No Rough-Ducts-Dampers 02/09/2018 02/09/2018 BLDG-84 Rough 048442.2018 Passed Paul Burnette Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Loose hold downs, straps at over bore / Yes Frame-Steel-Bolting-Welding notches (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Add outlets and hvac outlets Yes BLDG-44 Move waterline off kitchen vent Yes Rough-Ducts-Dampers 03/08/2018 03/08/2018 BLDG-16 Insulation 051086-2018 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-27 Shower 061086.2018 Passed Paul Burnette Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/14/2018 03/14/2018 BLDG-17 Interior 051687-2018 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-18 Exterior 051686.2018 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/06/2018 06/06/2018 BLDG-23 060257-2018 Passed Paul Burnette Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/29/2018 08/29/2018 BLDG-Final 068482-2018 Failed Paul Burnette Reinspection Complete Inspection October 29, 2018 Page 2 of 3 Permit Type: BLDG-Residential Application Date: 12/28/2016 Owner: JEFFERY HARRIS Work Class: Single Family Detached Issue Date: 06/07/2017 Subdivision: LA COSTA MEADOWS #1 Status: Closed - Finaled Expiration Date: 04/17/2019 Address: 2414 Unicornio St Carlsbad, CA 92009 lVR Number: 1075 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 06/08/2017 06/08/2017 BLDG-21 025760-2017 Passed Paul Burnette Complete Underground/Underf loor Plumbing ChecklistItem COMMENTS _Passed BLDG-Building Deficiency Yes 06/26/2017 06/26/2017 BLDG-11 027117.2017 Partial Pass Paul Burnette Reinspection Incomplete Foundation/Ftg/Pier s(Rebar) ChecklistItem COMMENTS Passed BLDG-Building Deficiency No 06/29/2017 06/29/2017 BLDG-I1 027519-2017 Passed Paul Burnette Complete Foundation/Ftg/Pier S (Reber) ChecklistItem COMMENTS Passed BLDG-Building Deficiency Yes 08/24/2017 08/24/2017 BLDG-34 Rough 032537-2017 Passed Paul Burnette Complete Electrical ChecklistItem COMMENTS Passed BLDG-Building Deficiency Yes 11/08/2017 11/08/2017 BLDG-15 039965-2017 Passed Tim Frazee Complete Roof/ReRoof (Patio) ChecklistItem COMMENTS Passed BLDG-Building Deficiency Yes 11/2012017 11/20/2017 BLDG-13 Shear 040974-2017 Partial Pass Andy Krogh Reinspection Incomplete Panels/HD (ok to wrap) ChecklistItem COMMENTS Passed BLDG-Building Deficiency Ok to add second side shear with pictures Yes of insulation, special inspection required for nailing, plumbing, electrical in walls required to be completed before reinspection 01/17/2018 01/17/2018 BLDG-13 Shear 046059.2018 Passed Andy Krogh Complete Panels/HD (ok to wrap) 02/05/2018 02/05/2018 BLDG-84 Rough 047802-2018 Failed Andy Krogh Reinspection Complete Combo(14,24,34,44) October 29, 2018 Pagel of 3 J DEV201 6-0036 2152500900 61712017 4'~' ciTy OF dJflI;SOfl BAD iNSCTllON RECORb Buil El INSICTON RECORD CARD WITH APPROVED CBR20I6-0465 2414 UNICORNIO ST HARRIS: NEW SD 1/ 4,522 SF LIV /1966 SF GARAGE// 710 SF PATIO 1155 SF DECK PLANS MUST BE KEPT ON THE JOB El CALL BEFORE 3:00 pm FOR NEXT WORK DAY INSPECTION El FOR BUILDING INSPECTION CALL: 76O-6C2-272 OR GO TO: www.Carlsbadca.gov/Building AND CLICK ON ?eq .iest Inspection' DATE: — fl Ii YES i' cICChd I)i)\', t! Duv;;ij;;. rqLHIc1 pIrr 0 YiiII,Iiiit ii.jI Bu Whig, rri'.pcct!cln.•11 Ia.t !I (!tICtiCP(;S C.411 i!u: ';. _.iuJl 1I .Ii fl'lOil': ilfl {jJ J.r 'I{iLl hiIo . •".ttO' ;II rcjui I F' jlJr :'.tf- lax iGOtO2'8i30. r.:I.1I o Ic,inp..ci?rc: c:ir :ru'c'. or hi; iii a COPY of !hfs ca rd to; Faraday Ave., 1ffl:Ej.I. or 'r-l;c I 'n.- or '1' •;;... '._ :n . .11 . 07 ? •),i hi-i ;.-._ii 7 fl'.:.;, Itile , p,i:.,i :.;;I:: IF MARKED -VES-, IT IS REQUIRED PRIOR TO ANY CONSTRUCTION STORM WATER PRECON MEETING REQUIRED 760-602-2725 AJIow48 hours IF MARKED -YES-, IT IS REQUIRED PRIOR TO REQUESTING BUILDING FINAL MIMI— Fire Prevention 760-602-4660 Allow 48 hours Planning/Landscape 760-944-8463 Allow 48 hours Z_,Ij11 II - Type of Inspection . . . Type of Inspeftlon Date #11 FOUNDATION - ' Date Inspector REINFORCEDSIEEL 1'L11 ECTEIC UNDERGROUND D UFER #12 I ;TOVOLTAIC MA3ONRYPREGROUT IIELECTRIC #66 ffffiTCSMCE []IEMPCARY DGROUT 0WALLDRAINS VOLTAIC #10 11L1 PANELS ___________ #53 ELEC/CON DUll/WIRING #11 POURSTRIPS ___________ #139 FINAL #41 UNDERGROUND DUCTS &PIPING ___________ #11 COFUMN FOOTINGS #14 SUFRAME 0 FLOOR 0 CEILING ___________ #15 ROOFSHEATHING u{8 -L ? DDucr&PLwIuM. DRPwTh.fl #13 LXI' SHEAR PANELS -/ 7-J ________ #43 HEAT.AIRCOND. SYSTEMS #16 INSJLATION 3.-' ) ________ #49 FINAL #18 EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH & DRYWALL #51 POCLEXCA/STEEL/ SON D/FENCE #82 DRYWALL,EXr LATH, GASTES(17,18,23) : /P4 i #55 PRR'IASTER/FINAL #83 ROOF SHEATING, EXT SHEAR(13,15) #19 FINAL #84 FRAME ROUGH COMBO (14,24,34,44) Date IiWpFtor #85 1-Bar (14,24,34,44) #22 0 SEWER &BL/CO 0 PL/CO [7jj- 17 _L j #89 FINAL OCCUPANCY(199$949) I1 Date A/S UNDERGROUND VISUAL Inspector #21 UNDERGROUND OWASTE DWTR j(S 15(7 #24 TOP'OLJT OWASTE IJWTR #27 TUB&SHOWERPAN -/I .çi? A/S UNDERGROUND HYDRD #23 0 E.A$ TEST 0 GAS PIPING A/S UNDERGROUND FLUSH #25 WABHEA1tR A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC .. ,4 '4-i •—' #29 FINAL WATER A/S FINAL _.,C0DE1Jt';cT0RM #600 PIE-CONSTRUCTION MEETING F/AROUGII-IN F/A FINAL #803 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN FIXED FXTING SYSTEM HYDROSTATIC TEST #607 WVJTTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 HOTICEOFVIOLATION MEDICAL GAS PRESSURE TEST #610 VE.BALWARNING MEDICAL GAS FINAL REV 6117 . SEE SACK FOR SPECIAL NOTES Cell: (949) 370-7922 Fax: (760) 757-1064 MIDGET A Professional Inspection Service 365 Mainsail Road, Oceanside, CA 92054 REGISTERED INSPECTOR'S 0 REINFORCED CONCRETE 0 STRUCT STEEL ASSEMBLY 0 OTHER REPORT OF: I 0 PRE-STRESSED CONCRETE 0 HIGH-STRENGTH BOLTING 0 REINFORCED MASONRY 0 RE-BAR WLDING 0 SHOP 0 FIELD JOB ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER CBP,2j)(6"-O I OWNEROR PROJECT NAME ARCHITECT 442\s TZCS. LJ DESCRIBE MATERIAL (MIX DESIGN, fl-BAR GRADE & MANUFACTURER. WELD-ROD, ETC.) ENGINEER lv~ AQOI )(' EiJG. GENERAL CONTRACTOR Zci O'J( CONTRACTOR DOING REPORTED WORK INSP'N LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER TYPE & IDENTIFICATION NUMBER'S OF TEST DATE SAMPLES TAKEN, STRUCT CONNECTIONS, WELDS MADE. H T BOLTS TORQUED. CHECKED, ETC. - 5 6 Ccz 4z5T '1 cç~cc-i \QZ. Ec L. z'z r L (:) I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, & APPLICABLE BUILDING LAWS. EIGA SIGNATURE OR REGISTEREOANSPECTOR DATE OF REPORT REGISTER NUMBER SPEAR & ASSOCIATES, INC. CIVIL ENGINEERING AND LAND SURVEYING 475 PRODUCTION STREET SAN MARCOS, CA. 92078 (760) 736-2040 FAX (760) 736-4866 CERTIFIED SMALL BUSINESS ENTERPRISE (SBE) JUNE 23, 2017 CITY OF CARLSBAD ENGINEERING DEPARTMENT 1635 FARADAY AVENUE CARLSBAD, CA 92008-7314 RE: HARRIS RESIDENCE 2414 UNICORNIO STREET PROJECT #PDIG-15 DRAWING NO. 494-7A THIS IS TO CERTIFY THAT THE FORMS FOR THE BUILDING ON THE ABOVE REFERENCED PROJECT HAS BEEN VERIFIED BY FIELD SURVEY MEASUREMENTS BOTH HORIZONTALLY AND VERTICALLY AND FOUND TO BE INSTALLED PER THE ABOVE REFERENCED PLAN. RESPECTFULLY SUBMITTED, EA PLS 6404 EsGil Corporation In cPartners flip with government for Bui(ding Safety DATE: 03/20/2017 Q APPLICANT iitj RI S. JURISDICTION: City of Carlsbad Q PLAN REVIEWER tJ FILE PLAN CHECK NO.: R2016-0465 SET: II PROJECT ADDRESS: 2414 Unicornio St. PROJECT NAME: Harris Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil 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.— Telephone #: Date contacted 44 ) Email: Mail Telephone Fax In Person REMARKS: By: Ryan Murphy (for Aaron Goodman) Enclosures: EsGil Corporation- E GA LI EJ LI MB fl PC 03/14/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In Partners/lip with government for Bui(iing Safety DATE: 01/11/2017 VAPPLICANT URIS. JURISDICTION: City of Carlsbad LI PLAN REVIEWER LI FILE PLAN CHECK NO.: R2016-0465 SET: I PROJECT ADDRESS: 2414 Unicornio St. PROJECT NAME: Harris Residence LIII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LII 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. 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: MC Consultants El 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: Jeff Harris Telephone #: 760-519-6237 Date contacted: 4'/rT (b)—) Email: jeff.harrismcconsultants.com Mail Telephone Fax Person REMARKS: By: Aaron Goodman Enclosures: EsGil Corporation EGA EEJ EJMB El PC 12/30/2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad R2016-0465 01/11/2017 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK NO.: R2016-0465 PROJECT ADDRESS: 2414 Unicornio St. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 12/30/2016 01/11/2017 REVIEWED BY: Aaron Goodman FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. 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. The approval of the plans does not permit the violation of any state, county or city law. . Please make all corrections and submit two new complete sets of prints to: To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? L] Yes L3 No Jurisdiction Code I cb IBY Ordinance Bldg. Permit Fee by Ordinance LW V Plan Check Fee by Ordinance Type of Review: El Complete Review El Repetitive Fee El Other Repeats El Hourly EsGil Fee I $2,757.26 I I $1,792.221 El Structural Only Hr. @ * I $1,544.071 City of Carlsbad R2016-0465 01/11/2017 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: R2016-0465 PREPARED BY: Aaron Goodman DATE: 01/11/2017 BUILDING ADDRESS: 2414 Unicornio St. Set I BUILDING OCCUPANCY: R-3 / U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 4522 141.76 641,039 Porches! Decks 765 12.33 9,432 Garage(s) 966 36.98 35,723 Fireplace(s) 2 3,373.05 6,746 Air Conditioning 4522 5.39 24,374 Fire Sprinklers 5488 4.01 22,007 TOTAL VALUE 739,320 Comments: jn addition to the above fee, an additional fee of $86 is due ( 1 hour @J86/hr.)Jg tCalGreen revie\. Sheet 1 of 1 macvaluedoc + City of Carlsbad R2016-0465 01/11/2017 . PLANS 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: 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. Bring TWO 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. 2. REMINDER: All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Provide a statement on the Title Sheet of the plans stating that this project shall.comply with the 2013 California Residential Code, which adopts the 2012 IRC, 2012 UMC, 2012 UPC and the 2011 NEC. Section R106.1. This project is in the City of Carlsbad. Please remove the statement on sheet 1 that says "This project will comply with the County of San Diego Lighting Ordinance." Sheet 2: The windows shown on the Rear View second floor left side are different than the windows shown on the second floor plan on sheet 4. Please correct / coordinate. Sheet 2: The windows shown on the Right Side view second floor left side are different than the windows shown on the second floor plan on sheet 4. Please correct / coordinate. Sheets 3 and 4: A tank type water heater is shown on sheet 3 in the garage and on sheet 4 in the attic above the storage closet adjacent to the Master Suite. The Energy compliance forms have taken credit for two tankless water heaters. Please correct / coordinate the plans and energy compliance forms. Sheet 4, 5B & 9: The plan on this sheet is titled 12nd Floor." Please don't print all the information from the first floor on this sheet. It appears that the attic area will be built out and that there is a bedroom #4/Office on this level. Please correct. The energy compliance forms seem to indicate that there is only one FAU; however, an FAU is shown on sheet 3 in the garage and one on sheet 4 in the attic above the storage closet adjacent to the Master Suite. City of Carlsbad R2016-0465 01/11/2017 The attic access is shown in the hallway to the Master Suite on sheet 3; however, the attic access on all other sheets is shown in the storage closet. Please coordinate the location of the attic access openings on all plan sheets. CRC Section R807.1. An attic access is shown in the hallway between bedroom #4 and the adjacent bathroom. Please provide a section through this area to show the height of the attic space. CRC Section R807.1. Provide an attic access to the area above bedroom #2 & 3 and the game room. CRC Section R807.1. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." . FIRE PROTECTION An automatic residential fire sprinkler system shall be installed in one- and two- family dwellings. Please clearly note this on the plans. Section R313.2. .. GENERAL RESIDENTIAL REQUIREMENTS Glazing in the tub and shower areas shown in what is described as an attic shall be shown on the plans as safety glazing material in accordance with Section R308.4. . ROOFING Sheet SB: Roof area on the left side of the plan: Specify minimum 1/4 inch per foot roof slope for drainage. Section R905.9.1. Sheet 513: Roof area on the left side of the plan: Show the sizes/locations of roof drains and overflows. Section R903.4. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. . GARAGE AND CARPORTS Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5.1. Please update the note for all garage to dwelling doors. City of Carlsbad R2016-0465 01/11/2017 . FOUNDATION REQUIREMENTS 20. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 21. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 22. Per the soils report by CTE, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. 23. Show foundation bolt size and spacing. Foundation bolt size and spacing for braced walls must be clearly shown on the foundation plan. Section R403.1.6. 24. Sheet 6: There are several references to D/9 on this sheet; however, there is no detail D on sheet 9. Please correct. . FRAMING 25. Show stud size, height and spacing on the plans. Maximum allowable stud heights shall be per Table R602.3(5). 26. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 27. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or letter). CBC Section 107.3.4.1. 28. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. 29. Shearwall "2" is missing from Line A.1. 30. Shearwall "1" was called out on Line "C" instead of 7". Please correct. City of Carlsbad R2016-0465 01/11/2017 31. HD19's are called out on line "7" in the calculations; however, HDQ8's are called out on the plans. Please correct. 32. Calculations have not been provided for several parallam beams at the roof level. Please provide. . MECHANICAL 33. Specify on the plans the following information for the fireplace(s): Manufacturer's name/model number and ICC approval number, or equal. Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CIVIC Section 802.5.4. C) Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section R1003.9. d) Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section R1004.3. . ELECTRICAL 34. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). . PLUMBING 35. Show water heater size (1St hour rating), type, and location on plans. Correct the energy compliance forms to show that tank type water heaters will be installed. 36. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Plumbing Code". 37. Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. 38. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. 39. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). City of Carlsbad R2016-0465 01/11/2017 City of Carlsbad R2016-0465 01/11/2017 . ENERGY CONSERVATION Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2013 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, C172R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." All hot water piping sized %" or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation; larger pipe sizes require 11/2" thick insulation. Note: In addition, the 1/2" size hot water pipe to the kitchen sink is required to be insulated. ES 150.0(j)2 . MISCELLANEOUS If CalGreen requires a Waste Management Plan, the applicant shall submit the Carlsbad special form for this. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U 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 Aaron Goodman at EsGil Corporation. Thank you. City of Carlsbad R2016-0465 01/11/2017 454 h> IV CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'rojectiPermit: Project Address THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) (First) (Ml.) (Last) Mailing Address: Email Phone: I am: UProperty Owner uProperty Owner's Agent of Record UArchitect of Record UEngineer of Record State of California Registration Expiration AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder! owner-builder. Contractor's Company Name: Please check if you are Owner-Builder D Name: (Please print) (First) (Ml.) (Last) Mailing Address:_______________________________________ Email: Phone: State of California Contractor's License Number:____________ Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will nrovide a final report / letter in compliance with CBC Section 1704.1.2 orior to reauestina final inspection. Signatu B-45 Page 1 o 1 Rev. 08111 PLANNING DIVISION AAN, <4 BUILDING PLAN CHECK Development Services !h) Planning Division CIT Y OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.carkbdcov DATE: January 12, 2017 PROJECT NAME: 2414 Unicornio Street PROJECT ID: PD 16-15 DWG 494-7A/GR 2016-0422 PLAN CHECK NO: CBR20I6-0465 SET#: I ADDRESS: 2414 Unicornio St APN: 215-205-09-00 This plan check review is complete and has been APPROVED by the Planning Division. By: Greg Fisher A Final Inspection by the Planning Division is required Z Yes No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Ron Linville For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4629 760-602-2740 760-602-4666 Greg Fisher 760-602-4629 Grep.fisher@carlsbadca.gov Plan Check No. CBR20I6-0465 Address 2414 Unicornio Street Date 01/12/17 Review #1 Planner Greg fisher Phone(760)602-4629 APN: 215-205-09 Type of Project & Use: New SFR Net Project Density: DU/AC Zoning: R-1 General Plan: R-4 Facilities Management Zone: CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Z Item Complete LI Item Incomplete - Needs your action LI LI Environmental Review Required: YES LI NO fI TYPE 4. DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES E NO LI TYPE PD 16-15 APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: MCUP 11-07 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Li NO CA Coastal Commission Authority? YES Li NO Li 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): Li Habitat Management Plan Data Entry Completed? YES E NO LI Fee must be paid prior to issuance of building permit LI LII Inclusionary Housing Fee required: YES M NO E] (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) LI LI Housing Tracking Form (form P-20) completed: YES LI NO [II] N/A Eli] Fee must be paid prior to issuance of building permit Site Plan: LI LI Provide a fully dimersional 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 L LII 1. Applicability: YES LI] NO LI LI LI 2. Project complies: YES LI NOD Zoning: 1. Setbacks: Front: Interior Side Street Side: Rear: Top of slope Required 20 feet Shown 24 feet Required 10% of lot width Shown 5 feet Required Shown Required 20% of lot width Shown 46 feet Required Shown P-28 Page 2 of 3 07/11 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Lot Coverage: Required <40% Shown <40% LI Height: Required 30 feet maximum Shown 27 feet LI LI Parking: Spaces Required 2 car garage Shown 3 spaces (tandem two car and single car garage). Additional Comments: The proposed structure does not comply with the required interior side yard setback requirement pursuant to Section 21.10.080 of the CMC. See below. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE Please provide payment for the Inclusionary Housing fee ($2,915.00) and Habitat Management fee ($3,770.10). The total amount due is $6,685.10. These fees must be submitted to the planning counter prior to issuance of building permit. Please provide both the required and provided side yard setback. The required side yard setback is 10% of the lot width measured at the front yard setback. It appears that the width of the lot as measured at the front yard setback is approximately 68 feet requiring a 6'8" setback and only 5 feet has been provided. Please clarify. P-28 Page 3 of 3 07/11 MAR 03 2011 TV FA PA-cEO Structural Calculations For Two-Story Residence Jeff and Cheri Harris 2714 Unicornio.Street Carlsbad, CA 92009 Iz4tTi ' MAR 102017 CITY OF CARLSBAD BUILDING DIVISION Governing Code 2013 CBC Designer: Ron Linville 804 Pier View Way Suite 207 Oceanside, Ca. 92054 Tel. 760-724-4159 Engineer: Manning Engineering, Inc. 41892 Enterprise Circle South, Suite F Temecula, CA 92590 Tel. 951-296-1044 Fax. 951-296-1047 Job #6044 / JOB# PAGE I OF 1,0 l2rC/-IpT/oAL OF A iWo s7-op- "O DFfK*f lIE 1/4 GOVIiP..W/A/& CODE /3 C& .cE/sMIe CA1EOFY I ITE CLAcS 0, Acl1O f'F S- /'0.9 $, '402 Fq- /'OA1 f '5- Fa SS 1 694 1,03q) /127 2/3 cM3 '75/ ~D5 V:7 7 : I1 vV - * 1Es/t/ METHOD ,450 = '6W ui/iWO VEi.OcIT'/ //o , £cp C H P= P53Q .A () P c ((ow) o-ic 2 a2,) (f 0' ) (') (I, z9) (,) (,. 7) /,3,7 2O5 " 't (i) 55 ) I' -25-130 C') 2? 3LI o' /T 87 fWOf 1L 2l '°S'/ J-1- C20 fLooR. Di.: /0 I°JF flji,e IJ 40iE'F , ROOF F Ok 20 P5C PROJECT ã'114 UviCorfflO •1/f- ENGR Cicbckc ) C4 97,009 DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORMA9?p90 PHONE 951-296-1044 FAX 951-296-1047 t. )esign Maps Summary Report http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?templ... USGS Design Maps Summary Report User-Specified Input Report Title Unicorn St. SFR Wed October 26, 2016 16:47:05 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.103090N, 117.25227°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 ---s- / 'Vi' t-'' •.:r". -.' O in cle'k - - -.-' •1-' .. ,'; . Crl SMroc ;Esonc1ido ,. '..- ... --- - -. ;C - .5 __,____ r- ,• - -. - St.-.- , USGS-Provided Output S= 1.039g SMS= 1.127g Sos 0.751g S1 = 0.402 g SMI = 0.643 g S01 = 0.429 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEI-IRP" building code reference document. MCER Response Spectrum 1.20 1.09 0. % 0.24 CP 0.72 0. Go 0,49 0.3G 0.24 0.12 0.00 0.00 0.20 040 0.60 0.90 1.00 1.20 1.40 1.60 1,90 2.00 Period, T (sec) Design Response Spectrum 0.99 0.80 0.72 0. G4 0.5G 0.49 -- 0.40 - 0.22 - 0.24 -- 0.16.- 0.09 -- 0.00.1 0.00 0.20 0.40 0.0 0.20 1.00 1.20 1.40 1.0 1.20 2,00 Period, T (sec) For PGAM, TL, C, and C 1 values, please view the detailed reoort. 10/26/2016 9:47 AM )esign Maps Summary Report http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/summary.php?templ... 31 ........ Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 2 of 2 10/26/2016 9:47 AM )esign Maps Detailed Report http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?templat... on I + USGS Design Maps Detailed Report ASCE .7-10 Standard (33.103090N, 117.25227°W) Site Class D - "Stiff Soil' Risk Category 1/11/111 Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S9) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 1'] Ss = 1.039 g From Figure 22-2 (2] S1 = 0.402 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class Hard Rock Rock Very dense soil and soft rock Stiff Soil Soft clay soil Soils requiring site response analysis in accordance with Section 21.1 VS or W,,, >5,000 ft/s N/A N/A 2,500 to 5,000 ft/s N/A N/A 1,200 to 2,500 ft/s >50 >2,000 psf 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1> 20, Moisture content w ~! 40%, and Undrained shear strength s, < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/rn2 10/26/2016 9:47 AM )esign Maps Detailed Report http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?templat... Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (1v1c) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE Spectral Response Acceleration Parameter at Short Period 55 :5 0.25 Ss = 0.50 S5 = 0.75 S5 = 1.00 S ~: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S. For Site Class = D and S = 1.039 g, F = 1.084 Table 11.4-2: Site Coefficient F Site Class Mapped MCE Spectral Response Acceleration Parameter at 1-s Period S :5 0.10 S = 0.20 S1 = 0.30 S1 = 0.40 S1 ~ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S = 0.402 g, F = 1.598 of 6 10/26/2016 9:47 AM )esign Maps Detailed Report http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?templat... Equation (11.4-1): SMS = FaSs = 1.084 x 1.039 = 1.127 g Equation (11.4-2): SM1 = FS1 = 1.598 x 0.402 = 0.643 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): SDS=%SMS=%x 1.127=0.751g Equation (11.4-4): SDI = % S11 = % x 0.643 = 0.429 g Section 11.4.5 - Design Response Spectrum From Figure 22-12 131 TL = 8 seconds Figure 11.4-1: Design Response Spectrum T<T0: Sa =Sc..(O.4+O.61/Ta ) 5) 0751 - T0 TST:SS0 41 — T-,= 0.114 T% 0.571 1.000 Period, T (sec) nf 6 10/26/2016 9:47 AM - 1.127 a T. = 0.114 T 0.571 1.000 )esign Maps Detailed Report http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?templat... Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum 7 The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. Period, T (sec) of 6 10/26/2016 9:47 AM )esign Maps Detailed Report http://ehpl-earthquake.cr.usgs.gov/designmaps/us/report.php?templat... Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-1 (4] PGA = 0.401 Equation (11.8-1): PGAM = FPGAPGA = 1.099 x 0.401 = 0.441 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA < PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.401 g, FPGA = 1.099 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 CRS = 0.976 From Figure 2218 161 - CR1 = 1.034 of 6 10/26/2016 9:47 AM )esign Maps Detailed Report http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/report.php?templat... Section 11.6 - Seismic Design Category £1 Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF S,S RISK CATEGORY lorll III IV SDS<O.1679 A A A 0.1679 Ss < 0.33g B B C 0.33g SDS < 0.509 C C D 0.5O9SDs D D D For Risk Category = I and SDs = 0.751 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF SDI RISK CATEGORY IorII III IV SDI <0.067g A A A 0.067g < 501 < 0.133g B B C 0.133g S SDI < 0.20g C C D 0.20g :S SDI D D D For Risk Category = I and S01 = 0.429 g, Seismic Design Category = 0 Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References Figure 22-1: http ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure22- 1. pdf Figure 22-2: http ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/ 2010_ASCE-7_Figure_22-2. pdf Figure 22-12: http ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 10ASCE- 7_Figure_22- 12.pdf Figure 22-7: http ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 1O_ASCE-7_Figure_22-7. pdf Figure 22-17: http ://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7jigu re_22- 17. pdf Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 1OASCE- 7_Figure_22- 18.pdf of A 10/26/2016 9:47 AM JOB # PAGE T EF OF '- _ __ U IIL1 Ifl7 . 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ON p4T $11255 VALUES IN ( A FOR WlID ALL0.U4SLE LOAD FOIE. 84.EATI41WS TO WE ST. HAILS To BE EE Swrp SILL eOLTN MARK V (pir) SILL AND BOLTING (allowable) SEE SW 2x4 = 125 2x PRESSURE TREATED 2x(a 200 %" 4' 12 ANCHOR BOLTS 2x5 200 45" 0C 2 2x4 fl' 2x PRESSURE TREATED 2xro = 300 %" 4' 12" ANCHOR OLT5 2x5 = 300 a 32" O.C. 2x4 = 250 2x F55U TREATED 2x' = 30 %" 4' 12" ANCHOR 0LTS 2x& = 30 ' 24" 0G. () 3x4 = 20 3x FE55UE TREATED 3> 3xro = 500 %" 4' 12" ANCHOR DOLTS 3x5 = 650 24" 0G. 3x4 = 315 3x FESSUE TREATED 3> 3x' = 150 %" 4' 12" ANCHOR 6OLTS 3x5 1000 'a' 1" 0G. 3x4 =5,00 3x PRESSURE TREATED 3x 3x' 1000 %" 4' 12" ANCHOR BOLTS 3x& 130 12" O.C. -t 3x4 =550 3x FRE5SURE TREATED 3x 3x = 1300 %" 4' 12" ANCHOR BOLTS 3x5 1o00 a 12" O.C. 3x4 144 3x PRESSURE TREATED 3x 3x' = 1500 %" 4' 12" ANCHOR BOLTS ____ 3x& = 2100 6 C3 1, 0G V ' - SEE EpWrp BILL BOLTING NOTE SILL SCHEDULE GL THRUx REQUIRES 3x SILL CONTRACTOR TO VERIFY BOLT SIZE AND SPACING PER SILL SCHEDULE BOLTS TO SE EMBEDDED A MINIMUM OF V INTO FIRST FOUR ON TWO FOUR SYSTEMS. BOLTS AT CONCRETE CURBS TO BE EME1 1" MINIMUM IN FOUR EXCLUI:)ING CURBS. BOLTS D3 AND®3x TO HAVE 3"x3"x22" PLATE WASHER IN Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula, CA 92590 Phone #( 951) 296-1044 Email: dulce©manningrce.com Title Block Line 6 Project Title: Engineer: Project Descr: : Rle=cUJs Project ID: Pnnied. 15 NOV 2015, 11:404M .16.8.31, Ver.6.16.8.31 Description: HDRI-HDR4 Wöbd:BeainDesign: HDR1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced - Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - PrIl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Unit Load: D =0.2310, Li = 0.110 kIlt, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.212:1 lb : Actual: 357.12 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.139: 1 fv : Actual: 29.51 psi at 5.380 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P i, ii S W Left Support 0.69 0.33 Right Support 0.69 0.33 6O ft. 6x8 H Downward L+Lr+S 0.010 in Downward Total 0.032 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 6907 >360 Total Dell Ratio 2228 >180 Wood BearnPesign: HDR28,HDR4 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend-xx . 1600 ksi Density 31.2pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend -xx 580 ksi Applied Loads Unit Load: D = 0.1810, Li = 0.080 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.075: 1 D(0.110) Lr(O.O8O) ft : Actual : 127.07 psi at 1.500 ft in Span # I Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.064: 1 fv : Actual: 13.59 psi at 2.550 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P k ir 5 W E ti Left Support 0.27 0.12 Right Support 0.27 0.12 3.0 ft, 6x6 Downward L+Lr+S 0.001 in Downward Total 0.004 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 29965 >360 Total Dell Ratio 9184 >180 Wöod'BeamDésign: HDR3 Calculation _per NOS 2012J BC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcI Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Unit Load: 0 = 0.1810, Lr = 0.080 kIlt, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.301 1 lb : Actual: 508.27 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.156: 1 fv : Actual: 33.13 psi at 5.560 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P 1. LI Left Support 0.54 0.24 Right Support 0.54 0.24 I_ r; I Iu1 ft, aZ. Downward L+Lr+S 0.019 in Downward Total 0.063 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 3745 >360 Total Dell Ratio 1148 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecula',CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulce@manningrce.com C!3 Title Block Line 6 ?.n[ed 6908 2017 11:26AM File = C\UMNNlMusDOCUME-1',ENERCA-M0NP-lW6O44harr(s.ec6 M. U ap e imp e Beam ENERCACC'JNCt1983-20i7 Bui1d:6.17.l.18;Ver6 17.1 16 - -- -- .--- i * Description: HDR5-HDR7 Wood Beam Design: HDR5 Calculations per NDS 2012, .IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.1810, Li = 0.080 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.490 1 1 0(0.1810) Lr(0.080) fb : Actual : 826.73 psi at 8 000 ft in Span # 1 Fb: Allowable: Load Comb: +D+Lr+H Max fvlFvRatio= 0.207:1 . 1606 612 16. Oft, fv : Actual : 43.91 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) P L Li S W E II Downward L+Lr+S 0.106 in Downward Total 0.347 in Left Support 1.45 0.64 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.45 0.64 Live Load Defl Ratio 1805 >360 Total Defl Ratio 553 >180 Wood Beam Design: HDR6 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.1810, Li = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.20, Li = 0.190 k/ft, 0.0 to 1.0 ft, Trib= 1.0 ft Point: D = 1.50, Lr = 1.30 k c 1.0 ft Design summary I 0020 V'9401810) Lr(0.080) Max fb/Fb Ratio 0.579: fb : Actual: 'at 977.02 psi 1.000 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fvfFvRatio = 0.534: 1 fv : Actual: 113.56 psi at 0.000 ft in Span # 1 Fv : Allowable: 212.50 psi 3.0 ft. 6x6 Load Comb: +D+Lr+H Max Reactions (k) P k Li S W E 1:1 Downward L+Lr+S 0.011 in Downward Total 0.025 in Left Support 1.44 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 0. 9 . Live Load Defl Ratio 3312 >360 Total Defl Ratio 1460 >180 Wood Beam Design: DR7 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D=0.5590, Desian Summaiv Max fb/Fb Ratio fb : Actual: Fb : Allowable: Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable: Load Comb: Li = 0.440 k/ft, Trib= 1.0 ft 0.431; 1 726.55 psi at 2.500 ft in Span # 1 1,687.50 psi +D+Lr+H 0.322:1 68.42 psi at 4.383 ft in Span # 1 212.50 psi +D+Lr+H Max Reactions (k) P Left Support 1.40 Right Support 1.40 Li S W E II 1.10 1.10 Downward L+Lr+S 0.020 in Downward Total 0.046 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 2984 >360 Total Defl Ratio 1314 >180 D(O.16lO9O 10 ft. 66 Downward L+Lr+S 0.001 in Downward Total 0.004 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 29965 >360 Total Defi Ratio 9184 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: emeculd; CA 92590 Project Descr: Phone #( 951) 296-1044 Email: duIcemanningrce.com Title Block Line 6 Pr:nle6. 6 FEB 2617 1:26AM Fe = ' .Multiple, trnpe Beam . ENECALC. INC. 1983-2017, Bui6.17.1.16Ve:6 17.1.16 L ILi c. # KW-0600 9184 Lice nsee Manninn Description: HDR8-HDR10 Wood Beam Design: HDR8 CalcuIatins per NDS.2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D =0.1810, Lr = 0.080 klft, Trib= 1,0 ft Design Summary MaxthlFb Ratio = 0.075 1 fb : Actual: 127.07 psi at 1.500 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.064: 1 fv : Actual: 13.59 psi at 2.550 ft in Span # 1 I Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P h Lt S W Left Support 0.27 0.12 Right Support 0.27 Wood Beam Design S DR9 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2020, Lr = 0.10 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.333: 1 fb : Actual: 562.27 psi at 4.000 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio 0.175:1 fv : Actual: 37.19 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P L L Left Support 0.81 0.40 Right Support 0.81 ,-•. Wood Beam Design: HDR10(N/A) Calculations per NDS 2012, IBC 2012,CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully UiiEraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx Applied Loads Unit Load: D = 0.2020, Lr = 0.10 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.087 1 fb : Actual: 147.03 psi at 1.500 ft in Span #1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.074: 1 fv : Actual: 15.72 psi at 2.550 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P k Lr S W Left Support 0.30 0.15 Right Support 0.30 0.15 'I(!Ae4iJJ.!iJJJpj 741 8.0 Ft, 6x8 H Downward L+Lr+S 0.030 in Downward Total 0.090 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 3205 >360 Total Defi Ratio 1061 >180 1,600.0 ksi Density 31.20 pcf 580.0 ksi 0(0.2020) Lr(0.10) 3.08. 66 Max Deflections H Downward L+Lr+S 0.002 in Downward Total 0.005 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 23972 >360 Total Defl Ratio 7937 >180 Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula, CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 MutipleSimpé Beam Project Title: Engineer: Project Descr: File = Project ID: Printed: 15 NOV 2015: 1225PM Description: HDR11-HDR13 Wood .'Beam Design: HDR11 Calculations per NDS.2012,IBC 2012; CBC 2013, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350.0 psi Fe - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600:0 ksi Density 31.20 pcf Fb - Compr 1350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2290, Li = 0.1250 klft, Trib= 1.0 ft Point: D = 2.470, Li: 2.340 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.271; 1 fb : Actual: 457.13 psi at 1.000 ft in Span #1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.412: 1 fv : Actual: 87.51 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Li+H Max Reactions (k) 9 L Lf S W E II Downward L+Lr+S 0.002 in Downward Total 0.005 in Left Support 1.77 1.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.27 1.09 Live Load Defi Ratio 13819 >360 Total Defl Ratio 6524 >180 Wood:Beam Design: HDR12 :calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: 0 = 0.2290, Li = 0.1250 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.071; 1 fb : Actual: 119.68 psi at 1.250 ft in Span# 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.066: 1 fv : Actual: 14.04 psi at 2.050 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: -i-D+Lri-H Max Reactions (k) D L Li S W E H Downward L+Lr+S 0.000 in Downward Total 0.003 in Left Support 0.29 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.16 Live Load Defi Ratio 399999 >360 Total DO Ratio 11701 >180 WoodBeam Design: HDR13 Calculations per NDS 2012,IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.3290, Lr = 0.080 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.132: 1 fb : Actual: 160.17 psi at 1.500 ft in Span #1 Fb : Allowable: 1,215.00 psi Load Comb: +D+H Max fv/FvRatio = 0.112: 1 fv : Actual: 17.13 psi at 2.550 ft in Span # 1 Fv: Allowable: 153.00 psi Load Comb: +D+H Max Reactions (k) D L Lt S W Left Support 0.49 0.12 Right Support 0.49 0.12 0(0 3295) 0.080) ft 3.0 ft. 66 II Downward L+Lr+S 0.001 in Downward Total 0.006 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 29965 >360 Total Defl Ratio 5861 >180 Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 15 NOV 2016 12:25PM . • File= c\Uses\MANNlN-1tMusDUME1\ENERCA-15RON'SPiWbU44natflS.eC Multiple SimpleBeam ENERCALC1NC 1983-2016 BuiId616831Ver6J Description:HDR14-HDR16__ Wood BeamDesign: HDR14 Calculations_per NOS 2012, IBC 2012 CBC 2013 ASCE 7 10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.4960, Lr = 0.380 k/if, Trib= 1.0 ft Design Summary D(0,4960) L,;0,380) -- Max fb/Fb Ratio = 0.242 1 .. - fb : Actual: 407.74 psi at 2.000 ft in Span # 1 . . Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.208: 1 fv : Actual: 44.17 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi 4.09. 6x8 Load Comb: +D+Lr+H - Max Deflections Max Reactions (k) 2 I. ir II Downward L+Lr+S 0.007 in Downward Total 0.016 in Left Support 0.99 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 0.76 Live Load Defi Ratio 6748 >360 Total Defl Ratio 2927 >180 WoodBeahi±Design: HDR15 . - . . •Calulations,perNDS 2012,,IBC 2012, CBC_20i3ASCE.7-0- BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,350.0 psi Fc- PrIl 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.20pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2290, Lr = 0.1250 k/if, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.071 1 fb : Actual: 119.68 psi at 1.250 ft in Span #1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.066: 1 fv : Actual: 14.04 psi at 2.050 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) - Downward L+Lr+S 0.000 in Downward Total 0.003 in Left Support 0.29 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.16 Live Load Defl Ratio 999999 >360 Total Defl Ratio 11701 >180 WOod Beam Design: HDR16 Calculétions per.NDS 2012, IBC 2012, CBC 2013, ASCE 7-10. BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Max fb/Fb Ratio = 0.432 fb : Actual: 729.82 psi Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.240: fv : Actual: 51.09 psi Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Left Support 0.76 Right Support 0.76 D(0.2700( Li(0.170) at 2.750 ft in Span # 1 at 5.060 ft in Span # 1 550 ft. 60 Max Deflections Lr S W E H Downward L+Lr+S 0.029 in Downward Total 0.076 in 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in 0.47 Live Load Defi Ratio 2288 >360 Total Defl Ratio 872 >180 Applied Loads Unif Load: D = 0.2760, Lr- 0.170 k/if, Trib= 1.0 ft Desian Summary Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula',CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Multiple Simple Beam Project Title: Engineer: Project Descr: Fl INC. 1 Project ID: In 12 Printed: 15 NOV 2016: 12080M Description :_HDR17-HDR19 WàodBeam Desian: HDR17 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2290, Lr = 0.1250 k/fl, Trib= 1.0 ft Design Summary D2290)Lr1250) Max fb/Fb Ratio = 0.391 1 659.o8 psi at 4.000 ft in Span # 1 Fb Allowable 1,687.50 Load Comb: +D+Lr+H Max fv/FvRatio = 0.205: 1 fv : Actual: 43.60 psi at 0.000 ft in Span # 1 8.0 ft. 6x8 Fv: Allowable: 212.50 psi ______ Load Comb: +D+Lr+H Max Djections Max Reactions (k) P 1= Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.106 in Left Support 0.92 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.92 0.50 Live Load Defi Ratio 2564 >360 Total Defi Ratio 905 >180 WoodBëáin:Design: HDR18 Calculations per NDS 2012 IBC 2012 CBC 2013 ASCE 7 10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2250, Lr = 0.160 kIlt, Trib= 1.0 ft Design Summary Max thlFb Ratio = 0.077; 1 fb : Actual: 130.17 psi at 1.250 ft in Span# 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.072: 1 fv: Actual: 15.27 psi at 2.050 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) D L Li S w F H Left Support 0.28 0.20 Right Support 0.28 0.20 Downward L+Lr+S 0.001 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defi Ratio 25890 >360 Total Defl Ratio 0.003 in 0.000 in 10759 >180 Wood Beam Design HDR19 Calculations per NDS 2012 IBC 2012 CBC 2013 ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2290, Lr = 0.1250 k/ft, Trib= 1.0 ft Design Summary Max fbIFb Ratio 0.071; 1 lb : Actual: 119.68 psi at 1.250 ft in Span# 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.066: 1 fv : Actual: 14.04 psi at 2.050 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P L Li S W Left Support 0.29 0.16 Right Support 0.29 0.16 D(O.229O)Lr{O,125O) - Max Deflections H Downward L+Lr+S 0.000 in Downward Total 0.003 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 399999 >360 Total Defi Ratio 11701 >180 Project ID: 39 Ptnted: 15 NOV 2016. 2:09PM ;IMcrv.4v' I (flUI or-! WVWIIIWIID.fl.V Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula CA 92590 Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 MuItàIé:SimiIe.Béai Project Title: Engineer: Project Descr: - Fec:\UseANNlN- ENERCA Description:_HDR2O-HDR22 Wood Beam Design: HDR20 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2290, Li = 0.1250 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.098 1 fb : Actual: 164.77 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.084: 1 fv : Actual: 17.85 psi at 0.000 ft in Span # 1 Max ueiiections W E H Downward L+Lr+S 0.002 in Downward Total 0.007 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 20515 >360 Total Defl Ratio 7244 >180 Wood Beam. Design: HDR21 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.1810, Li = 0.080 k/fl, Trib= 1.0 ft Point: D = 3.20, Li = 2.750 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.363; 1 0(0)810) Lr(0.080) fb : Actual: 613.23 psi at 1.000 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.561: 1 fv : Actual: 119.20 psi at 0.000 ft in Span # 1 I Fv: Allowable: 212.50 psi L 3.011, 61(10 Load Comb: +D+Lr+H _____ Max Deflections Max Reactions (k) P 1. Li S W E H Downward L+Lr+S 0.004 in Downward Total 0.009 in Left Support 2.40 1.