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Home My WebLink About2792 JAMES DR; ; CB162195; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-10-2016 Residential Permit Permit No: CB162195 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2792 JAMES DR CBAD RESDNTL Sub Type: SFD Lot#: 0 Constuction Type: 5B Reference #: Status: ISSUED Applied: 06/07/2016 Entered By: RMA Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms; 1561424800 $483,818.00 1 3 Stnicture Type: SFD Bathrooms: 2.5 Orig PC#: Plan Approved: 08/10/2016 Issued: 08/10/2016 Inspect Area: Plan Check #: Project Title: BOWLING RE.S-NEW 2974 SF HOUSE 949 SF GAR, 255 $F PORCH/PATIO-ON VACANT LAND// FREE-STANDING FIREPLACE IN REAR YARD Applicant: ALAN ROPER 1443 PANORAMA RIDGE RD OCEANSIDE CA 92056 760 522-3997 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park in lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Green Bldg Stands Plan Chk Fee $1,989.26 $0.00 $1,392.48 $0.00 $0.00 $62.90 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0,00 ·$0.00 $0.00 $904.80 $0.00 $0.00 $0.00 $20.00 $163.00 Owner: KIM & MIKE BOWLING 2792 JAMES DR CARLSBAD CA 92008 760 594-2884 Meter Size· Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing lnLieu Fee . Housing Credit Fee Master Drainage Fee. Sewer Fee Additional Fees Fire Sprinkler Fees TOTAi:. PERMIT FEES Total Fees: $30,486.49 1otal Payments to Date: $30,486.49 Balance Due: $0.00 $0.00 $0.00 $0.00 $8,805.49 $8,128.14 $0.00 $0.00 $3,160.00 $0.00 $0.00 $240.00 $89.00 $135.42 $0.00 $4,515.00 $0.00 $0.00 $881.00 $0.00 $0.00 $30,486.49 $0.00 Inspector: ~ Clearance: _____ _ l'JO'llCE: Please take NOTICE that awiwaf d'yoor ptject includes the "lrrposition" cf fees, dooications, reservations, or other exactions hereafterCXJllectively referred to as ''fees'exactions." Yoo have 9J days frcrn the date this pemit WaS issued to protest irrposition cf these fees'exactions. If yoo protest them, yoo rrust · fdlotvttie protest p,:x;ec:lres set forth in Go/et'm"ent Ccxle Section 60020(a), and file the potest and any other requred infooration wth the Oty ~ for puressing in acxxirclarre wth c.aisboo M.nidfEI Ccxle Section 3.32.030. Failtre to tirrely fdlotv that p-ocootre wll bar any subsequent legal oction to attack, re-iiem, set aside, wid, or annul their irflX)Sition. Yoo are herecy FLRll-ERNOTIFIEDthatya.rrigitto ixotest thespecifiedfees'exactions Da:S NOT APPLY to water and SEMerCXJ11nectionfeesand ~ty ~. nor planting, zming, g-ac:f ng or other sinilar appication p-oqlSSing or service fees in cx:nneqion wth tlis ptject. !'-CR Da:S IT APPLY to any i i w1i · · · 'nilar t tt-i t w,i the atute lini i has 'ousl ·see 'red. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-10-2016 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW160268 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Applicant: MIKE BOWLING 760 594-2884 Emergency Contact: MIKE BOWLING 760 594-2884 2792 JAMES DR CBAD SWPPP 1561424800 CB162195 BOWLING RESvNEW HOME SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES Lot#: 0 Owner: AP A TRUST 01-07-05 2785 CRE:ST DR CARLSBAD CA 92008 Status: Applied: Entered By: Issued: Inspect Area: Tier: Priority: ISSUED 06/07/2016 RNA 08/10/2016 1 L $49.00 $59.00 $0.00 $108.00 Total Fees: $108.00 Total Payments To Date: $108.00 Balance Oue: $0.00 "THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: QPLANNING OENGINEERING OBUILDING OFIRE OHEALTH OHAZMAT/APCD __ .Ccicyof Carlsb.ad JOB ADDRESS CT/PROJECT# LOT# EXISTING USE VAyiµ[ APPLICANT NAME CITY DESIGN P.ROFESSIONAL ADDRESS CITY PHONE EMAIL Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITE#/SPACE#/UNIT# -PHASE# # OF UNITS # BEDROOMS # BATHROOMS GARAGE (SF) PATIQS (SF) 1'M1F. -~~'5-::. PROPE:RTY OWNER NAME .. ADDRESS . CITY EMAIL CONTRACTOR BUS. NAME ADDRESS STATE ZIP .CITY FAX .PHONE EMAIL STATE UC,# STATE UC.# OGG.GROUP ZIP cr-u:nB STATE ZIP FAX Cl,ASS CITY BUS. UC.# (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 ttiat 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 niat he is exempt therefrom, and the basis for the alleged exemption. Ariy violation of Section 7031.5 by any applicant for a permit subjects the applicant to a· civil penalty of not more than five hundred dollars ($500)). . · ")'.!1.¢@ Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: D I have and wlll maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' comp_ensation, ~s required by Section 3?00 of the l,abor Qqde, for the per{ormance of the wo[k f9r which th_is permit /s issueil. My workers' compensation insurance carrier and policy number are; Insurance Co .. ~~-------------------Policy No. ______________ Expiration Date _________ _ This section n~ed not be completed if the permitis for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permifis 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 • .fE5 CONTRACTOR SIGNATURE OAGENT ) :~<ii~cim4 ..... _ -. --=---....,..,.,.....,..,,,,,.,,.....,,..,.,....==--==,,..,...,.,~-"""""'=-,,,j DATE I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: D 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 ~id not build or improve for the purpose of sale). I, as owner. of the property, am exclusively contracting with licensed contractors to construct the·projecr(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves th.ereon·, 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: 1: I personally plan to provide the major labor and materials for construction of the proposed property improvement. DY es 0No 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (Include name address/ phone/ contractors' license number): 4. 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/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hi the following persons to provide the work indicated (include name/ address/ phone/ type of work): t?