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 1.04 Live Load Defl Ratio 9209 >360 Total Defl Ratio 4132 >180 Wood Beam Design: HDR22 Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 740 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P L Li Left Support 0.46 0.25 Right Support 0.46 0.25 0(0.2290) Lr)0 1250) -U--,, 4.011, 68 Applied Loads Unif Load: D = 0.2290, Li = 0.1250 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.102: 1 fb : Actual: 172.35 psi at 1.500 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.087: 1 fv : Actual: 18.43 psi at 2.550 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P 1. Li S YL Left Support 0.34 0.19 Right Support 0.34 0.19 0(0.2290) Lr)0.1250( 3.0 ft, 61(6 Downward L+Lr+S 0.002 in Downward Total 0.005 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 19177 >360 Total Defl Ratio 6771 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecula CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Print-d. 15 NOV 2515, 12:34PM File = I.-Multiple imp e Beam . .. ENERCALG,:INC..1983-2016 8u11d:6.16.8.31, Ver.6.16.8.31 Description:HDR23-HDR25 Wood.•Beam Design: HDR23 Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2020, Lr = 0.10 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.083: 1 th : Actual: 140.57 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.072: 1 fv : Actual: 15.23 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P L Li fi W E H Downward L+Lr+S 0.002 in Downward Total 0.006 in Left Support 0.40 0.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.40 0.20 Live Load Defi Ratio 25644 >360 Total Defl Ratio 8491 >180 Wood Beam Design: HDR24 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.3570, Lr = 0.270 klft, Trib= 1.0 ft Design Summary O0570)Lr(0.2701 - Max fb/Fb Ratio = 0.322; 1 fb : Actual: 542.68 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,687.50 psi . Load Comb: +D+Lr+H Max fvlFvRatio = 0.226: 1 fv : Actual: 48.09 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi 4.0 ft. 66 ________ Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 t. Li S W E H Downward L+Lr+S 0.013 in Downward Total 0.030 in Left Support 0.71 0.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.71 0.54 Live Load Defl Ratio 3745 >360 Total Deft Ratio 1612 >180 Wood Beam Desin: HDR25 Calculations per NDS 2012,]!3C 2012, CBC 2013, ASCE 710 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi rnl ft, fl Applied Loads Unif Load: D = 0.1570, Lr = 0.080 kIlt, Trib= 1.0 ft Design Summary Max fb/Fb Ratio 0.122: 1 fb : Actual: 205.13 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fvlFvRatio = 0.086: 1 fv : Actual: 18.18 psi at 0.000 ft in Span #1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P L Li S W Left Support 0.31 0.16 Right Support 0.31 0.16 D)0.1570) Lr(0 080) 4011. 6x0 Downward L+Lr+S 0.004 in Downward Total 0.011 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 12641 >360 Total Defl Ratio 4267 >180 11 Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temeculd, CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Multiple Simple Beam: HDR26-HDR28 Wood Beam Design: HDR26 Project Title: Engineer: Project Descr: Project ID: 40 Printed 15 NOV 2016, 12:36PM Fole=c'.1U. Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D =0.1940, Li = 0.130 klft, Trib= 1.0 ft Design Summary Max fblFb Ratio = 0.140-1 fb : Actual: 235.64 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.104: 1 .:. fv : Actual: 22.19 psi at 4.383 ft in Span # 1 Fv: Allowable: 212.50 psi [ 6x8 Load Comb: +D+Lr+H ____________ Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.015 in Left Support 0.49 0.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.33 Live Load Defi Ratio 10099 >360 Total Defl Ratio 4052 >180 Wood Beam Design: HDR27 Calculations per NDS 2012, IBC 2012, CBC 2013,'ASCE 7-1.0 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.3390, Lr = 0.230 klft, Trib= 1.0 ft Design Summary -. D(3390)U(0.230) Maxth/Fb Ratio = 0.164; 1 lb : Actual: 277.02 psi at 1.500 ft in Span # 1 Fb : Allowable: 1,687.50 psi : Load Comb: +D+Lr+H - r,A...., - A 4 )O I IVIA IVII VJGLIU fv : Actual: 29.63 psi at 2.550 ft in Span # 1 Fv: Allowable: 212.50 psi _________ Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S Left Support 0.51 0.35 Upward L+Lr+S Right Support 0.51 0.35 Live Load Defl Ratio Wod Beam Design: HDR28 Calculations per NDS 2012,-IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi 3.0 It. 6x6 0.003 in Downward Total 0.009 in 0.000 in Upward Total 0.000 in 10422 >360 Total Defl Ratio 4213 >180 Applied Loads Unif Load: D = 0.1810, Li = 0.080 klft, Trib= 1.0 ft Design Summary Max th/Fb Ratio = 0.364 fb : Actual: 615.01 psi Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.174: N : Actual: 37.01 psi Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P Left Support 0.81 Right Support 0.81 AUW1' at 4.500 ft in Span # 1 Pr - at 0.000 ft in Span # 1 Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.125 in 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in 0.36 Live Load Defi Ratio 2814 >360 Total Defl Ratio 862 >180 Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula', CA 92590 Phone #(951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Pled: 15 NOV 2016. 2:1 2PM File u ..., .. . ... . ENERCALC,1NC1983-2016,6u11d:6.16.831,Ver.6.16.8.31 :1 Description:HDR29-HDR31 Wood Beam Design: HDR29 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: 0 = 0.3390, Lr = 0.230 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.164; 1 fb : Actual: 277.02 psi at 1.500 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.139: 1 fv : Actual: 29.63 psi at 2.550 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P L Lr S W E II Downward L+Lr+S 0.003 in Downward Total 0.009 in Left Support 0.51 0.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in _Right Support 0.51 0.35 Live Load Defl Ratio 10422 >360 Total Defl Ratio 4213 >180 Wood BéathDésign: HDR30 Calculations per NDS 2012, IBC 2012, CBC _2013,ASCE 7-10 3EAM Size: 6x16, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D =0.1770, L = 0.1740 k/It, Trib= 1.0 ft Point: D=1.560, L= 1.470k@6.oft Design Summary Max fb/Fb Ratio = 0.640.1 fb : Actual: 839.56 psi at 6.000 ft in Span # 1 Fb: Allowable: 1,312.15 psi Load Comb: +D+L+H Max fv/FvRatio 0.328: 1 fv: Actual: 55.81 psi at 10.720 ft Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P Left Support 1.84 1.78 Right Support 1.84 1.78 in Span # 1 D(0.1770)L(0.1740) - 12.0 ft. 6x16 W E H Downward L+Lr+S 0.064 in Downward Total 0.130 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2266 >360 Total Defl Ratio 1110 >180 Wood Beam Design: HDR31 . Calculations per NDS 2012,113C 2012, CBC 2013, ASCE7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.640, L = 0.730 klft, Trib= 1.0 ft Point: 0=1.50, L=1.30k@1.oft Design Summary Max fb/Fb Ratio = 0.558 1 fb : Actual: 753.26 psi at 1.000 ft in Span # 1 Fb : Allowable: 1350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.657: 1 Iv: Actual: 111.72 psi at 0.000 ft in Span# 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P t Left Support 1.96 1.96 Right Support 1.46 1.53 r- (0.640) L(9.730) 306, 6x8 H Downward L+Lr+S 0.008 in Downward Total 0.016 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4592 >360 Total Defi Ratio 2294 >180 3,0 ft. 6x8 H Downward L+Lr+S 0.002 in Downward Total 0.003 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 15996 >360 Total Defl Ratio 11092 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecul, CA 92590 Project Descr: Oe Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 _ P4nied: 15 NOV 2016, 12:46PM 14' - - . : - ENERCALC,1MC1983-2016,Build:6.16.8.31,Ver.616.8.31 Description: HDR32-HDR34 -Wod Beam Design: HDR32 Calculations per NOS 2012,' IBC .2012, CBC 201-3, ASCE 7-10 BEAM Size: 6x16, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.20pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0. 10, L = 0.050 klft, Trib= 1.0 ft Design Summani Max fb/Fb Ratio = 0.199-1 tb : Actual: 261.55 psf at 8.000 ft in Span # 1 Fb: Allowable: 1,312.15 psi Load Comb: +D+L+H Max fv/FvRatio = 0.104:1 tv : Actual: 17.74 psi at 0.000 ft in Span # 1 Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E I-I Downward L+Lr+S 0.027 in Downward Total 0.081 in Left Support 0.80 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 0.40 Live Load Defl Ratio 7073 >360 Total Defi Ratio 2357 >180 Wood Beam Design: HDR33 Calculations per NDS 2012, IBC 2012, CBC, 201 3, ASCE 7i0 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.20pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0. 1680, Desicin Summaiv Max fb/Fb Ratio tb : Actual Fb : Allowable: Load Comb: Max fv/FvRatio = tv : Actual Fv: Allowable: Load Comb: Max Reactions (k) c Left Support 0. Right Support 0. Wood Beam P L = 0.380 k/ft, Trib= 1.0 ft 0.189; 1 255.07 psi at 2.000 it in Span # 1 1,350.00 psi +D+L+H 0.163:1 27.63 psi at 0.000 ft in Span # 1 170.00 psi +D+L+H L ir S W 14 0.76 14 0.76 ñ: HDR34 D(O.1630)i 0.3801 H Downward L+Lr+S 0.007 in Downward Total 0.010 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 6748 >360 Total Defl Ratio 4679 >180 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE:7'10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.1680, L = 0.380 k/fl, Trib= 1.0 ft Design Summan,' Max fb/Fb Ratio = 0.106: 1 tb : Actual: 143.48 psi at 1.500 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.103: 1 tv : Actual: 17.54 psi at 2.380 it in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) Q k Li S W Left Support 0.25 0.57 Right Support 0.25 0.57 12.O ft, 6x16 4.0 It, 6t8 H Downward L+Lr+S 0.014 in Downward Total 0.021 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 3374 >360 Total Defl Ratio 2324 >180 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Downward L+Lr+S 0.006 in Downward Total 0.020 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load DO Ratio 9798 >360 Total Defl Ratio 3004 >180 Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecul, CA 92590 Phone #( 951) 296-1044 Email: duIcemanningrce.com Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Prim-d. 15 NOV 2016, 12:49PM File c:\Use ANNIN-1\Music\DOCUME-1\ENERCA-1\RON'SP-1W6O44ttams.ecb Multiple Simple Beam ENERCALC INC 1983-2016 Bulld616831 Ver616831 Description: HDR35-HDR37 Wood Beam Design: HDR35 Calculations per NOS 2012, IBC 2012, CBC _2013, ASCE7-10 BEAM Size: 6x16, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D =0.1770, L = 0.1740 klft, Trib= 1.0 ft Design Summan, Max fb/Fb Ratio = 0.262 1 fb : Actual: 344.26 psi at 6.000 ft in Span # 1 Fb: Allowable: 1,312.15 psi Load Comb: +D+L+H Max fv/FvRatio = 0.171 : 1 Iv: Actual: 29.15 psi at 10.720 ft in Span,# 1 x Deflections Downward L+Lr+S 0.030 in Downward Total 0.060 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 4818 >360 Total Defi Ratio 2388 >180 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-1O BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx Applied Loads Unit Load: D = 0.3430, L = 0.760 k/fl, Trib= 1.0 ft Design Summary Maxfb/Fb Ratio = 0.380; 1 lb : Actual: 513.40 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.327: 1 Iv : Actual: 55.62 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) Q L 1r S W Left Support 0.69 1.52 Right Support 0.69 1.52 Wood Beam Design: HDR37 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D =0.3030, L = 0.1340 k/It, Trib= 1.0 ft Design Summary Max th/Fb Ratio = 0.235-1 lb : Actual: 317.82 psi at 2.500 ft in Span # 1 I Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.176: 1 fv : Actual: 29.93 psi at 4.383 ft in Span # 1 Fv : Allowable: 170.00 psi Load Comb: +D+L+H - Max Reactions (k) II L Li S W E II Left Support 0.76 0.34 Right Support 0.76 0.34 Fv: Allowable: 170.00 psi Load Comb: Max Reactions (k) D L 1r Left Support 1.06 1.04 Right Support 1.06 1.04 Wood Beam Design: HDR36 1,600.0 ksi Density 31.20 pcf 580.0 ksi Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecul CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: qq Printed: 15 NOV 2010, 12:51PM 4.0 ft. 66 H Downward L+Lr+S 0.004 in Downward Total 0.014 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 12641 >360 Total Defl Ratio 3405 >180 File c:U Description: HDR38-HDR40 Wood Beam Design: HDR38 Calculations per. NDS 2012, IBC 2012, CBC2013, ASCE 7-10 3EAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0,3030, L = 0.1340 klft, Trib= 1.0 ft S W E H Downward L+Lr+S 0.000 in Downward Total 0.003 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 399999 >360 Total Defl Ratio 13910 >180 Calculations per NDS 2012 IBC 2012 CBC 2013 ASCE T-110 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2720, L = 0.340 klft, Trib= 1.0 ft Design Summary Maxth/Fb Ratio = 0.153; 1 fb : Actual: 206.91 psi at 1.250 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.143: 1 N : Actual: 24.28 psi at 2.050 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) 2 1. Lo S W E H Downward L+Lr+S 0.002 in Downward Total 0.004 in Left Support 0.34 0.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.34 0.43 Live Load Defl Ratio 12183 >360 Total Defi Ratio 6768 >180 Wood Beam Design: HDR40 . Calculations per NDS 2012 IBC 2012, CBC 2013, ASCE 7-110 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Design Summary Max fb/Fb Ratio 0.085 fb : Actual : 114.41 psi Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.082: fv : Actual: 13.98 psi Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) Left Support 0.45 0.20 Right Support 0.45 0.20 Li at 1.500 It in Span # 1 at 2.380 ft in Span # 1 jjjj jjjj Wood Beam Deign,; HDR39 Applied Loads Unif Load: D = 0.2170, L = 0.080 k/It, Trib= 1.0 ft Design Summary Maxfb/Fb Ratio = 0.190; 1 fb : Actual: 257.06 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.134: 1 N : Actual: 22.78 psi at 0.000 ft in Span # 1. Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) 2 L ir S YY Left Support 0.43 0.16 Right Support 0.43 0.16 Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula, CA 92590 Phone #( 951) 296-1044 Email: dulce©manningrce.com Title Block Line -6 Multiple Simple Bea Project Title: Engineer: Project Descr: File cllJser Project ID: Alf 17 Pthfle'J. 15 NOV 2015, 12:55PM n: HDR41-HDR44 Wood Beam Design: HDR41 Calculations per NDS 2012, IBC 2012i CBC 2013, ASCE..7-10 BEAM Size: 6x6, Sawn, Fully Unbraced - Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.7750, L = 0.190 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio 0.348; 1 th : Actual: 469.81 psi at 1.500 ft in Span # 1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fvlFvRatio = 0.296: 1 fv : Actual: 50.24 psi at 2.550 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.014 in Left Support 1.16 0.29 ' Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.16 0.29 Live Load Defi Ratio 12617 >360 Total Defl Ratio 2484 >180 Wood Beam Design: HDR42 Calculations per NDS 2012, IBC 2012, CBC 2013,.ASCE:7-10 -- BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.6590, L = 0.080 klft, Trib= 1.0 ft Design Summary D'590fl L(0.080) Max fb/Fb Ratio = 0.804 1 108533 psi at 4.500 ft in Span #1 Fb: Allowable: Load Comb: +D+L+H Max fvlFvRatio = 0.464: 1 fv : Actual: 78.92 psi at 0.000 ft in Span # 1 901 6 10 I, X Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q I. ir a W E 1:1 Downward L+Lr+S 0.019 in Downward Total 0.174 in Left Support 2.97 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.97 0.36 Live Load Dell Ratio 5719 >360 Total Dell Ratio 619 >180 WOod Beam Design: HDR43-HDR44 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0,4810, L = 0.480 kIlt, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.277 1 lb : Actual: 373.38 psi at 1.340 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.248: 1 fv : Actual: 42.14 psi at 0.000 it in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P k Lr Left Support 0.64 0.64 Right Support 0.64 0.64 0(0-4810) 26808, 6,6 Downward L+Lr+S 0.005 in Downward Total 0.009 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 7005 >360 Total Dell Ratio 3499 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 P'iited. 15 NOV 2016, 1257PM Multiple Sim pie Beam File = cUseANNlN-1\MusicOOCUMEENERCA-lRON'SF-044!anIs.ec ENERALC INC; 1983-2016,' BülId:6.16:8.3iVer416.8.31 Description -----------------------------------------------------------------___ Wood Beam Design: HDR45 Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Sle: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.1810, Lr = 0.080 klft, Trib= 1.0 ft Design Summary -_ ojooso Max fb/Fb Ratio = 0.060; 1 fb : Actual : 100.65 Ps! at 1.335 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.054: 1 - - - fv : Actual: 11.40 psi at 0.000 ft in Span# 1 Fv: Allowable: 212.50 psi 26700. 6x6 Load Comb: +D+Lr+H Max DèfttT6iii Max Reactions (k) P L Lr a W E H Downward L+Lr+S 0.000 in Downward Total 0.002 in Left Support 0.24 0.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.11 Live Load Defi Ratio 399999 >360 Total DO Ratio 13028 >180 Wood Beam Design: HDR46 Calculations per NOS 2012, IBC 1012, cBc 2013;ASCE7-1O. BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Applied Loads Unif Load: D = 0.1810, Lr = 0.080 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.025: 1 fb : Actual: 42.59 psi at 1.500 ft in Span # 1 1. Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.025: 1 fv : Actual : 5.32 psi at 2.210 ft in Span #1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P .L ko S W E H Left Support 0.27 0.12 Right Support 0.27 0.12 Wood Beam Design: HDR47 3.0 ft, 6x10 Downward L+Lr+S 0.000 in Downward Total 0.001 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 399999 >360 Total Defl Ratio 47332 >180 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.4130, Lr = 0.160 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.247: 1 fb : Actual: 300.36 psi at 2.500 ft in Span # 1 Fb : Allowable: 1,215.00 psi Load Comb: +D+H Max fv/FvRatio = 0.185:1 fv : Actual: 28.28 psi at 4.383 ft in Span # 1 Fv: Allowable: 153.00 psi Load Comb: +D+F-I Max Reactions (k) P k k[ a W E H Left Support 1.03 0.40 Right Support 1.03 0.40 5.0 ft, 6.8 x veiiecuons Downward L+Lr+S 0.007 in Downward Total 0.026 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 8206 >360 Total Defl Ratio 2291 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecul, CA 92590 Project Descr: 411 Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 _ Pnted 15 NOV 2016, I259PM F - Ffle = c:'Uses\MANNlN-i\Music\DOC1JME-lENERCA-10N'SP-l6O44Iiauis.ec6. tp1e !rnPQ . earn .. . ,.. ENERCALCINC.j983-2016, 8uIId:6.16.8.31Ver.6.16.8.31 Description: HDR48-HDR50 HDR48 Calculations per NDS 2012, IBC 2012, CPC 1013, ASCE.7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2920, Lr = 0.1850 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.245 1 fb : Actual: 412.85 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.172: 1 fv : Actual: 36.58 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P L 1! Left Support 0.58 0.37 Right Support 0.58 0.37 Ala ijiijijj 4.011. 6x6 H Downward L+Lr+S 0.009 in Downward Total 0.023 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 5466 >360 Total Defl Ratio 2120 >180 Wöbd Beam Design.:; H0R49 Calculations per NDS 2012 IBC 2012 CBC_2013rASCE_7 A0 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D =0.10, L = 0.050 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.052; 1 fb : Actual: 69.82 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.044: 1 fv : Actual: 7.56 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P L Lr S W E II Downward L+Lr+S 0.000 in Downward Total 0.003 in Left Support 0.20 0.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.10 Live Load Defl Ratio 399999 >360 Total Defl Ratio 17096 >180 Wood Beam Design HDR50 Calculations per NDS 2012, IBC 2012, CBC 2013; ASCE 7,10; BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx . 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.1810, Lr = 0.080 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.227 fb : Actual: . 383.32 psi Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.131: fv: Actual: 27.87 psi Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P k Left Support 0.81 Right Support 0.81 QA at 4.500 ft in Span # 1 at 0.000 ft in Span # 1 JSI ft, ilI$ max ueiecuons Lr S W E H Downward L+Lr+S 0.019 in Downward Total 0.062 in 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in 0.36 Live Load Defi Ratio 5719 >360 Total Defi Ratio 1753 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Temecul, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 "-' MuItipIe Supple Beam INC: Project ID: ql' Prmled: 15 NOV 2018. 102PM Description :_HDR51-HDR53 Wood Beam Design HDR51 - calculations per NDS 2012 IBC 2012 CBC 2013 ASCE710 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.3040, Lr = 0.180 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.1871 fb : Actual: 315.92 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.145: 1 fv : Actual: 30.85 psi at 5.220 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P k Lr a Left Support 0.91 0.54 Right Support 0.91 0.54 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.3040, Lr = 0.180 klft, Trib= 1.0 ft Design Summary - C)(0.3040) Lr(0.180) Max fb/Fb Ratio = 0.140 1 fb : Actual: 235.64 psi at 1.500 ft in Span # 1 - Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio 0.119: 1 fv : Actual: 25.20 psi at 2.550 ft in Span # 1 Fv: Allowable: 212.50 psi 300, 66 Load Comb: +D+Lr+H Max Deflections - Max Reactions (k) D L Li S W E i-I Downward L+Lr+S 0.003 in Downward Total 0.007 in Left Support 0.46 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 0.27 Live Load Defi Ratio 13318 >360 Total Defl Ratio 4952 >180 Wood Beam Design HDR53 - itN Calculations per NDS 2012 IBC 2012 CBC 2O13ASCE7.10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 6250 psi Ft 675.0 psi Eminbend - xx 580.0 ksi 6.Oft, WO ns w E H Downward L+Lr+S 0.008 in Downward Total 0.023 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 8578 >360 Total Defi Ratio 3190 >180 Applied Loads Unif Load: D = 0.2440, L = 0.2040 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.087; 1 fb : Actual: 117.29 psi at 1.500 ft in Span #1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.084: 1 fv : Actual: 14.34 psi at 2.380 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P i Lr S W Left Support 0.37 0.31 Right Support 0.37 0.31 0(02440) L(0.2040) 3.0 ft. 68 H Downward L+Lr+S 0.001 in Dov'nward Total 0.003 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 29797 >360 Total Defl Ratio 13568 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temeculd CA 92590 Project Descr. qq Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Pned: 15 NOV 20Th, 2:39PM - i u ip e imp.e earn File ENERCALC INC 1983-2016 Build6 18831 Ver6 16831 lit KW-06009184 Licensee: Mannin Description: HDR54-HDR56 Wood Beam Design: HDR54 Calculations per NOS 2012IBC 2012; CBC 2013, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx Applied Loads Unif Load: D = 0.2980, L = 0.3570 k/fl, Trib= 1.0 ft Point: D = 0.230, L = 0.930 k @ 1.0 ft 1,600.0 ksi Density 31.20 pcf 580.0 ksi Design Summary Max fb/Fb Ratio = 0.153: 1 fb : Actual : 207.18 psi at 1.000 ft in Span #1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.209: 1 Iv : Actual: 35.55 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H +D+L+H - 30ft, 6x10 Max Reactions (k) P S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.60 1.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.85 Live Load Defl Ratio 15798 >360 Total Defl Ratio 10428 >180 Wood Beam Design: HDR55 - . .. Calculations per NDS 2012,_ IBC _2012, CRC_2013,ASCER-1O BEAM Size: 6x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx Applied Loads Unif Load: D = 0.2130, L = 0.560 k/fl, Trib= 1.0 ft Point: D = 0.230, L = 0.930, E = 1.430 k (cD. 6.50 ft Desiqn Summary Max fb/Fb Ratio = 0382 1 fb : Actual: 508.88 psi at 4.293 ft in Span # 1 Fb: Allowable: 1,332.45 psi Load Comb: +D+L+H Max fv/FvRatio = 0.377 -.1 Iv : Actual: 64.01 psi at 6.880 ft in Span # 1 W E H Downward L+Lr+S 0.034 in Downward Total 0.046 in 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in 1.16 Live Load Defi Ratio 2832 >360 Total Defi Ratio 2082 >180 Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 710 BEAM Size: 5.25x16.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unif Load: 0 = 0.2380, L = 0.590 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.444-1 fb : Actual: 1,247.54 psi at 7.500 ft in Span # 1 Fb: Allowable: 2,808.86 psi Load Comb: +D+L+H Max fv/FvRatio = 0.316: 1 Iv : Actual: 91.67 psi at 0.000 ft in Span # 1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) P L Left Support 1.79 4.43 Right Support 1.79 4.43 1,600.0 ksi Density 31.20 pcf 580.0 ksi Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P L ir Left Support 0.90 2.41 Right Support 1.04 3.00 WoodBèàrn Design: HDR56 0(0.2130) L(0.560) 80ft, 6x14 D(0.2380) L(0.590) 15.0 ft. 5.25x16.0 Max L)etlections H Downward L+Lr+S 0.189 in Downward Total 0.265 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 954 >360 Total Defl Ratio 680 >180 H Downward L+Lr+S 0.012 in Downward Total 0.021 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 4006 >360 Total Defi Ratio 2304 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecul& CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Printed: 15 NOV 2016, 1:10111 - . :..; .• ,; File = •1 Ut ipte - tmpe earn ... ENERALC, INC. 198320I6,uild:6.16.8.31Ver.6.16.831 Description: HDR57-HDR59 Wood Beam Design: HDR57 Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.1720, L = 0.040 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.164-1 fb : Actual: 222.02 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.108: 1 fv : Actual: 18.35 psi at 5.380 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.020 in Left Support 0.52 0.12 Upward L+Lr+S 0.000 in Upwara Total 0.000 in Right Support 0.52 0.12 - Live Load Defl Ratio 18995 >360 Total Defi Ratio 3584 >180 WoodBêam Design:. HDR58 - Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10. BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.1860, L = 0.0940 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.217-1 fb : Actual: 293.24 psi at 3.000 it in Span # 1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.143: 1 fv: Actual: 24.23 psi at 5.380 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr s w E H Downward L+Lr+S 0.009 in Downward Total 0.027 in Left Support 0.56 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.56 0.28 Live Load Defl Ratio 8083 >360 Total Defl Ratio 2713 >180 Wood;Beam'Design: HDR59 Calculations per NDS 2012, IBC 2012, CBC.2013, ASCE7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.4730, L = 0.640 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.384.1 fb : Actual: 518.05 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.330: 1 fv : Actual: 56.12 psi at 0.000 ft in Span #1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P L Lr S W E Left Support 0.95 1.28 Right Support 0.95 1.28 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: remecul& CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulce©manriingrce.com Title Block Line 6 printed 15 NOV 201 6. 1 20P •:. Multi lie 8,irliipe earn FiIo c:kUsersWMNIN-lVviusickDOCUME-1~ENERCA-~11RON'SP~,IVP6044b 6; ENERCALC INC 1983-2016Build6 16831 Ver616831. Description :HDR6O-HDR62_____ ________________ Wood Beam Design: HDR60 : Calculations per NDS 2012,1121C.20112; CBC-20.13, ASCE.7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.1220, L = 0.1940 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.079; 1 fb : Actual: 106.84 psi at 1.250 ft in Span #1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.074: 1 fv : Actual: 12.54 psi at 2.050 ft in Span # 1 Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.001 in Downward Total 0.002 in Left Support 0.15 0.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.24 Live Load Defl Ratio 21352 >360 Total Defl Ratio 13109 >180 WoódBeam.Désign: HDR61 Calculations per NDS 2612, IBC 2012, CBC 2O13,ASCE 740 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb -Tension 1,350.0 psi Fc- PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0. 1220, Desicin Summary Max fb/Fb Ratio = fb : Actual: Fb: Allowable: Load Comb: Max fv/FvRatio fv : Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support 0. Right Support o.: L = 0.1940 klft, Trib= 1.0 ft 0.170; 1 229.82 psi at 2.500 ft in Span # 1 1,350.00 psi +D+L+H 0.127:1 21.64 psi at 4.383 It in Span # 1 170.00 psi +D+L+H 1 0.49 11 0.49 1220L: (C 19401 - -.• 1I ft, .1' H Downward L+Lr+S 0.009 in Downward Total 0.014 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 6768 >360 Total Defl Ratio 4155 >180 Wood Beam Design: HDR62 Calculations per NDS 2012, IBC 2012,.CBC2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Applied Loads Unit Load: D = 0.3270, L = 0.760 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.272 1 fb : Actual: 367.51 psi' at 1.250 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.254: 1 fv : Actual: 43.12 psi at 2.050 ft in Span # 1 Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P L kt S W Left Support 0.41 0.95 Right Support 0.41 0.95 ii 760 )ii 250 C, 6x6 H Downward L+Lr+S 0.006 in Downward Total 0.008 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 5450 >360 Total Defi Ratio 3810 >180 3500. 6x6 H Downward L+Lr+S 0.015 in Downward Total 0.030 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 2744 >360 Total Defl Ratio 1422 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID. Temecul, CA 92590 Project Descr. Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 P'ined: 15 NOV 2Ol. 1:25PM •-ReM Ut p e trnp.e earn,. . . - ENERALC, INC. 1983-2016, Build:8.8.8.312Ver,6.i6.8.31 Description: HDR63-HDR66 Wood Beam Design: HDR63 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No-1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.0870, L = 0.05330 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio 0.051 1 fb Actual: 68.31 psi at 1.500 ft in Span # 1 . Fb . Allowable. 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.043: 1 fv : Actual: 7.30 psi at 2.550 ft in Span # 1 Fv: Allowable: 170.00 psi 3.0 0, 6x6 Load Comb: +D+L+H Max Dei1ôi,i Max Reactions (k) D L Is s w E i-i Downward L+Lr+S 0.000 in Downward Total 0.002 in Left Support 0.13 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.13 0.08 Live Load Defl Ratio 999999 >360 Total Defl Ratio 17086 >180 Woodéani.DesigtE: HDR64-HDR65 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE.7-i0 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2620, L = 0.180 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.159 1 fb: Actual : 215.19 psi at 1.500 ft in Span #1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.135:1 fv : Actual: 23.01 psi at 2.550 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) 2 L 1,,! S W Left Support 0.39 0.27 Right Support 0.39 0.27 Wood Beam Design: HDR66 D(0.2620) L(0 IOU) 3.0 It, 6.6 ax H Downward L+Lr+S 0.003 in Downward Total 0.007 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 13318 >360 Total Defl Ratio 5423 >180 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE'7-10' BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.5110, L = 0.550 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.521: 1 fb : Actual: 703.08 psi at 1.750 ft in Span # 1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.401: 1 fv : Actual: 68.13 psi at 3.045 ft in Span #1 Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) 2 k i,r Left Support 0.89 0.96 Right Support 0.89 0.96 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: P it ID: Temecul& CA 92590 Project Descr: 5 ,Phone #(951)296-1044 4 Email: dulce@manningrce.com Title Block Line 6 ?n-d: 6 F - 11 25A - -. - M I •- 1 - u trnpe earn pee. . File ENERCALC, INC:1983-2017, Build:6.17.1.16,Ver.6.17.1:16 - Licensee : Manning Enginee.' Description: HDR67 Wood Beam Design: HDR 67 Calculations per NDS 2012,. 113C 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - PrIl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.5110, L = 0.550 k/if, Trib= 1.0 ft Design Summary D(05110)L(O.550) - Max th/Fb Ratio = 0.350-1 fb - . : Actual 2.61 psi at 3.000 ft in Span 47 - - 4A. Fb: Allowable: Max fv/FvRatio = 0.305: 1 fv : Actual: 51.83 psi at 5.060 ft in Span # 1 Fv : Allowable: 170.00 psi -- Load Comb: +D+L+H Max Deflections Max Reactions (k) 9 1. Lr S w E II Downward L+Lr+S 0.014 in Downward Total 0.028 in Left Support 1.53 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.53 1.65 Live Load Defl Ratio 4980 >360 Total Defi Ratio 2521 >180 Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temeculd, CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Multiple Simple Beam Project Title: Engineer: Project Descr: File =cUse Project ID: 53 Prmied 15 NOV2016. 1:35PM INC. 198372016, Build:6.16,8.31, Ver:6 16.8.31 Description: BM1-BM3 Wood Beam Design: BM1 Calculations per NOS 2012,IBC 2012, CBC 2013, ASCEJ-10 BEAM Size: 7x18, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2900 psi Fc - PrIl 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pcf Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1016.535 ksi Applied Loads Unif Load: 0 = 0. 1760, L = 0.120 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.244; 1 fb : Actual: 676.57 psi at 12.000 ft in Span # 1 Fb: Allowable: 2,772.37 psi Load Comb: +D+L+H Max fv/FvRatio = 0.128: 1 N : Actual: 37.21 psi at 22.560 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) P - L Lt S W E II Downward L+Lr+S 0.132 in Downward Total 0.326 in Left Support 2.11 1.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.11 1.44 Live Load Defi Ratio 2175 >360 Total Defi Ratio 882 >180 Wood Beam DesIgn BM2 Calculations per NDS 2012; IBC 2012':C 2013,ASCE7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.1810, L = 0.080 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.126; 1 fb : Actual: 170.36 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.098: 1 N : Actual: 16.63 psi at 5.220 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) 0 L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.012 in Left Support 0.54 0.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.24 Live Load Defi Ratio 19302 >360 Total Defi Ratio 5916 >180 Wood Beam Design BM3 Calculations per NDS 1612,1113C2012CBC 2013, ASCE 7-10 BEAM Size: 7x11.875, Parallam PL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: D =0.2130, L = 0.110 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.293 1 fb : Actual: 851.09 psi at 8.500 ft in Span # 1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.151: 1 N : Actual: 43.93 psi at 16.037 ft in Span # 1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) P L Lr S W Left Support 1.81 0.94 Right Support 1.81 0.94 1 MlIiflIPA. H Downward L+Lr+S 0.106 in Downward Total 0.312 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1917 >360 Total Defi Ratio 653 >180 H L)ownwara L+Lr+b U.U61 in uownwara iotai u.ua in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 4285 >360 Total Defi Ratio 2272 >180 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecul, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulce©manningrce.com Title Block Line 6 Punted: 15 NOV 2016, 2:07PM M 't File Use ANNlN-VJQtusD0CUME-1tENERCA-1tR0NSP;fl#6O44tIamsec6 U ip e p Ime earn .. ENERCALC INC 1983-2016 8u11d616831 Ver616B31 IUtflWTEtIDIs1 _______ Description: BM4-BM6 Wood Beam Design BM4 Calculations per .NDS 2012tlBC 2012, CBC 2O13,SCE 7-10 BEAM Size: 7x18, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unif Load: D =0.1760, L = 0.120 k/ft, Trib= 1.0 ft Design Summa,v Max fb/Fb Ratio = 0.034; 1 fb : Actual: 95.14 psi at 4.500 ft in Span # 1 Fb: Allowable: 2,772.37 psi Load Comb: +D+L+H Max fv/FvRatio = 0.037: 1 fv: Actual: 10.68 psi at 7.530 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E I-i Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Support 0.79 0.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.79 0.54 Live Load Defl Ratio 41261 >360 Total Defl Ratio 16727 >180 Wood Beam Design: BM5 . Calculations per NDS2012:ilBC 2o12QBC 2013,SCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.4490, L = 0.380 k/ft, Trib= 1.0 ft Design Summary' Max fb/Fb Ratio = 0.337 1 fb : Actual: 454.69 psi at 2.750 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.275: 1 fv : Actual: 46.69 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.027 in Left Support 1.23 1.05 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 1.05 Live Load Defl Ratio 5275 >360 Total Defl Ratio 2418 >180 WoodBeám.Design; BM6 .. Calculations per NDS 2012lBC2o1ZCC 2013,'ASCE 710 BEAM Size: 6x16, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.2250, L = 0.2540 klft, Trib= 1.0 ft Design Summary' Max.-fb/,Fb Ratio = 0.301: 1 fb : Actual: 394.76 psi at 5.500 ft in Span # 1 Fb: Allowable: 1,312.15 psi Load Comb: +D+L+H Max fv/FvRatio = 0.209: 1 fv : Actual: 35.54 psi at 0.000 ft in Span # 1 Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) 12 L ir S W Left Support 1.24 1.40 Right Support 1.24 1.40 Wood Beam Design: 131M9 Calculations per NOS 2012, IBC 2012, CB.0 2013, BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 1,600.0 ksi Density 31.20 pcf 580.0 ksi Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecul, CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Multiple Simple Beam; Description: BM7-BM9 Wood Beam Design : BM7 Project Title: Engineer: Project Descr: Project ID: 0, Printed 15 NOV 206, 2:46PM File Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE.7-10 BEAM Size: 6x16, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.1940, L = 0,1340 klft, Trib= 1.0 ft Point: D= 1.240, L= 1.40k @ 5.0 ft Design Summary . Max thlFb Ratio = 0.225; 1 0(0 1940) L'O 1340 fb:Actual: 294.77 psi at 4.993 ft in Span #1 Fb : Allowable: 1,312.15 psi Load Comb: +D+L+H Max fv/FvRatio = 0.270: 1 fv : Actual: 45.97 psi at 5.717 it in Span # 1 Fv: Allowable: 170.00 psi 70ft, 6x16 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.016 in Left Support 1.03 0.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 1.47 Live Load Defl Ratio 11103 >360 Total Defl Ratio 5331 >180 Wood Beam Design: BM8 - Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7.101 BEAM Size: 7x18, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unif Load: D = 0.2480, L = 0.250 klft, Trib= 1.0 ft Point: D = 1.030, L = 0.870 k 9.50 ft Point: E= 5.250k@ 1.0 ft Point: E = -5.250 k @ 6.0 ft Point: E = 5.250 k @ 9.0 ft flinn .S,,mm.nwv Max fb/Fb Ratio = 0.5031 ..,,, M Fb: Allowable: 2,772.37 ax fv/FvRatio = Load Comb: IL ::+°: in Span # 1 248lLO20l N : Actual: 82.44 psi at 0.000 ft in Span # 1 Fv: Allowable: 290.00 psi L Load Comb: +1 .20D+0.50Lr+1 .60L+H Max Reactions (k) P L Lr S w E II Left Support 2.87 2.81 4.14 Right Support 2.87 2.81 1.11 19.011, 7x18 Downward L+Lr+S 0.140 in Downward Total 0.265 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1628 >360 Total Defi Ratio 799 >180 Applied Loads Unif Load: D = 0.3030, L = 0.1340 klft, Trib= 1.0 ft Point: D= 1.240, L= 1.40k@3.50ft Design Summary Max fb/Fb Ratio = 0.421 1 fb : Actual: 568.48 psi at 3.500 it in Span # 1 Fb: Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.439: 1 N: Actual: 74.59 psi at 4.217 ft Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P L !r Left Support 1.13 0.76 Right Support 1.63 1.32 in Span # 1 --------- 5.011, 6x10 H W E H Downward L+Lr+S 0.011 in Downward Total 0.025 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 5426 >360 Total Deft Ratio 2402 >180 Manning Engineering Inc. 41892 Enterprise Circle So Ste E TemecuI, CA 92590 Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 Multiple Simple Beai Project Title: Engineer: Project Descr: - File = c:UJ Project ID: POsted: 15 NOV 2016. 155PM Description :_BM1O-BM12 Wood Beam Design: BM10 Calculations per NDS-2012,-IBC 2012,_CBC 2013;ASCE7-10- BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.2310, L = 0.110 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.184; 1 fb : Actual: 248.00 psi at 2.500 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.137: 1 fv: Actual: 23.35 psi at 4.383 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H 10W43IL6IreMI0, Max Reactions (k) D L Li s w E H Downward L+Lr+S 0.005 in Downward Total 0.016 in Left Support 0.58 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 0.28 Live Load Defl Ratio 11936 >360 Total Defl Ratio 3850>180 Wood BeámDesign: BM11 . , Calculations per NOS 10121116C 1012; CBC 2013,ASCE.7-10 BEAM Size :6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.6340, L = 0.50 k/ft, Trib= 1.0 ft Design Summary - 0(06340) Lb 50) Max fb/Fb Ratio = 0.611.1 1: ' fb : Actual: 824.73 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,350.00 psi - Load Comb: +D+L+H Max fv/FvRatio = 0.457: 1 .' fv : Actual: 77.66 psi at 4.383 ft in Span # 1 Fv: Allowable: 170.00 psi 500. 6,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.052 in Left Support 1.59 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.59 1.25 Live Load Defl Ratio 2625 >360 Total Defl Ratio 1157 >180 Wood Beam Design: BM12 .-. - Calculations per NDS 2012'lBC 2012, qBC 201 3, ASCE 7-10, BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: 0 = 0.1550, L = 0.10 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.088: 1 fb : Actual: 118.69 psi at 2.000 ft in Span #1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.076: 1 fv : Actual: 12.86 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P L k[ Left Support 0.31 0.20 Right Support 0.31 0.20 Aps H Downward L+Lr+S 0.002 in Downward Total 0.005 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 25644 >360 Total Defi Ratio 10056 >180 Downward L+Lr+S 0.260 in Downward Total 0.172 in Upward L+Lr+S -0.172 in Upward Total -0.105 in Live Load Defl Ratio -_506 >360 Total Deft Ratio 766 >180 Calculations per NDS 2012; IBC 2012,CBC 2013;iASCE71d H Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecut'a, CA 92590 Project Descr. JQ Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 piinied:15r40v2w6. 2:37PM M - . ... :.. - •'.• File =c\Users'MANNlN-1 Music\DOCtJME-1 ENERCA-l)RON'SP-'1W6O44barrjsec6 M6 ip e Impe earn ENERCALClNC 1983-2016 Build6 16831 Ver616831 BM13/RAFTERS IVocIBeam Design: BM13 Calculations per NDS 2012, IBC 2012,.CBC 2013, ASCE 7-10 BEAM Size: 6x16, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.01330, L = 0.05330 k/ft, Trib= 1.0 ft Unif Load: D = 0.2470, L = 0.0810 k/ft, 0.010-5.50 ft, Tubs 1.0 ft Point: E = 1.430 k @ -5.50 ft Point: E = -1.430 k @0.0 ft Design Summary Max th/Fb Ratio = 0.240 1 fb : Actual: 315.18 psi at 11.960 ft in Span #2 Fb: Allowable: 1,312.15 psi Load Comb: +120D+050Lr+160L+H Max fv/FvRatio = 0.115:1 fv : Actual: 19.56 psi at 23.000 ft in Span #2 Fv: Allowable: 170.00 psi Load Comb: +120D+05OLr+160L+H Max Reactions (k) D k Li a Y.L Left Support 0.23 0.93 -1.09 Right Support 0.18 0.72 -0.34 .RAFTERS D(0.01330) L(0+05330) Uffltr!70~t(020 MI 5.508 23.08, 6x16 2.508 BEAM Size: 2x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0280, Lr = 0.0270 k/ft, Trib= 1.0 ft Design Summary Max th/Fb Ratio = 0.521- 1 0(0.0280) Lr(0.0270) at 7.500 ft in Span #1 Fb: Allowable: Load Comb: +D+Lr+H .- Max fv/FvRatio = 0.143: 1 fv : Actual: 32.27 psi at 0.000 ft in Span # 1 15.08, 2x12 Fv: Allowable: 225.00 psi _________________ Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D I. Lr S W E H Downward L+Lr+S 0.109 in Downward Total 0.221 in Left Support 0.21 0.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.20 Live Load Deft Ratio 1657 >360 Total Deft Ratio 813 >180 WOQdBamD$ign : RAFTERS - . . . . . . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10. BEAM Size: 2x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0280, Li = 0.0270 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.786 fb : Actual: 1,061.02 psi Fb: Allowable: 1,350.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.200: fv : Actual: 45.04 psi Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Left Support 0.18 Right Support 0.18 Lr S W E H Downward L+Lr+S 0.229 in Downward Total 0.466 in 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in 0.18 Live Load Defi Ratio 681 >360 Total Defl Ratio 334 >180 at 6.500 ft in Span # 1 at 12.437 ft in Span #1 D(0.0280) Lr(0.0270) - - _ 13.0 8, 2x8 PROJECT- MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENGR TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 DATE FAX 951-296-1047 JOB# PAGE V1 OF RVAq 12.' "(0 Z- -t ) 2-1 2, ) 2-0 +- (a12 ( 2c)) :rl +7z (zi) 4(19)+Z Rd YLJ_so I A __ 76 jjp(2\'1 t17:Z)O -AD WLL(.(alL +Z 20 L f 4 L[C10 /2CK( t4( 1,Y) f U- (t6)/2jg 2o eOL 2-7O ?-LL PROJECT ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 JOB# PAGE W OF _ L 4/i fz )2( 4 l -5 1% WILL /2 ) 20 \pJu Ii th + 2 ) V --2) 2o [.70 PROJECT ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 JOB# -01t -) Aft ~2-9 JLL j2 g PAGE W OF 213 (,O tq 1Z2q 2 /W Zo 44 Wot- 50 Mo 1I5 oo - 1-7 00 VTO PROJECT ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. 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OL l • /Iz (' # 1("114 (-40) q /2, (10 •+ 9 (l f 2 ç VVLL [7 /2 (40) c9,5 z WLik,'l 4-2) 2,0 vio PROJECT ENGR - DATE - MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 JOB# PAGE OF 1' A pL 4r62-1) Pt- -p244 L wz('/Z I)21 +61 WLL (/ (6) ç4/2+1) 2J3 4 /Z (zi) ± (i z (o) i-c0 AOL 101 W OL.(I-Lh, t . I f t WLi.(j2/2 42)lo l(o 4aXô PROJECT ENGR - DATE - MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 JOB# PAGE OF vr2'It, L W2 ( V4 Li, /2 (°) k i5 '0 \q 4 050 h25O 9 W ILL L l/ (ñ ftL/(Q*If \k o . '/2 Lth)mzf - PROJECT ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 ['I JOB# PAGE Ipb OF & t9/z (-Z I /ilc)]I q(zc: 2 WLj/ N/2, q0 ('Z?OOL,p/LL ') OL 2gl,(I + g) t 5 13 Zg/2 PL OLLL I1 0 H ~V L Kz r (-590 77- r2c4o V&cd fLoc (,J JJiQL 10 W2LL (b PROJECT ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 JOB# PAGE La Vj OF kO7 2- 1 () +io( Jp[ VYL 1 U/iz () Wt, 40 ~to/a Ph OL (2-4/z )% + ô( +1/Z(to)5 973 4/ 4 t) •4 -~ ()610 7)cg +Qlz lo JL (fz +k4) o 191- _______ 2,5 CIO 4 z PROJI ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 Iir 94 JOB# PAGE 70 OF 31 L /f2 (i (f2s 3LL k/(L(q6) PROJECT ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 JOB# PAGE 'fl OF ALL +z) 2o _ 17-0 WVL I 0 (0 \rJLL Sb O1) W1(J, 13 ic1 r-/,XJg p,LLe W WoL 17D 91 g I p/?Lt i, tb OV L 52/ - (2-I) t5O , LL PROJECT ENGR DATE r7?f5f7ILtTh MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 JOB# PAGE lie OF PROJECT______________ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 ENGR !YAI 0 JOB# PAGE OF [51 4 bL I1 f 1/tz (to+Ei - t/ Co t~M (i 240QL1 i qQLL bm 10 ~ OL 9-t3 WLI.. 11.0 4/2)f10(i Z5 CuoD 4/4 2.)2o CO .z fl ) 2o loO PROJECT ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 PAGE 14 OF JOB# r 13 + Ct) WILL 34(Lo) QL - [ U/12, (in oz tL w/11 (7O Zn 2 7Z ~- /x 8 (2. w, 6b PROJECT ENGR flT MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 rn ', nnn nnr. 4n A-, JOB# PAGE ic OF 3 -7 ~;- (I G/tj, ) = 5~O v - k5/-L C \D -tL44J) lii PROJECT ENGR r) ATP MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula, CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 ;WoödCdlumn Project Title: Engineer: Project Descr: File = C:\UseNNl 7(p Project ID: Prjied 16 NOV 20'. 6. 1:15PM ..-1.EC6 Description : CASE1/ Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General lflformation Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 21.750 ft Wood Member Type Sawn (Used for non-slender CCICLJISCIOPS) Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 5.50 in Cf orCvfor Bending 1.30 Wood Grade No.1 Area 16.5 inA2 Cf or Cv for Compression 1.10 Fb - Tension 1,000.0 psi Fv 180.0 psi lx 41.594 in Cf or Cv for T ension 1.30 Fb - Compr 1,000.0 psi Ft 675.0 psi ly 12.375 in Cm : Wet Use Factor 1.0 Fc - PrIl 1,500.0 psi Density 31.20 pcf Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E: Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf: Built-up columns 1 .0 NOS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Lu for Y-Y Axis buckling : 21.75 It, K = 1.0 Applied Loads Service loadsentered. Load Factors will be applied for calculations. Column self weight included : 77.756 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 21.750 if, D = 0.630, Lr = 0.60 k DESIGNSUMMARY Bending & Shear Check Results PASS Max. Axiak-Bending Stress Ratio = 0.3586 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDSForumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections At maximum location values are. . . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.308 k for load combination: n/a Applied Mx 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My Fc: Allowable 221.007 psi for load combination: n/a Other Factors used to calculate allowable stresses DACC Qhr frcc Rtir = 0.0 i Bending Compression Tension r nou Ivianhr uiuiis -. - Load Combination .60D Location of max.above base 21.750 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.147 0.1961 PASS 0.0ff 0.0 PASS 21.750 ft +D+Lr 1.250 0.107 0.3586 PASS 0.0 ft 0.0 PASS 21750ff +D.750Lr 1.250 0.107 0.3175 PASS 0.0 ft 0.0 PASS 21.750 ft -'.0.60D 1.600 0.084 0.1158 PASS 0.0ff 0.0 PASS 21,750 ft MaxirnUmReactions- _______ Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0.708 k +D+Lr k k 1.308k iO0.750Lr k k 1.158 k Manning Engineering Inc. Project Title: Engineer: Project ID: 77 41892 Enterprise Circle So Ste E Project Descr: emecuIa CA 92590 Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 Pinied IS JO'1 6. 115PM W 00 0 umn : .. File '= C:tUserstMANNlN-1\MusicDOGUME-1\ENERGA- S-1.EC6 ENERCALC INC 1983-2016 Buildblbe.J, Ver616831 IIT A'f !fl'IMaI1U * Description: CASE 1/ Maximum Reactions Note; Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +060D k k 0.425 k I. nenrn,. Lr Only K K U.UJU K Maximum_Deflections for Load Combinations Load Combination Max XX Deflection Distance Max Y Y Deflection Distance DOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft -*04.r 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft Li Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches á_i...udL_-. x 2-2x6 V. . I 3.0 in Loads are total entered value. Arrow do not reflect absolute direction. 1230k CD IL) N-. (N 0) W I Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: 7 Temecul, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Printed: 15 NOv 20:6. !1-PM 6d ,Column FileC:\UseANNlN Description: CASE2I CódeRiferencès Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 21.750 ft Wood Member Type Sawn / Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.1 Area 16.5 inA2 Cf or Cv for Compression 1.10 Fb - Tension 1,000.0 psi Fv 180.0 psi lx 41.594 inA4 Cf or Cv for Tension 1.30 Fb - Compr 1,000.0 psi Ft 675.0 psi ly 12.375 ine4 Cm : Wet Use Factor 1.0 Fc - Prll 1,500.0 psi Density 31.20 pcf Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial KI: Built-up columns 1.0 NDS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis : Lu for Y-Y Axis buckling : 21.75 ft, K = 1.0 60 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 77.756 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 21.750 ft, D = 0.630k BENDING LOADS... Moment acting about X-X axis, E = 2.210 k-ft DESIGk SUMMARY Bending & Shear Check Results PASS Max. Axial-i-Bending Stress Ratio = 0.7653 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination ±D-+0.70E Top along Y-Y 0.1016 k Bottom along Y-Y 0.1016 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of rnax.above base 0.0 ft Maximum SERVICE Load Lateral Deflections At maximum location values are. . . Along Y-Y -1.668 in at 9.196 ft above base Applied Axial 0.7078 k for load combination: E Only Applied Mx -1.547 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 222.227 psi for load combination: n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.01497:1 Bending Compression Tension Load Combination +D-+0.70E Location of max.above base 21.750 ft Applied Design Shear 6.466 psi Allowable Shear 288.0 psi Load Combination Results Load Combination C D C p Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location DOnly 0.900 0.147 0.1961 PASS 0.0ff 0.0 PASS 21.750 ft +D-0.70E 1.600 0.084 0.7653 PASS 0.0ff 0.01497 PASS 21.750 ft ..-D-i-0.5250E 1.600 0.084 0.5833 PASS 0.0ft 0.01123 PASS 21.750 ft -+0.60D 1.600 0.084 0.1158 PASS 0.0ff 0.0 PASS 21.750 ft 40.60D+0.70E 1.600 0.084 0.6792 PASS 0.0ff 0.01497 PASS 21.750 ft Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: 'Temecula', CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com PrinVd: 16 NOV 20 6, 1:14PM ood Column FOeC:tUses\MANNlN- Description : CASE2I Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0.708 k .*0.70E k 0.071 -0.071 k 0.708 k +D40.5250E k 0.053 -0.053k 0.708 k .+060D k k 0.425 k +0.60D+0.70E k 0.071 -0.071 k 0.425 k E Only k 0.102 -0.102k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft -1.167 in 9.196 ft 1-040.5250E 0.0000 in 0.000 ft -0.875 in 9.196 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft -1.167 in 9.196 ft E Only 0.0000 in 0.000 ft -1.668 in 9.196 ft V M9x3ads 3.0 in Loads are total entered value. Arrowdô not reflect absolute direction. Project ID: go Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Wóöd.Colurnn ... ;.' , Lic. Description: CASE1/ Primed 16NOV20 .6. 116PM Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information ______ Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn (Used for non-sler)der calculations) Exact Width 1.50 in Allow Stress Modification Factors ,..j r,. I Wood SpeciesLJUU9IØ I - Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.1 Area 8.250 ine2 Cf or Cv for Compression 1.10 Fb - Tension 1,000.0 psi Fv 180.0 psi lx 20.797 ine4 Cf or Cv for Tension 1.30 Fb - Compr 1,000.0 psi Ft 675.0 psi ly 1.547 mM Cm: Wet Use Factor 1.0 Fc - Prll 1,500.0 psi Density 31.20 pcf Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Clu : Flat Use Factor 1.0 E: Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NtIS 1.5.9.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis : Lu for Y-Y Axis buckling: 16.25 It, K = 1.0 AppliedLoads -. _____ Service loads entered. Load Factors will be applied for calculations. Column self weight included : 29.047 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 16.250 ft, D = 0.360, Lr 0.340 k PESGISUMMARY.__ Bending & Shear Check Results PASS Max. Axiak-Bending Stress Ratio = 0.2280:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections At maximum location values are... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 0.7290 k for load combination: n/a Applied Mx Applied My 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 387.504 psi for load combination: n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.0 j Bending Compression Tension Load Combination +0.60D Location of max.above base 16.250 It Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.255 0.1243 PASS 0.0ft 0.0 PASS 16.250f1 +D+Lr 1.250 0.188 0.2280 PASS 0.0ft 0.0 PASS 16250ft +D40750Lr 1.250 0.188 0.2015 PASS 0.0ft 0.0 PASS 16.250 ft 40.60D 1.600 0.148 0.07222 PASS 0.0 ft 0.0 PASS 16.250 It iMàxjmumrReactjöns Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0.389 k +D+Lr k k 0.729 k +D40.750Lr k k 0.644 k Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula CA 92590 Phone #( 951) 296-1044 Email: dulce@manningrce.com Tiflo PIrk I mu Project Title: Engineer: Project Descr: Project ID: 51 ce. 119PM Description : CASE1/ Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 0.60D k k 0.233 k Lr Only k k 0.340 k MàximumDeflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft V 070k 206 150 in Loads are total entered value. Arrows do not reflect absolute direction. Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 _________ _____________________ Pn1ed. 18 NOV 20 6. 119PM W ' ,. File = C:\Use\MAN-1ictDOCUME-1lENERIS i-1.Ec6 ENERCALC INC 1983-2016 Budd 616831 Ver6 16831 Description: CASE2I CódeR'eferénces Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.250 ft Wood Member Type Sawn Used 'Cr non-siend Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas i-il - Larch Exact Depth 550 in Cf or Cv for Bending 1.30 Wood Grade No.1 Area 8.250 ine2 Cf or Cv for Compression 1.10 Fb - Tension 1,000.0 psi Fv 180.0 psi lx 20.797 inA4 Cf or Cv for Tension 1.30 Fb - Compr 1,000.0 psi Ft 675.0 psi ly 1.547 in Cm: Wet Use Factor 1.0 Fc - PrIl 1,500.0 psi Density 31.20 pcf CI: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu: Flat Use Factor 1.0 E: Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf: Built-up columns 1 .0 NOS 15. 3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Lu for Y-Y Axis buckling: 16.25 ft, K = 1.0 Applied .--.----.-- Service loads entered. Load Factors will be applied for calculations._ Column self weiqht included: 29.047 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 16.250 It, D = 0.360, Lr 0.340 k DESIGN SUMMARY_. Bending & Shear Check Results PASS Max. Axiak-Bending Stress Ratio = 0.2280 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.7290k for load combination: n/a Applied Mx Applied My 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 387.504 psi for load combination: n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D Location of max.above base 16.250 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.255 0.1243 PASS 0.0 ft - 0.0 PASS 16,250 ft +D+Lr 1.250 0.188 0.2280 PASS 0.0 ft 0.0 PASS 16-250 ft +D-40.750Lr 1.250 0.188 0.2015 PASS 0.0ft 0.0 PASS 16-250 ft +0.60D 1.600 0.148 0.07222 PASS 0.0 ft 0.0 PASS 16.250f1 Maximum Reactions .------ Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base © Top @ Base DOnly k k 0.389k k k 0.729 k +D40.750Lr k k 0.644 k Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecula', CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 - Pnnted 16 NOV 20.6. 119PM 0 . Wood Column ,. . File 1.EC6 . . ENERcALCINC.'1983-2016B'uilø:b.168.31, Ver..16.a.31 Manni lit fl Licensee: Description: CASE2/ Maximum Reactions ______ Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base *0.60D k k 0.233 k Lr Only k k 0.340 k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0,0000 in 0.000 ft 0.000 in 0.000 ft -I-040.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 1.50 in Loads are total entered value. Arrows do not reflect absolute direction. JOB# PAGE F UOt ç -o ELK 74J0IrJ6' - - rLL 17 3z I - z Di, - 1F7b 4. PROJECT ENGR DATE• MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 FAX 951-296-1047 PROJECT_____________ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENGR TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 DATE FAX 951-296-1047 Lr L S 3.0 W E H k ksf k-ft k-ft k k Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecul, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 _______ Pnn1e:i3 DEC 2O'6. :550,l File= CUsers\MANNlN-1tMusictDOCUME-1\ENERCA--1R0N SP—i6044tams Genera' Footing ENERCALC INC 1983-2016 6ui1d6161031 Ver6 161031 Description : Fl Code References Calculations perACl 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.50 ksf fy: Rebar Yield 40.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 n.p Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes i = when max. length or width s greater than ksf Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No imeófls Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 24.0 in p Pedestal dimensions... px: parallel to X-X Axis pz: parallel to Z-Z Axis = Height - Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a /1 Bars required within zone n/a # Bars required on each side of zone n/a pplied Loads D P: Column Load = 1.0 OB : Overburden = M-xx = M-zz = V-x = V-z = in in in 3.0 in 4 # 5 4.0 #5 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Prolect ID: Temecul, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Pr.nie: 13 DEC 20'E. 9:55MA File= C:Uses\MANNiN-I\Music\DOCUME-lENERCA-1\RON'SP-V6044hariis.ec6 enera 00 ung ENERCALC INC 1983-2016 8udd6161031 Ver6161031 Description : Fl DESIGN SUMMARY ______ IIJjI•x1 Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5160 Soil Bearing 1.290 ksf 2.50 ksf +D-i-L. about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01966 Z Flexure (+X) 0.750 k-ft 38.156 k-ft +1.20D+1.60L PASS 0.01966 Z Flexure (-X) 0.750 k-ft 38.156 k-ft +1.20D+1.60L PASS 0.01966 X Flexure (-i-Z) 0.750 k-ft 38.156 k-ft +1.20D+1.60L PASS 0.01966 X Flexure (-Z) 0.750 k-ft 38.156 k-ft +1.20D+1.60L PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (-s-Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 0.8466 psi 75.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -x Right, -'-X Ratio X-X, D Only 2.50 n/a 0.0 0.540 0.540 n/a n/a 0.216 X-X. -s-D+L 2.50 n/a 0.0 1.290 1.290 n/a n/a 0.516 X-X. +D-+0.750L 2.50 n/a 0.0 1.103 1.103 n/a n/a 0,441 X-X, -+0.60D 2.50 n/a 0.0 0.3240 0.3240 n/a n/a 0.130 Z-Z, D Only 2.50 0.0 n/a n/a n/a 0.540 0.540 0.216 Z-Z. -'-D+L 2.50 0.0 n/a n/a n/a 1.290 1.290 0.516 Z-Z. +D+0.750L 2.50 0.0 n/a n/a n/a 1.103 1.103 0.441 Z-Z. +0.60D 2.50 0.0 n/a n/a n/a 0.3240 0.3240 0,130 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface in12 in12 in12 k-ft X-X. +1.40D 0.1750 +Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X, +1.40D 0.1750 -Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X. +1.20D+1.60L 0.750 +Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X. +0J+10L 0.750 -Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X, -'-1.20D-i-0.50L 0.3375 +Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X, +1.20D-4501- 0.3375 -Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X, +1.20D 0.150 +Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X. +1.20D 0.150 -Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X, +0.90D 0.1125 +Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X. -F0.90D 0.1125 -Z Bottom 0.5184 Min Temo% 0.620 38.156 OK Z-Z,+1.40D 0.1750 -X Bottom 0.5184 Min Temo% 0.620 38.156 OK Z-Z, +1.40D 0.1750 ±X Bottom 0.5184 Min Temo% 0.620 38.156 OK Z-Z. +1.20D+1.60L 0.750 -X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +120D+1.60L 0.750 -FX Bottom 0.5184 Min Temo% 0.620 38.156 OK Z-Z, +1.20D+0.50L 0.3375 -X Bottom 0.5184 Min Temo% 0.620 38.156 OK Z-Z, +1.20D#0.50L 0.3375 +X Bottom 0.5184 Min Temo% 0.620 38.156 OK Manning Engineering Inc. 41892 Enterprise Circle So Ste E 'Temecula, CA 92590 Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 General Footing. Description : Fl Z-Z. +1.201J Z-Z. +1.20D Z-Z. +0.90D Project Title: Engineer: Project ID: Project Descr: Orntedi I3 DEC 2Cô. :55At1 Re= CXUsersWMNIN—ilMusicV)OCUME-1\ENERCA~lkRON'SP—lVr~OW~rds.ec6 ENERCALC INC 1983-2016 BuIld 6161031 Ver6 161031 0.150 -X Bottom 0.5184 Min Temo% 0.620 38.156 OK 0.150 +X Bottom 0.5184 Min Temo% 0.620 38.156 OK 0.1125 -X Bottom 0.5184 Min Temo% 0.620 38.156 OK Manning Engineering Inc. Project Title: rid 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecula, CA 92590 Project Descr: Phone #( 951)296-1044 Email: dulcemanningrce.com TitleBlock Line 6 - Printed: 13 DEC 20'& 9:559A enera. Footing . File = CUse ANNIN-1\Music\DOCUME-1ENERCA-1RONSP—lV6044hams ec6 ENERCALC INC 1983-2016 8uIld6161031 Ver6161031 II! Description : Fl Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface in A2 in A 2 in A2 k-ft Z-Z. -'-O.gOD 0.1125 +X Bottom 0.5184 Min Temo% 0.620 38.156 01< One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu !Phi*Vn Status +1.40D 0 osi 0 osi 0 osi 0 osi 0 0s 75 osi 0 OK +1.20D+1.60L 0 osi 0 usi 0 osi 0 osi 0 osi 75 osi 0 OK +1.20D-e0.50L 0 osi 0 osi 0 osi 0 osi 0 osi 75 Osi 0 OK +1.20D 0 osi 0 osi 0 osi 0 osi 0 051 75 osi 0 OK +0.90D 0os1 0 osi 0 osi 0 osi 0 osi 75 osi 0 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 0.1975 osi 150os1 0.001317 OK +1.20D+1.60L 0.8466 osi 150os1 0.005644 OK -i-1.20D-i.0.50L 0.381 osi 150os1 0.00254 OK +1.20D 0.1693 osi 150os1 0.001129 OK -'-O.gOD 0.127 osi 150os1 0.000847 OK 5 5 5 n/a -- n/a - ......- . . ,-:-:-:-:•-:-; n/a Lr L 3.0 S W E H k ksf k-ft k-ft k k Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Prolect ID: DI Temecula, CA 92590 Protect Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 ?rnlea 13 DEC 200. 254M - He= C-.IUsersWANNIN—lWusickDOCUME~lkENERCA—lXRONSP-IW6044hards.ec6 eneral... 00 ing . .. ENERCAIC, INC. 1983-2016, Build:6.I6.10.31, Ver6.16.10.31 Lic. #: KW-06009184 Licensee. Manning EngineeMP1215ITim Description : F2 Code References Calculations per AOl 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values Vc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.50 ksf fy: Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes i when max. length or width s greater than = ksf Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis Height - Rebar Centerline to Edge of Concrete... at Bottom of footing = 2.50 ft 2.50 ft 24.0 in in in in 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads D P: Column Load = 3.0 OB : Overburden = M-xx = M-zz = V-x = V-z = Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: 90 'Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 __________ Pnntea "I DEC 20'S. 9:55AM G n I F I : Fe e era . .00 ing .. . '•.. ',ENERAW,INC:.183-2O*Build:6,16,lO31,Vér.616.1O.31i Description : F2 DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.50 Soil Bearing 1.250 ksf 2.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02752 Z Flexure (+X) 1.050 k-ft 38.156 k-ft +1,20D+1,60L PASS 0.02752 Z Flexure (-X) 1,050 k-ft 38.156 k-ft +1.20D+1.60L PASS 0.02752 X Flexure (+Z) 1.050 k-ft 38.156 k-ft +1.20D+1.60L PASS 0.02752 X Flexure (-Z) 1.050 k-ft 38.156 k-ft +1,20D+1,60L PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 2.429 psi 75.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual /Allow Load Combination... Gross Allowable (in) Bottom, -z Top, -'-Z Left, -X Right, +X Ratio X-X. D Only 2.50 n/a 0.0 0.770 0.770 n/a n/a 0.308 X-X. ±D+L 2.50 n/a 0.0 1.250 1.250 n/a n/a 0.500 X-X. -i-D+0.750L 2.50 n/a 0.0 1.130 1.130 n/a n/a 0452 X-X. +0.60D 2.50 n/a 0.0 0.4620 0.4620 n/a n/a 0.185 Z-Z. D Only 2.50 0.0 n/a n/a n/a 0.770 0.770 0.308 Z-Z. ±D+L 2.50 0.0 n/a n/a n/a 1.250 1,250 0.500 Z-Z. +D40,750L 2.50 0.0 n/a n/a n/a 1.130 1.130 0.452 Z-Z, -+0.60D 2.50 0.0 n/a n/a n/a 0.4620 0.4620 0.185 Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Overturning Moment Sliding Force Resisting Moment Resisting Force Stability Ratio Status All units k Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mfl Status k-ft Surface inA2 in"2 InA2 k-ft X-X, +1.40D 0.5250 +Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X. +1.40D 0.5250 -Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X.+1.20D+1.60L 1.050 +Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X.±1.20D+1.60L 1.050 -Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X, +1.20D-'-0.50L 0.6375 +Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X, +1.20D+0.50L 0.6375 -Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X. +1.20D 0.450 +Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X. +1.20D 0.450 -Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X. -+0.90D 0.3375 +Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X, -i-0,90D 0.3375 -Z Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. -i-1.40D 0.5250 -X Bottom 0.5184 Min TemD % 0.620 38.156 OK Z-Z. -'-1.40D 0.5250 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z.+1.20D+1.60L 1.050 -X Bottom 0.5184 Min Temo% 0.620 38.156 OK Z-Z.+1.20D+1.60L 1.050 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +1,20D-i-0.50L 0.6375 -X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +1.20D-'-0.50L 0.6375 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK Manning Engineering Inc. Project Title: 91 41892 Enterprise Circle So Ste E Engineer: Project ID: 'Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 13 DEC 206. 950AM General 00 ing FiIe G\Use ENERCALC INC 1983.2016 Build6161031 Ver6161031 Description : F2 Z-Z. +1.20D 0.450 -X Bottom 0.5184 Min Temo% 0.620 38.156 OK Z-Z. +1.20D 0.450 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +0.90D 0.3375 -X Bottom 0.5184 Min Temo % 0.620 38.156 OK Manning Engineering Inc. Project Title: 4192 Enterprise Circle So Ste E Engineer: Project ID: * Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Pnted: 13 DEC 2C. 9;5Ni enera 00 ing G ' F t File C W6044tiams ec6 ENERCAIC INC 1983-2G16 8uIl 6161031 Ver6 161031 _____ Description : F2 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mfl Status k-ft Surface in A2 in 12 inA2 k-ft Z-Z. -0.90D 0.3375 +X Bottom 0.5184 Min Temp % 0.620 38.156 OK One Way Shear Load Combination... Vu @ .X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0 psi 0 osi 0 psi 0 psi 0 psi 75 psi 0 OK ±1.20D+1.60L 0 psi 0 psi 0 psi 0 PSi 0 pSi 75 psi 0 OK +1.20D40.50L 0 psi 0 psi 0 psi 0 psi 0 psi 75 osi 0 OK +1.20D 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK -s-0.90D 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 1.214 psi 150osi 0.008095 OK +1.20D+1.60L 2.429 psi 150osi 0.01619 OK +1.20D-+0.50L 1.474 psi 150osi 0.00983 OK +1.20D 1.041 psi 150osi 0.006939 OK -i-0.90D 0.7806 psi 150psi 0.005204 OK Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Ternecu, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulce@manningrce.com ck Line 6 _______________ ________ ?rn1ed. 13 DEC 20 6. 955AM File= :kUsefsWMNIN~lWusic\DOCUME~;1.\ENERCA-1~RON'SP—IVMghanis,ec6 ra. Footing.•..:,; ENERcAJ_C, INC. 1983-2O6, Bud:6.16.1O3lVe6.16.1O.31 Description : F3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties V c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Mm. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions = 2.50 ksi = 40.0 ksi = 3,122.0 ksi = 145.0 pcI = 0.90 = 0.750 = = 0.00180 = 1.0 : 1 = 1.0 : 1 : Yes : Yes : No : No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth i when max. length or width s greater than = = = = = = = = = 2.50 ksf No 250.0 pcf 0.250 ft ksf ft ksf ft Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 24.0 in - - I Pedestal dimensions... x1n.- px: parallel to X-X Axis in ._ . . pz: parallel to Z-Z Axis : in . I Height in . . - CL Rebar Centerline to Edge of Concrete...CD at Bottom of footing = 3.0 in Reinforcing ---. -----.----. 3 1'. ... Bars parallel to X-X Axis - Number of Bars - 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis I.. . .. . . .. . ... .....•. . . Number of Bars = 6 .• :............:: . : Reinforcing Bar Size = # 5 I Bandwidth Distribution Check (ACI 15 442) 6 58616 - - Direction Requiring Closer Separation n/a C - I # Bars required within zone n/a - # Bars required on each side of zone n/a Applied D Lr L S W E H P: Column Load = 6.0 4.0 k OB: Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Manning Engineering Inc. Project Title: qq 41892 Enterprise Circle So Ste E Engineer: Proiect ID: Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 ?rnte: 13 DEC 2E'6. 9:5EAM - GeneralFooting File = C U ANNIN1tMusic\DOCUME-1\ENERCA-flRON SP-1 W6044liarns ec6 ENERCALC INC 1983-2016 8ut1d6 161031 VerB 161031 Lic.,~ KW-660091 84 Licensee: Manning Description : F3 DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5604 Soil Bearing 1.401 ksf 2.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04455 Z Flexure (+X) 1.70 k-ft 38.156 k-ft +1.20D+1,60L PASS 0.04455 Z Flexure (-X) 1.70 k-ft 38.156 k-ft +1.20D+1.60L PASS 0.04455 X Flexure (+Z) 1.70 k-ft 38.156 k-ft ±1.20D+1.60L PASS 0.04455 X Flexure (-Z) 1.70 k-ft 38.156 k-ft +1.20D+1.60L PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 5.234 psi 75.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (In) Bottom, -z Top, +Z Left, -X Right, +X Ratio X-X. D Only 2.50 n/a 0.0 0.9567 0.9567 n/a n/a 0,383 X-X. +D+L 2.50 n/a 0.0 1.401 1.401 n/a n/a 0.560 X-X. +D+0.750L 2.50 n/a 0.0 1.290 1.290 n/a n/a 0,516 X-X, +0.60D 2.50 n/a 0.0 0.5740 0.5740 n/a n/a 0.230 Z-Z. D Only 2.50 0.0 n/a n/a n/a 0.9567 0.9567 0.383 Z-Z. ±jj+[ 2.50 0.0 n/a n/a n/a 1.401 1.401 0.560 Z-Z. +D-*0.750L 2.50 0.0 n/a n/a n/a 1.290 1.290 0.516 Z-Z. +0.60D 2.50 0.0 n/a n/a n/a 0.5740 0.5740 0.230 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mfl Status k-ft Surface inA2 InA2 InA2 k-ft X-X. +1.40D 1.050 +Z Bottom 0.5184 Min lemo% 0.620 38.156 OK X-X. +1.40D 1.050 -Z Bottom 0.5184 Min lemo% 0.620 38.156 OK X-X. +1,20D+1.60L 1.70 +Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X. +1.20D+1.60L 1.70 -Z Bottom 0.5184 Min Temo% 0.620 38.156 OK X-X. +120D50L 1.150 +Z Bottom 0.5184 Min lemo% 0.620 38.156 OK X-X. +1.20D+0.50L 1.150 -Z Bottom 0.5184 Min lemo% 0.620 38.156 OK X-X, ±1.20D 0.90 +Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X, +1.20D 0.90 -Z Bottom 0.5184 Min lemo% 0.620 38.156 OK X-X. 40.90D 0.6750 +Z Bottom 0.5184 Min Temo % 0.620 38.156 OK X-X. -'-0.90D 0.6750 -Z Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +1.40D 1.050 -X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +1.40D 1.050 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +1.20D+1.60L 1.70 -X Bottom 0.5184 Min Temo% 0.620 38.156 OK Z-Z. +1.20D+1.60L 1.70 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +1.20D+0.50L 1.150 -X Bottom 0.5184 Min Temo % 0.620 38.156 OK Z-Z. +1.20D+0.50L 1.150 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK Manning Engineering Inc. 41892 Enterprise Circle So Ste E Temecula, CA 92590 Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 General Footing Description : F3 Z-Z. +1.200 Z-Z. +1.200 Z-Z. +0.90D Project Title: Engineer: Project ID: Project Descr: Prnted 13 DEC 2C'6. 3:58AM File = C:Use ANNlN-1\MusicD0CtJME-1ENERCA-lON'SP-1#6O44hartis.eC6 ENERCALC, INC. 1983-2016,Build:6.16:1O31, Ver.6.16.10.31 Licensee: Manning Engineeja~ 0.90 -X Bottom 0.5184 Min Temo % 0.620 38.156 OK 0.90 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK 0.6750 -X Bottom 0.5184 Min Temo % 0.620 38.156 OK Manning Engineering Inc. Project Title: 41892 Enterprise Circle So Ste E Engineer: Project ID: Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: duIcemanningrce.com Title Block Line 6 ___________ Pnnea: 13 DEC 2C6, :584M 00 ing en G -,era File= C:User ENERALC INC 1983-2016 BuiTd6161031 Ver6 161031 lit ii'f'It'1'1M JgElLM Description : F3 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mn Status k-ft Surface in A2 InA2 in A2 k-ft Z-Z. -i-0.90D 0.6750 +X Bottom 0.5184 Min Temo % 0.620 38.156 OK One Way Shear. Load Combination... Vu @ -x Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0 osi 0 osi 0 osi 0 osi 0 osi 75 osi 0 OK +1.20D+1.60L 0 osi 0 osi 0 osi 0 osi 0 osi 75 OS' 0 OK +1 .20D-+O.50L 0 osi 0 osi 0 osi 0 osi 0 osi 75 osi 0 OK +1.20D 0 osi 0 osi 0 osi 0 osi 0 osi 75 osi 0 OK +0.90D 0 osi 0 osi 0 osi 0 osi 0 osi 75 osi 0 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status -i-1.40D 3.233 osi 150osi 0.02155 OK -i-120D+1.60L 5.234 osi 150osi 0.03489 OK +1,20D-'0.50L 3.541 osi 150osi 0.02361 OK +1.20D 2.771 osi 150osi 0.01847 OK -'0.90D 2.078 Os! 150osi 0.01386 OK Manning Engineering Inc. Project Title: 4192 Enterprise Circle So Ste E Engineer: Project ID: 'Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulce@manningrce.com Title Block Line 6 Printed; 13 DEC 2O8, 959ti General Foohng . eC:UseANNlU-lMusjc\DOCUME-1\ENRcA-1\RON'SP.-iW6O44halTis ec6 ENERCALC, INC. 1983-2016, 8u11d:6,16,1O.31, Ver.6031 Description : F4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Genera.......................................................... Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.50 ksf fy: Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth - Use ftg wt for stability, moments & shears : Yes when max. length or width is greater than - ksf Add Pedestal Wt for Soil Pressure : No - ft Use Pedestal wt for stability. mom & shear : No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 24.0 in Pedestal dimensions px: parallel to X-X Axis in pz: parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a oolied Loads z .. • .. m .. . a. ,. I . 'CD L G) 2 1 1 D Lr L S W E H P: Column Load = 7.0 6.0 4.10 k OB : Overburden = ksf M-xx = k-ft M-zz = . k-ft V-x = k V-z = k Manning Engineering Inc. Project Title: 41 ,92 Enterprise Circle So Ste E Engineer: Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 General Footing,File= C \Users\MANNIN Description : F4 DESIGN SUMMARY ______ ItII]4 Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5616 Soil Bearing 1.404 ksf 2.50 ksf +D+0.750L40.5250E about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06857 Z Flexure (-i-X) 2.250 k-ft 32.815 k-ft +1.20D+1.60L PASS 0.06857 Z Flexure (-X) 2.250 k-ft 32.815 k-ft +120D+160L PASS 0.06857 X Flexure (+Z) 2.250 k-ft 32.815 k-ft +120D+160L PASS 0.06857 X Flexure (-Z) 2.250 k-ft 32.815 k-ft +1.20D+1,60L PASS n/a 1-way Shear (-i-X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 7.653 psi 75.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X. D Only 2.50 n/a 0.0 0.8614 0.8614 n/a n/a 0.345 X-X. +D+L ' 2.50 n/a 0.0 1.351 1.351 n/a n/a 0.540 X-X, +D+0.750L 2.50 n/a 0.0 1.229 1.229 n/a n/a 0.492 X-X, +D-+0.70E 2.50 n/a 0.0 1.096 1.096 n/a n/a 0,438 X-X. +D+0.750L+0.5250E 2.50 n/a 0.0 1.404 1.404 n/a n/a 0.562 X-X. +0.60D 2.50 n/a 0.0 0.5169 0.5169 n/a n/a 0.207 X-X, +0.60D+0.70E 2.50 n/a 0.0 0.7511 0.7511 n/a n/a 0.300 Z-Z. D Only 2.50 0.0 n/a n/a n/a 0.8614 0.8614 0.345 Z-Z. +D+L 2.50 0.0 n/a n/a n/a 1.351 1.351 0.540 Z-Z, +D-+0,750L 2.50 0.0 n/a n/a n/a 1.229 1.229 0.492 Z-Z. +D-i0,70E 2.50 0.0 n/a n/a n/a 1.096 1.096 0.438 Z-Z. +D+0.750L+0.5250E 2.50 0.0 n/a n/a n/a 1.404 1.404 0.562 Z-Z. -f0.60D 2.50 0.0 n/a n/a n/a 0.5169 0.5169 0.207 Z-Z. +0.60D+0.70E 2.50 0.0 n/a n/a n/a 0.7511 0.7511 0.300 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mfl Status k-ft Surface InA2 InA2 InA2 k-ft X-X.+1.40D 1.225 +Z Bottom 0.5184 Min Temo% 0.5314 32.815 OK X-X. +1413D 1.225 -Z Bottom 0.5184 Min Temo% 0.5314 32.815 OK X-X. +1.20D+1.60L 2.250 +Z Bottom 0.5184 Min Temo% 0.5314 32.815 OK X-X. +1.20D+1.60L 2.250 -Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK X-X. -i-1.20D-+0.50L 1.425 +Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK X-X. -i-1.20D-*0.50L 1.425 -Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK X-X. +1.20D 1.050 +Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK X-X. +1.20D 1.050 -Z Bottom 0.5184 Min Temo% 0.5314 32.815 OK X-X. -'-1.20D-i-0.50L-i-E 1.938 +Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK X-X. -'-1.20D-'0.50L-'-E 1.938 -Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK Project ID: P0n[ed: Q DEC 206. 9:59AM Manning Engineering Inc. Project Title: 418f92 Enterprise Circle So Ste E Engineer: Project ID: 'Temecula, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: du(cemanningrce.com Title Block Line 6 ?rnled: 13 DEC 206. 9:59AM General Footing File= Cl.kus~~rs\MANNIN-iWus!cV)OCUME--~i\ENERCA-1\RON'SP-;lWoO44hams.ec6''.5 . .....-- . .:ENERCA1C,IN1983-2O16Bijild:6.16.1O.31Vei6.16.1O.31 - Licensee :-Manning Engineef Description : F4 X-X. -i-0.90D 0.7875 +Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK X-X, -'0.90D 0.7875 -Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK X-X. -40.90D-'-E 1.30 +Z Bottom 0.5184 Min Temo % 0.5314 32.815 OK Manning Engineering Inc. Project Title: Vv 412 Enterprise Circle So Ste E Engineer: Project ID: remecuTa, CA 92590 Project Descr: Phone #( 951) 296-1044 Email: dulcemanningrce.com Title Block Line 6 Prned: 13 DEC 20'6. 3:59AM - enera Footing File = C;\UserlANNlN-1Music\DOCUME-1\ENERCA-1\RONSP-V6044harris.ec6 Licensee: ENERcAC,lNC;198-2Ol6,8uld:6,16.1O.31,Ver.6.16.1O.31 09184 Manning ______ Description : F4 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mn Status k-ft Surface InA2 InA2 InA2 k-ft X-X. -i-0.90D-i-E 1.30 -Z Bottom 0.5184 Min Tem% 0.5314 32.815 OK Z-Z, -+-1.40D 1.225 -X Bottom 0.5184 Min Temp% 0.5314 32.815 OK Z-Z.+1.40D 1.225 +X Bottom 0.5184 Min Temp% 0.5314 32.815 OK Z-Z. +1.20D+1.60L 2.250 -X Bottom 05184 Min Temo % 0.5314 32.815 OK Z-Z. -i-1.20D+1.60L 2.250 +X Bottom 0.5184 Min Temp% 0.5314 32.815 OK Z-Z. ±1.20D+0.50L 1.425 -X Bottom 0.5184 Min Temo % 0.5314 32.815 OK Z-Z. +1.20D-'-0.50L 1.425 +X Bottom 0.5184 Min Temo% 0.5314 32.815 OK Z-Z. +1.20D 1.050 -X Bottom 0.5184 Min Temo% 0.5314 32.815 OK Z-Z.+1.20D 1.050 .i-X Bottom 0.5184 Min Temp% 0.5314 32.815 OK Z-Z.+1.20D-'-0.50L+E 1.938 -X Bottom 0.5184 Min Temp% 0.5314 32.815 OK Z-Z.+1.20D+0.50L-i-E 1.938 +X Bottom 0.5184 Min Temo% 0.5314 32.815 OK Z-Z. 40.90D 0.7875 -X Bottom 0.5184 Min Temp % 0.5314 32.815 OK Z-Z, -s1190D 0.7875 +X Bottom 0.5184 Min Temp % 0.5314 32.815 OK Z-Z. -i-0.90D+E 1.30 -X Bottom 0.5184 Min Temo % 0.5314 32.815 OK Z-Z. +0.90D+E 1.30 +X Bottom 0.5184 Min Tem% 0.5314 32.815 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status -i-1.40D 0 psi 0 psi 0 psi 0 psi 0 [)Si 75 psi 0 OK +1.20D+1.60L 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D-i0.50L 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D 0 psi 0 psi 0 PSi 0 psi 0 PSi 75 psi 0 OK .i-1.20D-+0.50L±E 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D 0 psi 0 osi 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D-+-E 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK Punching Shear All units Load Combination... Vu Phi*Vn Vu / Phi*Vn Status -i-1.40D 4.167 psi 150psi 0.02778 OK +1.20D-i-1.60L 7.653 psi 150psi 0.05102 OK +1.20D--0.50L 4.847 psi 150psi 0.03231 OK ±1,20D 3.571 psi 150psi 0.02381 OK .i-1.20D+0.50L-i-E 6.59 psi 150psi 0.04393 OK +0.90D 2.679 psi 150 psi 0.01786 OK -+0.90D+E 4.422 psi 150osi 0.02948 OK STONE TRUSS 507 JONES RD. OCEANSIDE, CA 92054 760 967-6171 RECEIVED MAR 10 zoii CITY OF CARLSBAD BUILDING DIVISION HARRIS RESIDENCE 2714 UNICORNIO ST. CARLSBAD, CA 92009 S I ii•i•i•uiii••ii MORRISill IIHHIEI ;i•uiuiuiiiuiiuii •iii vA I I _____ II!__LIIIIIII —. I — — U • — 1iIHL1 MRS11 Ip — — — — uu••r _ __ I I— ii_. .— — — '.' %WI WNW n'W1 1— — — h4 PuuiiIIIIJijflIi I MEMBERi A- I MAL iilhJ..AIIh IIU I i .— — — -.-- — — — — -- — I — — — — — — — — i•• -'II -- "uiui I lI -- •••• II AN• — HrAIi1 _•luuii iuiEILI • _ — — — — -- — — Iui••uui•u••uuu — — — — — — — — '1 oz u0 B C (ul coca: 0 O - z 0 0 2 co mmC G)2m Z2CI)cn Z 0 C— (/) 0 a) CD - CD cn. cc ROOF TRUSS LAYOUT m Cl) HARRIS RESIDENCE 2714 UNICORNIO ST. 1 STONE TRUSS 0 z CARLSBAD, CA 760-967-6171 Cl) 4 C/) -4 co ALPINE AU4FIWCOMPMY Alpine, an ITW Company 8351 Rovana Circle Sacramento, CA 95828 Phone: (800)877-3678(916)387-0116 Fax: (916)387-1110 sacseals@itwbcg.com Customer., Stone Truss Job Number: A417 JobDescription: HARRIS RESIDENCE Address: 2714 UNICORNIO ST. City, State, Zip: CARLSBAD, CA 92009 -Job Engineering Criteria: Design Code: CBC 2013 Res View Version: 15.01.01.0611.00 JRef#: 1VYR92820005 Wind Standard: ASCE 7-10 14ind Speed(mph): 110 Roof Load (psf): 20.00-14.00-0.00- Floor Load (psf): None 10.00 This package contains a job notes page, 33 truss drawings and 5 details. Item Seal # Truss 1 061.17.1502.56797 LY STUB HIP 10 H10 3 061.17.1503.09453 9 STUB HIP 14H14 5 060.17.2135.04138 A7 STUB COMN. 7 061 .17.1504.01063 D COMN FAU DRAG 9 060.17.2135.07367 0-8 H16-10-8 DRAG ii 060.17.2135.04169 3 STUB HIP 14 H14 13 060.17.2135.05339 1 STUB HIP 10 H10 15 061.17.1504.47500 B 2PLY HIP 8 H8 17 061.17.1504.58403 D HIP ii Hil DRAG 19 060.17.2135.06774 B3 COMN 21 060.17.2135.05370 B5 HIP 10H10 23 061.17.1505.33940 C2PLY HIP 6H6 25 061 .17.1510.32567 ONO GABLE DRAG 27 061 .17.1511.42160 D2 MONO DRAG 29 061.17.1517.17707 3PLY HIP 5 H5 GIRD 31 060.17.2135.08693 H TERM 33 060.17.2135.08724 -8 MH 3-11-8 GABLE Item Seal Seal # Truss 2 061.17.1503.04780 10 STUB HIP 12 H12 4 061.17.1503.25580 8 STUB HIP 16 H16 6 060.17.2135.08022 STUB COMN DRAG 8 061.17.1504.30380 A6 COMN FAU 10 060.17.2135.06057 4 STUB HIP 16 H16 12 060.17.2135.06743 2 STUB HIP 12 H12 14 061.17.1504.42710 A 3PLY STUB HIP 8 16 060.17.2135.04699 B1 HIP 10H10 18 060.17.2135.06088 B2 HIP 12H12 20 060.17.2135.08053 B4 HIP 12H12 22 061.17.1505.22863 B62PLY HIP 8H8 24 060.17.2135.07398 Y HIP 6-6 H6-6 GIRD 26 060.17.2135.03764 D MONO 28 061.17.1513.17480 ONO GABLE DRAG 30 061.17.1517.31850 F HIP 4-10-8 H4-10-8 32 060.17.2135.04731 Hi COMN C 58005 03/02/20 PF CA"V~4V * Printed 3/2/2017 3:58:53 PM Jb Number: A417 Ply: 3 SEQN: 14366 / T24 CHIP Gust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17.1502.56797 Truss Label: All 3PLY STUB HIP 10 H10 JCJ / GWH 03/02/2017 I " 3 Complete Trusses Required 4 2912 2 4'9'1 12 T 91 B 4X6(B1) 9'67 1 1" 1934 2381 4'8'11 4'6"9 524 44'13 4X8 es3X8 ni3X4 D E M L K ru3X8 1112X4 ni5X8 28'4'12 33'7' 4811 524 E4X8 PXlB ' 9'0'8 5'0'8 4'10'12 524 9'0'8 141' 181112 242' Loading Criteria Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct NA CAT: NA PP Deflection in bc L/defl L/# Loc R /U / Rw / Rh I RL /W TCDL: 14.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.260 K 999 240 A 4032 I - /60 /- I - I - BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.929 K 430 180 H 4189 I- 141 I- I- /5.5 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.069 J - - Wind reactions based on MWFRS Des Ld: 44.00 EXP: C HORZ(TL): 0.246 J - - A Min Brg Width Req = - NCBCLL: 10.00 Mean Height 21.13 ft TCDL: 8.4 psf Code! Misc Criteria Creep Factor. 2.0 H Min Brg Width Req = 1.5 Soffit: 2.00 BCDL: 6.0 psf Bldg Code: CBC 2013 Res Max TC CSI: 0.705 Bearing H is a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.834 Members not listed have forces less than 375# Spacing: 24.0 C&C Dist a: 3.40 ft Rep Factors Used: No Max Web CSI: 0.297 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:20(0)I0(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver. 15.01.01C.0611.00 C - D 27 3239 E - F 30 3339 Lumber Purlins A-B 32-3426 F-G 29 -3545 B-C 27-3432 G-H 30 -3630 Top chord 2x4 DF-L #1&Bet.(g) In lieu of structural panels or rigid ceiling use purlins ID - E 61 -4242 Bot chord 2x4 DF-L #1 &Bet.