/;Z .fE5PROPERTY OWNER SIGNATURE OAGENT DATE I Is the applicant or future building occupant required to submit a business P,lan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes · 'No Is the applicant or future building occupant required to obtain a permit from the air pollution control .9istrict or air qyality management district? . Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? :Yes _; :No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. :~~:m~i®i I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certifythatl have read the application and state that the above lnfonnation is correct and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property tr inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS ANO EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: AA OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height 'EXPIRATION: ~very pennitissued by the Buiiding Official under the provisions of this Code shall expire by \imitation and become null and void if the buiiding or \\Ork authorized by such permit is not commenced 'hithin 180 days from the date of such permit or if the buiiding or authorized by such permit is suspended or abandoned at any time after the \\Ork is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code} . ...@S' APPLICANT'S SIGNATURE DATE • · , ...... · STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. . ,-..r.ncrc,aI PrOJCCtS only J Fax (760) 602-8560, Email building@carlsbadca;gov or Mail the completed form to City of Carlsbad, Building Division 1635 F11raday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME . OCCUPANT NAME ADDRESS BUILDING ADDRESS '' .. .CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS ·. 'PICKUP: ;'· CONTACT (Listed above) • · -OCCUPANT (Listed above) ,~. C:ONTRACTOR'(On Pg. 1) ASSOCIATED CB# · -, ·MAIL TO: ",. CONTAC:T (Listed above) · . OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) -NO CHANGE IN USE/ NO CONSTRUCTION -' . : •,MAIL/ FAX TO OTHER: , ,-CHANGE OF USE/ NO CONSTRUCTION .... ~ ....... " -···· . ... " L APPLICANT'S SIGNATURE DATE - ~ ····'., . }.:~: ' . '' , !' ,, ""-: Permit Type: BLDG-Residential Application Date: 0.6/07/2016 Owner: COOWNER KIM AND MIKE BOWLING Work Class: Single Family Detached Closed -Finaled Issue.Date: 08/10/2016 11/27/2017 715002 Subdivision: Status: Expiration Date: Address: IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date Inspection Status Primary Inspector 03/30/2017 03/30/2017 BLDG-Compliance 018255-2017 Pas-sed Peter Dreibelbis Checklist.Item COMMENTS BLDG-Building Deficiency 04/28/2017 04/28/2017 BLDG-11 021616-2017 Passed Michael Collins Foundation/Ftg/Pier s (Rebar) Checklist Item COMMEN1:s BLDG-Building Deficiency Base layer, 1 1/2-2" rock for pervious driveway. 05/0;3/2017 05/03/2017 BLDG-66 Grout 021974-2017 Pas·sed Andy Krogh Checklist Item ~OMMENTS BLDG-Building Deficiency 3/4 rock for permeable driveway system 05/3.0/2017 05/30/2017 BLDG-34 Rough 024781-2017 Falled Michael Collins Electrical Checklist Item COMMENTS BLDG-Building Deficiency 06/06/2017 06/06/2017 BLDG-Fire Final 02537-2-2017 Passed Andy Krogh C_hecklist Item COMMENTS FIRE-Building Final Wrong code should be building final 2792 James Dr Carlsbad, CA Re inspection Passed Yes Passed Yes Passed Yes Reinspection Passed No Passed Yes Complete Complete Complete Complete Complete Complete June 06, 2017 Page 2 of2 Permit Type: BLDG-Residential Application Date: 06/07/2016 Owner: Work Class: Single Family Detached Issue Date: 08/10/2016 Subdivision: Status: Closed -Finaled Expiration Date: 11/27/2017 Address: IVR Number: 715002 Scheduled Actual Inspection No. Primary Inspector Date Start Date Inspection Type Inspection Status 06/06/2017 BLDG-Final 025593-2017 Passed Andy Krogh Inspection Chec.klist l~em COMMEIIJTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 11/21/2016 11/18/2016 BLDG-13 Shear 001911-2016 Partial Pass Peter Dreibelbis Panels/HD (ok to wrap) Checklist Item COM.MENTS BLDG-Building Deficiency 11/22/2016 11/22/2016 BLDG-15 002386-2016 · Passed Andy Krogh Roof/ReRoof (Patio) 12/20/2016 12/20/2016 BLDG-13 Shear 006235-2016 Passed Michael Collins Panels/HD (ok to wrap) Checklist Jtem COMMENTS BLDG-Building Deficiency 12/30/2016 12/30/2016 BLDG-84 Rough 0077 40-2016 Passed Andy Krogh Combo(14,24,34,44) Chec~list Item COMMENTS BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG.-24 Rough-Topout BLDG-34 Rough Elegtrical BLDG-44 Rough-Ducts-Dampers 01/17/2017 01/17/2017 BLDG-17 Interior 009833-2017 Passed Andy Krogh Lath/Drywall BLDG-18 Exterior 009834-2017. Passed Andy Krogh Lath/Drywall 01/18/2017 01/18/2017 BLDG-23 009999-2017 Passed Andy Krogh Gas/Test/Repairs 03/27/2017 03/27/2017 BLDG-Compliance 017718-2017 Passed Andy Krogh Checklist Item COMMENTS BLDG-Building Deficiency Permeable pavement questions June 06, 2017 . ~·: ., •t: /, '' ·<·: J.--:. COOWNER KIM AND MIKE BOWLING 2792 James Dr Carlsbad, CA Reinspection Complete Complete Passed Yes Yes Yes Yes Yes Reinspection Incomplete Passed Yes Complete Complete Passed Yes Complete Passed Yes Yes Yes Yes Yes Complete Complete Complete Complete Passed Yes Page 1 of 2 EsGil Corporation In <Partnersliip witli government for (]Jui{aing Safety DATE: July 28, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-2195 PROJECT ADDRESS: 2792 JAMES DRIVE PROJECT NAME: SFR FOR BOWLING SET: II CJ APPLICANT ~URIS. CJ PLAN REVIEWER CJ FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will su_bstantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. D rhe applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D ihe 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. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: -Telephone#: Date contacted: ~ (by:J IQ Email: Mail Telephone Fax In Person D REMARKS: By: Abe Doliente (for A.S.) EsGil Corporation D GA D EJ D MB D PC 7/25/16 Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In (l'artnersliip witli government for <Bui(aing Safety DATE: JUNE 16, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO .. : 16-2195 PROJECT ADDRESS: 2792 JAMES DRIVE PROJECT NAME: SFR FOR BOWLING SET:I D AJ>PLICANT --l:T"JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D 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 i~ for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. 0: The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. l2S] The applicant's, copy Of the check list bas been sent to: ARLEN ROPER D EsGil Corporation staff did not advise the applicant that the plan check has been completed. l2S] EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ARLEN ROPER Telephone#: 760-522-3997 ~ate ~cted: l.P,1 i W (byfC--) Email: arlenroper@gmail.com '\::;,Mail \llej2ho~ Fax In Person D REMA '?)'\. By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA D EJ D MB D PC 6/9 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 :...-CARLSBAD 16-2195 JUNE 16, 2016 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-2195 PROJEC1 ADDRESS: 2792 JAMES DRIVE OCCUPANCY= R3/U; CONSTRUCTION= V-B; SPR. = YES; STORY= ONE; HEIGHT= 15'; LIVING= 2,974; GARAGE= 949; PATIO COVER= 255 . DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 6/9 JUNE 16, 2016 .REVIEWED BY: ALI SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Meohanical 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. • ARCHITl;:CTURAL • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring 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. • 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? D Yes D No .-'l CARLSBAD 16-2195 JUNE 16, 2016 1. Please revise the sheet index to match the content of the plans. 2. Openable windows shall be located a minimum of 1 O' from any plumbing vents, chimneys, etc. Section R303.5. Please note this on plans. 3. The garage shall be separated from the residence and its attic area by not less than ½" gypsum board applied to the gara9e side (at walls). Section R302.6. • STRUCTURAL 4. Please note on plans that surface water will drain away from building. The grade shall fall a minimum of 6" within the first 1-0'. Section R401.3. This may be done on site plans. 5. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 6. 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. • MISCELLANEOUS 7. Provide a note on plans stating: "New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast in color to .background. Numbers shall be a minimum of 4" high with a min stroke width of½ inch." CFC Section 505.1. 8.. 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 yowr project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation. Thank you. ~ ... '- ' ' r CARLSBAD 16-2195 JUNE 16, 2016 [DO NOT PAY --THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURl$DIC.TION: CARLSBAD PREPARED BY: ALI SADRE, S.E. BUILDING ADDRESS: 2792 JAMES .DRIVE BUILDING OCCUPANCY: R3/U; V-B/SPR. BUILDING .AREA Valuation PORTION ( Sq. Ft.) Multiplier LIVING. 2974 . GARAGE 949 .. PATIO COVER 255 Air Conditioning Fire Sprcinklers TOTAL VALUE Jurisdiction Code CB By Ordinance . Bldg. Permit Fee by Ordin;;ince . • ! Plan Check Fee by Ordinance . • I Type of Review: 0-Complete Review D Repetitive Fee ~ Repeats o Other Cl Hourly EsGil Fee .. PLAN CHECK NO.: 16-2195 DATE: JUNE 16, 2016 Reg. VALUE ($) Mod. 483,818 $1,989.261 $1,293.021 o Structural Only $1,113.991 Comments: Jn-·aqditibfljO t~e -~~_oy~~ie.,:.~o~a~.~Jtjgn~Tf~~:Qrt§§)~.~~µe _(l_~hbu{@$~6(hrii~~ lMfGak.{re~ri review. Sheet 1 of 1 macvalue.doc + C, . Gityof Carlsbad PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faradc:1y Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 08/02/2016 PROJECT NAME: BOWLING RESIDENCE PROJECT ID:CB162195 APN: 1561424800 PLAN CHECK NO: 2 SET#: 2 ADDRESS: 2792 JAMES DR VALUATION: $483,818 SCOPE OF WORK: 2974 SF SINGLE FAMILY LOT ,. This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection. Division is required: Yes !Xl No !] 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: ARLENROPER@GMAIL.COM To determine status by one of the divisions listed below, please contact 760-602-2719. ~ LAND DEVELOPMENT I (;(lill~ ~ 76().602-,2750 ~ " ,.,, ' ~-~--' . ...,.,,__ ' ·~~--' . . ' -"'"""""" .... _.,,,_,_., ___ ---~-~ r-·~1 Chris Sexton D Chris Glassen r----Greg Ryan 760-602-4624 760-602-2784 L-_! 760-602-4663 Chris.Sexton@carlsbadca.gov ·Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros 7 Cindy Wong L_ 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D [Z] ValRay Nelson D Dominic Fieri 760-602-27 41 760-602-4664 ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: **"' PLACEMENT OF IRON GATES Will ,'VEED TO BE RELOCATED OUT OF TlfE EASEMENTA,"t'D WITN AT LEAST Oh'£ CAR LENGT/1 BETWEEN Th'£ GATES Ah'D Th'£ PUBlfC RfGNT OF WAY , BOWLING R~SIDENCE PLAN CHECK NO# 2 ,, Please Read Instructions: l .... ' Outstanding issues are marked .!-Yl!h i_Xl • Items that conform to permit requirements are marked with i { l or have intentionally been left blank. SHO~ jA8£MENTS DWG494-3A 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. D D North arrow D D Existing & proposed structures D D Existing street improvements D D Property lines (show all dimensions) D m Easements CJ D Right-of-way width & adjacent streets Show on site plan: Show: D D Driveway widths D D Existing or proposed sewer lateral D D Existing or proposed water service D [Z] Submit on signed approved pl~ns: DWG No. DWG 494-3A D D Drainage patterns and proposed site elevations. Show all high points. D D Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. D DADD THE FOLLOWING NOTE: "Finish grade will provide a minimum.positive drainage of2% to swale 5' away from building". D D Existing & proposed slopes and topography D Osize, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. · D D Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: D W Site address D m Assessor's parcel number D D Legal description/lot number CJ D For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. D D Show all existing use of SF and new proposed use of SF. Example:•. Tenant improvement for 3500 SF of warehouse to 3500 SF of office. LoUMap No.: LOT 2 MAP 14517 Subdivisionrrract: CT 98-16 Reference No(s): E-36 Page 2 of 6 REV 6/01/12 BOWLING RESIDENCE PLAN CHECK NO#. 