(g) to brace all flat TC @ 32" 0G. all BC @ 120" 0G. Webs 2x4 DF-L Standard(g) Wind Maximum Bot Chord Forces Per Ply (Ibs) Nailnote Wind loads and reactions based on MWFRS. Chords Tens.Comp. Chords Tens. Comp. Nail Schedule: 0. 1 28"x3", mm. nails A - M 3206 -23 K - J 4234 -65 Top Chord: 1 Row @5.00" o.c. Additional Notes M - L 4239 -66 J - H 3419 -21 Bot Chord: 1 Row @12.00" o.c. Building designer is responsible for conventional L - K 4239 -66 Webs : 1 Row @ 4" o.c. framing. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row Maximum Web Forces Per Ply (Ibs) to avoid splitting. Webs Tens.Comp. Webs Tens. Comp. Plating Notes M - C 700 0 E - J 43 -1064 Connectors inn lumber f,.t,4esi,,,,usd,,sj,,,, M-D 47-1180 F-J 731 0 to NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. #1 hip with 9-10-15 setback supports jack trusses or rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner jack bottom chords or ceiling joists span between this truss and the end wall. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32' OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP10I4. Support hip rafter with cripples at 2-9-15 0G. ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 5tsne Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 557 Jones Road Trusses require extreme care in fabricating, handlino, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI and SBCA) fOr safety practices prior to performing these functions. Installers shall provide temporary bracino per BCSI. Unless noted omerwise,top chord shall have properly attached structural sheathina and bottom chord shall have a ProgeY attachBd riaid ceilino. Locations shown for permanent lateral restraint Of webs shall have bracina installed per BCSI sections B3 B7 or as applicable. Apply olates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildino Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/IPI 1 or for handlmnq shippina, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oro essional engineerina responsibility solely for the design shown. The suitbility and use of this drawing, for any structure is The responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovana Circle Formore intorniation see this jobs general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinst.org: SBCA: w.sbcindustry.com; ICC: www.iccsafe.org Sacramento, CA 95828 5118 1167 1674 2181 273" 337" 5118 5'6"15 5013 5013 5'6"15 64" 12 3X0 w3X10 F~ 5~ 3X4 .11 - 1~~ 3X4 > 112X4 3X7 5X6 e3X7 III2X4 5'9"12 5212 5'6"12 5'612 5'2"12 6'2"4 A 5912 11'0"8 1674 222" 274"12 33•7•• I G H 7 2'H Jib Number: A417 Ply: _1 -- SEQN: 14368 / T168 CHIP Gust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: I FROM: RB DrwNo: 061.17.150304780 Truss Label: At STUB HIP 12 H12 DRAG JCJ / GWH 03/02/2017 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defh!CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in bc Lidefl L/# Loc R /U / Rw / Rh / RL /W TCDL: 14.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.219 K 999 240 A 1497 /156 /830 / - /58 I- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.750 K 532 180 G 1660 /258 /932 I- I- /5.5 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 I - - Wind reactions based on C&C Des Ld: 44.00 EXP: C HORZ(TL): 0.221 I - - A Min Brg Width Req = - NCBCLL: 10.00 Mean Height 21.46 ft Code! Misc Criteria Creep Factor. 2.0 G Min BigWidth Req = 1.8 Soffit: 2.00 TCDL: 8.4 psf BCDL: 6.0 psf Bldg Code: CBC 2013 Res Max TC CSl: 0.567 Bearing G is a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.841 Members not listed have forces less than 375# Spacing: 24.0 C&C Dist a: 3.40 ft Rep Factors Used: No Max Web CSI: 0.472 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:20(0)I0(0) Chords Chords Tens.Comp. Chords Tens. Comp. 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver: 15.01.01C.0611.00 C - D 369 -2856 D - E 209 -2883 Lumber A-B 407 -3601 E-F 196 -3114 B - C 342 -3083 F - G 220 -3748 Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes Connectors in green lumber (g) designed using A - M 3346 -292 K - J M - L 3345 -296 J - I 3364 -76 3492 -90 NDS/TPI reduction factors. L - K 3364 -76 I - G 3496 -86 Loading Bottom chord checked for 10.00 psf non-Concurrent Maximum Web Forces Per Ply (Ibs) live load. Webs Tens.Comp. Webs Tens. Comp. Purlins B-L 194 -517 D-J 103 -587 L - C 690 0 E - J 709 -39 In lieu of structural panels or rigid ceiling use purlins L - D 0 -619 J - F 173 -647 to brace all flat TC @ 32" OC, all BC @ 120" 0G. Wind Member design based on both MWFRS and C&C. No, C 58005 03/02/2017 OF CALArr **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural shathing and bottom chord shall have a properly attachGd rigid ceiling. Locations shown forpermanent lateral restraint Of webs shall have bracinq installed per BCSI sections B3, 67 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible forany deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handlinq shipping, installation and bracing of trussesA seal on this drawing or cover paqe listing this drawing, indicates acceptance of nrbfessional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Rovana Circle ,For more intorniation see this job's general notes page and these web sites: ALPINE: esw.alpineitw.cam: TPI: www tpinst.org: SBCk wwwsbcindustry.com; IC C: www.iccsafe.org Sacramento, CA 95828 Jb Number: A417 - Ply: 1 SEON: 14370 / T179 CHIP Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17.1503.09453 Truss Label: A9 STUB HIP 14 H14 JCJ I GWH 03/02/2017 6'11"8 1367 1674 1981 263" 33,7,, 6'll"B 6'6"15 3013 3013 6'6"15 7,4,, 4X6 ru3X4 4X6 WRI 6912 6212 718 6'2"12 724 6912 1308 202" 26412 33,7,, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height: 22.15 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.40 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @32" OC, all BC @ 119' OC. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc L/defl L/# Loc R /U I Rw I Rh I RL /W Pf: NA Ce: NA VERT(LL): 0.196 D 999 240 A 1502 /226 /836 I- /56 1- Lu: NA Cs: NA VERT(TL): 0.680 D 588 180 G 1504 /205 /837 I- I- /5.5 Snow Duration: NA HORZ(LL): 0.062 H - - Wind reactions based on C&C HORZ(TL): 0.215 H - - A Min Brg Width Req = - Code /Misc Criteria Creep Factor. 2.0 G Min Brg Width Req = 1.6 Bldg Code: CBC 2013 Res Max TC CSI: 0.571 Bearing G is a rigid surface. TPI Std: 2007 Max BC CSI: 0.977 Rep Factors Used: No Max Web CSI: 0.708 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01 .O1C.0611.00 C - D 362 -2639 D - E 369 -2658 A-B 445-3603 E-F 341 -2890 B - C 346 -2866 F - G 443 -3783 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - K 3344 -333 I - H 3522 - 357 K-J 3341 -336 H-G 3527 -354 J - l 2825 -162 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. B - J 209 -748 E - I 693 -49 J-C 672 -22 I - F 230 -922 C 58005 * 03/02/2017 * **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Rowi Trusses require extreme care in fabricatino handlina shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building CA 92054 Component Safety Information b TPI an6'SBCA) fS'r satety practices prior to performing these functions. Installers shall provide temporary bracino oer BCSI. Unless noted oherwise,top chord shall have properly attached structural sheathina and bottom chord shall have a prooerlv attachBd riaid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracina ins'talled per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the wnWcuMaoey truss in conformance with ANSI/TPI 1 or for handIin shippina installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of pro essuonal'engineerina responsibility solely for the design shown. The suifability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. 8351 Rovana Circle For more information see this iobs general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: .tpinst.org; SBCA: www.sbcitrdustry.com; ICC: www.iccaafe.org Sacramento, CA 95828 711 "8 1567 178' 7'11"8 7'6"15 21"l 253" 7'6"15 337" 84" 7912 7912 71" 25412 es3X10(61) 824 33,7,' 7212 33"4 1508 18'3"12 Job Number: A417 Ply: 1 SEQN: 14372 I T180 CHIP Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17.1503.25580 Truss Label: A8 STUB HIP 16 H16 JCJ / GWH 03/0212017 Loading Criteria (psfi Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height 22.48 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 Spacing: 24.0" C&C Dist a: 3.40 ft Loc. from endwall: Any GC pi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) 02, W6 2x4 DF-L #1 &Bet.(g): Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32" OC, all BC @ 112" OC. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) Defl/CSl Criteria A Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in bc Lldefl L/# Loc R /U I Rw I Rh / RL Pf: NA Ce: NA VERT(LL): 0.184 H 999 240 A 1502 /245 /840 I- /64 Lu: NA Cs: NA VERT(TL): 0.641 H 623 180 F 1504 /245 /841 I- Snow Duration: Duration: NA HORZ(LL): 0.061 G - - Wind reactions based on C&C HORZ(TL): 0.212 G - - A Min Brg Width Req = - Code /Misc Criteria Creep Factor 2.0 F Min Brg Width Req = 1.6 Bldg Code: CBC 2013 Res Max TC CSI: 0.808 Bearing F is a rigid surface. TPI Std: 2007 Max BC CSI: 0.995 Rep Factors Used: No Max Web CSI: 0.896 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:20(0)/0(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver. 15.01.01 C.061 1.00 C - D 408 -2392 D - E 381 -2639 A - B 486 -3572 E - F 503 -3720 B-C 379-2622 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-J 3308 -368 H-G 3454 -391 J-1 3304 -372 G-F 3460 -388 I - H 2392 -171 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -I 233 -970 D-H 499 -31 I-C 483 -65 H-E 249 -1119 /W /5.5 C 58005 * 03/02/2017 OF CAUrl **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an8'SBCA) fOr sarety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted oTherwise,top chord shall have property attached structural sheathina and bottom chord shall have a propedv attached laid ceiling. Locations shown for permanent lateral restraint Of webs shall have bracing ins'falled per BCSI sections B3, B7 or BlOc as applicable. Apply Iates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for handling, shippina, installation and bracing of trussesA seal on this drawing or cover paae nW co~ listing this drawing, indicates acceptance of roressiona1' engineerino responsibilitysolelyforthe design shown. The suifâbility and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovaria Circle °or more information see this job's genera] coins page and these web sites: ALPiNE: .aipineitw.com; TPI: .tpinst.org; SBCA: .sbcindustry.corn: ICC: w'aw.iccsafe.org Sacramento, CA 95828 Job Number: A417 Ply: 1 SEQN: 13374 / T125 COMN Cust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 3 FROM: RB DrwNo: 060.17.2135.04138 Truss Label: A7 STUB COMN / GWH 03/01/2017 5915 112"4 167"4 22'0"4 27'4"9 337" 59"15 54"5 55" 5'5" 5'4"5 677 5X5 D 5) 864 81 8-1- 8'10"12 864 167"4 33,7" Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height 22.66 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 t h12 Spacing: 24.0" C&C Dist a: 3.40 It Loc. from endwall: Any GC pi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 99" OC. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in bc Udefl LI# Loc R /U I Rw I Rh I RL /W Pf: NA Ce: NA VERT(LL): 0.190 I 999 240 A 1499 /290 /844 I- /68 I- Lu: NA Cs: NA VERT(TL): 0.662 I 603 180 G 1501 /290 /845 I- I- /5.5 Snow Duration: NA HORZ(LL): 0.060 H - - Wind reactions based on C&C HORZ(TL): 0.207 H - - A Min Brg Width Req = - Code /Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.6 Bldg Code: CBC 2013 Res Max TC CSI: 0.545 Bearing G is a rigid surface. TPI Std: 2007 Max BC CSI: 0.984 Rep Factors Used: No Max Web CSI: 0.665 Members not listed have forces less than 375# FTIRT:20(0)I0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver. 15.01.01C.0611.00 A - B 659 3618 D - E 507 -2403 B-C 584-3303 E-F 601 -3429 C - D 508 -2404 F - G 682 -3797 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-J 3361 -543 I - H 2901 -418 J - I 2853 -410 H - G 3550 -566 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J-C 473 -8 I - E 204 -856 C-I 195 -803 E-H 562 -25 D-1 1109 -125 H-F 196 -449 No C 58005 *\ 03/02/2017 1* Civit- **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina, handlina, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracina Der BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathina and bottom chord shall have a proneilv attachttd rigid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracina installed per BCSI sections B3, B7 or B10 as applicable Apply olates to each face or truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI 1 or for handIinq shipping, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of pro esslonai engineenna responsibility solely for the design shown. The suitability and use of this dawing for any structure is (he responsibility of the Building Designer per ANSI/TPI I Sec2. 8351 Rovana Circle For more infonnation see this isbn general notes page and these web sites: ALPINE: www.aipineitw.com: TPI: www.tpinot.org; SBCA www.obcindustry.com: cc: .iccsate.org Sacramento, CA 95828 4Aii(b1) 81 1674 8-1- 315 8'10"12 33,7,, 7'7"12 A I 10 " 8 8'64 Loading Criteria (pot) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height: 22.66 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.40 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) :Lt Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Truss transfers a maximum horizontal load of 7000 # ( 208.89 plf) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 7000 208.89 TC 0.00 33.58 7000 216.49 BC 0.44 32.77 Bottom chord checked for 10.00 psf non-concurrent live load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward factors. Purlins In lieu of rigid ceiling use purlins to brace BC @ 58 OC. Wind Member design based on both MWFRS and C&C. Job Number: A417 HARRIS RESIDENCE Truss Label: A7D STUB COMN DRAG 5'9"15 5915 Ply; 1 Qty: 1 1174 1674 2204 5'4"5 5'5" 5'5" 5X5 D SEON; 13378 / T126 COMN Cust: R9282 JRef; 1VYR92820005 FROM; RB DrwNo; 060.17.2135.08022 I GWH 03/01/2017 27'4"9 33,7" 5,4"5 6'27 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct NA CAT: Ni PP Deflection in bc Lidefl L Loc R /U / Rw / Rh / RI Pf: NA Ce: NA VERT(LL): 0.286 N 999 240 K 1499 /354 /2013/- /68 Lu: NA Cs: NA VERT(TL): 0.647 I 617 180 G 1501 /377 /2038/- I- /5.5 Snow Duration: NA I-IORZ(LL): 0.075 D - - Wind reactions based on C&C HORZ(TL): 0.203 H - - K Min Brg Width Req = - Code! Misc Criteria Creep Factor. 2.0 G Min Brg Width Req = 2.2 Bldg Code: CBC 2013 Res Max TC CSI: 0.491 Bearing G is a rigid surface. TPI Std: 2007 Max BC CSI: 0.967 Rep Factors Used: No Max Web CS!: 0.665 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Conp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 A - B 1118 -5059 D - E 507 -2561 Additional Notes B - C 587 -4014 E - F 602 -4245 C - D 508 -2490 F - G 1402 -5552 Uplift reactions require connections continuous to foundation or offsetting dead load. See uplifts in U column of Max Reactions table. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-J 4813 -1122 I - H 3393 -418 J-1 3184 -412 H-G 5394 -1499 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J-C 475 -9 I - E 205 -856 C - I 198 -805 E-H 562 -25 D - I 1108 -125 H-F 196 -449 No C 58005 * 03/02/2017 * ~ 4~ **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlino, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI anft'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted olherwise,top chord shall have property attached structural sheathino and bottom chord shall have a proeftv attachttd riaid ceilina. Locations shown for permanent lateral restraint of webs shall have bracina installed per BCSI sections B3, B7 or B10 as applicable AppTy olates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINEAlpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for handling, shippina, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oronessuonar engineenna responsibility solely for the design shown. The suitability and use of this 6rawing for any structure is the responsibility of the Building Designer per ANSI!TPI I Sec2. 8351 Rovana Circle °ormore information see this job's general notes page and these web sites. ALPINE; www.alpineitw.com; TPI; tpinsl org: SBcA wwwsbcindustry.com: ICC. usew.iccsate.org Sacramento, CA 95828 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1768 /365 /1924/- /90 /5.5 H 1768 /365 /1924/- /- /5.5 Wind reactions based on C&C B Min Brg Width Req = 2.1 H Min Brg Width Req = 2.1 Bearings B & H are a rigid surface. Members not listed have forces less than 3754 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 837 -4998 E - F 430 -525 C-D 515-3380 F-G 515 -3380 D-E 430 -524 G-H 837 -4998 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 4843 -950 K - J 3768 -440 M-L 3768 -433 J-H 4844 -951 L-K 2878 -273 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-L 179-1075 F-K 543 0 L-D 545 0 K-G 178 -1074 D-F 513-2838 Snow Criteria (Pg,Pf is PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code! Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl!CSI Criteria PP Deflection in bc Lldefl L/# VERT(LL): 0.266 C ggg 240 VERT(TL): 1.155 D 349 180 HORZ(LL): 0.074 J - - HORZ(TL): 0.286 D - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.970 Max Web CSI: 0.837 VIEW Ver: 15.01.01 C.061 1.00 Purlins In lieu of rigid ceiling use purtins to brace BC @ 79" OC. Wind Member design based on both MWFRS and C&C. Job Number: A417 -- - Ply: 1 SEQN: 13372 / T124 COMN Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: I FROM: RB DrwNo: 061.171504.01063 Truss Label: A6D COMN FAU DRAG JCJ / GWH 03/02/2017 729 14512 161112 1951? 26815 33118 729 733 26" 26" 733 729 3X6 E 'gyin F-2' k 712 1424 712 1994 2610 71 3311 2 8 2 Loading Criteria (ps Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height 22.31 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MW FIRS Parallel Dist: 0 t h/2 Spacing: 24.0 C&C Dist a: 3.40 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) :W2, W6 2x4 DF-L #1 &Bet.(g): Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Truss transfers a maximum horizontal load of 6000#( 177.05 p8) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 6000 177.05 TC 0.00 33.96 6000 185.57 BC 0.81 33.15 Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24-wide clearance. Bottom chord checked for 10.00 psf non-concurrent live load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward factors. Truss supports 3004 mech unit; unit centered at 16-11-12; supported by BC; unit width 3-0-0; supported by 3 trusses. C 58005 03/02/2017 OALO **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabncatino handlino, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an6'SBCA) fSr safety practices prior to performing these functions. Installers shall provide temporary bracino Der BCSI. Unless noted oTherwise,top chord shall have property attached structural sheathina and bottom chord shall have a prooetiv attach8d riaid ceilina. Locations shown for permanent lateral restraint Sf webs shall have bracina ins'talled per BCSI sections B3 B7 or B1O as applicable. App Ty elates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI 1 or for handlinq shippina installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oro essionar' engineering responsibility solely for the design shown. The suifability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8351 Rovana Circle ,For more information see this job's general notes page and these web sites: ALPINE: .aIpineitw.com; TPI: www.tpinei.org: SBCA: www.sbcisdusiry.com: ICC: wwiccsafe.org Sacramento, CA 95828 712 712 H-2' Job Number: A417 Ply: 1 SEQN: 13448 / Tug COMN Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 9 FROM: RB DrwNo: 061.17.1504.30380 Truss Label: A6 COMN FAU JCJ / GWH 03/02/2017 729 i 14512 161112 19'51 26815 33118 729 733 26' 26" 733 729 3X6 E 712 57" 712 712 1424 1994 26106 33118 2'H Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height 22.31 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.40 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) 02, W6 2x4 DF-L #1 &Bet.(g): Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42-high x 24-wide clearance. Bottom chord checked for 10.00 psf non-concurrent live load. Truss supports 300# mech unit; unit centered at 16-11-12; supported by BC; unit width 3-0-0; supported by 3 trusses. Purlins In lieu of rigid ceiling use purlinsto brace BC @ 116" Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) Defl!CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc Udefl L/# Loc R /U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.230 L 999 240 B 1768 / 365 / 933 / - /90 /5.5 Lu: NA Cs: NA VERT(TL): 1.155 D 349 180 H 1768 /365 /933 /- I- /5.5 Snow Duration: NA HORZ(LL): 0.074 J - - Wind reactions based on C&C HORZ(TL): 0.286 0 - - B Min Big Width Req = 1.9 Code! Misc Criteria Creep Factor. 2.0 H Min Brg Width Req = 1.9 Bldg Code: CBC 2013 Res MaxTC CSI: 0.834 Bearings B & H are a rigid surface. TPI Std: 2007 Max BC CS!: 0.996 Rep Factors Used: No Max Web CSI: 0.837 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver. 15 01 01C 0611 00 B - C 562 4044 F -G 515 -3144 C-D 515-3144 G-H 562 -4044 Maximum Bot Chord Forces Per Ply (Pbs) Chords Tens.Comp. Chords Tens. Comp B - M 3772 - 430 K - J 3768 -440 M - L 3768 -433 J - H 3772 -437 L-K 2878 -273 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-L 179-1075 F-K 543 0 L-D 545 0 K-G 178 -1074 D-F 513-2838 C 58005 * 03/02/2017 C1 V **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlina, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92554 Component Safety Information by TPI an8'SBCA) for sarety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathina and bottom chord shall have a properlyattachEd riaid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracina ins'talled per BCSI sections B3, B7 or B10, as applicable. AppTy Iates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINEAlpine, a division of ITW Buildino Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI I or for handlinq1 shippina, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of pro) essionar engineenna responsibility solely for the design shown. The suifâbility and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8351 Rovarta Circle ,For more iniorniation see thisjob's general notes page and these web sites: ALPINE: www.alpineiiw.com: TPI: www.ipinsi.org: SBcA: waw.sbcindustry.com: cc: www.iccsafe.org Sacramento, CA 95828 = 5Y - 3X4 —_3X7 —_5X6 w3X4 3A1U1) 83" 78" 1 '6"' 764 878 A 83" 1511" 1T54 24118 2 Job Number: A417 Ply: 1 SEQN: 13446 / T147 CHIP Cust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 060.17.2135.07367 Truss Label: A5 STUB HIP 16-10-8 H16-10-8 DRAG / GWH 03/01/2017 5'7"12 1010"4 16415 1'99 2244 276"12 337" 5'7"12 5'2"8 5'6"11 410 5'6"11 5'2"8 6'0"4 3X7 6X8 n Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height: 22.28 it NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.40 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Truss transfers a maximum horizontal load of 4500 # ( 133.75 plf) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 4500 133.75 TC 0.00 33.58 4500 139.18 BC 0.44 32.77 Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32" OC, all BC @ 78" OC. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc L/defl L/# Loc R /U I Rw / Rh I RL /W Pf: NA Ce: NA VERT(LL): 0.235 M 999 240 A 1497 /283 /1589/. /78 / - Lu: NA Cs: NA VERT(TL): 0.654 K 611 180 H 1660 /360 /1680/- I- /5.5 Snow Duration: NA HORZ(LL): 0.062 J - - Wind reactions based on C&C HORZ(TL): 0.205 J - - A Min Brg Width Req = - Code /Misc Criteria Creep Factor 2.0 H Min Brg Width Req = 1.8 Bldg Code: CBC 2013 Res Max TC CSt: 0.545 Bearing H is a rigid surface. TPI Std: 2007 Max BC CSI: 0.980 Rep Factors Used: No Max Web CSI: 0.566 Members not listed have forces less than 375# FTIRT:20(0)I0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01 C.061 1.00 D - E 489 -2264 E - F 486 -2475 A - B 639 -4064 F - G 543 -3432 B-C 570-3322 G-H 589 -4281 C-D 493-2465 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-M 3858 -498 K-J 2930 -380 M-L 2896 -357 J - H 4131 -469 L-K 2260 -221 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M-C 446 -2 K-F 195 -810 C-L 195 -771 F-J 524 0 L-D 565 -97 J-G 133 -377 E-K 554 -72 C 58005 * 03/02/2017 livit- **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlina, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an8'SBCA) f8r safety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathina and botton, chord shall have a prooeflv attachito riaid ceilino. Locations shown for permanent lateral restraint Of webs shall have bracina installed per BsSI sections B3 B7 or B10 as applicable. Apply olates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for hand1in41 shippin9, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of pro) essionai engineenna responsibility solely for the design shown. The suifability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovana Circle ,For more information see this (abs general notes page and these web sites.ALPINE. .alpineitw.com: TPI: www.tpinsi.org: SBCA www.sbcrridustry.com: CC: e.iccsateorg Sacramento, CA 95828 Job Number: A417 Ply: 1 SEQN: 13443 / T146 CHIP Cust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 060.17.2135.06057 Truss Label: A4 STUB HIP 16 H16 / OWN 03/01/2017 7'11"8 15'6"7 17'8"1 . 253' 33,7,, 711 "8 7'6"15 2'l"ld 7'6"15 84" 7912 7212 334 71" 824 2' A 7912 15'0"8 18'3"12 25412 337" Loading Criteria (psfl Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height 22.13 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 t h/2 Spacing: 24.0" C&C Dist a: 3.40 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) 02, W6 2x4 DF-L #1 &Bet.(g): Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TO @32" OC, all BC @ 116" 00. Wind Member design based on both MWFRS and C&C Snow Criteria (Pg.Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc L/defl L/# Loc R /U I Rw I Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.186 I 999 240 A 1497 /240 /839 I- /74 I- Lu: NA Cs: NA VERT(TL): 0.638 I 626 180 F 1660 /318 /927 I- I- /5.5 Snow Duration: NA HORZ(LL): 0.061 H - - Wind reactions based on C&C HORZ(TL): 0.210 H - - A Min Brg Width Req = - Code /Misc Criteria Creep Factor: 2.0 F Min Brg Width Req = 1.8 Bldg Code: CBC 2013 Res MaxTC CSI: 0.711 Bearing F is a rigid surface. TPI Std: 2007 Max BC CSI: 0.979 Rep Factors Used: No Max Web CSI: 0.855 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): ___________________________ WAVE VIEW Vec 15.01.01C.061 1.00 C - D 381 2377 D - E 371 -2620 A - B 476-3556 E-F 461 -3655 B-C 369-2605 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - K 3294 -325 I - H 3390 - 336 K - J 3290 -328 H - F 3395 -332 J - I 2375 -135 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-J 232 -971 D-1 490 -26 J-C 481 -62 l - E 216 -1068 C 58005 03/02/2017 OPCALO **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! StoneTruss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatino handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building CA 92054 Component Safety Information by TPI anfl'SBCA) Tor safety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathino and bottom chord shall have a proer1v attach8a rioid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracino inslalled per BCSI sections B3, 67 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawingany failure to build the truss in conformance with ANSI/TPI I or for handlin shippina, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oro essionaT engineenna responsibility solely for the design shown. The suifâbility and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovana Circle For more information see this iobs general notes page and these web sites: ALPINE: wrussalpineitwcom; TPI: ss.tpinst.org: SBcA: www.sbcindustry.com; ICC: www.iccsate.org Sacramento, CA 95828 Job Number: A417 HARRIS RESIDENCE Truss Label: A3 STUB HIP 14 H14 611'S 611'8 Ply: 1 Qty: 1 1367 1674 19'8"1 66"15 30"13 3013 SEQN: 13441 / T145 CHIP Cust: RR9282 JRef: 1VYR92820005 FROM: RB DrwNo: 060.17.2135.04169 / GWH 03/01/2017 263" 331'S 6'6"15 6110'8 5) A 6912 6212 71'8 6212 5114 69'12 130'S 202" 26'4'12 324" , 2 331'S Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height: 21.87 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.35 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) :Rt Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32' OC, all BC @ 120" OC. Wind Member design based on both MWFRS and C&C. Snow Criteria (PgPf in PSF) DefllCSl Criteria A Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in bc Lidefl L/# Loc R /U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.189 D 999 240 A 1476 /218 /823 I- /66 I- Lu: NA Cs: NA VERT(TL): 0.650 D 606 180 G 1640 /274 /917 I- I- /5.5 Snow Duration: NA HORZ(LL): 0.061 I - - Wind reactions based on C&C HORZ(TL): 0.210 I - - A Min Brg Width Req = - Code /Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.7 Bldg Code: CBC 2013 Res Max TC CSI: 0.585 Bearing G is a rigid surface. TPI Std: 2007 Max BC CSI: 0.845 Rep Factors Used: No Max Web CSI: 0.581 Members not listed have forces less than 3754 FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Vec 15.01.01C.0611.00 C-D 336 -2564 D-E 345 2551 A-B 426-3530 E-F 314 -2770 B - C 327 -2786 F - G 380 -3407 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-L 3275 -294 J - I 3164 -271 L-K 3273 -297 I-G 3165 -268 K -J 2729 -118 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-K 209 -755 E-J 631 -24 K-C 644 -15 J - F 171 -652 No C 58005 * 03/02/2017 CIVIt- **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlina, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an8'SBCA) f8r safety practices prior to performing these functions. Installers shall provide temporary bracina aer BCSI. Unless noted otherwise,top chord shall have property attached structural sheathina and bottom chord shall have a prooev attachEd rigid ceilina. Locations shown for permanent lateral restraint Sf webs shall have bracina installed per SCSI sections B3, B7 or B10 as applicable. Appl'y Dlates to each face or truss and position as shown above and on the Join Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/IPI 1 or for handIin shippina, installation and bracing of trussesA seal on this drawing or cover paue listing this drawing, indicates acceptance of pro essionar engineenna responsibility design shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovana Circle ,For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: sbcindustry.com; ]CC: .iccsafe.orq Sacramento, CA 95828 Job Number: A417 Ply: 1 SEQN: 13438 / T144 CHIP Oust: RR9282 JRef: 1VYR92820005 - HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 060.17.2135.06743 Truss Label: A2 STUB HIP 12 H12 / GWH 03/01/2017 5'11"8 11'67 16'7"4 21'81 273" 3318 511"8 5'6"15 5'0"13 5'0"13 5'615 510"8 5) 5912 52'12 5'6"12 5612 5212 4'11"4 5912 /6'7"4 22'2" 27412 324 331"8 Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height: 21.54 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.35 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L#1&Bet.(g) Webs 2x4 DF-L Standard(g) :Rt Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TO @ 32" 00, all BC @ 120 00. Wind Member design based on both MWFRS and C&C Snow Criteria (Pg,Pf in PSF) Defl/CSl Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc Lldefl L Loc R /U / Rw / Rh I RL /W Pf: NA Ce: NA VERT(LL): 0.209 K 999 240 A 1476 /155 /818 I - /58 I - Lu: NA Cs: NA VERT(TL): 0.716 K 550 180 G 1640 / 255 /918 / - I - /5.5 Snow Duration: NA HORZ(LL): 0.061 I - - Wind reactions based on C&C HORZ(TL): 0.211 I - - A Min Brg Width Req = - Code /Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.7 Bldg Code: CBC 2013 Res Max TC 051: 0.550 Bearing G is a rigid surface. TPI Std: 2007 Max BC CSI: 0.826 Rep Factors Used: No Max Web CSI: 0.465 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp, Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.010.0611.00 C-D 367 -2798 DE 204 -2772 A-B 404-3544 E-F 190 -2990 B-C 340 -3021 F-G 203 -3396 Maximum Sot Chord Forces Per Ply (bbs) Chords Tens.Comp. Chords Tens. Comp A - M 3292 -295 K - J 3272 -79 M-L 3291 -299 J-1 3160 -76 L-K 3272 -79 I-G 3159 -74 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-L 193 -522 D-J 106 -610 L-C 669 0 E-J 652 -34 L-D 0 -578 J - F 162 -408 NoC 58005 * 03/02/2017 * CIVII~Ao F CAU 54V **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information, by TPI and'SBCA) f8'r safety practices prior to performing these functions. Installers shall provide temporary bracinci Der BCSI. Unless noted olherwise,top Chord shall have properly attached structural sheathina and bottom Chord shall have a propeflv attach8d riaid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracinci ins ailed per BCSI sections B3 B7 or B10 as applicable. AppTy cilates to each face of truss and position as shown above and on the Join Details, unless noted otherwise efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of 11W Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the wnwcorswev truss in conformance with ANSI/IPI 1 or for handlin shippina installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of pro) essuonal' engineenna responsibility solely for the design shown. The suitbility and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI I Sec.2. 8351 Rovana Circle For more information see this job's general notes page and these web sites: ALPINE: w'ew.alpineitw.com: TPI: www.tpinst.org; SBCA: w.sbcindustry.com; [CC: www.iccsafe.org Sacramento, CA 95828 4912 967 16'74 4912 4811 7013 23'Bl 28412 1 3318 7013 4811 4'8"12 II Job Number: A417 Ply: 1 SEON: 13435 / T143 CHIP Cust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 060.17.2135.05339 Truss Label: Al STUB HIP 10 H10 / GWH 03/01/2017 es3X8 es5X8 3X8 III 3X7 us 5X6( 81) 908 7612 7612 82" 90_8 16'7"4 242" 324" 3318 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct NA CAT: NA PP Deflection in bc Lidefl LI# Loc R /U I Rw / Rh / RL /W TCDL: 14.00 Speed: 110 mph Pt: NA Ce: NA VERT(LL): 0.259 J 999 240 A 1476 /161 / 817 I - /50 I - BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.889 J 443 180 G 1640 /236 /918 I- I- /5.5 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 I - - Wind reactions based on C&C Des Ld: 44.00 EXP: C HORZ(TL): 0.233 I - - A Min Brg Width Req = - NCBCLL: 10.00 Mean Height 21.21 ft TCDL: 8.4 psf Code! Misc Criteria Creep Factor 2.0 G Min Brg Width Req = 1.7 Soffit: 2.00 BCDL: 6.0 psf Bldg Code: CBC 2013 Res Max TC CSI: 0.886 Bearing G is a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.940 Members not listed have forces less than 3754 Spacing: 24.0" C&C Dist a: 3.35 ft Rep Factors Used: No Max Web CSI: 0.288 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:20(0)/0(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): _________________________ Wind Duration: 1.33 WAVE VIEW Ver 15.01.01C.0611.00 C -0 377 -3022 D - E 141 -2971 Lumber A-B 469 -3561 E-F 124 -3184 B-C 351 -3242 F-G 187 -3403 Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Maximum Bot Chord Forces Per Ply (Ibs) :W3, W5 2x4 DF-L #1&Bet.(g): Chords Tens.Comp. Chords Tens. Comp. :Rt Wedge 2x4 DF-L Standard(g): A-K 3309 -362 J-1 4072 -147 Bracing K-J 4072 -147 l-G 3158 -62 (a) Continuous lateral restraint equally spaced on member. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Plating Notes Connectors in green lumber (g) designed using K-C 678 0 D-I K - D 0 -1140 E - I 207 -1194 656 -14 NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins OFESSi to brace all flat TC @ 32" OC, all BC @ 120" OC. Wind Member design based on both MWFRS and C&C. NoC 58005 03/02/2017 WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone T- **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlina, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an8'SBCA) f6r satety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted o1herwise,top chord shall have properly attached structural sheathina and bottom chord shall have a prooeflv attach6d riaid ceilina. Locations shown for permanent lateral restraint of webs shall have bracina installed per BCSI sections B3 B7 or B10 as applicable. Apply Dlates to each face of truss and position as shown above and on the Join Details, unless noted otherwis. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for handlin shippina, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oro essuonal" engineenna responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfIPI I Sec.2. 8351 Rovana Circle For more information see this iobs general notes page and these web sites: ALPINE: .aIpineitw.com; TPI: .tpinst,org: SBcA: .sbcindustry.com; ICC: .iccsate.org Sacramento, CA 95828 Job Number: A417 Ply: 3 SEQN: 13432 / T141 CHIP Cust: R9282 JRef: 1\IYR92820005 HARRIS RESIDENCE Qty: 1 FROM: IRS DrwNo: 06117.1504.42710 Truss Label: A 3PLY STUB HIP 8 JCJ / GWH 03/02/2017 I < 3 Complete Trusses Required 7'6"7 135" 19114 7'6"7 5'10"9 664 2581 331"8 5'8"13 7'57 12 3X10 us3X10 us35 4X6(B1) e4X4 5X8 E3(4 II H 4X4 774 6212 6212 T2"4 135" 19712 648 1 7'14 2604 33'18 2H Loading Criteria (pot) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height 20.87 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.35 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L#1&Bet.(g) Webs 2x4 DF-L Standard(g) Nailnote Nail Schedule:0.128"x3", mm. nails Top Chord: 1 Row @ 6.50" o.c. Sot Chord: 1 Row @12.00" o.c. Webs :lRow @ 4"o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. #1 hip with 7-10-15 setback supports jack trusses or rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner jack bottom chords or ceiling joists span between this truss and the end wall. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32" OC with 2-16d Box or Gun nails(0.135"x3.5',min.) and diagonally brace per DWG. BRCALH1P1014. Support hip rafter with cripples at 2-9-15 DC. Snow Criteria (Pg,Pfir PSF) Defl!CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc L/defl L/# Loc R /U / Rw / Rh I RL /W Pf: NA Ce: NA VERT(LL): 0.304 I 999 240 A 3379 / - /31 /- I - / - Lu: NA Cs: NA VERT(TL): 1.069 I 368 180 F 3577 I- /5 I- I- /5.5 Snow Duration: NA HORZ(LL): 0.072 H - - Wind reactions based on MWFRS HORZ(TL): 0.252 H - - A Min Brg Width Req = - Code! Misc Criteria Creep Factor: 2.0 F Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.681 Bearing F is rigid surface. TPI Std: 2007 Max BC CSI: 0.885 Rep Factors Used: No Max Web CSI: 0.373 Members not listed have forces less than 3754 FT/RT:20(0)I0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01 C.061 1.00 B - C 16 -2747 D - E 17 2713 Purlins A-B 22-2912 E-F 23 -2881 C-D 38-4189 In lieu of structural panels or rigid ceiling use purtins to brace all flat TC @32" OC, all BC @ 120" OC. Maximum Sot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads and reactions based on MWFRS. A - K 2730 -16 I - H 4174 -45 K-J 4211 -44 H-F 2697 -17 Additional Notes J - I 4211 -44 Building designer is responsible for conventional framing. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K-C 32-1575 D-H 31 -1576 B-K 624 0 H-E 616 0 C 58005 * 03/02/2017 IF Civit- *lOp CALO **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Rood Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information, by TPI and SBCA) f5r safety practices prior to performing these functions. Installers shall provide temporary bracinq per BCS!. Unless noted otherwise,top chord shall have property attached structural shpatbinq and bottom chord hall have a properly attachGd rigid ceiling. Locations shown forpermanent lateral restraint Of webs shall have bracing ins'talled per BCSl sections B3, B7 or tticr, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine a division of ITW Building .Components Group Inc shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, instllatiqn and bracing qf,trussesA seal on this drawing or cover page listing this drawing, indicates acceptance of prOfessional engineenno responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovaria Circle ,For more information see this jobs general notes page and these web sites: ALPINE: www.alpineiiw.com: TPI: www.ipinsi.org; SBCA www.sbcindustry.com: ICC: www.iccsafe.org Sacramento, CA 95828 998 1744 7612 7612 7612 2411 F-2' 2 —H II Job Number: A417 Ply: 2 SEON: 13380 / 1127 CHIP Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17.1504.47500 Truss Label: B 2PLY HIP 8 H8 JCJ / GWH 03/02/2017 I "' 2 Complete Trusses Required 71015 1258 1701 2411" 71015 469 469 71015 48 3X4 5X6 Wind Criteria Wind Std: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height 20.80 8 TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Nailnote Nail Schedule: 0. 1 28"x3", mm. nails Top Chord: I Row @ 7.25" o.c. Sot Chord: 1 Row @12.00 o.c. Webs : 1 Row @ 4" O.C. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. #1 hip with 7-10-15 setback supports jack trusses or rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner jack bottom chords or ceiling joists span between this truss and the end wall. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALH1P1014. Support hip rafter with cripples at 2-9-15 OC. Snow Criteria (Pg,Pf in PSF) Defl!CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc Udefl L/# Loc R /U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.169 D 999 240 B 2678 /25 /- /- /- /5.5 Lu: NA Cs: NA VERT(TL): 0.594 D 497 180 F 2670 /23 /- /- /- /5.5 Snow Duration: NA HORZ(LL): 0.046 H - - Wind reactions based on MWFRS HORZ(TL): 0.161 H - - B Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor. 2.0 F Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res MaxTC CSI: 0.625 Bearings B & F are a rigid surface. TPI Std: 2007 Max BC CSI: 0.756 Rep Factors Used: No Max Web CSI: 0.236 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01C.061 1.00 C - D 57 -3103 D - E 50 -3061 Purlins B-C 67-3288 E-F 61 -3248 In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @32" OC, all BC @ 120" OC. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind B-I 3085 -57 H - F 3042 -50 Wind loads and reactions based on MWFRS. I - H 3776 -157 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. l - D 114 -759 D-H 121 -806 C - I 542 0 H-E 568 0 Loading Criteria (put) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 Additional Notes Building designer is responsible for conventional framing. C 58005 * 03/02/2017 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 3 require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI ?n8 SBCA) f8r safety practices prior to performing these functions. Installers shall provide temporary Sid BCSI. Unless noted omerwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properl a ngid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or ttl icable. Apply plates to each face of truss and position as shown above and on the JoinFDetails, unless noted otherwise. efer to IS 160A-Z for standard plate positions. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the any structure ii-'i 1,or Tor r acceptance I or cover page n. The suirability For more Stone Truss 507 Jones Rol CA 92054 ALPINE AN I1wCOMtoNY 8351 Rovana Circle Sacramento, CA 95828 524 91015 1501 524 4811 512 19812 4811 2411" 524 2'— 9,3,,4 2411" F— F-2' 6212 15712 H I II Job Number: A417 Ply: 1 - SEON: 13382 / T128 CHIP Oust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Oty: 1 FROM: RB DrwNo: 060.17213504699 Truss Label: B1 HIP 10 H10 / GWH 03/01/2017 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height 21.13 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TO @ 32" 00, all BC @ 120" 00. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) DeflICSl Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc Lidefl L/# Loc R /U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.100 I 999 240 B 1266 /283 /714 /- /60 /5.5 Lu: NA Cs: NA VERT(TL): 0.335 I 881 180 G 1266 /283 /714 1- I- /5.5 Snow Duration: NA HORZ(LL): 0.032 I - - Wind reactions based on C&C HORZ(TL): 0.109 I - - B Min Brg Width Reg = 1.5 Code! Misc Criteria Creep Factor: 2.0 G Min Brg Width Reg = 1.5 Bldg Code: CBC 2013 Res Max TO CSI: 0.613 Bearings B & G are a rigid surface. TPI Std: 2007 Max BC CSI: 0.723 Rep Factors Used: No Max Web CSI: 0.167 Members not listed have forces less than 3754 FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.010.0611.00 D - E 360 1986 E - F 339 2162 B - C 445 -2584 F - G 445 -2585 C-D 337-2153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 2404 -333 I - G 2405 -339 J-I 1981 -181 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. C-J 175 -441 E-I 388 0 J-D 391 0 I - F 173 -434 No: C 58005 03/02/2017 * PP CALt' ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handtina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI and SBCA) f8'r satety practices pnor to performing these functions. Installers shall provide temporary bracing Der BCSI. Unless noted oTherwise,top chord shall have property attached structural sheathina and bottom chord shall have a proey attach8d rioid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCSI sections 83, B7 or as applicable. Apply olates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss Wi conformance with ANSI PI 1 or for handIin shippina installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of pro essional' engineenna responsibility solely for the design shown. The suifability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovana Circle Formore intorniation see this job's general notes page andthese web sites: ALPINE: wewalpineiiw.com: TPI: www.tpinst.org: SeCA: sbcindustry,com: ICC: www.iccsafe.org Sacramento, CA 95828 Jb Number: A417 Ply: 1 SEQN: 14359 / T176 CHIP Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17150458403 Truss Label: B7D HIP 1l Nil DRAG JCJ / GWH 03/02/2017 510" 101015 1401 191" 2411" 510" 5015 312 5015 5'lO" I I H-2' 4812 4212 47" 105" 14712 19212 584 2411" 2'— Loading Criteria (ps Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height 21.30 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 CF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Truss transfers a maximum horizontal load of 7000 # ( 280.23 plf) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 7000 280.23 TC 0.00 24.92 7000 300.54 BC 0.81 24.10 Bottom chord checked for 10.00 psf non-concurrent live load. Purl ins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32" 00, all BC @54" 00. Wind Member design based on both MWFRS and C&C. Additional Notes Uplift reactions require connections continuous to foundation or offsetting dead load. See upliifts in U column of Max Reactions table. Snow Criteria (Pg,Pf in PSF) Defl/CSl Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc L/defl L Loc R /U I Rw I Rh I RL /W Pf: NA Ce: NA VERT(LL): 0.168 I 999 240 B 1266 / 479 / 1851 / - /64 /5.5 Lu: NA Cs: NA VERT(TL): 0.338 J 874 180 G 1266 /479 /1851/- I- /5.5 Snow Duration: NA HORZ(LL): 0.045 I - - Wind reactions based on C&C HORZ(TL): 0.110 I - - B Min Brg Width Req = 2.0 Code! Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 2.0 Bldg Code: CBC 2013 Res Max TC CSI: 0.331 Bearings B & G are a rigid surface. TPI Std: 2007 Max BC CSI: 0.943 Rep Factors Used: No Max Web CSI: 0.268 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver 15.01.010.0611.00 D-E 366 -1842 E-F 777 -3013 B - C 1804 -46134 F - G 1804 -4684 C-D 785-3938 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-L 4625-1938 J - I 3159 -481 L-K 3159 -481 I - G 4626 -1939 K-J 1838 -172 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 132 -802 J - F 130 -595 C 58005 * 03/02/2017 * **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted dtherwise,top chord shall have property attached structural shFathinq and bottor chord shall have a properly 6 rigid ceiling. Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCI sections B3, B7 or B10 icable. APPTY plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to IS 160A-Z for standard plate positions. a division of ITW Buildinqoomponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page this drawing, indicates acceptance of professional engineenn responsibility solely for the design shown. The suitability ;e of this drawing for any structure is the responsibility of the Building Designer per ANSI!TPI I Sec.2. Stone T- 507 Jo— Road CA 92054 ALPINE k4I1WC00004v 8351 Rovana Circle Sacramento, CA 95828 64" 64" Job Number: A417 HARRIS RESIDENCE Truss Label: B2 HIP 12 H12 Ply: 1 Qty: 1 111015 13'"1 5615 6X8 SEQN: 13384 / T129 CHIP Cust: RR9282 JRef: 1VYR92820005 FROM: RB DrwNo: 060.17.2135.06088 I GWH 03/01/2017 187" 2411" 5615 64" F- 2' 5212 2212 5'l 624 115" 1371, 18812 2411" 2'— Loading Criteria (ps Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct NA CAT: NA PP Deflection in bc L/defl LI# Loc R /U / Rw / Rh / RL 1W TCDL: 14.00 Speed: 110mph Pf: NA Ce: NA VERT(LL): 0.100 J 999 240 B 1266 /295 /709 / - /68 /5.5 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.337 J 877 180 G 1266 /295 /709 I- 1- /5.5 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.033 I - - Wind reactions based on C&C Des Ld: 44.00 EXP: C HORZ(TL): 0.110 I - - B Min Brg Width Reg = 1.5 NCBCLL: 10.00 Mean Height 21.46 It TCDL: 8.4 psf Code! Misc Criteria Creep Factor. 2.0 G Min Brg Width Reg = 1.5 Soffit: 2.00 BCDL: 6.0 psf Bldg Code: CBC 2013 Res MaxTC CSI: 0.332 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.514 Members not listed have forces less than 375# Spacing: 24.0" C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.387 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FTIRT:20(0)/0(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver: 15.01.01C.061 1.00 D - E 364 -1716 E - F 342 -1895 Lumber B - C 394 -2577 F - G 394 -2578 C - D 341 -1884 Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes B - L 2389 -280 J - I 2385 -290 Connectors in green lumber (g) designed using L - K 2384 -283 I - G 2389 -287 NDS/TPI reduction factors. K - J 1713 -156 Loading Bottom chord checked for 10.00 psf non-concurrent Maximum Web Forces Per Ply (Ibs) live load. Webs Tens.Comp. Webs Tens. Comp. Purlins C - K 146 -713 J - F 145 -706 In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32" OC, all BC @ 120" OC. Wind Member design based on both MWFRS and C&C. ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Rowi Trusses require extreme care in fabricating, handlino shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an6SBCA) f6'r satety practices prior to performing these functions. Installers shall provide temporary bracino Der BCSI. Unless noted o'therwise,top chord shall have property attached structural sheathing and bottom chord shall have a procie/ly attach8d ibid ceiling. Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCSI sections B3 B7 or B10, - as applicable. Apply elates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI 1 or for handlin shippina, installation and bracing of twssesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oro essionar engineenna responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIiTPI I Sec.2. 8351 Rovana Circle For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: w.tpinst.org: SBCA wvw.sbcindastry.com: cc: www.iccsafe.org Sacramento, CA 95828 Job Number: A417 Ply: I SEQN: 13386 / T130 COMN Cust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 8 FROM: RB DrwNo: 060.17.213506774 Truss Label: B3 COMN / GWH 03/01/2017 6'7"10 12'5"8 1836 2411" 6710 5914 5914 6710 4X6 C 8615 7,9,,3 8615 8'6"15 16'4"1 2411" Loading Criteria (ps Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height: 21.90 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 t h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlinsto brace BC @ 118" OC. Wind Member design based on both MWFRS and C&C Snow Criteria (Pg.Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in bc Udefl L/# Loc R /U I Rw / Rh / RL /W Pf: NA Ce: NA . VERT(LL): 0.096 G 999 240 A 1115 /226 /627 I- /48 /5.5 Lu: NA Cs: NA VERT(TL): 0.332 G 889 180 E 1115 /226 /627 I- I- /5.5 Snow Duration: NA HORZ(LL): 0.029 F - - Wind reactions based on C&C HORZ(TL): 0.102 F - - A Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor. 2.0 E Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.390 Bearings A & E are a rigid surface. TPI Std: 2007 Max BC CSI: 0.986 Rep Factors Used: No Max Web CSI: 0.285 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 A - B 491 -2620 C - D 454 2309 B-C 453-2310 D-E 492 -2619 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-C 2434 -390 F-E 2433 -391 G-F 1650 -3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-G 191 -460 C-F 701 -63 G - C 702 -62 F - D 190 -460 C 58005 * 03/02/2017 cjvs-. "kOpeAL%O **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! StoneTress **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Real Trusses require extreme care in fabricating, handlina, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information, by TPI anftSBCA) fOr satety practices prior to performing these functions. Installers shall provide temporary bracino per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathina and bottom chord shall have a properly attach8d riaid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracino ins ailed per BCSI sections B3 57 or B10 as applicable. App Ty elates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. efer to drawings 160A-Z for slandard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for handIin shippina, installation and bracing of trussesA seal on this drawing or cover paae mIMCOMNNY listing this drawing, indicates acceptance of oro essional engineerina responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovana Circle For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org: SBCA: www.sbcindustry.com; lCC w.iccsafe.org Sacramento, CA 95828 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N.4 Pf:NA Ce:NA Lu: NA Cs: NA Snow Duration: NA Code! Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl!CSI Criteria PP Deflection in bc Udef I L/# VERT(LL): 0.099 H 999 240 VERT(TL): 0.343 H 860 180 HORZ(LL): 0.033 G - - HORZ(TL): 0.115 G - - Creep Factor. 2.0 Max TC CSl: 0.312 Max BC CSI: 0.934 Max Web CSI: 0.422 VIEW Ver. 15.01.01C.0611.00 Job Number: A417 Ply: 1 SEQN: 13506 / T133 CHIP Gust: RR9282 JRef: 1\1YR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 06017.2135.05053 Truss Label: B4 HIP 12 H12 I GWH 03/01/2017 i. 64' 111015 13'0i ' 2411" 64" 5'6"15 11± 56 18715 64" AVA I 624 5212 2212 51" 624 A 6'2"4 115" 13'7"12 18'8"12 2411" Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height 21.81 ft TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC@ 32" 0G. all BC@ 120" 0G. Wind Member design based on both MWFRS and C&C. A Maximum Reactions (Ibs) Loc R /U /Rw /Rh IRL /W A 1115 /223 /626 I- /46 /5.5 F 1115 /223 /626 I- I- /5.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 F Min Brg Width Req = 1.5 Bearings A & F are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp C-D 405 -1760 D-E 389 -1943 A - B 473 -2682 E - F 474 -2683 B-C 387-1932 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - J 2493 -376 H - G 2489 -379 J - I 2488 -379 G - F 2494 -376 I - H 1756 -4 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-I 181 -778 I-1-E 180 -770 Loading Criteria (psi) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0" **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! SaneTwos **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Rol Trusses require extreme care in fabricating, handlina, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an8SBCA) fr safety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted otherwise,top chord shall have property attached structural sheathino and bottom chord shall have a prooetby attachBd riaid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracina ins'talled per BCSI sections B3, B7 or B1O, as applicable. Appl'y elates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for handling, shippina, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oroTessuonar engineenna responsibility solely for the design shown. The suithbility and use of this 8raw1ng for any structure is the responsibility of the Building Designer per ANSI!TPI I Sec.2. 8351 Rovana Circle For more information see thisjob's general notes page and these web sites: ALPINE: www.alpineitw.csm; TPI: www.ipinst.org; SBCA: www.sbcindustry.com; rcc ww.iccsafe.orq Sacramento, CA 95828 9,5" 9,5,, 6'2"12 15712 9,3,,4 2411" I .,y7 Job Number: A417 Ply: 1 SEQN: 13508 / T132 CHIP Gust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: I FROM: RB DrwNo: 06017.213505370 Truss Label: B5 HIP 10 H1O / GWH 03/01/2017 524 15 1501 19812 2411" 5'2"4 4'8" 91011 5'1"2 4'8"11 574 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height: 21.48 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32" CC, all BC @ 115" 0G. Wind Member design based on both MWFRS and C&C. Snow Criteria (PgPf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) P9: NA Ct NA CAT: NA PP Deflection in bc L/defl L/# Loc R /U / Rw / Rh I RL /W A 1115 /211 /623 I- /38 /5.5 Pf: NA Ce: NA VERT(LL): 0.098 G 999 240 Lu: NA Cs: NA VERT(TL): 0.341 G 865 180 F 1115 /211 /623 I- I- /5.5 Snow Duration: NA HORZ(LL): 0.032 G - - Wind reactions based on C&C HORZ(TL): 0.113 G - - Creep Factor: 2.0 A Min Brg Width Req = 1.5 F Min Brg Width Req = 1.5 Code! Misc Criteria Bldg Code: CBC 2013 Res Max TG GSI: 0.626 Bearings A & F are a rigid surface. TPI Std: 2007 Max BC CSI: 0.982 Rep Factors Used: No Max Web CSI: 0.186 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): VIEW Ver: 15.01.01 C.061 1.00 C - D 405 -2045 D - E 388 -2229 A - B 508 -2688 E - F 507 -2689 WAVE B-C 385-2218 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-H 2512 -429 G-F 2513 -429 H-G 2040 -254 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-H 196 -493 D-G 401 0 H-C 403 -9 G-E 194 -485 No.- C 58005 * 03/02/2017 OF **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS isses require extreme care in fabricating, handling, shipping, installing and bracing. . Refer to and follow the latest edition of BCSI (Building rnponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary icing per BCSI. Unless noted otherwise,top chord shall have property attached structural sheatijing and bottom chord hall have a propert sched rigid ceiling. Locations shown for permanent lateral restraint Of webs shall have bracing installed per BLSI sections B3, B7 or B1 applicable. AppTy plates to each face ot truss and position as shown above and on the JoinfDetails, unless noted otherwise. kefer to wings 16 -Z for standard plate positions. pine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing qf,trussesA seal on this drawing or cover page :ing this drawing, indicates acceptance of proTessional' engineenn responslbuluty solely for the design shown. The suitbilrty c use of this drawing for any structure is the responsibility of the Building Designer per ANSI!TPI I Sec,2. more intomiation see this job's general notes page and these web sues: ALPINE: www.alpineiiw.com: TPI: .ipinst.org; SBCA: w,sbcindustry.com: lCC www.iccsaf Stone Truss 507 Jones Road CA 92054 ALPINE Ni 11W COMNy 8351 Rovana Circle Sacramento, CA 95828 Job Number: A417 Ply: 2 SEQN: 13510 / T131 CHIP Cust: R9282 JRef: 1\1YR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17.1505.22863 Truss Label: B62PLY HIP 8 H8 JCJ / GWH 03/02/2017 I 1 2 Complete Trusses Required 71015 1258 1701 2411" 7'10"15 469 4'6"9 7'10"15 II N 5 4X6(A2) 3A4 w5XE w4X6(A2) 76"12 9,9,'8 7612 7612 1744 2411" Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height: 21.15 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Nailnote Nail Schedule:0.128"x3", mm. nails Top Chord: I Row @7.25' o.c. Bot Chord: 1 Row @12.00" o.c. Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. #1 hip with 7-10-15 setback supports jack trusses or rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner jack bottom chords or ceiling joists span between this truss and the end wall. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32' OC with 2-16d Box or Gun nails(0.1 35"x3.5",min.) and diagonally brace per DWG. BRCALHlP1014. Support hip rafter with cripples at 2-9-15 OC. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct NA CAT: NI PP Deflection in bc Lidefl L/# Pf:NA Ce:NA VERT(LL): 0.167 C 999 240 Lu: NA Cs: NA VERT(TL): 0.597 C 495 180 Snow Duration: NA HORZ(LL): 0.046 F - - HORZ(TL): 0.163 F - - Code! Misc Criteria Creep Factor: 2.0 Bldg Code: CBC 2013 Res Max TC CSI: 0.629 TPI Std: 2007 Max BC CSI: 0.749 Rep Factors Used: No Max Web CSI: 0.235 FT/RT:20(0)/0(0) Plate Type(s): WAVE VIEW Ver: 15.01.01C.061 1.00 Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @32" OC, all BC @ 120" OC. Wind Wind loads and reactions based on MWFRS. Additional Notes Building designer is responsible for conventional framing. C 58005 * ~03/02/2017 CALAIF A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 2527 /12 I- /- /- /5.5 E 2519 /10 /- /- /- /5.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 E Min Brg Width Req = 1.5 Bearings A & E are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 74-3142 C-D 68 -3100 A - B 86 -3328 D - E 80 -3287 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-G 3124 -74 F-E 3081 -68 G-F 3815 -178 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G-C 117 -758 C-F 124 -805 B-G 549 0 F-D 575 0 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss aalMpoRTANr. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handlina, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an6SBCA) fr satety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathina and bottom chord shall have a pronerly attachEd rigid ceilina. Locations shown forpermanent lateral restraint of webs shall have bracina installed per BCSI sections B3, B7 or B10, as applicable. Appl'y elates to each face or truss and position as shown above and on the JointDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the esllWcoMesy truss in conformance with ANSI/TPI 1 or for handling, shippina, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of roressionaT engineerinci responsibility solely for the design shown. The suifâbility and use of this Erawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Rovana Circle For more information see this jobs general notes page and these web sites: ALPINE: w.alpineilw.com: TPI: www.lpinsl.org: SBCA: .sbcinduslry.com: ICC: www.iccsafe.org Sacramento, CA 95828 3. 5612 5612 5114 1754 U, 1 5612 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height 20.46 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 010 h/2 Spacing: 24.0 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Nailnote Nail Schedule:0.128"x3", mm. nails Top Chord: 1 Row @10.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. #1 hip with 5-10-15 setback supports jack trusses or rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner jack bottom chords or ceiling joists span between this truss and the end wall. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32" OC with 2-16d Box or Gun nails(0.135"0.5",min.) and diagonally brace per DWG. BRCALH1P1014. Support hip rafter with cripples at 2-9-15 OC. Job Number: A417 Ply: 2 SEON: 13411 / T135 CHIP Cust: R9282 JRef: 1VVR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 06117.1505.33940 Truss Label: C 2PLY HIP 6 H6 JCJ / GWH 03/02/2017 2 Complete Trusses Required 51015 1711 23' 51015 571 51015 Snow Criteria (Pg,Pf in PSF) Defl!CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in bc Lldefl L/# Loc R /U / Rw / Rh / RL Pf: NA Ce: NA VERT(LL): 0.171 H 999 240 A 1921 /9 1- I- I- Lu: NA Cs: NA VERT(TL): 0.594 H 459 180 E 2082 /31 I- I- Snow Duration: Duration: NA HORZ(LL): 0.038 G - - Wind reactions based on MWFRS HORZ(TL): 0.132 G - - A Min Brg Width Req= 1.5 Code! Misc Criteria Creep Factor: 2.0 E Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.534 Bearings A & E are a rigid surface. TPI Std: 2007 Max BC CSI: 0.575 Rep Factors Used: No Max Web CSI: 0.432 Members not listed have forces less than 3754 FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver.15.01.01C.0611.00 B-C 48-2399 C-D 36 -2337 Purlins A-B 53-2535 D-E 44 -2475 In lieu of structural panels or rigid ceiling use purtins Maximum Bot Chord Forces Per Ply (Ibs) to brace all flat TC @32" OC, all BC @ 120" OC. Chords Tens.Comp. Chords Tens. Comp. Wind A-I 2382 -46 l-t-G 3552 -81 Wind loads and reactions based on MWFRS. I - H 3552 -81 G - E 2320 -36 Additional Notes Building designer is responsible for conventional framing. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - C 38-1207 C-G 48 -1272 B-I 439 0 G-D 450 0 C 58005 Cl It- * 03/02/2017 or P /W /5.5 /5.5 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! StnneTnws **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an8'SBCA) tSr sarety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted olherwise,top chord shall have property attached structural sheathina and bottom chord shall have a prone/tv attach8o riaid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracina inslalled per BCSI sections B3 B7 or B10 as applicable. Apply olates to each face of truss and position as shown above and on the JomnrDetails, unless noted otherwis. eferto drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shippina, installation and bracing of trussesA seal on this drawing wlwcompmy or cover pacie listing this drawing, indicates acceptance of ciroressional engineenna responsibility solely for the design shown. The suifability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovana Circle ,For more information see this iobs general notes page and these web sites ALPINE .aIpieeitw,com: TPI: .tpinst.org; SBCA: sbcindustrycom: ICC: w"MN.iccsafe.org Sacramento, CA 95828 Job Number: A417 Ply: 3 SEQN: 13504 / T173 CHIP Gust: RR9282 JRef. 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 06017.2135.07398 Truss Label: Cl 3PLY HIP 6-6 H6-6 GIRD / GWH 03/01/2017 < 3 Complete Trusses Required 3106 182 224 6'4"15 9' 1318 1671 23 224 269 271 418 359 6415 12 4 H0715 4X12 4X10 -4X14 T2 E III 3X7 5Y) T 3X1 O(A3) 1112X4 6X1 0 1113X10 -_H1014 6X8 4X6(A3) 3810 1116 34 3104 438 5104 810 58" 9' 12104 12 1 71 112 23' 2 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct NA CAT: NA PP Deflection in bc Udefl L/# Loc R IU / Rw / Rh /RL /W TCDL: 14.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.308 J 883 240 N 11050/225 /569 I- /37 /5.5 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 1.049 J 259 180 G 6179 /256 /671 I- I- /5.5 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.058 I - - Wind reactions based on C&C Des Ld: 44.00 EXP: C HORZ(TL): 0.196 I - - N Min Brg Width Reg = 3.9 NCBCLL: 10.00 Mean Height. 20.55 ft TCDL: 8.4 psf Code I Misc Criteria Creep Factor: 2.0 G Min Brg Width Reg = 2.2 Soffit: 2.00 BCDL: 6.0 psf Bldg Code: CBC 2013 Res Max TC CSI: 0.859 Bearings N & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.998 Members not listed have forces less than 375# Spacing: 24.0" C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.872 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FTIRT:20(0)I0(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE, HS VIEW Ver. 15.01.01C.0611.00 C D 149 -7410 D - E 202 10129 Lumber Loading A-B 163 -8033 E-F 135 -5801 B-C 160 -7944 F-G 127 -6070 Top chord 2x4 DF-L #1&Bet.(g) 72 2x6 DF-L SS(g): Bottom chord checked for 10.00 psf non-concurrent Bot chord 2x8 DF-L SS(g) live load. Webs 2x4 DF-L Standard(g) Maximum Bot Chord Forces Per Ply (Ibs) :W3 2x4 DF-L #1&Bet.(g): Purlins Chords Tens.Comp. Chords Tens. Comp. :Lt Wedge 2x4 DF-L Standard(g): In lieu of structural panels or rigid ceiling use purlins A - M 7636 -154 K - J 10005 -202 Nailnote to brace all flat TC @24" OC, all BC Q 120" OC. M - L 7632 -154 J - I 9876 -200 Nail Schedule: 0.128"x3", mm. nails Wind L-K 101105 -202 I-G 5750 -110 Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 3.00" o.c. (Each Row) Member design based on both MWFRS and C&C. Maximum Web Forces Per Ply (Ibs) Webs : I Row @ 4" o.c. Webs Tens.Comp. Webs Tens. Comp. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row L - C 2625 44 J - E 1457 -15 to avoid splitting. L - D 59 -2004 E - I 96 -4385 4" o.c. spacing of nails perpendicular and parallel to D - K 897 -5 I - F 1908 -21 grain required in area over bearings greater than 4" Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 70 plf at 0.00 to 70 plf at 6.41 TC- From 70 plf at 6.41 to 70 plf at 25.09 BC- From 20 plf at 0.00 to 20 plf at 13.00 BC- From 70 plf at 13.00 to 70 plf at 23.00 00 W BC- From 4 plf at 23.00 to 4 plf at 25.09 BC- 1499 lb Conc. Load at 0.52, 1.00, 3.00, 5.00 BC- 1497 lb Conc. Load at 7.00, 9.00,11.00 BC- 4033 lb Conc. Load at 12.85 58005 Plating Notes 111 Connectors in green lumber (g) designed using 03/02/2017 NDSITPI reduction factors. 47 C1 I CIP LP **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! StoneTruss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlino, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an8'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o'therwise,top chord shall have properly attached structural sheathino and bottom chord shall have a prope/ly attached rioid ceilinci. Locations shown for permanent lateral restraint Of webs shall have bracing ins'talled per BCSI sections B3, B7 or B1O, as applicable. Apply Iates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for handIinq shipping, instpllatio.n and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oro essuonau eng MIMCOMRW ineenna responsibility solely for the design shown. The suifability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI I Sec.2. 8351 Rovana Circle For more information see this isbn general notes page and these web sites: ALPINE: .alpineitw.com: TPI: rmw.tpinst.org: SecA: www.sbcindustry.com; cc: .iccsafe.org Sacramento, CA 95828 Lumber Top chord 2x4 DF-L #1 &Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :Stack Chord SC1 2x4 DF-L #1&Bet.(g): :Stack Chord SC2 2x4 DF-L #1&Bet.(g): Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 2X4 except as noted. Loading Truss transfers a maximum horizontal load of 3800#( 227.19 plf) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 3800 227.19 TC 1.27 18.00 3800 221.09 BC 0.81 18.00 Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 10.00 PSF one face and 24.0" span opposite face. Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 38" OC. Wind Member design based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. Additional Notes Uplift reactions require connections continuous to foundation or offsetting dead load. See upliifts in U column of Max Reactions table. See DWGS A1151SENC1O1O14, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Stacked top chord must NOT be notched or cut in area (NNL). Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie-plates 24" o.c. Center plate on stacked/dropped chord interface, plate length perpendicular to chord length. Splice top chord in notchable area using 3x6. Job Number: A417 -- Ply: 1 SEQN: 14353 / T123 GABL Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: I FROM: RB DrwNo: 061.17.1510.32567 Truss Label: DG MONO GABLE DRAG JCJ I GWH 03/02/2017 13'I"I 18 12T5 41015 ITYPt 3X10(C5) 2X4(C5) I 18 (NNL) I 5'3 Loading Criteria (psf) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height 15.00 It TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code! Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl!CSI Criteria PP Deflection in bc L/defl Li# VERT(LL): 0.022 AA ggg 241 VERT(TL): 0.028 AA 999 181 HORZ(LL): -0.082 0 - - HORZ(TL): -0. 102 0 - - Creep Factor. 2.0 MaxTC CSI: 0.415 Max BC CSI: 0.968 Max Web CSI: 0.048 VIEW Ver: 15.01.01 C.061 1.00 A Maximum Reactions (Ibs), or °PLF Loc R /U /Rw /Rh /RL /W AB*131 /18 /123 I- /6 /216 B /839 AA /253 Wind reactions based on C&C AB Min Brg Width Req = - Bearing AB is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 3954 -39132 C-0 3472 - 3477 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-P 3718-3699 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlinq, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural shffatbing and bottom chord shall have a properl attached nqid ceiling. Locations shown forpermanent lateral restraint Of webs shall have bracing installed per BCSI sections B3, B7 or ttl as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handlinq shipping, installation and bracing of twssesA seal on this drawing or cover page listing this drawing, indicates acceptance of pro'tessional' enguneengg responsibility solely for the design shown. The suutbility and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI I Sec.2. For more information see this job's general notes page and these web sues: ALPINE: www.alpineitw.com: TPI: www.tpinst.org: SBcA: .sbcindustry.com: cc: w.iccsaf Stone Truss 507 Jones Road CA 92054 1.4111611k, . ALPINE N4IIWCOMPPJOY 8351 Rovarta Circle Sacramento, CA 95828 Job Number: A417 Ply: 1 SEQN: 13360 / T120 MONO Cust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE City: 6 FROM: RB DrwNo: 060.17.2135.03764 Truss Label: D MONO / GWH 03/01/2017 668 12214 18 668 58"6 59"2 Ill 2X4 E 12 71-5 A H-2 9414 9414 872 18 Loading Criteria (pst) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height 15.00 ft TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Defl/CSl Criteria A Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in bc L/defl L/# Loc R /U I Rw I Rh / R1 1W B 964 /158 /622 I - /275 /5.5 Pt: NA Ce: NA VERT(LL): 0.037 C 999 240 Lu:NA Cs: NA VERT(TL): 0.131 C 999 180 Duration: Duration: NA F 790 /164 /511 Snow HORZ(LL): 0.011 F - - Wind reactions based on C&C HORZ(TL): 0.040 F - - Creep Factor. 2.0 B Min Brg Width Req = 1.5 F Min Brg Width Req = - Code I Misc Criteria Bldg Code: CBC 2013 Rex Max TC CSI: 0.389 Bearing B is a rigid surface. TPI Std: 2007 Max BC CSI: 0.734 Rep Factors Used: No Max Web CSI: 0.819 Members not listed have forces less than 375# FTIRT:20(0)I0(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 15.01.01 C.061 1.00 B - C 46 1643 C - D 0 -1249 WAVE Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 120 OC. Wind Member design based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-G 1505 -225 G-F 790 -143 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-G 137 -473 D-F 175 -969 G-D 668 0 C 58005 * 03/02/20 17 v4 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Are extreme care in fabricatinq, handlinq, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) tSr safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted dtherwise,top chord shall have property attached structural shathinq and botton chord hall have a properl lid ceilinq. Locations shown for pemianent lateral restraint Of webs shall have bracing inslalled per BL,Sl sections B3, B7 or Bi ie. APPTY plates to each face of truss and position as shown above and on the JoinFDetails, unless noted otherwise. efer to 60A-Z for standard plate positions. from this drawingany failure to build the seal on this drawing or cover pane t for the design shown. The su15b111ty ANSIITPI I Sec.2. web sites: ALPINE: www.alpineiiw.com: TPi: a division of TPI 1,ortorr acceptance any structure Stone Truss 507 Jones Road CA 92054 ALPINE AN OW COMOWv 8351 Rovana Circle Sacramento, CA 95828 I P12X4 D Job Number: A417 Ply: 1 SEQN: 14357 / T121 MONO Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 9 FROM: RB DrwNo: 061.17.1511.42160 Truss Label: D2 MONO DRAG JCJ / GWH 03/0212017 66" 13' 66' 66" B —2' A 644 644 6712 13' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct NA CAT: NA PP Deflection in bc L/defl LI# Loc R /U I Rw I Rh I RL /W TCDL: 14.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.065 F 999 240 B 753 /278 /1079/- /233 /5.5 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.087 F 999 180 E 562 /158 /363 I- I- I- BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.021 E - - Wind reactions based on C&C Des Ld: 44.00 EXP: C Mean Height 15.008 HORZ(TL): 0.029 E - - 6 Min Brg Width Req = 1.5 NCBCLL: 10.00 TCDL: 8.4 psf Code! Misc Criteria Creep Factor. 2.0 E Min Brg Width Req = - Soffit: 2.00 BCDL: 6.0 psf Bldg Code: CBC 2013 Res Max TC CSI: 0.505 Bearing B is rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 t h/2 TPI Std: 2007 Max BC CSI: 0.962 Members not listed have forces less than 375# Spacing: 24.0" C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.824 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FTIRT:20(0)I0(0) Chords Tens.Comp. Chords Tens. Comp. GC pi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver. 15.01 .01C.0611.00 B - C 10 2513 C - D 1024 -1096 Lumber Top chord 2x4 DF-L #1&Bet.(g) Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 DF-L #1&Bet.(g) Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 DF-L Standard(g) B - F 2477 -1386 F - E 1562 -484 Plating Notes Connectors in green lumber (g) designed using Maximum Web Forces Per Ply (Ibs) Webs NDS/TPI reduction factors. Tens.Comp. ____________________ Loading C-E 204-1019 Truss transfers a maximum horizontal load of 2000#( 153.85 plf) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 2000 153.85 TC 0.00 13.00 2000 164.10 BC 0.81 13.00 Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 65"OF OC. Wind Member design based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. Additional Notes Uplift LNOC reactions require connections continuous to foundation or offsetting dead load. See upliifts in U column of Max Reactions table. "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatino handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building A 92054 Component Safety Information, by TPI an6'SBCA) fó'r safety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathina and bottom chord shall have a progey attachEd rioid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing ins'talled per BCSI sections B3 67 or as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the us0wc058se0 truss in conformance with ANSI PI 1 or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of orotessionap engineenqy responsibility solely for the design shown. The suitbility and use of this drawing, for any structure is the responsibility of the Duilding Designer per ANSI/TPI 1 Sec.2. 8351 Rovarta Circle For more information see this jobs general notes page and these web sites: ALPINE: .aIpineitw.com: TPI: www.tpinst.org: SBCA: VAWl.sbcindustry.com: ICC: e.iccsafe.orq Sacramento, CA 95828 Maximum Defl/CSI Criteria A Maximum Reactions (Ibs), PP Deflection in bc Udefl L Loc R /U / Rw / Rh VERT(LL): 0.043 5 999 240 T" 126 /106 /216 1- VERT(TL): 0.048 5 999 180 B /1556 HORZ(LL): -0. 110 K - - S /520 HORZ(TL):-0.123 K - - R /189 Creep Factor. 2.0 Wind reactions based on C&C Max TC CSI: 0.707 T Mm Brg Width Req = - Max BC CSI: 0.938 Bearing I is a rigid surface. Mon Web .Si' flfl2 - 0r=PLF /RL /W /8 /161 Job Number: A417 Ply: 1 SEQN: 14355 / T122 GABL Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17.1513.17480 Truss Label: Di MONO GABLE DRAG JCJ / GWH 03/02/2017 1358 12r12 I 315" I (TYP) K 1358 (NNL) I 53 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height 15.00 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 010 h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Stack Chord SC1 2x4 DF-L #1&Bet.(g): Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. All plates are 2X4 except as noted. Loading Truss transfers a maximum horizontal load of 6500 # ( 533.46 p8) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 6500 533.46 TC 1.27 13.46 6500 514.00 BC 0.81 13.46 Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 10.00 PSF one face and 24.0" span opposite face. Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 26" OC. Wind Member design based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code! Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No Max FT/RT:20(0)/0(0) Plate Type(s): WAVE VIEW Ver. 15.01.01C.01 Additional Notes Uplift reactions require connections continuous to foundation or offsetting dead load. See upliifts in U column of Max Reactions table. See DWGS A11515ENC1O1O14, GBLLET1N1014, & GABRST101014 for gable wind bracing requirements. Stacked top chord must NOT be notched or cut in area (NNL). Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie-plates 24' o.c. Center plate on stacked/dropped chord interface, plate length perpendicular to chord length. Splice top chord in notchable area using 3x6. No C 58005 * 03/02/2017 * O,CA,,e,/ Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 6770 -6797 D-K 5456 -5481 C-D 5643-5646 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-S 6287 -6271 S-L 4948 -4939 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. 0-S 405 -525 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing.. Refer to and follow the latest edition of CSl (Building quire Information, by TPI an 8 SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary BCSI. Unless noted o'therwise,top chord shall have properly attached structural shffatliing and bottom chord hall have a prove rl id ceiling. Locations shown for permanent lateral restraint Of webs shall have bracing installed per BLSI sections B3, B7 or 51 lie. APPTY plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. efer to 60A-Z for standard plate positions. his drawing,any failure to build the on this drawing or cover page tedesugn shown. The suitability 511.00 web sites: ALPINE: www.alpineiiw.com: TPI: Stone Truss 507 Jones Road CA 92054 1.4961111111 . ALPINE Co.~ 8351 Rovana Circle Sacramento, CA 95828 a division of lANl/1Pl 1,or tor r icates acceptance ng for any structure Job Number: A417 Ply: 3 SEQN: 13456 / T148 CHIP Gust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17.1517.17707 Truss Label: E 3PLY HIP 5 H5 GIRD JCJ / GWH 03/0212017 3 Complete Trusses Required 1'9 4'10"15 7118 10614 11 153" 17' 19" 3115 309 276 16 213 3115 19" 12 4X10 C 4X8(Al) BM- 1" I5 3X12 3X12 4X14 D T2 E F J 5X6 1113X4 5X6 III 3X7 3X7(A3) 3X (A u, IM H- 2' 454 404 2'1"6 2'1"6 4312 8'5"8 10'614' 12'8"4 17' Loading Criteria (pot) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in bc Udefl Lf# Loc R /U I Rw / Rh I RL /W TCDL: 14.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.189 J 999 240 L 4551 / 89 / - I - I - /5.5 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.643 J 311 180 M 8924 /149 / - / - I - /5.5 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.037 H - - Wind reactions based on MWFRS Des Ld: 4400 EXP: C HORZ(TL): 0.128 H - - L Min Brg Width Reg = 1.6 NCBCLL: 10.00 Mean Height 20.30 ft TCDL: 8.4 psf Code! Misc Criteria Creep Factor: 2.0 M Min Brg Width Reg = 3.2 Soffit: 2.00 BCDL: 6.0 psf Bldg Code: CBC 2013 Res MaxTC CSI: 0.739 Bearings L & M are a rigid surface. Load Duration: 1.25 M MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.890 Members not listed have forces less than 375# Spacing: 24.0" C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.767 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:20(0)/0(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver: 15.01 .O1C.0611.00 C - D 76 -4179 E - F 106 5637 Lumber Loading B-C 81 -4356 F-G 111 -5849 D - E 146 -7792 Top chord 2x4 DF-L #1&Bet.(g) :T2 2x6 DF-L SS(g): Bottom chord checked for 10.00 psf non-concurrent Bot chord 2x6 DF-L SS(g) live load. Webs 2x4 DF-L Standard(g) :W3 2x6 DF-L SS(g): :Lt Wedge 2x4 DF-L Standard(g): #1 hip with 4-10-15 setback supports jack trusses or Maximum Bot Chord Forces Per Chords Tens.Comp. Chords Ply (Ibs) Tens. Comp. :Rt Wedge 2x4 DF-L Standard(g): rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner B - K 4136 -76 I - H 7427 -145 Nailnote jack bottom chords or ceiling joists span between this K - J 7432 -146 H - G 5567 -104 truss and the end wall. J -1 7427 -145 Nail Schedule:0.128"x3", mm. nails Extend sloping top chord of truss and jacks to hip Top Chord. 1 Row @ 9.00 O.C. Bot Chord: 2 Rows @ 3.00 o.c. (Each Row) rafter. Support extensions every 2.00 ft to flat TC. Maximum Web Forces Per Ply (Ibs) Webs : 1 Row @ 4" o.c. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32" OC with 2-16d Webs Tens.Comp. Webs Tens. Comp. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row Box or Gun nails(0. 135"x3.5",min.) and diagonally K - 3 74 - 3431 E - I 450 0 to avoid splitting, brace per DWG. BRCALHIP1014. Support hip rafter C - K 1225 0 E - H 46 -2079 4" o.c. spacing of nails perpendicular and parallel to with cripples at 2-9-15 OC. 1886 -20 D - J 1032 0 H - F grain required in area over bearings greater than 4" Wind J - E 422 -1 Special Loads Wind loads and reactions based on MWFRS. -----(Lumber Dur.Fac.=1.25 I Plate Dur.Fac.=1.25) Additional Notes TC- From 70 plf at -2.09 to 70 plf at 4.91 TC- From 82 plf at 4.91 to 117 plf at 6.91 California hip girder load case modified TC- From 117 plf at 6.91 to 117 plf at 10.00 Building designer is responsible for conventional TC- From 117 plf at 10.00 to 82 ptf at 12.00 framing. TC- From iu plf at 12.00 To IU pti at 17.00 BC- From 4 plf at -2.09 to 4 plf at 0.00 BC- From 34 plf at 0.00 to 34 plf at 4.91 BC- From 34 plf at 4.91 to 34 plf at 12.00 BC- From 34 plf at 12.00 to 34 plf at 17.00 TC- 252 lb Conc. Load at 4.9112.00 BC- 3379 lb Conc. Load at 8.13 BC- 1477 lb Conc. Load at 10.00, 12.00,14.00 At BC- 1497 lb Conc. Load at 16.00,16.88 Plating Notes SS o'05' Connectors in green lumber (g) designed using NDS/TPI reduction factors. Purlins 03/02/2017 In lieu of structural panels or rigid ceiling use putlins CAto to brace all flat TC @ 32" OC, all BC @ 120" OC. **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o'therwise,top chord shall have property attached structural shfiating and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCSI sections B3, B7 or BlO, as applicable. AppTy plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the comwe truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page lusting this drawing, indicates acceptance of proTessuonaf enguneenna responsibility design shown. The 5u1t5b111ty and use of this drawing for any structure is t'he responsibility of the Building Designer per ANSI!TPI 1 Sec.2. 8351 Rovana Circle For more information see thisjob's general notes page and these web sites: ALPINE: w.alpineitw.com: TPI: www.tpinst.org: SBCA: www.sbcindustry.com: ICC: www.iccsafe.org Sacramento, CA 95828 T I 4,5,,4 15' 618 10612 2-H Job Number: A417 Ply: 1 SEQN: 13416 / T136 CHIP Cust: R9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 061.17.151731850 Truss Label: F HIP 4-10-8 H4-10-8 JCJ / GWH 03/02/2017 497 76' 1029 15' m 289 289 m 17 Loading Criteria (ps Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height 20.28 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GC pi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. #1 hip with 4-9-7 setback supports jack trusses or rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner jack bottom chords or ceiling joists span between this truss and the end wall. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TO. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TO @ 24' 00 with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP1014. Support hip rafter with cripples at 2-9-15 00. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all fiat TO @ 24" OC, all BC @ 120" 00. Wind Wind loads and reactions based on MWFRS. Snow Criteria (Pg,Pf in PSE) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc Udefl L/# Loc R /U I Rw I Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.088 D 999 240 B 1246 / 28 / - I - / - /5.5 Lu: NA Cs: NA VERT(TL): 0.295 D 598 180 F 1242 /27 /- I- I- /5.5 Snow Duration: NA HORZ(LL): 0.023 H - - Wind reactions based on MWFRS HORZ(TL): 0.076 H - - B Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor. 2.0 F Min Brg Width Reg = 1.5 Bldg Code: CBC 2013 Res Max TO CSl: 0.329 Bearings B & F are a rigid surface. TPl Std: 2007 Max BC CSI: 0.612 Rep Factors Used: No Max Web CS 1: 0.193 Members not listed have forces less than 375# FT/RT:20(0)I0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW yen 15.01.01C.0611.00 C - D 25 2435 D - E 15 2382 Additional Notes B-C 34-2583 E-F 25 -2533 Building designer is responsible for conventional framing. Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. B-I 2410 -26 H-F 2356 -16 I - H 3102 -109 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - D 94 -741 D-H 105 -800 C - I 441 0 H-E 476 0 C 58005 * 03/02/2017 OP CAOrl * **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of 6051 (Building CA 92054 Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have property attached structural sheathing and boftop chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint Of webs shall have bracing insfalled per BLSI sections B3, B7 or B10 as applicable. APPTY plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drwing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing oj.trussesA seal on this drawing or cover page - listing this drawing, indicates acceptance of prdtessional enguneenna responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI!TPI I Sec.2. 8351 Rovana Circle For more information see this iobo general notes page and these web sites: ALPINE: www.alpineilw.com; TPl: w.Ipinst.org; SBCA: .sbcindustry,com; ICC: www.iccsafe.org Sacramento, CA 95828 Rob Number: A417 Ply: 1 SEON: 13419 / T137 COMN Gust: RR9282 JRef: 1\!YR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 060172135.08693 Truss Label: H TERM I GWH 03/01/2017 4'9"8 9'7" 4'9"8 4'9"8 4X4 12 C I I I 2' 4'9"8 4'9"8 4'9"8 9,7" 2' Loading Criteria (ps TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height 20.28 ft TCDL: 8.4 psI BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h12 C&C Dist a: 3.00 ft Loc. from endwall: Any GC pi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code! Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)I0(0) Plate Type(s): WAVE Defl!CSI Criteria PP Deflection in bc L/defl Lt# VERT(LL): 0.021 F 999 240 VERT(TL): 0.077 F 999 180 HORZ(LL): 0.006 F - - HORZ(TL): 0.023 F - - Creep Factor: 2.0 Max IC CSI: 0.301 Max BC CSI: 0.245 Max Web CSI: 0.024 VIEW Ver: 15.01.01 C.061 1.00 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 887 /290 /340 I- /40 /5.5 D 887 /290 /340 I- I- /5.5 Wind reactions based on C&C B Min Brg Width Reg = 1.5 D Min Brg Width Reg = 1.5 Bearings B & D are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 145-1425 C-D 145 -1425 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x6 DF-L #2(g) Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 70 p11 at -2.09 to 70 p11 at 4.79 TC- From 70 p11 at 4.79 to 70 p11 at 11.68 BC- From 4 plf at -2.09 to 4 p11 at 0.00 BC- From 33 p11 at 0.00 to 33 p11 at 9.58 BC- From 4 plf at 9.58 to 4 p11 at 11.68 TC- 490 lb Conc. Load at 4.79 Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psI non-concurrent live load. Purlins In lieu of rigid ceiling use purtinsto brace BC @ 111" CC. Wind Member design based on both MWFRS and C&C. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 1307 -23 F-D 1307 -23 No: C 58005 * 03/02/2017 clvfl_ **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! StorreTrass **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information, by TPI an8SBCA) f6'r safety practices prior to performing these functions. Installers shall provide temporary bracino per BCSI. Unless noted olherwise,top chord shall have property attached structural sheathina and bottom chord shall have a prooeftv attachttd rioid ceiling. Locations shown for permanent lateral restraint Of webs shall have bracing inslalled per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of 11W Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for handIin shippino, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of pro essuonar engineerina responsibility design shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Rovana Circle For more information see this job's general notes page and these web sites: ALPINE: w.aIpineiIw.com: TPI: w,w.tpinst.org; SBCA: .sbcindustry.com; ICC: www.iccsafe.org Sacramento, CA 95828 6b Number: A417 Ply: 1 SEQN: 13421 / T138 COMN Oust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 060.17.2135.04731 Truss Label: HI COMN / GWH 03/01/2017 498 9,7', 498 498 4X4 12 C 315 2' 4'9"8 498 498 9,7,, 2' Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TOOL: 14.00 Speed: 110 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height 20.28 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.00 It Loc. from endwall: Any GC pi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 111" OC. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (lbs) Pg: NA Ct NA CAT: NA PP Deflection in bc Udefl LI# Loc R /U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.010 F 999 240 B 580 /290 /340 I - /40 /5.5 Lu: NA Cs: NA VERT(TL): 0.032 F 999 180 D 580 /290 /340 /- /- /5.5 Snow Duration: NA HORZ(LL): 0.003 F - - Wind reactions based on C&C HORZ(TL): 0.009 F - - B Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor 2.0 D Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TO CSI: 0.301 Bearings B & D are a rigid surface. TPI Std: 2007 Max BC CSI: 0.149 Rep Factors Used: No Max Web CSI: 0.075 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01 -01C 0611.00 B - C 145 614 C - D 145 -614 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 540 -23 F-D 540 -23 No .'C 58005 *\ 03/02/2017 1* **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Swnemws **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricatina handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI anftSBCA) fOr saTety practices prior to performing these functions. Installers shall provide temporary bracina per BCSI. Unless noted olherwise,top chord shall have propeilv attached structural sheathina and bottom chord shall have a proDerlv attach.d riaid ceilina. Locations shown for permanent lateral restraint Of webs shall have bracina ins'f aIled per SCSI sections B3 B7 or B10 as applicable. Apply olates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1 or for handling, shippina, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of ororessuonat engineerina responsibility solely for the design shown. The suifâbility and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 8351 Rovana Circle For more information see this job's general notes page and these web sites: ALPINE: n.atpineitw.com: TPI: tpinst.org: SBCA: sbcindustry.com: ICC: www.iccsafe.org Sacramento, CA 95828 Job Number: A417 Ply: I SEQN: 13514 I T175 GABL Cust: RR9282 JRef: 1VYR92820005 HARRIS RESIDENCE Qty: 1 FROM: RB DrwNo: 060.17.2135.08724 Truss Label: JG MHIP 3-11-8 MH 3-11-8 GABLE I GWH 0310112017 28" 3107 8' 28" 127 419 12 o5 3X4 us4X4 I G us2X4(A1) us3X4 8' H- 2' 6 Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.12 ft TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) :W2 2x4 DF-L #1 &Bet.(g): Loading Criteria (pet) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 Special Loads Snow Criteria (Pg,Pf in PSF) DefllCSl Criteria A Maximum Reactions (Ibs), or °=PLF Pg: NA Ct NA CAT: NA PP Deflection in bc Lldefl L Loc R /U I Rw I Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.010 E 999 240 B* 182 /47 /62 I- /16 /96.0 Lu: NA Cs: NA VERT(TL): 0.042 E 999 180 Wind reactions based on C&C Snow Duration: NA HORZ(LL): -0.001 E - - B Min Brg Width Reg = - HORZ(TL): -0.007 E - - Bearing B is a rigid surface. Code! Misc Criteria Creep Factor. 2.0 Bldg Code: CBC 2013 Res Max TC CSI: 0.381 Members not listed have forces less than 375# TPI Std: 2007 Max BC CSI: 0.131 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: No Max Web CSI: 0.289 Chords Tens.Comp. FTIRT:20(0)/0(0) D - F 378 -102 Plate Type(s): WAVE VIEW Ver. 15.01.01C.0611.00 Maximum Web Forces Per Ply (Ibs) Additional Notes Webs Tens.Comp. Webs Tens. Comp. See DWGSA11530ENC101014,GBLLETIN1O14,& D-H 72 -420 H-F 128 -429 GABRST101014 for gable wind bracing requiremepts. (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1 .25) TC- From 79 plf at -2.09 to 79 plf at 0.00 TC- From 84 plf at 0.00 to 96 plf at 3.87 TC- From 94 plf at 3.87 to 94 plf at 8.00 BC- From 4 plf at -2.09 to 4 plf at 0.00 BC- From 20 plf at 0.00 to 20 pIt at 8.00 TC- 387 lb Conc. Load at 3.96 Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 2X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32' OC, all BC @ 75" OC. Wind Member design based on both MWFRS and C&C. C 58005 * 03/02/2017 CIVIlit- OF "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of CSI (Building Safety Information, by TPI and SBCA) handling safety practices prior to performing these functions. Installers shall provide temporary BCS!. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottort) chord shall have a properl id ceiling. Locations shown for permanent lateral restraint Of webs shall have bracing installed per B(S1 sections P3, B7 or B1 ile. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. efer to 60A-Z for standard plate positions. a division of failure to build the 'ing, indicates acceptance of prdtessior rice with ANSI/TPI 1, or for rtancllinq, Shipp drawing for any structure is the respon n. The suitability or cover page see this job's general notes page and these web sites Stone Truss 507 Jones Road CA 92054 1411161*., ALPINE NnWC0MnNY 8351 Rovana Circle Sacramento, CA 95828 CALIFORNIA HIP PERMANENT BRACING DETAIL - END JACKS SUPPORTED 48" o/c PERMANENT BRACING START OF TOP CHORD FLAT TOP CHORD. PURLINS. START OF TOP CHORD CRIPPLE SUPPORT LAYOUT EXTENSIONS, (SLOPING (TYPICAL) (CONTINUOUS) EXTENSIONS. (SLOPING TO FLAT) ,- TO FLAT) SETBACK SETBACK \ / • IN _&.uuuuii- ••••l•I•I• • . :NIIN _l!i!u!!!!Ii'I .IIuIIIIII.I '- NIA HIP TRUSSES [P B-B PITCHED AND SHEATHED CHORD AREA. Wind: Maximum wind speed 120 mph, Exp. C, Cat, II, 30 ft. mean roof height and 5 psf mm. dead load. Connect cripples to rafter extensions with (6)10cl nails (0128x3'), and to top chord of hip truss and purlin with (3) lOd nails, -OR- Butt cripples to jack rafter and hip truss top chord, and provide connection for 360# uplift each end (ITVBCG HT2.5 clip with Gd nails (0,131'xl.5') or equivalent.) (A) Hip truss top chord, (B) 2X4 continuous purlin, 24' 0/c typ. CRIPPLES' o - Cripple Location. (4' o.c. cripple spacing shown) Cripples support extended top chords of end jacks, hip jacks, and hips. Material' 2X4 SPF, HF, DF-L, or So.Pine Standard/Stud/#3 rim, grade. Max. cripple length = 6'3'. Max. 40 psf Snow Load + 14 psf Dead Load. Cripples and horizontal false top chords may be built into truss. Permanent Diagonal bracing Permanent diagonals form braced bays. Repeat at all hip ends Maximum Interval equals 20 ft. Note The first braced bay at the 411 hip can be excluded when the following conditions are met' Continuous pur'Iins are attached to the flat top chord of the #1 hip. The end jacks are sheathed with property attached structural panels. Note' Conventional framing, including cripples and their connections, is not the responsibility of the truss designer, plate manufacturer, or truss fabricator. Persons erecting trusses are cautioned to seek advice of a local professional engineer regarding conventional framing. Trusses shall be designed for the appropriate tributary area. FIELD APPLIED CRIPPLE CRIPPLE SPACING SETBACK at BUILT-IN CRIPPLES IN PLANE OF TRUSSES CHORD EXTENSION Californis Hips (TYPICAL) (B)_(D) CD) End Jad, Crbole 48' Field cripple end Jock extensions to fiat top chord of a alternating hip trusses. 'ETBAcK° 56 lOd nail, typ. Die (C) (B) Top chord (A) Se&tion A—A _C—Jon B —B Cripple Connections A10 shaLl LSQ) [F of JEWWARNIN11m READ AND FJDV ALL NOTES ON THIS IAVDG osDTN6T RI This IRAVDG TO ALL 1ITRAC1I DJ1DDL IlL DGTALL Trusses .11th, .x'keme care in fabricating, handling. slAPping. Installing and bracbiD Refer to and f000. th. latest edition of DES! C&**,g Component Safety Information, by TPI and SICA) for safety practices prior to performing these f,.,ctlons. InstaU.r shall prowlse temporary bracing per DCSL Lfrtass noted otherwise, top shard shall have property, attached strcti..l sheathing and batten cher have a property attached rigid ceiling. Location, shown for permanent lateral restraint of webs shaU have bracing installed per SCSI sectIons 93. 97 or 910. as applicable. Apply plates to each face Uasa and position as shown above and on the Joint Details, a,rless noted otherwise. Refer to a-awing, Ilitin-Z for standard plate positions. ,e.OtD Wi, No. C 58005 See truss drawings for specific design information. REF CALIF. BRACE DATE 10/01/14 DRWG BRCALHIP1O14 MI ITWMMNY 13389 Lakefront Drive Earth City, MO 63045 Alpine, a thvldan of ITV 9,hda.g Components Eirmip Inc shall not be responsible for any deviation from this a'aeingw any foliire to build the truss in conformance with ANSITPI I, or for honshng. shipping. Installation L bracing of busses. .s. on ti a-awIng b or cave? page listingthiss a-adag, bate, acceptance of professional A l da The .1Atabillty and use of tida a-sofrç rs solely for the WWAr~~,. i6— Building Sucla Far- mere information see this Job a general motes page ALPINE, ew. .ett,comj TPI' eww.tpbrstorgj SBCA. milk and these b aI' &,dusb'y.orgj_ICC'_ewvlccsafe.org 03/02/2017 11 OPCA%jO Spacrigt 24' oc, typ. Design Crit' NDS-2012 CLR Reinf This detail is to be used when a Continuous Lateral Restraint (CLR) Is specified on a truss design but an alternative web reinforcement method Is desired, Notes: This detail is only applicable for changing the specified CLR shown on single ply seated designs to 1-reinforcement or L-reiriforecement or scab reinforcement. Alternative reinforcement specified in chart below may be conservative. For minimum alternative reinforcement, re-run design with appropriate reinforcement type. Web Member Specified CLR Alternative Reinforecement Size Restraint 1- or L- Reinf. Scab Reinf, 2x3 or 2x4 1 row 2x4 1-2x4 2x3 or 2x4 2 rows 2x6 2-2x4 2x6 1 row 2x4 1-2x6 2x6 2 rows 2x6 2-2x4010 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6IO 1-reinforcement, L-reinforcemervt, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's seated design. 00 Center scab on wide face of web. Apply (1) scab to each face of web, Member Su bstitution T-Reinf'orcernerrt or T-Reinf. L-Reinf'orcemervt: or Apply to either side of web narrow face Attach with lOd (0.128'x3.0',min) nails at 6' o,c, Reinforcing member Is a minimum 80% of web member length. T-Reinf. L-Reirif. Scab Renforcernerrt: Apply scab(s) to wide face of web. No more than (1) scab per face. Attach with lOd (0.128'x3.0',min) nails at 6' o.c. Reinforcing member is a minimum 80% of web member length. Scab Reinf, Z/ 4N NOWARIMSON WAD PEtE F.LXN ALL iRITES Iii IHIS IPAVIIG Truesesr.quivw eob'ene care In fabricating, handling, aldpping, inataWng and bra* Refer to and folio, the latest edition of BCSI (&.t*,g Cooponent Safety tnfornatlon, by TPI and SBCA) for safety practices prior to pee'forning these fonctiona, Installers shalt provide teMporary bracing per PCSL tMtess noted otherelse, top chard shall have property attached structural sheathing and bothoi chat, shall have a property attached rigid coRing. Locations shoon for permanent lateral restraint of cobs shalt have bracing installed per BCSI sections B3. B? or Big, as applicable. Apply plates to each face of truss and position as sheen above and on the Joint Detals, onto.. noted othersise, Refer" Erasing. IGOA-Z for standard plate positions. Y4O"" No. C 58005 TC LL PSF IC DL PSF BC DL PSF BC LL PSF REF CLR Subsi. DATE 10/01/14 DRWG BRCLBSUB1014 ANITWMMNY 13389 Lakefront Drive Earth City, MO 83045 Alpine, a division of ITV &di*.g Components Group Inc. shalt not be rovponsibto for any deviation from tide Erasing, any aita', to brad the truss in conformance .tTh NISI/TPI I, or for handling. zMipb. instaUatlon I brarg of trusses. A seal an tide Erasing or cover page listing de Erasing. Indicates acceptance !=@::d s.t ihe AtalhIty and rate of .g _____ ____ - per iwwi I Far nor, infor,ation a., this ,Jda'a general notes page and these web sites, ALPIT ess.alpinelt.catq, WI' ,ss.instorgi SBCAr m.obcbidusb-y.orgj lCD evwlccsafs.org * 03/02/2017 * Civl Q CALtI' TOT. LD. PSF _ DUR. FAC. SPACING Truss Diagonal brace optiorp vertical length may be doubled when diagonal brace is used. Connect diagonal brace for 305* at each end. Max web total length is 14'. 112x4 Stud, *3 or I diagonal Vertical length shown bracei tV single In table above, or double cut (as shown) at upper end. Gable Stud Reinforcement Detail. ASCE 7 -10: 115 mph Wind Speed) 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 — 2".,,Brac:e Gable Vertical "-. Spacing Species Grade"-.. No Braces (1) 1x4 'L' Brace • (1) 2x4 'L' Brace w (2) 2x4 'L' Brace 5 (1) 2x6 L' Brace 5 (2) 2x6 'L' Brace no Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B +> O) - Y — . I" I HF *1 / #2 4' 11' 8' 5' 8' 9' 9' 11' 10' 4' 11' 10' 12' 4' 14' 0' 14' 0' 14' 0' 14' 0' *3 4' 8' 8' 1' 8' 7' 9' 10' 10' 3' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' Stud 77-81 8' 0' 8' 6' 9' 10' 10' 3' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' Cv _J 0 Standard 4' 8' 6' 11' 7' 4' 9' 2' 9' to, it, 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 5 #1 5' 2' 8' 7' 8' 10' 10' 1' 10' 6' 12' 0' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' *2 4' 11' 8' 5' 8' 9' 9' 11' 10' 4' 11' 10' 12' 4' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 10' 7' 3' 7' 9' 9' 8' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d cu U FL Stud 4' 10' 7' 3' 7' 9' 9' 8' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 8' 6' 5' 6' 10' 9' 7' 9' 2' 11' 7' 12' 2' 13' 5' 14' 0' 14' 0' 14' 0' U L. n - U a <- ,-..- . I" HF *1 / *2 5' 8' 9' B. 10' 0' 11' 5' 11' 10' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' *3 5' 5' 9' 6' 10' 0' 11' 3' 11' 8' 13' 5' 14' 0' —14'0' 14' 0' 14' 0' 14' 0' Stud 5' 5' 9' 6' 9' 10' 11' 3' 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 5' 8' 5' 9' 0' 11' 3' 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' *1 5' 11' 9' 9' 10' 2' 11' 6' 12' 0' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' > . S P *2 5' 8' 9' B. 10' 0' 11' 5' 11' 10' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 10 U FL #3 5' 6' 8' 11' 9' 6' 11' 4' 11' 9' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' Stud 5' 6' 8' 11' 9' 6' 11' 4' 11' 9' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 5' 7' 10' 8' 4' 10' 6' 11' 2' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' d LJ U S P F #1 / #2 6' 3' 10' 7' 11' 0' 12' 7' 13' 0' 13' 7' 1 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' #3 5' ii' 10' 6' 10' 10' 12' 5' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud 5' 11' 10' 6' 10' 10' 12' 5' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' X Ô r Standard 5' 11' 9' 9' 10' 5' 12' 5' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' *1 6' 6' 10' 9' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' d 5 P U FL *2 6' 3' 1 10' 7' 1 11' 0' 12' 7' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' *3 6' 1' 1 10' 3' 1 10' 11' 1 12' 6' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud 6' 1' 1 10' 3 1 10' 11' 1 12' 6' 1 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1 14' 0' Standard 5' 11' 1 9' 1' 1 9' 8' 1 12' 1' 1 12' 10' 1 14' 0' 1 14' 0' 14' 0' 1 14' 0' 14' 0' 1 14' 0' Bracing Group Species and Grades, Group At Spruce-Pine-Fir Hem-Fir *1 / *2 Standard 1 1 *2 1 Stud *3 1 Stud 1 *3 lstandQrd Doutas Fir-Larch Southern Pineu•R *3 *3 Stud Stud Standard Standard Group B' Hem-Fir L!.Btr I Douolas Fir-Larch Southern Pines's *1 *1 *2 *2 1x4 Braces shall be SRB (Stress-Rated Board), sFor 1x4 So, Pine use only Industrial 55 or Industrial 45 Stress-Rated Boards. Group B values may be used with these grades. üable Truss Detail Notes' Wind Load deflection criterion is L/240. Provide uplift connections for 30 ptf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Connect diagonI at midpoint of vertical web, 411 ..1j ,.. Refer to chart above for max n-WARNNOwn WAD ND FOLLOW ALL 8CTES ON 11415 IPAWDIS seD,TNITse fl414 15415 VRAVV4G TO ALL CONTRACTORS 8UDDG THE DTALLERS. Trusses 'eq.*w extreme care In fabricath,g, handling, sitpphg, hstaiung and to'acio Refer to and follow the latest edition of SCSI (Du**g Component Safety Information, by TPI and SOCA) for safety practices prior to psrformbg these functions. Installers shall provid, t. IMless noted otherwise, tap chord shah have properly attached sheattilng and bottom chord . ' shah not be recpone for any desistion F,_— shalt have a property attached rigid ceR Locations shown for permanent iateral restraint of .,b shall have brachig Installeded per SCSI sections *3. 37 or 310. as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details,.r1w53 noted otherwise. &LP0 Refer to droebngs I60A-Z far standard plat, positions. A bo. a on of LIV Comp—t. Gre AN mwMRI,NY this drawing, any falwe to toAd the truss in conformance with ANSVTPI S. Or for hankig. sl'*rpfrro. - Installation I irrochig of trusses. A seal on tida *suhrg or cover page De idds drowing. hidcates acceptanco of professional show s lhe itsIty and use ofthim A'suhig - par N1/1P1 I 13389 L,kefront Drive T7;;%= 1. the —q-11kiltity of tivir &Ading EonS City, MO 83045 For mare information sew 'this Job's general notes page and these web attee ALPD._ews.ai*.eltv.coou_TPI._m.hist.org,_SBCA'_U_e.abchidus'b"y.orgj_ICC._wveJccsafe,org Attach 'L' braces with lOd (0.128'x3.0' mm) nails. For (1) 'L' brace' space nails at 2' o.c, In 18' end zones and 4' o.c. between zones. *Eor (2) 'L' bracesi space nails at 3' o,c. In 18' end zones and 6' o,c, between zones. 'L' bracing must be a minimum of 80X of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel pia'tes. Refer to the Building Designer for conditions not addressed by this detaiL REF ASCE7-10-6AB11515 DATE 10/01/14 DRWG A11515ENC101014 Vertical Length No Splice Less than 4' 0' 1X4 or 2X3 Greater than 4' 0', but less than 11' 6' 2X4 Greater than 11' 6' 3X4 No .'C 58005 03/02/2017 ji ,5/ MAX. TIlT. LD. 60 PS OP CA:U, MAX, SPACING 24.0' 45, 2X4 Blocking nailed to sheathing and each truss 2X4 DF-L #2 or better diagonal brace. Attach each end for 560#. H ASCE 7-10: 120 mph. 30' Mean Height Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30f t, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or 100 mph, 30f't. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30f t, Mean Hgt, ASCE 7-10, Part, Enclosed, Exp C, Kzt = 1.00, Wind TC DL5.0 psf. Wind BC DL=5.0 psf. Lateral chord bracing requirements Top: Continuous roof sheathing Bot' Continuous ceiling diaphragm See Engineer's sealed design referencing this detail for lumber, plates, and other information not shown on this detail. Nails' lOd box or gun (0.128'x3',m1n) nails, H Less than 4'6' - no stud bracing required H Greater than 7'6' to 12'0' max' provide a 2x6 stif'fback at mid-height and brace to roof diaphragm every 4'0' (see detail below or refer to DRWG A12030ENC101014). * Optional 2x L-reinforcement attached to stiffback with lOd box or gun (0.128' x 3', mm.) nails @ 6' o.c. H Greater than 4'6' to 7'6' In length provide a 2x6 siiffback at mid-height and brace stiffback to roof diaphragm every 6'0' (see detail below or refer to DRWG A12030ENC101014). 2x6 *2 Stif'fback attached to each Stud w/ (4) lOd box or gun (0.123' X 3', mm.) nails. 4N wNWAOMAlse OFM NO F.Wd ML ICItS Cli lUll WAVDIO UNDIPMAPITER FtRU4 ThIS IPAVUhi TO N.J. CUMAMM DCUDDG TOE WTALWM Trasees reqà-e extesne care In eaiolcutb., ha,alfrç, shpbg, hutaweg and bracko Refer to and folios the latest edition of BCSI (&t*g Component Safety Infornatlon, by If! and SA) for safety practIce. prior to psrfor,hg these fr,,ctlons. Installers shall provide tercorar'y &.actng per BCSL Unte5s noted otherwise, top chord shall have properly attached structured sheathing and botton chord shall have a property attached rigid celhig. Locations sheen f0 perr,ane,,t lateral restraht of eels shall have bradrtg histalled per BCSI sections 33, 07 or 310. as applicable. Apply plates to each face of bre and positIon as sheen above and on the Jabet DeteRs, .d... noted otherwise. Ref.,' to drasiogs l&IA-Z for standard plate posltlor- 1f'O5 REF GE WHALER DATE 10/01/14 DRWG GABRST101014 AN flWMA1,NY 13389 Lakefront Drive Earth City, MO 93945 Alpb.e, a divIsion 0f CIV Daldivg Conpon.nts Grow Inc. shall not be r'eaponalble for any deviation fran this draobg, any fuRor, to bald the truss In confornance 11th NISI/TPI 1. or for handing, si*rph, Installation & brag of trusses. A veal on ds dra*ig or any,,' page l&thg deathg. btee acceptance of prof.snc1 d,s diro.c. The s'ihabllty and use of de dreefr,g &*obg Desbier per NilX/TPI I lec For nor. b,fornatlon see this Job's general notes page and these seb sites. AI.PUE, e.e.alpinelta.coni IPIl m.tpbt.orgj Sfr_.wsebcivdterb'yoraj_lcD_eeeiccsafe.org * 03/02/20 17 * CIV OP IF MAX. TOT, LD. 60 PS F _ ___________ MAX. SPACING 'T' Reinforcement Attachment Detail 'V Reinforcing 'T' Reinforcing Member Member Toe-malt Toe-malt Or - nd-naR To convert from 'L' to '1' reinforcing members. multiply T' increase by length (based on appropriate Alpine gable detail). Maximum allowable 'V reinforced gable vertical length is 14' from top to bottom chord. '1' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Web Length Increase w/ 'T' Brace Example' - - ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP *3 'T' Reinforcing Member Size = 2x4 '1' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'V Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Reinf. Mbr. Size 'T' Increase 2x4 30Z 2x6 20X 'p Gable Detail For Let-in Verticals Gable Truss Plate Sizes ,'rovlae connections tor uputt specified on the engineered truss design. Attach each T' reinforcing member with End Driven Nails' lOd Common (0.148'x 3.',min) Nails at 4' o.c. plus (4) nails in the top and bottom chords. Toenailed Nails, lOd Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails in the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, A18015ENCl01014, A20015ENC101014, A20015END1010I4, A200I5PED101014, A11530ENC101014, A12030ENC101014, A14030ENC1O1014, A16030ENC101014, A10030ENC101014, A20030ENC101014, A20030END10I0I4, A20030PED10I014 See appropriate Alpine gable detail for maximum unreinforced gable vertical length 1' Reinforcing Member Gable Truss pprapriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a te that covers the total area of apped plates to span the web, 2X4JL- JRLi f X4 1fjj'X8 AD AND FOLLOW ALL NOTES l This IPAVDw DU'ITNT F9USH 1155 1AV8I TO ALL QPflWCT5 D.UDDIG 11€ D5TALL I REF LET-IN VERT 4&LAO N Trusses req.â'e esti'.me car. b fabricating, hondth-5, shipping, fr.stalUng and bracb, Refer to and folio. the latest el-don of SCSI (Bu8g Component Safety Enfornatbo. by WI and SDCA) for safety practices prior to performing these functions. Installers shall provide teoporary bracing per BCSL IMleas noted other-else, top chord shall hay. property attached struct,ral aleatlMg and bottom chord shod have a property attached rçld caSing. Locations sheen for permanent lateral rosaint of cabs shad have bracing installed per SCSI sections 53. 87 or' 510. as applicable. Apply plates to each face of truss and pavilion as she, above and on the Joint Detals, ante,, noted oth.r.Is., Refer to drawings 160A-Z far standard plate positions. DATE 10/01/14 DRVG (3BLLETIN1O14 AN flWMR',NY 13389 Lakefront Drive Earth City, MO 63045 Alpine, a division of 11W tig Components shall not be responsible for any deviation from this dra*tg, any fattre to build the truss I, conformance with ANSI/TPI I, or for han.Jk,g, s$dpping, installation I bracing of trusses. A suet on thisdrawing or cover page listing tide draulig, inatas acceptance of professional -7;6~ in the responswity solely for the dasn deose Ihe eltaity, and . of de drawft of =_ D,ldrig D.ier per P5151/iPX 1 SeeS. For more Information see this Job's general notes page and theae web sites, ALPI? ews.alpineits.cc.'d WI. wwwtyinstcrg, SBCA. eww.sbcIndasb'yrg, ICC. ew4ccsofe.org 03/02/2017 MAX. TOT. LD. 6 OPSF _ DUR. FAC. ANY MAX, SPACING 24.0' CIEINC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying June 23, 2017 CTE Job No. 10-13064G C/O: MC Consultants Attention: Mr. Jeff Harris 2055 Corte Del Nogal Carlsbad, California 92011 Telephone: (760) 930-9966 Via Email: jeff.harrismcconsultants.com Subject: Observation of Foundation Excavations Carlsbad Lot 57 SW End of Unicornio Street Carlsbad, California References: Geotechnical Investigation, Addendum 1 Carlsbad Lot 57 SW End of Unicornio Street, Carlsbad, California CTE Job No. 10-13064G, August 26, 2016 Geotechnical Investigation (Attachment B) Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California CTE Job No. 10-13064G, dated May 13, 2016 Mr. Harris: At your request, Construction Testing & Engineering, Inc. (CTE) has observed and approved the bottom of foundation excavations for the proposed residential building at the referenced site. Based on our observations the following was noted: Excavations appeared to be dimensioned as per the approved project plans and extend to appropriate bearing strata. The bottoms of all foundation excavations probed medium dense to dense indicating adequate bearing capacity. The materials exposed at the bottom of the foundation excavations appeared to be as anticipated by the project soils report. The proposed foundations are considered suitable for support of the proposed improvements. Any loose soils or slough was to be removed from the excavations prior to concrete placement. 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 7464955 1 Fax (760) 746-9806 1 www.cte-inc.net Observation of Foundation Excavations Page 2 Carlsbad Lot 57 SW End of Unicornio Street, Carlsbad, California June 23, 2017 CTE Job No. 10-13064G We appreciate the opportunity to be of service on this project. Should you have any questions or need further information please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. Dan T. Math, GE #2665 No.2665 Principal Engineer EXP.12/31/18 ) OF C \Esc_server\projects\10-13064G\Ltr_Footing Insp.doc v mrE INCY Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GEOTECHNICAL INVESTIGATION LOT 57 LA COSTA MEADOWS UNIT 1 UNICORNIO STREET CARLSBAD, CA Prepared for: C/O: MC CONSULTANTS ATTENTION: MR. JEFF HARRIS 2055 CORTE DEL NOGAL CARLSBAD, CA 92011 Prepared by: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CALIFORNIA 92026 CTE JOB NO.: 10-13064G MY 13, 2Q16 - CBR20I6-0465 2414 UNICORNIO ST HARRIS: NEW SFD /14522 SF LIV 11966 SF GARAGE 1/ 710 SF PATIO //55SF DECK 2152500900 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph 12/28/2016 CBR20I 6-0465 TABLE OF CONTENTS 1.0 INTRODUCTION AND SCOPE OF SERVICES ...................................................................1 1.1 Introduction...................................................................................................................1 1.2 Scope of Services..........................................................................................................1 2.0 SITE DESCRIPTION...............................................................................................................2 3.0 FIELD INVESTIGATION AND LABORATORY TESTING ................................................ 2 3.1 Field Investigation........................................................................................................2 3.2 Laboratory Testing........................................................................................................3 4.0 GEOLOGY...............................................................................................................................3 4.1 General Setting .............................................................................................................3 4.2 Geologic Conditions.....................................................................................................3 4.2.1 Quaternary Previously Placed Fill.................................................................4 4.3 Groundwater Conditions...............................................................................................4 4.4 Geologic Hazards..........................................................................................................5 4.4.1 Surface Fault Rupture....................................................................................5 4.4.2 Local and Regional Faulting..........................................................................5 4.4.3 Liquefaction and Seismic Settlement Evaluation..........................................6 4.4.4 Tsunamis and Seiche Evaluation...................................................................6 4.4.5 Landsliding ....................................................................................................7 4.4.6 Compressible and Expansive Soils................................................................7 4.4.7 Corrosive Soils...............................................................................................8 5.0 CONCLUSIONS AND RECOMMENDATIONS ...................................................................9 5.1 General..........................................................................................................................9 5.2 Site Preparation.............................................................................................................9 5.3 Site Excavation...........................................................................................................10 5.4 Fill Placement and Compaction..................................................................................11 5.5 Fill Materials...............................................................................................................11 5.6 Temporary Construction Slopes .................................................................................12 5.7 Foundations and Slab Recommendations...................................................................13 5.7.1 Foundations..................................................................................................13 5.7.2 Foundation Settlement.................................................................................14 5.7.3 Foundation Setback......................................................................................14 5.7.4 Interior Concrete Slabs ................................................................................14 5.8 Seismic Design Criteria..............................................................................................15 5.9 Lateral Resistance and Earth Pressures ......................................................................16 5.10 Exterior Flatwork......................................................................................................18 5.11 Drainage....................................................................................................................19 5.12 Slopes........................................................................................................................19 5.13 Construction Observation.........................................................................................20 5.14 Plan Review..............................................................................................................20 6.0 LIMITATIONS OF INVESTIGATION ................................................................................. 21 FIGURES FIGURE 1 FIGURE 2 FIGURE 3 FIGURE 4 SITE INDEX MAP GEOLOGIC/EXPLORATION LOCATION MAP REGIONAL FAULT AND SEISMICITY MAP RETAINING WALL DRAINAGE DETAIL APPENDICES APPENDIX A APPENDIX B APPENDIX C APPENDIX D REFERENCES EXPLORATION LOGS LABORATORY METHODS AND RESULTS STANDARD SPECIFICATIONS FOR GRADING Geotechnical Investigation Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 Page 1 CTE Job No. 10-13064G 1 1.0 INTRODUCTION AND SCOPE OF SERVICES 1.1 Introduction This report presents results of the preliminary geotechnical investigation, performed by Construction Testing and Engineering, Inc. (CTE). The report provides conclusions and recommendations based on an assessment of soil materials and properties and their suitability for support of the proposed construction at the subject site located in Carlsbad, California. This work has been performed in general accordance with the terms of CTE proposal no. G-3757, dated April 18, 2016. CTE understands that the proposed improvements include the construction of a one to three story residential structure and associated improvements, potentially spread out over an upper and lower building pad. Preliminary recommendations for excavations, fill placement, and foundation design for the proposed improvements are presented in this report. Reviewed references are provided in Appendix A. 1.2 Scope of Services The scope of services provided included: Review of readily available geologic and geotechnical reports. Coordination of utility mark-out and location. Excavation of exploratory borings and soil sampling utilizing a truck-mounted drill rig equipped with hollow-stem augers. Laboratory testing of selected soil samples. Description of site geology and evaluation of potential geologic hazards. Engineering and geologic analysis. Preparation of this geotechnical investigation report. \\Escserver\projects\1O-13064G\RptGeotechnical.doc Geotechnical Investigation Page 2 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G 2.0 SITE DESCRIPTION The subject site, identified as Lot 57 La Costa Meadows Unit 1, is located at the southern terminus of Unicornio Street, Carlsbad, California (Figure 1). The proposed improvement area consists of a previously graded and currently undeveloped building pad. Initial grading of the subject site and surrounding lots took place in 1971. The site is bounded by residential structures to the north and southeast with a fill slope descending from the western portion of the site toward the southwest. Existing site conditions are illustrated on Figure 2. Based on reconnaissance and review of site topography, the proposed improvement area has approximate elevations ranging from 354 feet above mean sea level (msl) in the northern portion of the site to approximately 352 feet in the southwest portion of the site. 3.0 FIELD INVESTIGATION AND LABORATORY TESTING 3.1 Field Investigation CTE conducted a field investigation on April 27, 2016, which included a visual reconnaissance and the excavation of three exploratory borings. The borings were excavated with a truck-mounted drill rig equipped with eight-inch-diameter, hollow-stem augers that were advanced to a maximum depth of approximately 15.0 feet below the ground surface (bgs) in Borings B-land B-3. Bulk and relatively undisturbed samples were collected from the cuttings and by driving Standard Penetration Test and Modified California samplers. The soils were logged in the field by a CTE Project Geologist and were visually classified in general accordance with the Unified Soil Classification System. The field descriptions have been modified, \\Esc_server\projects\10-13064G\Rpt_Geotechnical.doc Geotechnical Investigation Page 3 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G where appropriate, to reflect laboratory test results. Boring logs, including descriptions of the soils encountered, are included in Appendix B. The approximate locations of the borings are presented on Figure 2. 3.2 Laboratory Testing Laboratory tests were conducted on selected soil samples for classification purposes, and to evaluate physical properties and engineering characteristics. Laboratory tests included: Grain Size Analysis, In Place Moisture and Density Testing, and Chemical Characteristics. Test descriptions and laboratory test results are included in Appendix C. 4.0 GEOLOGY 4.1 General Setting Carlsbad is located in the Peninsular Ranges physiographic province, which is characterized by northwest-trending mountain ranges, intervening valleys, and predominantly northwest-trending regional faults. The Peninsular Ranges extend south for over 1,200 kilometers from the Transverse Ranges and the Los Angeles Basin at their northern end, to the tip of Baja California. The province can be further subdivided into the coastal plain area, a central mountain—valley area and the eastern mountain-valley area. The project site is located within the coastal plain area that is characterized by Cretaceous, Tertiary, and Quaternary sedimentary deposits that overlie an eroded basement surface consisting of Jurassic and Cretaceous crystalline rocks. 