2 N/A DWG494-3A 2. DISCRETIONARY APPROVAL COMPLIANCE CJ D Project does not comply with the following engineering conditions of approval for proje~t no.: 3. DEDICATION REQUIREMENTS D D Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24 000 00 , pursuant to Carlsbad Municipal Code Section 18.40.030. CJ CJ Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS D D All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. D D Public improvements required as follows: D D Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. D D Future public improvements required as follows: . Page 3 of6 REVS/01/12 •), BOWLING RESIDENCE PLAN CHECK NO# 2 5. GRADING PERMIT REQUIREMENTS GR 16-21 NEED PAD CERTIFICATION The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. D Olnadequatei information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" D [lJ Grading Permit required. NOTE: The grading pern:iit must be issued and rough grading approval obtained prior to issuance of a building permit. [X] D Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. D D No grading permit required. D D Minor Grading Permit required. See additional comments for project-specific requirements. 6. MISCELLANEOUS PERMITS E-36 [XJ ORIGHT-0F-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent t<;> the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. D D Right-of-way permit required for: *ANY WORK BEING DONE WITHIN THE PUBLIC RIGHT OF WAY* Page 4 of 6 REV 6/01/12 ' BOWLING RESIDENCE PLAN CHECK NO# 2 SW 16-247 E-36 7. STORM WATER Construction Compliance D D Project Threat Assessment Form complete. D D Enclosed Project Threat Assessment Form incomplete. D D Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW ) D D Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance · D D Storm Water Standards Questionnaire. D D Project is subject to Standard Storm Water Requirements: See.city Standard Urban Storm Water Management Plan (SUSMP) for reference. ' D D Indicate areas of impervious surfaces (patios.walkway, etc. ) and pervious areas (landscaping). D D Project needs to incorporate low impact development strategies throughout in one or more of the following ways: D Rainwater harvesting (rain barrels or cistern) D Vegetated Roof D Bio-retentions cell/rain garden D Pervious pavement/pavers D Flow-through planter/vegetat~d or rock drip line D Vegetated swales or rock infiltration swales 0 Downspouts disconnect and discharge over landscape D Other: Page 5 of6 REV 6/01/12 BOWLING RESIDENCE PLAN CHECK NO# 2 8. WATER METER REVIEW Domestic (potable) Use D D What size meter is required? D I FYI I Where a residential unit is· required to have an automatic fire e~inguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity char.ge will be based on the size of the meter necessary to meet the water use requirements. -D !FYI I For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be¾". 9. FEES [X]C] ·Do DD DD Required fees have been entered in building permit. Drainage fee applicable · Added square feet Added square footage in last two years? Dyes D no Permit No. Permit No. Project built after 1980 Dyes D no Impervious surface > 50% Dyes D no Impact unconstructed facility Dyes D no Fire sprinklers required Dyes D no (is addition over 150' from center line) · Upgrade D yes Ono • No fees required 10. ADDITIONAL COMMENTS .... Attachments: [~] EnglneerlngAppllcatlon [7 Storm Water Form IJ Right-of-Way Application/Info. I. -I Reference Documents E-36 Page 6 of6 REVG/01/12 *** Fee Calculation Worksheet *** ENGINEERlNG DIVISION Prepared b·y:vALRAY NELSON Address: 2792 JAMES DR Date: 08/02/2016 GEO DATA: LFMZ: / B&T: Fees Update by: Date: Fees Update by: Bldg. Permit#: CB162195 Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFR Sq.Ft/Units Types of Use: Sq.Ft/Units Types of Use: Types of Use: Sq.Ft.JU nits Sq.Ft/Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFR Sq.Ft/Units Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft/Units Sq.Ft/Units Sq.Ft/Units EDU's: EDU's: EDU's: EDU's: ADT's: ADT's: ADT's: ADT's: Within CFO: DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) lZI NO 1. PARK-IN-LIEU FEE:IZ!NW QUADRANT ONE QUADRANT OSE QUADRANT OW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ FM 98-16 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: I X FEE/ADT: I =$ 3150 3. BRIDGE & THOROUGHFARE FEE: ODIST.#1 ODIST.#2 ODIST.#3 (USE SANDAG)ADT'S/UNITS I X FEE/ADT: I=$ N/A 4. FACILITIES MANAGEMENT FEE ZONE: 1 ADT'S/UNITS: I X FEE/SQ.FT./UNIT: I =$ N/A 5. SEWER FEE EDU's 1 IX FEE/EDU: 881 I =$ 881 BENEFIT AREA: 1x ,FEE/EDU: EDU's 6. DRAINAGE FEES: PLDA: OHIGH FEE/AC: I=$ N/A 0MEDIUM 0LOW ACRES: 1x I=$ FM 98-16 7. POTABLE WATER FEES: PAID UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL PAID WM16-i ***This may not represent a comprehensive list off ees due for this project. Please contact the Building division at (760) 602-2719 for a complete listing of fees*** CITY OF CARLSBAD GRADING INSPECTION CHf:CKLIST FOR PARTIAL SITE RELEASE RECEIVED CITY OF CARLSBAD AUG -9 2027 PROJECT INSPECTOR: _____ JO~E ...... M ____ c _____ M----'AH""""O----N_,___ _______ DATE:. CMlfl'atffllfSION PROJECT ID 2792 JAMES DR. PD 16-12 GRADING 'PERMIT NO. GR160021 LOTS REQUESTED FOR RELEASE: N/A ONE LOT ONLY ON THIS PERMIT NIA = NOT APPLICABLE ~ = COMPLETE 1 O = lncom lete or unacceptable 1st 2nd. 1-----+-----1 N/A 1--~--+-----1 N/A l-----'"----+-----1 ,_.....__...,_ _ _, 1. Site access to requested lots adequate and logically grouped. 2. Site erosion control measures adequate including basins and lined ditches installed. 