4.2 Geologic Conditions \\Esc_server\projects\1O-13064G\Rpt_Geotechnical.doc Geotechnical Investigation Page 4 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G Based on regional geologic mapping (Kennedy and Tan 2005) the near surface geologic units underlying the site consist of Mesozoic Metavolcanic Rocks (Santiago Peak Volcanics). Based on recent reconnaissance and site explorations Quaternary Previously Placed Fill was found to overlie the Santiago Peak Volcanics. Descriptions of the geologic units encountered are presented below. 4.2.1 Quaternary Previously Placed Fill Previously Placed Fill was observed in each of the exploratory borings. This unit was generally found to consist of medium dense; dry to slightly moist, yellowish brown to reddish brown, silty to clayey, finer to medium grained sand. Angular gravel and cobble sized rock derived from the underlying Santiago Peak Volcanics was encountered at depths of approximately 7 to 15 feet in Borings B-i and B-3, and below 5 feet in Boring B-2. Based on the Interim Report of Compacted Fill and Classification of Soil Conditions (Benton Engineering, October 12, 1971) up to approximately 25' of engineered fill was placed and tested within the area of Lot 57 during the initial grading of the subject site and surrounding lots. Difficult drilling on rock fragments in the fill led to practical drilling refusal during the recent investigation at depths ranging from 7 to 15 feet bgs. 4.3 Groundwater Conditions Groundwater was not encountered in the borings, which were advanced to a maximum explored depth of approximately 15.0 feet bgs. While groundwater conditions may vary, especially following periods of sustained precipitation or irrigation, it is not anticipated to affect the proposed construction activities or the completed improvements, if proper site drainage is designed, installed, and maintained as per the recommendations of the project civil engineer of record. \\Esc_server\projects\1O-130640\Rpt_Geotechnical.doc Geotechnical Investigation Page 5 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G 4.4 Geologic Hazards Geologic hazards that were considered to have potential impacts to site development were evaluated based on field observations, literature review, and laboratory test results. It appears that the geologic hazards at the site are primarily limited to those caused by shaking from earthquake-generated ground motions. The following paragraphs discuss the geologic hazards considered and their potential risk to the site. 4.4.1 Surface Fault Rupture Based on the site reconnaissance and review of referenced literature, the site is not within a City of Carlsbad-designated Fault Zone or State of California-designated Alquist-Priolo Earthquake Fault Studies Zone and no known active fault traces underlie the site. According to the California Division of Mines and Geology, a fault is active if it displays evidence of activity in the last 11,000 years (Hart and Bryant, revised 2007). Therefore, the potential for surface rupture from displacement or fault movement beneath the proposed improvements is considered to be low. 4.4.2 Local and Regional Faulting The California Geological Survey (CGS) and the United States Geological Survey (USGS) broadly group faults as "Class A" or "Class B" (Cao, 2003; Frankel et al., 2002). Class A faults are identified based upon relatively well-defined paleoseismic activity, and a fault-slip rate of more than 5 millimeters per year (mnilyr). In contrast, Class B faults have comparatively less defined paleoseismic activity and are considered to have a fault-slip rate less than 5 mm/yr. The nearest known Class B fault is the Rose Canyon Fault, which is approximately 11.2 kilometers west of the site (Blake, T.F., 2000). The nearest known Class \\Esc_server\projects\10-13064G\Rpt_Geotechnica1.doc Geotechnical Investigation Page 6 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G A fault is the Temecula segment of the Elsinore Fault, which is located approximately 37.9 kilometers east of the site. Regional faults are presented on Figure 3. The site could be subjected to significant shaking in the event of a major earthquake on any of the faults listed above or other faults in the southern California or northern Baja California area. 4.4.3 Liquefaction and Seismic Settlement Evaluation Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths during earthquake-induced shaking and behave like a liquid. This is due to loss of point-to- point grain contact and transfer of normal stress to the pore water. Liquefaction potential varies with water level, soil type, material gradation, relative density and probable intensity and duration of ground shaking. Seismic settlement can occur with or without liquefaction and results from densification of loose soils. The site is underlain by dense to very dense metavolcanic bedrock and medium dense fill material. Disturbed near surface soils are to be overexcavated and re-compacted. Based on the noted site conditions, the potential for liquefaction or significant seismic settlement at the site is considered to be negligible. 4.4.4 Tsunamis and Seiche Evaluation According to http://www.conservation.ca.gov/cgs/geologic hazards/Tsunami/Inundation Maps/Pages/Statewide Maps.aspx there is a negligible probability of a tsunami reaching the \\Esc_server\projects\1O-13064G\RptGeotechnical.doc Geotechnical Investigation Page 7 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G site based on its elevation above sea level. Damage resulting from oscillatory waves (seiches) is considered unlikely due to the absence of large nearby confined bodies of water. 4.4.5 Landsliding According to mapping by Tan (1995), the site is considered "Generally Susceptible" to landsliding. However, no landslides are mapped in the site area. In addition, landslides were not encountered during the recent field exploration. Therefore, landsliding is not considered to be a significant geologic hazard within or adjacent to the site. 4.4.6 Compressible and Expansive Soils Based on investigation findings and previous documentation, Previously Placed Fill materials are not anticipated to be significantly compressible under the anticipated loading. As indicated, loose or disturbed near surface materials are to be overexcavated and recompacted as recommended herein. Based on the field data, site observations, and experience with similar materials in the site vicinity, the underlying bedrock units are not considered to be subject to significant compressibility under the proposed loads. Based on geologic observation, the near-surface materials are anticipated to have low expansion potential (Expansion Index of 50 or less). Therefore, the presence of expansive materials is not generally anticipated to adversely impact the proposed improvements based on the recommendations provided. \\Esc_server\projects\1O-130640\Rpt_Geotechnical.doc Geotechnical Investigation Page 8 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G 4.4.7 Corrosive Soils Testing of representative site soils was performed to evaluate the potential corrosive effects on concrete foundations and buried metallic utilities. Soil environments detrimental to concrete generally have elevated levels of soluble sulfates and/or pH levels less than 5.5. According to the American Concrete Institute (ACI) Table 318 4.3.1, specific guidelines have been provided for concrete where concentrations of soluble sulfate (SO4) in soil exceed 0.10 percent by weight. These guidelines include low water/cement ratios, increased compressive strength, and specific cement-type requirements. A minimum resistivity value less than approximately 5,000 ohm-cm and/or soluble chloride levels in excess of 200 ppm generally indicate a corrosive environment for buried metallic utilities and untreated conduits. Chemical test results indicate that near-surface soils at the site generally present a negligible corrosion potential for Portland cement concrete. Based on resistivity testing, site soils have been interpreted to have a moderate corrosivity potential to buried metallic improvements. Therefore, as an added precaution, plastic piping and/or conduits could be used, where feasible. However, CTE does not practice corrosion engineering. Therefore, if corrosion of below grade metallic improvements is of more significant concern, a qualified corrosion engineer could be consulted. \\Esc_server\projects\10-I 3064G\Rpt_Geotechnical .doc Geotechnical Investigation Page 9 Lot 57 La Costa Meadows Unit 1 Unicomio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General CTE concludes that the proposed development of the site is feasible from a geotechnical standpoint, provided the recommendations in this report are incorporated into the design and construction of the project. Recommendations for the proposed earthwork and improvements are included in the following sections and Appendix D. However, recommendations in the text of this report supersede those presented in Appendix D should conflicts exist. These recommendations should either be confirmed as appropriate or updated following rough grading at the site. 5.2 Site Preparation Prior to grading, the site should be cleared of existing debris and deleterious materials. Objectionable materials, vegetation, construction debris associated with the previous site structure, or other materials not suitable for structural backfill should be properly disposed of off-site. In areas to receive new structures, any other loose or disturbed soils should be excavated to the depth of competent material or to a minimum depth of two feet below bottom of proposed footings, whichever is greater. Excavations should extend laterally at least five feet beyond the limits of the proposed structure, where feasible. Based on site conditions and the remedial grading recommendations provided, footings for the proposed structure should be founded entirely in recompacted fill. No footing should straddle a cut/fill interface. Overexcavations beneath proposed surface improvement areas, such as pavement or flatwork should be conducted to a minimum depth of two feet below proposed grade or to the depth of dense \\Esc_server\projects\1O-13064G\Rpt_Geotechnical.doc Geotechnical Investigation Page 10 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G materials, whichever is shallower. Following overexcavations, a geotechnical representative from CTE should observe the exposed ground surface prior to placement of compacted fill to verify the competency of exposed subgrade materials. After approval by this office, the exposed subgrades to receive fill should be scarified a minimum of eight inches, moisture conditioned, and properly compacted prior to fill placement. 5.3 Site Excavation Based on site observations, shallow excavations of site materials may generally be accomplished with heavy-duty construction equipment under normal conditions. Underlying bedrock will typically become increasingly difficult to excavate with depth and, therefore, deeper excavations, if proposed, may not be feasible with standard heavy-duty equipment. Irreducible materials greater than approximately three inches encountered during excavations should be placed as recommended by the geotechnical consultant during grading and should generally not be used in shallow fills on the site. Special grading and disposal of large oversize irreducible rock outside the improvement areas may be necessary. At approximately 7-15 feet below existing grade, fill soils were found to contain abundant fractured rock. At approximately 15' below existing grade, larger fragments of the underlying metavolcanic rock may be encountered. \\Esc_server\projects\10-13064G\RptGeotechnical.doc Geotechnical Investigation Page 11 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G 5.4 Fill Placement and Compaction Following recommended removals of loose or disturbed soils, areas to receive fills should be scarified a minimum of eight inches, moisture conditioned, and properly compacted. Fill and backfill should be compacted to a minimum relative compaction of 90 percent at a moisture content of at least two percent above optimum, as evaluated by ASTM D 1557. The optimum lift thickness for fill soil will depend on the type of compaction equipment used. Generally, backfill should be placed in uniform, horizontal lifts not exceeding eight inches in loose thickness. Fill placement and compaction should be conducted in conformance with local ordinances. 5.5 Fill Materials Very low to low expansion potential soils derived from the on-site materials are considered suitable for reuse on the site as compacted fill. If used, these materials should be screened of organics and materials generally greater than three inches in maximum dimension. Irreducible materials greater than three inches in maximum dimension generally should not be used in shallow fills (within three feet of proposed grades). In utility trenches, adequate bedding should surround pipes. Imported fill beneath structures, pavements, and walks should have an Expansion Index of 20 or less (ASTM D 4829). Imported fill soils for use in structural or slope areas should be evaluated by the soils engineer before being imported to the site. \\Escserver\projects\10-13064G\Rpt_Geotechnical.doc Geotechnical Investigation Page 12 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G If proposed, retaining wall backfill located within a 45-degree wedge extending up from the bottom of the foundation at the heel of the wall should consist of soil having an Expansion Index of 20 or less (ASTM D 4829) with less than 30 percent passing the No. 200 sieve. The upper 12 to 18 inches of wall backfill should consist of lower permeability soils, in order to reduce surface water infiltration behind walls. The project structural engineer and/or architect should detail proper wall backdrains, including gravel drain zones, fills, filter fabric and perforated drain pipes. 5.6 Temporary Construction Slopes Recommendations for unshored temporary excavations without seepage are provided herein. The recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing. Temporary slopes should not be excavated below a 1:1 plane extending downward from the outer bottom edge of foundations to remain, property lines, or traffic areas present at the time of excavation. On-site soils are considered Type A and B soils with recommended slope ratios as set forth in the table below. TABLE 5.6 RECOMMENDED TEMPORARY SLOPE RATIOS SOIL TYPE SLOPE RATIO MAXIMUM HEIGHT (Horizontal: vertical) C (Previously Placed Fill) 1.5:1 (Or Flatter) 10 Feet B (Metavolcanic Rock) 1:1 (Or Flatter) 10 Feet \\Esc_server\projects\10-13064G\RptGeotechnical.doc Geotechnical Investigation Page 13 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G Actual field conditions and soil type designations must be documented by a "competent person" while excavations exist, according to Cal-OSHA regulations. In addition, the above sloping recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of unshored slopes. 5.7 Foundations and Slab Recommendations The following recommendations are for preliminary design purposes only. These recommendations should be reviewed after completion of earthwork to document that conditions exposed are as anticipated and that the recommended structure design parameters are appropriate. 5.7.1 Foundations Following the preparatory grading recommended herein, continuous and isolated spread footings are anticipated to be suitable for use at this site. It is anticipated that building footings will be founded entirely in properly recompacted fill material. Foundation dimensions and reinforcement should be based on an allowable bearing value of 2,500 pounds per square foot for footings embedded a minimum of 24 inches below the lowest adjacent subgrade elevation. If utilized, continuous footings should be at least 15 inches wide; isolated footings should be at least 24 inches in least dimension. The above bearing values may be increased by one third for short duration loading which includes the effects of wind or seismic forces. \\Esc_server\projects\1 0-13064G\Rpt_Geotechnical .doc Geotechnical Investigation Page 14 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G Minimum footing reinforcement for continuous footings should consist of four No. 5 reinforcing bars; two placed near the top and two placed near the bottom or as per the project structural engineer. The structural engineer should design isolated footing reinforcement. Footing excavations should generally be maintained at above optimum moisture content until concrete placement. 5.7.2 Foundation Settlement The maximum total static settlement is generally expected to be on the order of one inch and the maximum differential settlement is expected to be on the order of Y2 inch over a distance of approximately 40 feet. Due to the absence of a shallow groundwater table and the generally dense nature of underlying materials, dynamic settlement is not expected to adversely affect the proposed improvements. 5.7.3 Foundation Setback Footings for structures should be designed such that the horizontal distance from the face of adjacent slopes to the outer edge of the footing is at least 12 feet. In addition, footings should bear beneath a 1:1 plane extended up from the nearest bottom edge of adjacent trenches and/or excavations. Deepening of affected footings may be a suitable means of attaining the prescribed setbacks. 5.7.4 Interior Concrete Slabs Lightly loaded concrete slabs should be a minimum of 5.0 inches in thickness. Minimum slab reinforcement should consist of #4 reinforcing bars placed on 18-inch centers each way, at above mid-slab height, but with proper concrete cover. \\Esc_server\projects\1O-13064G\RptGeotechnical.doc Geotechnical Investigation Page 15 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G Slabs subjected to heavier loads may require thicker slab sections and/or increased reinforcement. A 120-pci subgrade modulus is considered suitable for elastic design of minimally embedded improvements such as slabs-on-grade. Subgrade materials should generally be maintained above optimum moisture content until slab underlayment or concrete are placed. In moisture-sensitive floor areas, a suitable vapor retarder of at least ten-mil thickness (with all laps or penetrations sealed or taped) overlying a four-inch layer of consolidated crushed aggregate or gravel (with SE of 30 or more) should be installed, as per the 2013 CBC/Green Building Code. An optional maximum two-inch layer of similar material may be placed above the vapor retarder to help protect the membrane during steel and concrete placement. This recommended protection is generally considered typical in the industry. If proposed floor areas or coverings are considered especially sensitive to moisture emissions, additional recommendations from a specialty consultant could be obtained. CTE is not an expert at preventing moisture penetration through slabs. A qualified architect or other experienced professional should be contacted if moisture penetration is a more significant concern. 5.8 Seismic Design Criteria The seismic ground motion values listed in the table below were derived in accordance with the ASCE 7-10 Standard that is incorporated into the California Building Code, 2013. This was accomplished by establishing the Site Class based on the soil properties at the site, and then calculating the site coefficients and parameters using the United States Geological Survey Seismic \\Esc_server\projects\1O-13064G\Rpt_Geotechnical.doc Geotechnical Investigation Page 16 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G Design Maps application. These values are intended for the design of structures to resist the effects of earthquake ground motions. TABLE 5.8 SEISMIC GROUND MOTION VALUES PARAMETER VALUE CBC REFERENCE (2013) Site Class D ASCE 7, Chapter 20 Mapped Spectral Response Acceleration Parameter, 5s 1.040 Figure 1613.3.1 (1) Mapped Spectral Response Acceleration Parameter, S 0.402 Figure 1613.3.1 (2) Seismic Coefficient, Fa 1.084 Table 1613.3.3 (1) Seismic Coefficient, F 1.598 Table 1613.3.3 (2) MCE Spectral Response Acceleration Parameter, 5MS 1.127 Section 1613.3.3 MCE Spectral Response Acceleration Parameter, SMI 0.643 Section 1613.3.3 Design Spectral Response Acceleration, Parameter 5DS 0.751 Section 1613.3.4 Design Spectral Response Acceleration, Parameter S01 0.429 Section 1613.3.4 Peak Ground Acceleration PGAM 0.441 ASCE 7 Equation 11.8-1 5.9 Lateral Resistance and Earth Pressures Lateral loads acting against structures may be resisted by friction between the footings and the supporting soil or passive pressure acting against structures. If frictional resistance is used, we recommend allowable coefficients of friction of 0.32 (total frictional resistance equals the coefficient of friction multiplied by the dead load) for concrete cast directly against compacted fill. A design passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of \\Esc_server\projects\1O-13064G\Rpt_Geotechnical.doc Geotechnical Investigation Page 17 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G 1,250 pounds per square foot) may be used. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance, provided the passive resistance does not exceed two-thirds of the total allowable resistance. Anticipated retaining walls backfilled using granular soils may be designed using the equivalent fluid weights given in Table 5.9 below. TABLE 5.9 EQUIVALENT FLUID UNIT WEIGHTS (pounds per cubic foot) SLOPE BACKFILL WALL TYPE LEVEL BACKFILL 2:1 (HORIZONTAL: VERTICAL) CANTILEVER WALL 37 60 (YIELDING) RESTRAINED WALL 55 80 Lateral pressures on cantilever retaining walls (yielding walls) over six feet high due to earthquake motions may be calculated based on work by Seed and Whitman (1970). The total lateral thrust against a properly drained and backfilled cantilever retaining wall above the groundwater level can be expressed as: PAE = PA + APAE For non-yielding (or "restrained") walls, the total lateral thrust may be similarly calculated based on work by Wood (1973): PKE = PK + APKE \\Esc_server\projects\1O-13064G\Rpt_Geotechnical.doc Geotecimical Investigation Page 18 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G Where PA = Static Active Thrust (given previously Table 5.9) PK = Static Restrained Wall Thrust (given previously Table 5.9) APAE = Dynamic Active Thrust Increment = (3/8) kh yH2 APKE = Dynamic Restrained Thrust Increment = kh 7H2 kh = 2/3 Peak Ground Acceleration = 2/3 PGAM H = Total Height of the Wall = Total Unit Weight of Soil 135 pounds per cubic foot The increment of dynamic thrust in both cases should be distributed trapezoidally (essentially an inverted triangle), with a line of action located at 0.6H above the bottom of the wall. These values assume non-expansive backfill and free-draining conditions. Measures should be taken to prevent moisture buildup behind all retaining walls (Figure 4). Drainage measures should include free-draining backfill materials and sloped, perforated drains. These drains should discharge to an appropriate off-site location. Waterproofing should be as specified by the project architect. 5.10 Exterior Flatwork To reduce the potential for cracking in exterior flatwork (non-traffic areas) caused by minor movement of subgrade soils and concrete shrinkage, we recommend that such flatwork measure a minimum 4.5 inches in thickness and be installed with crack-control joints at appropriate spacing as designed by the project architect. Additionally, we recommend that flatwork be installed with at least number 3 reinforcing bars at 18-inch centers, each way, at above mid-height of slab, but with proper concrete cover, or with other reinforcement per the project design consultants. Subgrades for flatwork should be prepared according to the earthwork recommendations previously given before placing concrete. Positive drainage should be established and maintained next to flatwork. Subgrade materials shall be maintained at, or be elevated to, above optimum moisture content until just prior to concrete placement. \\Esc_server\projects\10-13064G\Rpt_Geotechnica1.doc Geotechnical Investigation Page 19 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G 5.11 Drainage Surface runoff should be collected and directed away from improvements by means of appropriate erosion-reducing devices and positive drainage should be established around the proposed improvements. Positive drainage should be directed away from improvements at a gradient of at least two percent for a distance of at least five feet. However, the project civil engineer or architect should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site. Generally, CTE recommends against allowing water to infiltrate building pads or adjacent to slopes. We understand that some agencies are encouraging the use of storm-water infiltration devices. Use of such devices tends to increase the possibility of high groundwater and slope instability. If storm water filtration devices must be used, it is recommended that they be underlain by an impervious barrier and that the filtered storm water be collected via subsurface piping and discharged off site. 5.12 Slopes Based on anticipated soil strength characteristics, cut and fill slopes should be constructed at slope ratios of 2:1 (horizontal: vertical) or flatter. These fill slope inclinations should exhibit factors of safety greater than 1.5. Although properly constructed slopes on this site should be grossly stable, the soils will be somewhat erodible. Therefore, runoff water should not be permitted to drain over the edges of slopes unless that water is confined to properly designed and constructed drainage facilities. Erosion-resistant vegetation should be maintained on the face of all slopes. Typically, soils along \\Esc_server\projects\10-13064G\Rpt_Geotechnical .doc Geotechnical Investigation Page 20 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G the top portion of a fill slope face will creep laterally. CTE recommends against building distress- sensitive hardscape improvements within five feet of slope crests. 5.13 Construction Observation The recommendations provided in this report are based on preliminary design information for the proposed construction and the subsurface conditions observed in the exploratory borings. The interpolated subsurface conditions should be checked in the field during construction to document that conditions are as anticipated. Upon completion of fine grading, soil samples may be collected to evaluate as-built Expansion Index and soluble-sulfate content of at-grade soils. Foundation recommendations may be revised upon completion of grading, and as-built laboratory test results. Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. Earthwork should be observed and tested to document that grading activity has been performed according to the recommendations contained within this report. The project engineer should evaluate all footing trenches before reinforcing steel placement. 5.14 Plan Review CTE should be authorized to review the project grading and foundation plans before commencement of earthwork to identify potential conflicts with the intent of the recommendations provided. \\Esc_server\projects\10-13064G\Rpt_Geotechnical.doc Geotechnical Investigation Page 21 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G 6.0 LIMITATIONS OF INVESTIGATION The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encountered during construction. The recommendations presented herein have been developed in order to reduce the potential adverse effects of differential settlement of deep fill soils. However, even with the design and construction precautions provided, some post-construction movement and associated distress may occur. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. CTE's conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if required, will be provided. \\Esc_server\projects\1O-13064G\Rpt_Geotechnical.doc Geotechnical Investigation Page 22 Lot 57 La Costa Meadows Unit 1 Unicornio Street, Carlsbad, California May 13, 2016 CTE Job No. 10-13064G We appreciate this opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. AL Dan T. Math, GE #2665 Principal Engineer ;d No.2665 'X- 6 '.7 7, 4~-L- Jay F. Lynch, CEG #1890 Certified Engineering Geologist o7 No.1890 °\'— ER1JRED °-t ENGINEERING I• * GE0LOST , Exp. 5/31/17 OF ckt.V Matt Martinez Project Geologist MMIJFL/DTM:nri \\Esc_server\projects\10-13064G\Rpt_Geotechnical.doc i7 1E' . •'bA • ---- , 1:b 114 - t - -: L 'ri Js: , I - \ • - / / / I - f0 ICA - I Tj - • / t I - - - ' • I -. - I -•• .- • •• 1 nn c' 6- Zx r ' • - i I - , - . J ;t - - ) - -- ,• A~l 00 00 — / - ' £ J I ' I ' —1 I - - • - I •- t - - I AV I ' - f j I •' Cat 6, C4 / z - S J - - - 1S - ___Construction Testing & Engineering. PROPOSED RESIDENCE AT r -. • SITE INDEX MAP Lt, I I1 :"' j I: t: - -: S/\ • 4 ----------------- 1216 pp / \5 • I S . \ B-1 \S••.,•., J ., S •S - - S Q9P6 / - >/>y >cc/' / Qppf E11I , r 5 I 1' I 55 s\ , ...- .5 ,! '• / 4 EXIST HOUSE / I • \QI) I, S "•, 3.03 ' .,-•• . - / ',/ / 11NC VC IE7L/1Y (jV - — , / EIENTP'" 1125 22/R/2 o1 '1 .•. \_.\ S -5-.'' F / . LEGEND 0B-2 APPROXIMATE BORING LOCATION Qppf QUATERNARY PREVIOUSLY PLACED FILL Construction Testing & Engineering, Inc. on I ibdic I GedrkeI n&1mion Erethg I MDiie&ng I EXPLORATION LOCATION/GEOLOGIC MAP PROPOSED RESIDENCE AT LOT 57 SWC OF UNICORNIO STREET CARLSBAD, CALIFORNIA NO: 1 0-1 3064G AS SHOWN 2 /II . 'j çY ( .-.i N. _4,. - Ii!• '1,.. \ L ,, APPROXIMATE ''' - SITE LOCATION - LEGEND 1 612 1 inch = 12 mi. ----------.•' HISTORIC FAULT DISPLACEMENT (LAST 200 YEARS) . HOLOCENE FAULT DISPLACEMENT (DURING PAST 11,700 YEARS) — LATE QUATERNARY FAULT DISPLACMENT (DURING PAST 700,000 YEARS) .2.' QUATERNARY FAULT DISPLACEMENT (AGE UNDIFFERENTIATED) PREQUATERNARY FAULT DISPLACEMENT (OLDER THAN 1.6 MILLION YEARS) 1932- PERIOD 11 11 868 931 2010 w p c oo " . . ....- -.,.p__ \•ri >[: ? ? / \ LAST TWO DIGITS OF v M >65 flEARTHQUAKE YEAR FAULT ACTIVITY MAP OF CALIFORNIA, 2010, CALIFORNIA GEOLOGIC DATA MAP SERIES MAP NO. 6; EPICENTERS OF AND AREAS DAMAGED BY M~ 5 CALIFORNIA EARTRQUAERE, 1800-1999 ADAPTED AFTER TOPPOZADA, BRANUM, PETERSEN, HADSrORM, CRAMER, AND REICHIE, 2000, CDMG MAP SHEET 49 REFERENCE FOR ADDITIONAL EXPLANATION; MODIFIED WITH CISN AND USGS SEISMIC MAPS M E X f I - Y MAP —1 REGIONAL FAULT AND SEISMICIT 3O64G Construction Testing & Engineering, Inc. PROPOSED EESWENCE AT LOT 57 'rlflCh = 12 miles 1441 Monulel Rd Ste 11 Escondldo, CA 02026 Ph (760) 7464955 SWC OF UNICORNIO STREET CARLSBAD, CALIFORNIA 05/16 3 12" TO 18" OF LOWER PERMEABILITY NATIVE MATERIAL COMPACTED TO 90% RELATIVE COMPACTION RETAINING W. FINISH GRADE SELECT GRANULAR WALL/ ' * BACKFILL COMPACTED / D TO 90% RELATIVE COMIACTI 4 3/4" GRAVEL SURROUNDED Q BY FILTER FABRIC (MIR'AFI 140 N, OR EQUWALEIy'f) -OR- 0 PREFABRICATED DRAINAGE BOARD >_*o :< 1'MIN / Ab4 Ii Co / 4 lw WATERPROOFING TO BE I #4.,a SPECIFIEDiBY ARCHITECT I i; op 0 _ i A VI ,'A i oVI \ I I 'A> - I - I AL b N - t'o -A - 4"JDIA. PERFORATED PVC P/fPE (SCHEDULE 40 OR EQUIVALENT). MINIMUM 1% GRADIENT TO SUITABLE OUTLET WALL FOOTING II APPENDIX A REFERENCES REFERENCES ASTM, 2002, "Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort," Volume 04.08 Benton Engineering, Inc., 1971, "Rancho La Costa Interim Report on Compacted Filled Ground and Classification of Soil Conditions". Blake, T.F., 2000, "EQFAULT," Version 3.00b, Thomas F. Blake Computer Services and Software. California Building Code, 2013, "California Code of Regulations, Title 24, Part 2, Volume 2 of 2," California Building Standards Commission. California Division of Mines and Geology, CD 2000-003 "Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, Southern Region," compiled by Martin and Ross. City of Carlsbad, 1992, "Geotechnical Hazards Analysis and Mapping Study," compiled by David Evans and Associates Inc., Leighton and Associates Inc. Hart, Earl W., and Bryant, William A., Revised 2007, "Fault-Rupture Hazard Zones in California, Alquist Priolo, Special Studies Zones Act of 1972," California Division of Mines and Geology, Special Publication 42. Jennings, Charles W., 1994, "Fault Activity Map of California and Adjacent Areas" with Locations and Ages of Recent Volcanic Eruptions. Kennedy, M.P. and Tan, S.S., 2005, "Geologic Map of the Oceanside 30'x 60' Quadrangle, California", California Geological Survey, Map No. 2, Sheet 1 of 2. Seed, H.B., and R.V. Whitman, 1970, "Design of Earth Retaining Structures for Dynamic Loads," in Proceedings, ASCE Specialty Conference on Lateral Stresses in the Ground and Design of Earth-Retaining Structures, pp. 103-147, Ithaca, New York: Cornell University. Tan, Slang S. and Griffen Desmond G., 1995, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California," Encinitas Quadrangle, California Division of Mines and Geology Open File Report 95-04, Map No. 35, Plate 35D. Wood, J.H. 1973, Earthquake-Induced Soil Pressures on Structures, Report EERL 73-05. Pasadena: California Institute of Technology. APPENDIX B EXPLORATION LOGS Construction Testing & Engineering, Inc. C I 7E iZ\JC 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS GRAVELS CLEAN GW WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES MORE THAN GRAVELS LITTLE OR NO FINES GP POORLY GRADED GRAVELS OR GRAVEL SAND MIXTURES, Z HALF OF < 5% FINES - u COARSE LITTLE OF NO FINES GRAVELS GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES, oOI- w LL of N FRACTION IS -j W () LARGER THAN NO. 4 SIEVE WITH FINES MS NON-PLASTIC FINES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, GC I.:.:: PLASTIC FINES SANDS CLEAN .c WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO s -jo W w < MORE THAN SANDS __ FINES __________________________________ SP POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR HALF OF <5% FINES COARSE NO FINES j(I,A SILTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FINES FRACTION IS SMALLER THAN SANDS WITH FINES SC NO. 4 SIEVE NO. ____________________________________________________ SANDS, SAND-CLAY MIXTURES, PLASTIC FINES Uj ML INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY CC N SILTS AND CLAYS OR CLAYEY FINE SANDS, SLIGHTLY PLASTIC CLAYEY SILTS _______ INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, 0 (n W 0 LL LIQUID LIMIT IS LESSTHAN5O GRAVELLY, SANDY, SILTS OR LEAN CLAYS I OL ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY I I M J INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE w Ô SILTS AND CLAYS 454 H • SANDY OR SILTY SOILS, ELASTIC SILTS ) INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS w w z z o z LIQUID LIMIT IS GREATER THAN 50 19511 ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS HIGHLY ORGANIC SOILS _____ PEAT AND OTHER HIGHLY ORGANIC SOILS GRAIN SIZES GRAVEL I SAND I BOULDERS COBBLES SILTS AND CLAYS COARSE I FINE I COARSE I MEDIUM I FINE I 12" 3" 3/4" 4 10 40 200 CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) MAX- Maximum Dry Density PM- Permeability PP- Pocket Penetrometer GS- Grain Size Distribution SG- Specific Gravity WA- Wash Analysis SE- Sand Equivalent HA- Hydrometer Analysis DS- Direct Shear El- Expansion Index AL- Atterberg Limits UC- Unconfined Compression CHM- Sulfate and Chloride RV- R-Value MID- Moisture/Density Content , pH, Resistivity CN- Consolidation M- Moisture COR - Corrosivity CP- Collapse Potential SC- Swell Compression SD- Sample Disturbed HC- Hydrocollapse 01- Organic Impurities REM- Remolded FIGUIRE:I BL1 Testing & Engineering, Inc. cirE Construction 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 PROJECT: DRILLER: SHEET: of CTE JOB NO: DRILL METHOD: DRILLING DATE: LOGGED BY: SAMPLE METHOD: ELEVATION: 6 LEGEND Laboratory Tests I BORING DESCRIPTION - - - - - - Block or Chunk Sample - - - - - Bulk Sample -5- - - - - - - - Standard Penetration Test 10 - - / - - Modified Split-Barrel Drive Sampler (Cal Sampler) - - - - - - - - Thin Walled Army Corp. of Engineers Sample 1 5- - - Groundwater Table - - --------------------------------------------------------------------------- - Soil Type or Classification Change -20- Formation Change [(Approximate boundaries queried (?)1 - "SM" Quotes are placed around classifications where the soils 25- exist in situ as bedrock FIGURE:I BL2 Testing & Engineering, Inc. C Construction 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 PROJECT: LOT 57 DRILLER: BAJA EXPLORATION SHEET: I of CTE JOB NO: 10-I3064G DRILL METHOD: 8" HOLLOW STEM AUGER DRILLING DATE: 5/27/2016 LOGGED BY: MM SAMPLE METHOD: BULK, CAL, SPT ELEVATION: - 354' .3 0 BORING: B-i Laboratory Tests .2 V 3 Li .2 DESCRIPTION - - - - - Quaternary Previously Placed Fill: - Medium dense, dry to slightly moist, light yellowish brown, silty, fine to medium SAND with trace clay and gravel. 8 - 12 109.1 14.3 MD, DS 15 6 SM/SC Medium dense, slightly moist, light yellowish brown to reddish GS - 14 brown, silty, fine to medium SAND to clayey fine to medium 12 SAND with some gravel, clay is reddish brown. - At 7', slightly difficult drilling, becomes reddish brown with - !l! gravel . 8 SM Medium Dense, slightly moist to moist, reddish brown to dark CHM - 10 brown, silty medium SAND with trace clay and abundant 12 angular gravel/cobble. - At 12', difficult drilling, becomes dark reddish brown with - abundant angular gravel. 15-- so/i" 1 - - - - No recovery, fractured bedrock in sampler. - Total Depth: -45' - No Groundwater Encountered Backfihled with Cuttings and Granular Bentonite I B-i Construction Testing & Engineering, Inc. C \ 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 PROJECT: LOT 57 DRILLER: BAJA EXPLORATION SHEET: I of CTE JOB NO: I0-13064G DRILL METHOD: 8" HOLLOW STEM AUGER DRILLING DATE: 5/27/2016 LOGGED BY: MM SAMPLE METHOD: BULK, CAL, SPT ELEVATION: 354' - BORING: B-2 Laboratory Tests D () 0 u L DESCRIPTION - - - - - - Quaternary Previously Placed Fill: - SM Medium dense, slightly moist, light yellowish brown, silty, fine ---------------------------------------------------------------- to medium SAND with trace clay. 8 SM/SC Very dense, slightly moist, light yellowish brown to orange - 23 brown, silty to clayey, fine to medium SAND with angular 50/2" gravel. Blow countes elevated due to rock. - 50/2" - At 7', difficult drilling with abundant fractured bedrock. No recovery, fractured bedrock in sampler. - Total Depth: -'7.5' - No Groundwater Encountered Backfilled with Cuttings and Granular Bentonite 20 -25 I B-2 '0 Construction Testing & Engineering, Inc. C E~~N( --, 17 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 PROJECT: LOT 57 DRILLER: BAJA EXPLORATION SHEET: I of CTE JOB NO: 10-13064G DRILL METHOD: 8' HOLLOW STEM AUGER DRILLING DATE: 5/27/2016 LOGGED BY: MM SAMPLE METHOD: BULK, CAL, SPT ELEVATION: 354 .3 I - - BORING: B-3 Laboratory Tests .2 0 .2 20 0 - DESCRIPTION -0- - - - - - - - Ouaternary Previously Placed Fill: - - SMIML Loose to medium dense, sightly moist, yellowish brown, silty fine SAND to fine sandy SILT. SM Dense, slightly moist, yellowish brown to orange brown, - - 25 silty, fine to medium SAND, with abundant angular gravel. 20 - - At 7, becomes reddish brown with abundant angular gravel! - - --------------------------------------------------------------- fractured cobble. -10 15 SM/SC Very dense, slightly moist, reddish brown, silty to clayey fine to mediu - - ( 21 medium SAND, with abundant angular gravel/fractured cobble. 32 12 16 j 16 - At 13.5', difficult drilling. - Refusal on bedrock. -15 - - - - - - - - Total Depth: —15' No Groundwater Encountered - - Backfihled with Cuttings and Granular Bentonite -20 2 I B-3 APPENDIX C LABORATORY METHODS AND RESULTS APPENDIX C LABORATORY METHODS AND RESULTS Laboratory Testing Program Laboratory tests were performed on representative soil samples to detect their relative engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487. The soil classifications are shown on the Exploration Logs in Appendix B. Particle-Size Analysis Particle-size analyses were performed on selected representative samples according to ASTM D 422. Modified Proctor Laboratory maximum dry density and optimum moisture content were evaluated according to ASTM D 1557, Method A. A mechanically operated rammer was used during the compaction process. Chemical Analysis Soil materials were collected with sterile sampling equipment and tested for Sulfate and Chloride content, pH, Corrosivity, and Resistivity. C Construction Testing & Engineering, Inc. Ei,m~: 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 SULFATE CALIFORNIA TEST 417 LOCATION DEPTH RESULTS (feet) ppm B-i 10 141,2 CHLORIDE CALIFORNIA TEST 422 LOCATION DEPTH RESULTS (feet) ppm B-i 10 77.9 p.H. CALIFORNIA TEST 643 LOCATION DEPTH RESULTS (feet) p.H. Units B-i 10 8.09 RESISTIVITY CALIFORNIA TEST 643 LOCATION DEPTH RESULTS (feet) ohms-cm B-i 10 3710 MOISTURE AND DENSITY TEST ASTM D 2937 LOCATION DEPTH DRY DENSITY MOISTURE (feet) (PCF) (%) B-i 3 109.1 14.3 LABORATORY SUMMARY CTE JOB NO. 10-13064G U. S. STANDARD SIEVE SIZE LO 0 0 0 (00 00 0 0 0 c'J (5) (5) (N • It) (N S --—----) 100 90 80 70 60 50 w LU 40 IL 30 20 L11 1111I IHH Wil 1 j— 100 10 1 0.1 0.01 0.001 PARTICLE SIZE (mm) PARTICLE SIZE ANALYSIS Construction Testing & Engineering, Inc. Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity tndex Classification B-i 5 • - - SM/SC CTE ' IJVC 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 CTE JOB NUMBER: 10-13064G FIGURE: C-i I I • I 'I, II •uiiuiiiiuuuiiiiii•uuuiiiii uuuiiiiiuuiiiiiii•uiuuiiii 1111111111 niiiiuiiuiiii•uiniiii ... 1 •I1IIIIUIIIIIIIIUIIIIlIII IiiiIiIUIiIiIII•IillliII IIIIIIiUIIIIIIIIUIIIIIIII uuuuiiiiuiiiiiii•uiiiiiii juuuuu IIIIIIIIU!IIIIIIUIIIIIIII ONE II Is •IIIIIIII•Ihi!!IIIIlIII I •IIIIflhI•IIIIIHIIIIIIIII FAILURE ENVELOPE 5000 4000 U) 0. 