3. Overall site adequate for health, safety and welfare of public. 4. 5. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 8½" x 11" site plan (attachment) showing requested lots subm_itted. 6. Compaction report from soils engineer submitted. 7. EOW certification of work done with finish pad elevations of specific lots to be released. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. 1 Fully functional fire hydrants within 350 feet of building combusti~les and an all weather roads access to site is required. 10. Retaining walls installed. · 11. Adequate progress on installation of slope irrigation and landscape. 12. Minimum 20' wide all weather road. 13. Sewer installed and available for use. IN DRIVE WAY D D Partial release of grading for the above stated lots is approved for the purpo~e of building permit issuance. Issuance of building permits is still. subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: Date Partial Site Rel Checklist-UPDATED 11/2015 j I. t ! I l i i I l f I E ' f f I I ! .l, I i i I i I I I I Ca of Carlsbad PLAN CHECK REVIEW TRANSMITTAL DATE: 06/09/2016 PROJECT NAME: BOWLING RESIDENCE PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2792 JAMES DR Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID:CB162195 APN: 1561424800 VALUATION: $483,818 , SCOPE OF WORK: 2974 SF SINGLE FAMILY LOT D This plan_ check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes l~ No [] This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Piease resubmit amended plans as required. Plan Check Comments have been sent to: ARLENROPER@GMAIL.COM To determine status by one of the divisions listed below, please contact 760-602-2719. r,..] Chris Sexton L 760-602-4624 Chris.Sexton@carlsbadca.gov Chris Glassen 760-602-2784 Christopher.Glassen~carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D D Linda Ontiveros 760-602-2773 -Linda;0ntiveros@carl~badca.gov ValRay Nelson 760-602-27 41 ValRay.Marshall@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: *** PLACEMENT OF IRON GATES WILL NEED TO BE RELOCATED OUT OF THE EASEMENT AND WITH AT LEAST ONE CAR LENGTH BETWEEN THE GATES AND THE PUBLIC RIGHT OF WAY BOWLIN~ RESIDENCE PLAN CHECK NO# 1 Please Read Instructions: Outstanding iss1Jes are marked with [X! . Items that conform to permit requirements are marked with 0 or have intentionally been left blank. SLIP SHEET CITY SIGNED 'APPROVED SHOW EASEMENTS DWG494-3A 1. SITE PLAN Provide a fµlly dimensioned site plan drawn to scale. Show: D D D D [Kl D D North arrow CJ Existing & proposed structures c::J Existing street improvements D Property lihes (show all dimensions) 0Easements D Right-of-way width & adjacent streets Show on site plan: D D D .[XI D Driveway widths D Existing or proposed sewer lateral D Existing or proposed water service D Submit on signed approved plans: DWG No. DWG 494-3A D D Drainage patterns and proposed site elevations. Show all high points. D · CJ Building pad surface dr-ainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. D LJADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". D D Existing & proposed slopes and topqgraphy D LJSize, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. CJ D Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: D W Site address D m Assessor's parcel number · CJ D Legal description/lot number D D For commercial/industrial buildings and tenant improvement projects, include: total building squar~ footage with the square footage for each different use, existing sewer permits st:iowing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. D D Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: LOT 2 MAP 14517 Subdivision/Tract: tr 98-16 Reference No(s): E-36 Page 2 of 6 REV 6/01/12 BOWLING RESIDENCE PLAN CHECK NO# 1 N/A DWG 494-,3A E-36 2. DISCRETIONARY APPROVAL COMPLIANCE [:J D Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS D D Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24 000,00 , pursuant to Carlsbad Municipal Code Section 18.40.030. D D Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS I . D DAIi needed public improvements upon and adjacent to the building site must be constructed -at time of building construction whenever the value of the construction exceeds $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. D D Public improvements required as follows: D D Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit~ recent.property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agre~ment. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. · D D Future public improvements required as follows: Page 3 of-6 REV6/01/12 BOWLING RESIDENCE PLAN CHECK NO# 1 GR 16-21 E-36 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. D Olnadequate information available on site plan to make a determination on grading · requirements. Include at::curate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must .be included on the plans. If no grading is proposed write: "NO GRADING" [ZJ D Grading Permit required. NOTE: . The. grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. [X} D Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. D D No grading permit required. D D Minor Grading Permit required. See additionc;1I comments for project-specific requirements. 6. MISCELLANEOUS PERMITS [X] ORIGHT-0F-WAY PERMIT is requlred to do work in city right-of-way and/or private work adjacent to the public right-of-way .. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. D O Right-of-way permit required for: *ANY WORK BEING DONE WITHIN THE PUBLIC RIGHT OF WAY* Page 4 ofS REV 6/01/12 BOWLING RESIDENCE PLAN CHECK NO# 1 SW 16-247 E-36 7. STORM WATER Construction Compliance D CJ Project Threat Assessment Form complete. D · CJ Enclosed Project Threat Assessment Form incomplete. D D Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW ) D CJ Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance D D Storm Water Standards Questionnaire. D D Project is subject to Standard Storm Water Requirements. See city Standard Urban ' Storm Water Management Plan (SUSMP) for reference. D D Indicate areas of impervious surfaces (patios.walkway, etc. ) and pervious areas (landscaping). D D Project needs to incorporate low impact development strategies throughout in one or more of the following ways: D Rainwater harvesting (rain barrels or cistern) D Vegetated Roof D Bio-retentions cell/raih garden · D Pervious pavement/p~vers D Flow-through planter/vegetated or rock drip line D Vegetated swales or rock infiltration swales D Downspouts disconnect and discharge over landscape D Other: Page 5 of 6 REV 6/01/12 BOWLING RESIDENCE PLAN CHECK NO# 1 8. WATER METER REVIEW INDICATED WHAT SIZE METER WILL BE REQUIRED Domestic (potable) Use 00 D What size meter is required? CJ I FXI I Where a residential unit is required to have an automatic fire exting1,1ishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. D !FYI I For residential units the minimum size meter shall be 5/8", except where the residential unit is .larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be¾". 9. FEES 000 DD Required fees have been entered in_ building permit. Drainage fee applicable. Added ss:iuare feet Added square footage in last two years? Dyes D no Permit No. Permit Na.. Project built after 1980 Dyes D no Impervious surface > 50% Dyes D no Impact unconstructed facility Dyes D no DD Fire sprinklers required Dyes D no (ls addition over 150' from center line) Upgrade Dyes Ono oo· No fees required 10. ADDITIONAL COMMENTS Attachments: CJ EnglneerlngAppllcatlon [_1 Storm Water Form LJ Right-of-Way Application/Info. [7 Reference Documents E-36 Page6 of 6 REV 6/01/12 ' ' *** Fee Calculation Worksheet*** ENGINEERING DIVI.SION Prepared by: Date: GEO DATA: LFMZ: / B& T: Address: Bldg. Permit#: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units Types of Use: Types of Use: Types of Use: Sq.Ft.JU nits Sq.Ft./Units . Sq.Ft./Units . ADT CALCULATIONS: List types and sq1,1are footages for all uses. Types of Use: Sq.Ft./Units Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq:Ft./Units Sq.Ft./Units Sq.Ft./Units EDU's: EDU's: EDU's: EDU's: ADT's: ADT's: ADT's: ADT's: Within CFD;OYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) [Z] NO 1. PARK-IN-LIEU FEE:0NW QUADRANT ONE QUADRANT 0SE QUADRANT OW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: I X FEE/ADT: I=$ 3'. BRIDGE & THOROUGHFARE FEE: ODIST.#1 ODIST.#2 DDIST.#3 (USE SANDAG)ADT'S/UNITS I X FEE/ADT: I=$ 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: I X FEE/SQ.FT./UNIT: I=$ 5. SEWER FEE EDU's IX FEE/EDU: I=$ BENEFIT AREA: , FEE/EDU: ~DU's 6. DAAINAGE FEES: 1x PLDA: OHIGH FEE/AC: I=$ 0MEDIUM 0LOW ACRES: 7. POTABLE WATER FEES: UNITS CODE 1x I=$ CONN. FEE METER FEE SDCWA FEE ***This may not represent a comprehensive list of fees due for this project. TOTAL Please contact the Building division at (760) 602·2719 for a complete listing of fees*** , I STORM WATER.COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB /p4/lf SW/.k12-~ STORM WATER POLLUTION PREVENTION NOTES BEST MANAGEMENT PRACTICES (BMP) SE~ECTION TABLE 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE iWAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT { 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. !l 0 ::,; Best Management Practice* -'<I (BMP) Description ~ ., ., ~ ~ ~ CASQA Designation ~ .... I Construction Activity fil !,rodin<1/Soll Disturbance rrrenching/Excovotion \I' Stbckoilina Drillina/Borlna 1/Concrete/Asoholt .Sawcutting V Concrete Flotwork P.ovina lf:onduit/Pioe Installation V .!!.ucco/Mortor Work . J Waste Disoosal '..Staqlna /l av Down Area linuioment Maintenance and FuelinQ , :Hll,ardous Substance Use/Storaqe iOewatering V Site Access Across . Dirt Other (list): Erosion Control BMPs ,-g ~ "' a. c, "o 0 :c ., .. ., ,= u ""' ~ ., '3 .,,., u ii :::E Cc, ~ "O 0 ., . § :e-~ 0 g. "O -i ce 'U) .,i WO in 00 a> ,; I I ' hl i)tl fil IX ·v V Sediment Control BMPs Tracking Control BMPs C ~ -0 ~ C u 0 E ~ .5 .5 "' L ., .E. .!!:?· :s ~ 18 ] a, a. t: ., 0 .5 (.)~ E ., "' ""' a, eg 0 'is 0 ~.5 'g~ ]f C a, c> 0:.::, "' 1,~ C ~Jg ~ 1 ,g ~i kl :g ~ ·18 .. eU Jj 0 ~ in~ ind: V) C (/)"' ... IO '° .... ; 0 ~ ~ ~ ~ I· 'T l/ ' !Jj, 1b! f!=j f!= ... , v V iY I' " Non.Storm Water Waste Management and Materials Management BMPs Pollution Co.ntrol BMPs C -0 -:;, C "O, C "' 0 E ., '"0 C "' C E C ~ 0 .2 'E .e-., 0 {! 1 ~ ~ ~ ~ "' -~ o· -~ 0 !l C "O ~ gi. 0 ] 25 =-=-iL,, "O ., ~ C ::, ::,; .,Iii §g 0"' .!! 1l E jsE ~~ E-t;n+l ., ~-~ :g 8. i ci. ,., .. -0 ., ·i ~ :c ~ a. _g "' L 0, .e~ :2 g oO _ ... ~ i:=c NC :i&: ~o ~ 8'.8 "-a.o oo O·O a. :>;Cl) ::,; C/lU Cl):>; :C::>i ,,, .... 00 ' N 't")' ... IO '° ;i; I I J, I I I I I (/) (/) ii i i ii i ii z z z z ,. • ~ v I V V V j I • f>4_ \ I -I .. . ,'V I r ., , ,.., " I V V IV Ir ..., / J/ Instructions: . 1. Check the box to the left of all applicable construction activity (first colu.mn) expected to occur durin·g construction. 2. "Located along the top of the BMP Tobie is a list of BMP's with lt'.s corresponding California Stormwater. Quality Association {CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for informatiqn and details of the ch~sen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBiUZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT All TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES ~ UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED B BY THE CITY OF CARLSBAD , JY'.,,t-v._A l) ,/{)B //...(' ~ f?tlp-(.,? I OWNERS 4,(lz/1,t, E-29 SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field inspection- Page 1 of 1 PROJECT INFOR~TION Site Address:t,;7 Z. q7/,wl!ii:., /)fZ. Assessor's Parcel Number/S&-/L./l.-4 8 Emergency. Contact: u ~ r:J. _ / ) ~ Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM '8-J.OW - {! ~'ii ,.e? ~ E"' uo ·:s 6 U::>i 00 I i ~ ,v f .J ., ,., 't~/3> REV 02/16 \ -BMP's are subje~t to field inspection-\ • I <' XX O )(X XX XX ;.':;,.',.