3000 w I— U, 0 z 2000 Uj 1000 dO.12OO mm/mm 0 0 1000 2000 3000 4000 5000 VERTICAL STRESS (psf) SHEAR STRENGTH TEST — ASTM D3080 Figure C-2 Job Name: Carlsbad Lot 57 Initial Dry Density (pcf): 109.1 Project Number: 10-13064G Sample Date: 4/27/2016 Initial Moisture (%): 14.3 Lab Number: 26223 Test Date: 5/11/2016 Final Moisture (%): 23.4 Sample Location: B-i @ 3.0 Tested by: RJP Cohesion: 1230 psf Sample Description: Light Brown/Tan Clayey Sand Angie Of Friction: 25.4 APPENDIX D STANDARD SPECIFICATIONS FOR GRADING Appendix D Page D-1 Standard Specifications for Grading Section 1 - General Construction Testing & Engineering, Inc. presents the following standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project specifications. Recommendations contained in the body of the previously presented soils report shall supersede the recommendations and or requirements as specified herein. The project geotechnical consultant shall interpret disputes arising out of interpretation of the recommendations contained in the soils report or specifications contained herein. Section 2 - Responsibilities of Project Personnel The geotechnical consultant should provide observation and testing services sufficient to general conformance with project specifications and standard grading practices. The geotechnical consultant should report any deviations to the client or his authorized representative. The Client should be chiefly responsible for all aspects of the project. He or his authorized representative has the responsibility of reviewing the findings and recommendations of the geotechnical consultant. He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services. During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. The Contractor is responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects, including, but not limited to, earth work in accordance with the project plans, specifications and controlling agency requirements. Section 3 - Preconstruction Meeting A preconstruction site meeting should be arranged by the owner and/or client and should include the grading contractor, design engineer, geotechnical consultant, owner's representative and representatives of the appropriate governing authorities. Section 4 - Site Preparation The client or contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. STANDARD SPECIFICATIONS OF GRADING Page 1 of 26 Appendix D Page D-2 Standard Specifications for Grading Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man-made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury. Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the observation of the geotechnical consultant. Section 5 - Site Protection Protection of the site during the period of grading should be the responsibility of the contractor. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechnical consultant, the client and the regulating agencies. Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. Rain related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions as determined by the geotechnical consultant. Soil adversely affected should be classified as unsuitable materials and should be subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the geotechnical consultant. STANDARD SPECIFICATIONS OF GRADING Page 2 of 26 Appendix D Page D-3 Standard Specifications for Grading The contractor should be responsible for the stability of all temporary excavations. Recommendations by the geotechnical consultant pertaining to temporary excavations (e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant should not be considered to preclude requirements that are more restrictive by the regulating agencies. The contractor should provide during periods of extensive rainfall plastic sheeting to prevent unprotected slopes from becoming saturated and unstable. When deemed appropriate by the geotechnical consultant or governing agencies the contractor shall install checkdams, desilting basins, sand bags or other drainage control measures. In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1.0 foot; they should be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture conditioning in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in accordance with the slope repair recommendations herein. If field conditions dictate, the geotechnical consultant may recommend other slope repair procedures. Section 6 - Excavations 6.1 Unsuitable Materials Materials that are unsuitable should be excavated under observation and recommendations of the geotechnical consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. Material identified by the geotechnical consultant as unsatisfactory due to its moisture conditions should be overexcavated; moisture conditioned as needed, to a uniform at or above optimum moisture condition before placement as compacted fill. If during the course of grading adverse geotechnical conditions are exposed which were not anticipated in the preliminary soil report as determined by the geotechnical consultant additional exploration, analysis, and treatment of these problems may be recommended. STANDARD SPECIFICATIONS OF GRADING Page 3 of 26 Appendix D Page D-4 Standard Specifications for Grading 6.2 Cut Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2:1 (horizontal: vertical). The geotechnical consultant should observe cut slope excavation and if these excavations expose loose cohesionless, significantly fractured or otherwise unsuitable material, the materials should be overexcavated and replaced with a compacted stabilization fill. If encountered specific cross section details should be obtained from the Geotechnical Consultant. When extensive cut slopes are excavated or these cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top of the slope. 6.3 Pad Areas All lot pad areas, including side yard terrace containing both cut and fill materials, transitions, located less than 3 feet deep should be overexcavated to a depth of 3 feet and replaced with a uniform compacted fill blanket of 3 feet. Actual depth of overexcavation may vary and should be delineated by the geotechnical consultant during grading, especially where deep or drastic transitions are present. For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm drainage swale and/or an appropriate pad gradient. A gradient in soil areas away from the top-of-slopes of 2 percent or greater is recommended. Section 7 - Compacted Fill All fill materials should have fill quality, placement, conditioning and compaction as specified below or as approved by the geotechnical consultant. 7.1 Fill Material Ouality Excavated on-site or import materials which are acceptable to the geotechnical consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. All import materials anticipated for use on-site should be sampled tested and approved prior to and placement is in conformance with the requirements outlined. STANDARD SPECIFICATIONS OF GRADING Page 4 of 26 Appendix D Page D-5 Standard Specifications for Grading Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided sufficient fill material is placed and thoroughly compacted over and around all rock to effectively fill rock voids. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve. The geotechnical consultant may vary those requirements as field conditions dictate. Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the recommendations below. Rocks greater than four feet should be broken down or disposed off-site. 7.2 Placement of Fill Prior to placement of fill material, the geotechnical consultant should observe and approve the area to receive fill. After observation and approval, the exposed ground surface should be scarified to a depth of 6 to 8 inches. The scarified material should be conditioned (i.e. moisture added or air dried by continued discing) to achieve a moisture content at or slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or by appropriate government agencies. Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be moisture conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials and weather conditions. When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area after keying and benching until the geotechnical consultant has reviewed the area. Material generated by the benching operation should be moved sufficiently away from STANDARD SPECIFICATIONS OF GRADING Page 5 of 26 Appendix D Page D-6 Standard Specifications for Grading the bench area to allow for the recommended review of the horizontal bench prior to placement of fill. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum dry density. Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be over-excavated. Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein. Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compacted over and around all rock. No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fill areas. Rocks 12 inches up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 15 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so those successive strata of oversized material are not in the same vertical plane. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical consultant at the time of placement. STANDARD SPECIFICATIONS OF GRADING Page 6 of 26 Appendix D Page D-7 Standard Specifications for Grading The contractor should assist the geotechnical consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. The contractor should provide this work at no additional cost to the owner or contractor's client. Fill should be tested by the geotechnical consultant for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Method of Test D 1556-00, D 2922-04. Tests should be conducted at a minimum of approximately two vertical feet or approximately 1,000 to 2,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the geotechnical consultant. 7.3 Fill Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2:1 (horizontal: vertical). Except as specifically recommended in these grading guidelines compacted fill slopes should be over-built two to five feet and cut back to grade, exposing the firm, compacted fill inner core. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes should be overexcavated and reconstructed under the guidelines of the geotechnical consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. At the discretion of the geotechnical consultant, slope face compaction may be attempted by conventional construction procedures including backrolling. The procedure must create a firmly compacted material throughout the entire depth of the slope face to the surface of the previously compacted firm fill intercore. During grading operations, care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately established desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts. At intervals not STANDARD SPECIFICATIONS OF GRADING Page 7 of 26 Appendix Page D-8 Standard Specifications for Grading exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly dozer trackrolled. For pad areas above fill slopes, positive drainage should be established away from the top-of-slope. This may be accomplished using a berm and pad gradient of at least two percent. Section 8 - Trench Backfill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of the laboratory maximum density. Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, which should be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the geotechnical consultant at the time of construction. In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the geotechnical consultant. Clean granular backfill and/or bedding are not recommended in slope areas. Section 9 - Drainage Where deemed appropriate by the geotechnical consultant, canyon subdrain systems should be installed in accordance with CTE' s recommendations during grading. Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be installed in accordance with the specifications. STANDARD SPECIFICATIONS OF GRADING Page 8 of 26 Appendix D Page D-9 Standard Specifications for Grading Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, and concrete swales). For drainage in extensively landscaped areas near structures, (i.e., within four feet) a minimum of 5 percent gradient away from the structure should be maintained. Pad drainage of at least 2 percent should be maintained over the remainder of the site. Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns could be detrimental to slope stability and foundation performance. Section 10 - Slope Maintenance 10.1 - Landscape Plants To enhance surficial slope stability, slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation requiring little watering. Plants native to the southern California area and plants relative to native plants are generally desirable. Plants native to other semi-arid and and areas may also be appropriate. A Landscape Architect should be the best party to consult regarding actual types of plants and planting configuration. 10.2 - Irrigation Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 10.3 - Repair As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period prior to landscape planting. If slope failures occur, the geotechnical consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. If slope failures occur as a result of exposure to period of heavy rainfall, the failure areas and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. STANDARD SPECIFICATIONS OF GRADING Page 9 of 26 Appendix D Page D-10 Standard Specifications for Grading In the accompanying Standard Details, appropriate repair procedures are illustrated for superficial slope failures (i.e., occurring typically within the outer one foot to three feet of a slope face). STANDARD SPECIFICATIONS OF GRADING Page 10 of 26 BENCHING FILL OVER NATURAL SURFACE OF FIRM EARTH MATERIAL FILL SLOPE M7L2-%/.J TYPICAL 15 MIN. (INCLINED 2% MIN. INTO SLOPE) BENCHING FILL OVER CUT SURFACE OF FIRM EARTH MATERIAL FINISH FILL SLOPE FINISH CUT SLOPE 2% MIN 10' TYPICAL 15' MIN OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) NOT TO SCALE BENCHING FOR COMPACTED FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 11 of 26 TOE OF SLOPE SHOWN ON GRADING PLAN FILL - - r 10' TYPICAL BENCH WIDTH VARIES COMPETENT EARTH MATERIAL 2% MIN Is. - MINIMUM _J 15 MINIMUM BASE KEY WIDTH DOWNSLOPE KEY DEPTH TYPICAL BENCH HEIGHT PROVIDE BACKDRAIN AS REQUIRED PER RECOMMENDATIONS OF SOILS ENGINEER DURING GRADING WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS, BENCHING IS NOT NECESSARY. FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUITABLE MATERIAL. NOT TO SCALE FILL SLOPE ABOVE NATURAL GROUND DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 12 of 26 4 REMOVE ALL TOPSOIL, COLLUVIUM, AND CREEP MATERIAL FROM TRANSITION CUT/FILL CONTACT SHOWN ON GRADING PLAN CUT/FILL CONTACT SHOWN ON "AS-BUILT" NATURAL - TOPOGRAPHY "\ ----- - - - CUT SLOPE* FILL p140 09 14'TYPICAL 2%MIN- 10' TYPICAL 15' MINIMUM BEDROCK OR APPROVED FOUNDATION MATERIAL *NOTE: CUT SLOPE PORTION SHOULD BE MADE PRIOR TO PLACEMENT OF FILL NOT TO SCALE FILL SLOPE ABOVE CUT SLOPE DETAIL r- SURFACE OF / COMPETENT --------------- C - •/ MATERIAL OMPACTED FILL /1 TYPICAL BENCHING REMOVE UNSUITABLE MATERIAL SEE DETAIL BELOW INCLINE TOWARD DRAIN AT 2% GRADIENT MINIMUM DETAIL ------------- MINIMUM 9 FT PER LINEAR FOOT MINIMUM 4" DIAMETER APPROVED OF APPROVED FILTER MATERIAL PERFORATED PIPE (PERFORATIONS DOWN) 6" FILTER MATERIAL BEDDING 14" MINIMUM CALTRANS CLASS 2 PERMEABLE MATERIAL APPROVED PIPE TO BE SCHEDULE 40 FILTER MATERIAL TO MEET FOLLOWING POLY-VINYL-CHLORIDE (P.V.C.) OR SPECIFICATION OR APPROVED EQUAL: APPROVED EQUAL. MINIMUM CRUSH SIEVE SIZE PERCENTAGE PASSING STRENGTH 1000 psi 1" 100 PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO 3/4 90-1 00 FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS 40-100 ENCOUNTERED DURING GRADING NO.4 25-40 LENGTH OF RUN PIPE DIAMETER NO.8 18-33 INITIAL 500' 4" NO. 30 5-15 500' TO 1500' 6' NO. 50 0-7 > 1500' 8" NO. 200 0-3 NOT TO SCALE TYPICAL CANYON SUBDRAIN DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 14 of 26 CANYON SUBDRAIN DETAILS SURFACE OF COMPETENT f MATERIAL ----------------- COMPACTED FILL TYPICAL BENCHING REMOVE UNSUITABLE MATERIAL SEE DETAILS BELOW 0 INCLINE TOWARD DRAIN AT 2% GRADIENT MINIMUM TRENCH DETAILS 6" MINIMUM OVERLAP OPTIONAL V-DITCH DETAIL - 1[j[/ MINIMUM 9 FT3 PER LINEAR FOOT OF APPROVED DRAIN MATERIAL MIRAFI 140N FABRIC OR APPROVED EQUAL MIRAFI 140N FABRIC OR APPROVED EQUAL 6" MINIMUM OVERLAP MINIMUM 24" MINIMUM MINIMUM 9 FT PER LINEAR FOOT OF APPROVED DRAIN MATERIAL 600 TO 90° APPROVED PIPE TO BE SCHEDULE 40 POLY- VINYLCHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI. DRAIN MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE PASSING PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING 1 Y2" 88-100 LENGTH OF RUN PIPE DIAMETER 1" 5-40 INITIAL 500' 4" 0-17 500' TO 1500' 6" 0-7 > 1500' 8" NO. 200 0-3 NOT TO SCALE GEOFABRIC SUBDRAIN STANDARD SPECIFICATIONS FOR GRADING Page 15 of 26 FRONT VIEW CONCRETE ': : : 6" Mm. CUT-OFF WALL .... SUBDRAIN PIPE 6" Mm. 24' Min. 6" Mm. SIDE VIEW CONCRETE -] 12" Mm. F- 6" Min. CUT-OFF WALL 6" Mm. SOILD SUBDRAIN PIPE -' £ PERFORATED SUBDRAIN PIPE NOT TO SCALE RECOMMENDED SUBDRAIN CUT-OFF WALL STANDARD SPECIFICATIONS FOR GRADING Page 16 of 26 FRONT VIEW _• ! _I • - S S S S S S _,/__•_•••\c .- 24 Mm. SUBDRAIN OUTLET PIPE (MINIMUM 4" DIAMETER) - ' B ' -. . -. . 12 S S S 24" Mm. SIDE VIEW ALL BACKFILL SHOULD BE COMPACTED IN CONFORMANCE WITH PROJECT SPECIFICATIONS. COMPACTION EFFORT SHOULD NOT DAMAGE STRUCTURE ft CONCRETE HEADWALL L \ 24 Mm. NOTE: HEADWALL SHOULD OUTLET AT TOE OF SLOPE OR INTO CONTROLLED SURFACE DRAINAGE DEVICE ALL DISCHARGE SHOULD BE CONTROLLED THIS DETAIL IS A MINIMUM DESIGN AND MAY BE MODIFIED DEPENDING UPON ENCOUNTERED CONDITIONS AND LOCAL REQUIREMENTS NOT TO SCALE TYPICAL SUBDRAIN OUTLET HEADWALL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 17 of 26 4" DIAMETER PERFORATED PIPE BACKDRAIN 4" DIAMETER NON-PERFORATED PIPE LATERAL DRAIN 15' MINIMUM SLOPE PER PLAN fflII FILTER MATERIAL -k __J--4I III- '—BENCHING EEriL/ H/2 AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER (GENERALLY 1/2 SLOPE HEIGHT, 15' MINIMUM) DIMENSIONS ARE MINIMUM RECOMMENDED NOT TO SCALE TYPICAL SLOPE STABILIZATION FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 18 of 26 4" DIAMETER PERFORATED PIPE BACKDRAIN 4" DIAMETER NON-PERFORATED PIPE LATERAL DRAIN 15' MINIMUM SLOPE PER PLAN FILTER MATERIAL -., "- BENCHING Fl/ HI2 -i 2'M ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER DIMENSIONS ARE MINIMUM RECOMMENDED NOT TO SCALE TYPICAL BUTTRESS FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 19 of 26 FINAL LIMIT OF DAYLIGHT EXCAVATION LINE FINISH PAD OVEREXCAVATE 3' AND REPLACE WITH COMPACTED FILL OVEREXCAVATE 20' MAXI MUM COMPETENT BEDROCK TYPICAL BENCHING OVERBURDEN \._ LOCATION OF BACKDRAIN AND (CREEP-PRONE) \ OUTLETS PER SOILS ENGINEER \ AND/OR ENGINEERING GEOLOGIST \ DURING GRADING. MINIMUM 2% \ FLOW GRADIENT TO DISCHARGE LOCATION. EQUIPMENT WIDTH (MINIMUM 15') NOT TO SCALE DAYLIGHT SHEAR KEY DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 20 of 26 1 NATURAL GROUND PROPOSED GRADING liz - 15 -----,, 1 _- 1.5 COMPACTED FILL -- - W PROVIDE BACKDRAIN, PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR BACK BASE WIDTH "W" DETERMINED SLOPES IN EXCESS OF BY SOILS ENGINEER 40 FEET HIGH. LOCATIONS OF BACKDRAINS AND OUTLETS PER SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. MINIMUM 2% FLOW GRADIENT TO DISCHARGE LOCATION. NOT TO SCALE TYPICAL SHEAR KEY DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 21 of 26 FINISH SURFACE SLOPE 3 FT MINIMUM PER LINEAR FOOT APPROVED FILTER ROCK* CONCRETE COLLAR PLACED NEAT COMPACTED FILL A 4" MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS DURING GRADING TYPICAL BENCHING - 4" MINIMUM APPROVED PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN r%ITAII A A TEMPORARY FILL LEVEL MINIMUM 12' COVER BACKFILL MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE L 12" MINIMUM *FILTER ROCK TO MEET FOLLOWING **APPROVED PIPE TYPE: SPECIFICATIONS OR APPROVED EQUAL: SCHEDULE 40 POLYVINYL CHLORIDE SIEVE SIZE PERCENTAGE PASSING (P.V.C.) OR APPROVED EQUAL. 1" 100 MINIMUM CRUSH STRENGTH 1000 PSI x" 90-100 40-100 NO.4 25-40 NO. 30 5-15 NO. 50 0-7 NO. 200 0-3 NOT TO SCALE TYPICAL BACKDRAIN DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 22 of 26 FINISH SURFACE SLOPE MINIMUM 3 FT PER LINEAR FOOT OPEN GRADED AGGREGATE* TAPE AND SEAL AT COVER CONCRETE COLLAR PLACED NEAT -'.. COMPACTED FILL A MINIMUM 4" DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS TYPICAL ' BENCHING '- MIRAFI 140N FABRIC OR APPROVED EQUAL 4" MINIMUM APPROVED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN r'rrAII A A TEMPORARY FILL LEVEL MINIMUM 12 COVER DMPACTE BACKFILL MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE L 12" MINIMUM *NOTE: AGGREGATE TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE PASSING iY2" 100 1' 5-40 0-17 34 0-7 NOT TO SCALE NO. 200 0-3 BACKDRAIN DETAIL (GEOFRABIC) STANDARD SPECIFICATIONS FOR GRADING Page 23 of 26 FILL SLOPE CLEAR ZONE I SOIL SHALL BE PUSHED OVER EQUIPMENT WIDTH ROCKS AND FLOODED INTO I / VOIDS. COMPACT AROUND AND OVER EACH WINDROW. STACK BOULDERS END TO END. DO NOT PILE UPON EACH OTHER. 10, FILL SLOPE STAGGER 15, 10 MIN ROWS /TR1k NOT TO SCALE ROCK DISPOSAL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 24 of 26 14 FINISHED GRADE BUILDING I - NO OVERSIZE, AREA FOR ACE TYPICAL WINDROW DETAIL (EDGE VIEW) - GRANULAR SOIL FLOODED TO FILL VOIDS 10' HORIZONTALLY PLACED COMPACTION FILL PROFILE VIEW NOT TO SCALE ROCK DISPOSAL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 25 of 26 SLOPE F FOUNDATION, UTILITIE AND SWIMMING POOLS S, I 4J 0 WINDROW 7 5' MINIMUM OR BELOW DEPTH OF DEEPEST UTILITY TRENCH (WHICHEVER GREATER) GENERAL GRADING RECOMMENDATIONS CUT LOT ..—ORIGINAL GROUND - - - TOPSOIL, COLLUVIUM AND WEATHERED BEDROCK 5 ..- 5MIN lo --- OWi7///////////////J//////////////A r3 MI N ---. \—OVEREXCAVATE UNWEATHERED BEDROCK AND REGRADE CUT/FILL LOT (TRANSITION) ORIGINAL I GROUND _- -h'MIN - - COMPACTED FILL ol 3' MIN TOPSOIL, C M \--OVER~EXCAVATE AND REGRADE ,,AND WEATHERED ...- BEDROCK UNWEATHERED BEDROCK oo NOT TO SCALE TRANSITION LOT DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 26 of 26 'k-city of Carlsbad Community & Economic Development CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name: CBR2016-0465 / Plan Check No.: Project Address: 2414 UNICORNIO ST Assessor's Parcel No.: 2152500900 1 Project Applicant: JEFFERY HARRIS 1 (Owner Name) Residential Square Feet: New/Additions: 4,522 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 12/28/2016 Certification of Applicant/Owners. The person executing this declaration ('Owner') certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owners knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 El Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 LJ San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, 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: M,vtv"A-rt4/ 4A-ycr - ,- -L:S Date: -(H7 Name of Schbol District: S_4 A) 0,01 Phone: TO - 0 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov COC No. 004609 SAN MARCOS UNIFIED SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE WITH FEE PROVISIONS ("COC") Education Code Section 17620 and Government Code Section 65995, et seq. Facilities Planning & Development, 255 Pico Avenue, Suite 250, San Marcos, CA 92069 - (760) 290-2649 Project Description: Tract No.: CoimLructiozL Project Mailing Address(es): )41 ELi4 rtr; st. Assessor's Parcel No(s): 4 U Li Project Applicant: Project Owner: Applicant Phone No.: ](':tL f lt.L1.. 1t'1519237 Owner Mailing Address: Owner Phone No.: â859 CorLnt1 Jt, aarlzoha, CA 9121100S Ed. Code 17620 and Gov. Code 65995, et seq. U Existing Mitigation Agreement or CFD No.: U Not subject to fee requirements Note: Applicant Declaration: The person executing this declaration (Applicant') hereby declares, under penalty of perjury under the laws of California, that the following is true and correct: (1) Applicant is acting on behalf of the owner of the above-referenced project ('Project") and is authorized, by such owner, to agree to the terms for issuance for this COC; (2) to the best of the Applicant's knowledge, the information provided herein is true; (3) the square foot amounts used in the fee calculation below were determined by the building department that will issue a building permit for the construction; and (4) Applicant or owner of the Project will obtain an amended COC and pay any additional amounts due if there is an increase in the number of dwelling units ("DU") or the square footage of any DU or commercial/industrial structure in the Project increases after Applicant has obtained any COC. If the initial determination of the number of units or the square footage is found to be incorrect, Applicant shall be responsible to pay any costs of collection thereof including attorneys' fees and legal costs. Applicant Signature: Print Name: JCc 43rf 3 Date:LI' "t El New Construction El Room Additions/Cony. (500+Sq. Ft.) 0 Commercial/Industrial 0 Qualified Senior Housing Feepersq.ft.=$_ x Feepersq.ft.=$_______________ Number and Type of Units: Number and Type of Units: Total: $ 2() 4 / Total: $ DISTRICT CERTIFICATION: The San Marcos Unified School District ("District") hereby certifies that the Applicant has paid the above-specified amount, which was determined according to the information presented by the Applicant, and that the COC is issued to Applicant as a prerequisite to the issuance of a building permit(s) for the Lots/DUs specified above. Received From: i4'y Check No.: 11e Total Amount Collected:$ Received / Authorized By: %&SL\ *Ik tJAU tu ./4 Cl / k& " / ID /20__. k Distrit Sig'hatüre Title Date of Issuance' NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Government Code Section 66020 requires that a district provide: (1) written notice to the Project applicant, at the time of payment of school fees, or other exactions ("Fees"), of the ninety (90) day period to protest the imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest period in regard to such Fees or the validity thereof, commences with the payment of the Fees or performance of any other requirement as described in Government Code Section 66020. Additionally, the amount of the Fees imposed is as stated here, whether payable at this time in whole or in part, prior to the issuance of a Certificate of Compliance. As in the latter instance, the ninety (90) day protest period starts on the Date of Issuance. EXPIRATION OF CERTIFICATE This COC is valid for one hundred eighty (180) days from the Date of Issuance. Extensions will be granted only for good cause, as determined by the Facilities Planning & Development Department of the District, and one (1) sixty (60) day extension may be granted. At such time as this COC expires, if a building permit has not been issued for the Project that is the subject of this COC, the Owner of the Project at the time this COC was issued will be reimbursed all Fees that were paid to obtain this COC without interest. Owner must submit a request for reimbursement in writing to the District Facilities Planning & Development Department. THIS COC EXPIRES: THE EXPIRATION DATE IS EXTENDED TO: SIGNATURE VERIFYING AUTHORIZED EXTENSION: Date: **COC Continued on the Back of This Page** Distribution: Facilities -White Customer - Green Agency - Canary Accounting - Pink Audit - Goldenrod FEE REGULATIONS 1. Residential Fees Fees can be charged on any new square footage within the perimeter of a residential structure, excluding carports, walkways, garages, overhangs, patios, enclosed patios, detached accessory structures, or similar structures (Government Code Section 65995 (b)(l)). Fees on room additions are limited by the restrictions above. Additionally, fees on room additions cannot be assessed unless the increase in the assessable square footage of the residence is more than five hundred (500) square feet. If the room addition creates a net increase of greater than five hundred (500) square feet, the fee is charged on the entire net increase in square footage (Education Code Section 17620 (a)(I)(c)(i)). Commercial/Industrial Fees Government Code Section 65995(b)(2) specifies the type of commercial/industrial space that may be charged. Fees can be charged on covered and enclosed space within the perimeter of the commercial/industrial structure, not including storage areas incidental to the principal use of the construction, garages, parking structures, unenclosed walkways, or utility or disposal area. Exemptions From Fees Government Code Section 65995(d) states that the following cannot be charged: (1) structures that are tax exempt and used exclusively for religious purposes; (2) private full-time day schools as described in Education Code Section 48222; and (3) structures owned and occupied by a governmental agency. Education Code Section 17626 and Government Code Section 66011 together prohibit charging fees on structures replacing those damaged or destroyed by a natural disaster. However, if the functioning, size, or use of the previous structure is changing, then the resulting increase or change in function, size or use may subject all or part of the new structure to the applicable Fees. Senior-Only Facilities Although senior-only facilities are residences, Government Code Section 65995.1(a) limits the fees on certain senior-only facilities to that of Commercial/Industrial Fees. The Commercial/Industrial Fee applies to Senior housing, as described in Civil Code Section 51.3, Health and Safety Code Sections 1569.2(k) and Government Code Section 15432(d)(9), as well as mobile home parks where residency is limited to older persons, as provided by Government Code Section 65995.2. Applicants will be required to provide proof that their development satisfies the applicable code section by bringing in their recorded Covenants Conditions &Restrictions or deed restriction. Mitigation Payments Mitigation Payments will only be refunded pursuant to the terms of the applicable Mitigation Agreement. None of the provisions herein related to expiration or refund apply to payments made pursuant to a Mitigation Agreement. NOTICE OF SCHOOL FEE APPEAL/PROTEST PROCEDURE Pursuant to the Resolution adopting this COC, the following summarizes the District's School Fee Appeal/Protest Procedure for protesting Commercial/Industrial Fees and Residential Fees (collectively referred to as "School Fees") in order to provide a process that permits the Applicant an opportunity for a hearing to appeal the imposition of School Fees ("Hearing") and to consider the required notice of protest filed pursuant to Government Code Section 66020: Within ninety (90) calendar day of being notified of the School Fees to be imposed or paying the School Fees, Applicant(s) shall file a written request: By personal delivery, certified or registered mail or overnight mail (i.e., FedEx or similar service) ("Allowable Method") for a Hearing. That contains a statement that payment has been tendered or will be tendered when due, or that any conditions which have been imposed are provided for or satisfied, under protest. That contains a statement(s) informing the Governing Board ("Board") of the factual elements of the dispute and the legal theory forming the basis for the protest. The possible grounds for appeal include, but are not limited to: For Commercial Fees - the inaccuracy of including the Project within the category pursuant to which the Commercial Fees are to be imposed, or that the employee generation or pupil generation factor utilized under the applicable category are inaccurate as applied to the Project. The Applicant appealing the imposition of Commercial Fees shall bear the burden of establishing that the Commercial Fees are improper ("Commercial Grounds for Appeal"). For Residential Fees - the inaccuracy of the pupil generation factors, land cost, development or square footage projections used. The Applicant appealing the imposition of Residential Fees shall bear the burden of establishing that the Residential Fees are improper ("Residential Grounds for Appeal") (Commercial Grounds for Appeal and Residential Grounds for Appeal collectively referred to as "Grounds for Appeal."). The written request shall be served on the Assistant Superintendent, Business Services, of the School District ("Assistant Superintendent"). b. Within ten (10) calendar days of receipt of the written request for a Hearing, the Assistant Superintendent, or designee, shall give notice in writing of the date, place and time of the Hearing to Applicant(s). The Assistant Superintendent, or designee, shall schedule and conduct said Hearing within fifteen (15) calendar days of receipt of the written request. The Assistant Superintendent, or designee, shall render a written decision within ten (10) calendar days following the Hearing and serve it by an Allowable Method to Applicant's / Applicants' last known address. Within ten (10) calendar days of receipt of the Assistant Superintendent or designee's written decision, Applicant(s) may appeal the Assistant Superintendent or designee's decision to the Board. Applicant(s) shall state in the written appeal the Grounds for Appeal and said written appeal shall be served by an Allowable Method on the Assistant Superintendent. d. Within ten (10) calendar days of receipt of the written request for a Hearing, the Assistant Superintendent, or designee, shall give notice in writing of the date, place and time of the Hearing to the Applicant(s). The Board shall schedule and conduct said Hearing at the next regular meeting of the Board, provided that the Applicant(s) is given notice at least five (5) calendar days prior to the regular meeting of the Board. The Board shall render a written decision within ten (10) calendar days following the Hearing on the Applicant's / Applicants' appeal and serve the decision by an allowable Method to the Applicant's last known address. REFUND POLICY If construction does not commence as provided in Education Code Section 17624 and Government Code Section 65995, the amount of the Fees paid, minus a Fifty and no/100 Dollar ($50.00) application charge, will be refunded to the Owner of the Project at the time this COC was issued. An authorized written notice from the building department responsible for issuing the building permit declaring that the building permit has been cancelled and no construction has commenced must be delivered to the District's Facilities Planning & Development Department. Refunds will be processed thirty (30) days after receipt of notification. READ AND REVIEWED: APPLICANT SIGNATURE PRINTED NAME (City of Carlsbad WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Owner: kea. brrt Contractor: rr;5 Job Address:Lf/11 Upt-coral' . 0SL Phone Number: 760-579 Permit #: - ö Estimated Cost of Project: $ Type of Project: ew Construction El Remodel or 1.1. [-]Residential El Commercial 0 Demolition (check all that apply) F1 Other Non-hazardous construction waste generated during the course of this project shall be recycled and/or salvaged for re-use at a minimum of 50% per CALGreen Sec. 5.408.1. Failure to comply may result in a penalty fee up to $1,000. For projects which consist of mainly equipment and/or racking, that have a combined weight of new construction disposal that does not exceed 2 lbs per square foot of building area affected by this permit, may be deemed to meet the 50% minimum requirement upon approval of Building Department. ALTERNATIVE FORMS OF COMPLIANCE: (If selected, do not complete Tables 1 & 2 below) El Construction waste shall not exceed 2 lbs. per sf. of area. All receipts shall be provided to the Building Official prior to final. (This option not applicable for most construction projects.) Square feet of construction area X 2 lbs. = lbs. of allowable waste. X r I plan on using a WASTE MANAGEMENT roll-off bin. All receipts shall be provided to the Building Official prior to final. Table 1 - Estimated Waste (To be filled out prior to permit issuance - refer to example on Page 2.) MATERIALS lbs. of waste to betaken to LANDFILL lbs. of waste to be RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt/ Concrete Brick! Masonry Cardboard Drywall Landscape Debris Lumber/ Wood Metals Mixed Waste Trash/Garbage Other: TOTAL lbs: Estimated Percentage to be Re-Used or Recycled _% I certify that th.inforrnation provided herein, to the best of my knowledge, is true and correct. Contractor or Owner or Owner (signature) Date Official Use Only El Plan Approved El Plan Denied 0 Project Valuation Approved Reviewed / Approved by:_________________________________ Page lof 2 Table 2 -Actual Waste (To be completed after construction.) MATERIALS lbs. ofwastetaken to LANDFILL lbs. of waste RE-USED or RECYCLED Waste Hauling Company or Re-Use Method (complete only if different than Table 1) Asphalt! Concrete Brick! Masonry Cardboard Drywall - Landscape Debris Lumber,/ Wood - Metals Mixed Waste Trash! Garbage Other: TOTAL lbs.: Actual Percentage Re-Used or Recycled % Official Use Only LI 50% Goal Achieved [1 50% Goal Not Achieved LI Alternative Compliance Achieved Penalty Paid $ Reviewed / Approved by: EXAMPLE: Use the following example as a guide to completing this form. MATERIALS lbs. of waste to be taken to LANDFILL lbs. of waste to be RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt / Concrete 0 2000 AC Hn RLLV,cl Co. Brick/Masonry 100 450 WM / Re-1&seo rIc O-te Cardboard 0 150 -&tLLv Co. Drywall 0 50 ABC- -L ao. Landscape Debris 0 120 MitLciec . Re-vseo( Ov-ste Lumber/Wood 500 0 vV&iste M&ek Metals Soo 200 WM / Ac. -tLIvc3 Mixed Waste isoo 0 VIM Trash / Garbage Soo 0 VIM Other: PooL CILtvuLte 0 00 vsec cis Crs!ic Pse o -Lte TOTAL lbs.: 200 30 Percentage to be Re-Used or Recycled 59 % Formula: Total Re-used or Recycled X 100 = % Re-Used or Recycled (Total Combined Waste) 3870 X 100 = 59% Re-Used or Recycled (2700+ 3870) Since 59% exceeds the minimum requirement of 50%, this plan complies. Page 2 of 2 CCity 0f Carlsbad RESIDENTIAL GREEN BUILDING CODE STANDARDS MANDATORY MEASURES CERTIFICATION CHECKLIST B-51 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form, signed and completed, and all receipts for the recycled materials shall be submitted to the Building Inspector prior to Final Inspection Site Development Mandatory 4.106.2 A plan is developed and implemented to manage storm water drainage during construction. (x) 4.106.3 The site shall be planned and developed to keep surface water away from buildings. (x) Construction plans shall indicate how site grading or a drainage system will manage all surface water flows. Energy Efficiency 4.201.1 Low-rise residential buildings shall meet or exceed the minimum standard design required by (X) the California Energy Standards. Water Efficiency and Conservation Indoor Water Use 4.303.1 Indoor water use shall be reduced by at least 20 percent using one of the following methods: (x) Water saving fixtures or flow restrictors shall be used. 7/01/2011 A 20 percent reduction in baseline water use shall be demonstrated. 4.303.2 When using the calculation method specified in Section 4.303.1, multiple showerheads shall not (x) exceed maximum flow rates. 7/01/2011 4.303.3 Plumbing fixtures (water closets and urinals) and fittings (faucets and shower heads) shall (X) comply with specified performance requirements. 7/01/2011 Outdoor Water Use 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather- (x) based. Enhanced Durability and Reduced Maintenance 4.406.1 Joints and openings. Annular spaces around pipes, electric cables, conduits or other openings in plates at exterior walls shall be protected against the passage of rodents by closing such openings (x) with cement mortar, concrete masonry or similar method acceptable to the enforcing agency. Construction Waste Management Plan 4.408.1 A minimum of 50 percent of the construction waste generated at the site is diverted to recycle or (X) salvage. Recycled material receipts from approved recyclers must be attached to this form. 4.408.2 Where a local jurisdiction does not have a construction and demolition waste management (x) ordinance, construction waste management plan, per form B-59, shall be submitted for approval to the enforcing agency. Building Maintenance and Operation 4.41 0.1 An operation and maintenance manual shall be provided to the building occupant or owner. (x) Environmental Quality Fireplaces 4.503.1 Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with US EPA Phase II emission limits where applicable. (X) Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. B-51 Page 1 of 2 Rev. 11/15 Pollutant Control 4.504.1 Duct openings and other related air distribution component openings shall be covered (x) during construction. 4.504.2.1 Adhesive, sealants and caulks shall be compliant with VOC and other toxic compound (x) limits. (X) 4.504.2.2 Paints, stains and other coatings shall be compliant with VOC limits. (X) 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic compounds. (x) 4.504.2.4 Documentation shall be provided to verify that compliant VOC limit finish materials have been used. (X) 4.504.3 Carpet and carpet systems shall be compliant with VOC limits. 4.504.4 50 percent of floor area receiving resilient flooring shall comply with VOC-emission limits (x) defined in the Collaborative for High Performance Schools (CHPS) Low-emitting Materials List or be certified under the Resilient Floor Covering Institute (RFCI) FloorScore program. (X) 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. Interior Moisture Control 4.505.2 Vapor retarder and capillary break is installed at slab on grade foundations. (x) 4.505.3 Moisture content of building materials used in wall and floor framing is checked before (x) enclosure. Indoor Air Quality and Exhaust 4.506.1 Exhaust fans which terminate outside the building are provided in every bathroom. lx Environmental Comfort 4.507.1 Whole house exhaust fans shall have insulated louvers or covers which close when the (X) fan is off. Covers or louvers shall have a minimum insulation value of R-4.2. 4.507.2 Duct systems are sized, designed, and equipment is selected using the following methods: (X) Establish heat loss and heat gain values according to ACCA Manual J or equivalent. Size duct systems according to ACCA 29-D (Manual D) or equivalent Select heating and cooling equipment according to ACCA 36-S (Manual 5) or equivalent. Installer and Special Inspector Qualifications 702.1 HVAC system installers are trained and certified in the proper installation of HVAC (X) systems. 702.2 Special inspectors employed by the owner must be qualified and able to demonstrate (x) competence in the discipline they are inspecting. I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2013 California Green Building Standards. All receipts for recycled materials have been attached to this form. Project Address: 2N'IL/ Dncc'cmv Plan Check Number: 131Z Zo(o -' Print Name: Signed: License Number: Date: j 0 B-51 Page 2of2 Rev. 11/15