~]f!'N~,\ \ -----j ~ SCALE: l sax)NDDWEil.lJIC :\ Ul8T PA/IIONG Q~~ PROPEHfY LJNE SILT Ff.NCE FIBER ROLL PRESERVAITON OF EXISITNG INLET PROTECITON GRAVEL B<!G 8ERM/B<IRRIER DIRECITON/COURSE OF FLOW HYDRAUUC MULCH/HYDROSEED STA8/UZED CONSTRUCITON ENTRANCE MATERIALS DELJVERY ANO STORAGE AREA TEMPORARY TRASH/SOUD WASTE HAZARDOUS AND CONCRETE WASTE MANAGEMENT SANITA!iY WASTE (PORTABLE TOILET) 711 LEGEND •DWG.NO. SYMBOL N45'45'45"W SE-1 -0---0-- SE-5 -X-X-X-X- EC-2 I Z Z 2 2 7 Z 2 2 I SE-10 ~ SE-6 CX::X:::X:::X:: -- EC-1.EC-4 ™ TR-I ffllll~ll~ffl lt?H I WM-I I WM-5 I WM-5 I WM-6, WM-8 I :=~ I WM-9 I WM-91 •STAND,4RD DRAWINGS (SE-5, WM-5, ETC.} cAN BE FOUND AT THE CALIFORNIA STORMWATER Ql.blLJTY ASSOC/AITON (CASQA) WEBSITE: http:/ ,f www.cabmphandbooks.com/ .9_UANTITY ., ___________________________________________ _ _ (Cttyof Qrrlsbad DETERMINATION OF PROJECT'S SWPPP TIERLEVELANDCONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying f9r: D 9rac;f ing ~ermit A7suilding Pe.rmit D Right-of-way permit D Other Project Na~~~-06'~ Address:2, _ . . · Project ID: __.·--.-=-r--DWG #/CB# ___ .,..,,.., __ _ APN/$:l<t.2, ..... 'ff Disturbed Area: _ __._i-+-y ___ Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and cjrcle the corresponding SWPPP Tier Level, then go to section 2) · Tier L: :' Exem12t -No Threat Project Assessment Criteria My project is in a· category of permit types exempt from City Construction SWPPP requirements. Provided · no $ignificant grading proposed, pursuant to Table1, section 3.2.2 of Storm Water Standards, the following __ permits are exempt from SWPPP requirements: Exempt - }> Electrical· >-Patio }> , Mobile Home }> Plumbin~ }> Spa (Factory-Made) }> Fire Sprinkler }> Mechanical }> Re-Roofing }> Sign }> Roof-Mounted Solar Array Tier 3-Significant Threat Assessment Criteria..,.. (See Construction General Permit (CGP) Section I.B)* D My project includes construction or demolitio,n activity that results in a land disturbance of equal to or greater than one acre including but not limited to clear-ing, grading; grubbing or excavation; or, D My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface or, D My Project is associated with construction activity related to residential, commercial, or industrial Tier3 development on lands currently used for agriculture; or D My project is associated with construction activity associated with Linear Underground/overhead Projects (LUP) including but not limite.d to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, ca~les, wires, connectors, switching, regulating and transforming equipment and associated ancillawfacilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal,· trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. D Other per CGP Tier 2-Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: D Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, D Project will result in 2,500 square feet 6r more of soils disturban~e including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Tier2 • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is ·Iocated on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through Apr. 30). TiA"" 1-Low Threat Assessment Criteria ~ My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt · permit type per above and the project meets one or more of the following criteria: Tier 1 .. results in some soil disturbance; and/or • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpii'ing) ,--* Items listed are excerpt from CGP. CGP governs criteria for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissµance·thereof. E-32 Page 1 of2 Rev. 2/16/16 SWPPP Section 2: iDetermination of Project's Construction Threat Level Tier (Check applicable criteria under the Tier Level as determined in section 1, circle Construction Level the corresponding Construction Threat Level, then complete the Threat Level signature block below) Exempt -Not Applicable -Exempt Tier 3 -High Construction Threat Assessment Criteria: Mt Project meets one or more of the' following: CJ Project site is 50 acr~s or more and grading will occur during the rainy season CJ Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High CJ Soil at site is moderately to highly erosive (defined as having a predominance of soils Tier3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) CJ Site slope is 5 to 1 or steeper . ----. CJ Construction is initiated during the rainy season or will extend into the rainy season (Oct. ---·1 :. April 30). . - CJ Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 -Medium Construction Threat Assessment Criteria Medium CJ All projects not meetimg Tier 3 High Construction Threat Assessment Criteria Tier 2 -High Construction Threat Assessment Criteria: Mt Ptoject meets one or more of the following: CJ Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA CJ Soil at site is moderately to highly erosive (defined as having a predominance of soils High Tier2 with USDA-NRCS Erosion factors kr greater than or equal to 0.4) CJ Site slope is 5 to 1 or steeper CJ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1-Apr. 30). CJ Owner/contractor received a Storm Water Notice of Violation within past two years CJ Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 -Medium Construction Threat Assessment Criteria Medium CJ My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 -Medium Construction Threat Assessment Criteria: Mt Project meets one or more of the following: · CJ Owner/contractor received a Storm Water Notice of Violation within past two years Medium Tier 1 ... Q_ Site result~ in 5Q0_sq. ft. or more 9f soil. di§,turl;>JtnQ~ _ _ ____ CJ Constructioi:, will be initiated during the rainy season or will extend into the rainy season (Oct.1-April 30) Tier 1 -Low Construction Threat Assessment Criteria Low CJ My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and cqrrect. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Owner/0wner's Authorized Agent Name: /5 /;$t1(_ i:>6rl.-> r • 6G--....,u/" vL Tit!>:::,~ S-1 ,,o,.,, rC"( $6"<!.. - Page 2 of 2 City Concurrence: Yes No (For City Use Only) By: Date: Project ID: Rev. 2/16/16 l'' ~-- «~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.1mv DATE: 7/22/2016 PROJECT NAME: SINGLE FAMILY RESIDENCE PROJECT ID: PLAN CHECK NO: CB162195 SET#: 2 ADDRESS: 2792 JAMES DR APN: ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Veronica Morones A Final Inspection by the Planning Division is required D Yes [gl 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. D 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: arlenroper@gmail.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: " .. . ~ ,. . ,. . .,, ' --. ·PLANNIN-G ENGINEERING -· '· · FIRE PREVENTION . · . ' .-· ,,. .·' " ' 7£?()-602-4610 760-6O2~27SO veo-eo;;Mes,s -• . ' ... ,,._ ·--.. .. , . . ~ D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ~ Veronica Morones D Linda Ontiveros D Dominic Fieri 760-602-4619 · 760-602-2773 760-602-4664 Veronica.Morones@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: -PENDING APPROVAL OF GRADING PERMIT D'NG 494 3A;DWG 494-3A approved; LOW WALL DENOTED IN FRONT OF HOME, BUT IS OUTSIDE FYSB REQ; HERB P-28 Page 1 of4 07/11 '' > ~ W CITY OF PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov CARLSBAD REVIEW#: 1 2 3 P-28 GARDEN SHOWN IS UNDER 5OOSF; INTERIOR FIREPLACE INTRUDES SYSB BY 1.5'. INLIEU FEE AND DISTURBED HMP FEES ASSESSED UNDER CB162195. Plan Check No. CB162195 Address 2792 JAMES DR Date 7/22/2016 Review# 2 Planner Veronica Morones Phone {760) 602-4619 APN: Type of Project & Use: SINGLE FAMILY RESIDENCE Net Project Density: DU/AC Zoning: R-1 General Plan: R-4 Facilities Management Zone: 1 CFD (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: ·!XI· Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES O NO O TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Actien Required: APPROVAL/RESO. NO. __ · DATE PROJECT NO. OTHER RELATED CASES: YES O NO~ TYPE __ Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES O NO 181 CA Coastal Commis~ion Authority? YES D NO 181 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): N/A H.abitat Management Plan ...,. FEE ASSESSED $904.80 Data Entry Completed? YES ~ NO O . If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habit~t Type impacted/taken, UPDATE!) lnclusion..,.ry Hous,ng Fee required~ Fl;E ASSES$EO $45·15.00 YES~ NOD (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Page 2 of4 07/11 ~ «i~ W CITY OF PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov CARLSBAD Site Plan: l8l l8l D P-28 Data Entry Completed? YES l8J NO 0 (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) Housing Tracking Form (form P-20) completed: YES D NO D N/A l8l Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Gu_idelines 1. Applicability: YES O NO l8l 2. Project complies:· YES D NOD Zoning: 1. Setbacks: R-1 Front: Interior Side: Street Side: Rear: Top of slope: Required 20' Shown 20' Required 7'6" Shown 7'6" Required __ Shown __ Required .1.[ Shown 15'1" Required ___ Shown __ 2. Accessory structure setbacks: Front: Required __ Shown __ Interior Side: Required __ Shown __ Street Side: Required __ Shown __ Rear: Required __ Shown_·_ Structure separation: Required __ Shown __ 3. Lot Coverage: Required 40% MAX Shown 33% 4. Height: Required 30' MAX@>3:12 Shown 21'11"@5.5:12 5. Parking: Spaces Required 2-CAR GARAGE + 1 FOR PAN HANDLE Shown 2- CAR GARAGE (22'X32') AND 1 EXTERIOR (NOT IN FYSB) (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces 6. Floor Area Ratio: Required __ Shown __ Required __ Shown·_._ Page 3 of4 07/11 «f~ W CITY OF PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610. www.carlsbadca.eov CARLSBAD D~D Additional Comments: 1. PLEASE PROVIDE DETAILS FOR THE OUTDOOR FIREPLACE SHOWN ON PLANS. 2. PLEASE SHOW HEIGHT OF FOUNTAIN SHO\A.'N IN SYSB, NTE &' . 3. PLEASE SPECIFY 'l!HAT THE 4' SETBACK IS IN REGARDS TO SHOWN ON SHT A1 .1 IN THE FRONT YARD (FLATWORK, ETC) OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER V.Morones DATE 7/22/2016 P-28 Page 4 of4 07/11 ~ «-~~ ¥ t'JTY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue {760) 602-4610 www.carlsbadca.1mv DATE: 6/9/2016 PROJECT NAME: SINGLE FAMILY RESIDENCE PROJECT ID: PLAN CHECK NO: CB162195 SET#: 1 ADDRESS: 2792 JAMES DR APN: D This plan check review is complete and has been APPROVED by the Planning Division. By: Veronica Morones A Final Inspection by the Planning Division is required D Yes , ~ No You may also have correcti.ons 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. [gl 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: arlenroper@gmail.com For questions or clarifications on the attached checklist please cont_act the following reviewer as marked: -... -· .. -·--" . ---. ~ ' Pl.ANNING EN'GINESRIN.G ' :FIR;E:PREY.ENT.i.O.N · w~ 760-602-4610 ' 760-602~4(;,65 . 76()..602-2750· ., " " . .. . .. .. .. ..... ... .,, .. ~.-'' .. , _ _, .. -.. ' , . ,., , . ~ -· ·-. -. , ' . D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.~ov Christogher.Glassen@carlsbadca.gov Grego[Y.Ry:an@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-27 41 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay:.Marshall@carlsbadca.gov Cy:nthia.Wong@carlsbadca.gov ~ Veronica Morones D Linda Ontiveros D Dominic Fieri 760-602-4619 760-602-2773 760-602-4664 Veronica.Morones@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov · Remarks: -,PENDING APPROVAL ·Qi= GRAOiNG P~RMt:r bW<i494:.3A; LOW WALL DENOTED IN FRONT OF HOME, BUT IS OUTSIDE FYs·s REQ; HER.B GARDEN SHOWN IS P-28 Page 1 of4 07/11 ' p ~/ «~ ~ CITY OF PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www .carlsbadca.1mv CARLSBAD REVIEW#: 1 2 3 IX! D D IX! D D IX! DD [gl DD IX! D D P-28 UNDER SOOSF; INTERIOR FIREPLACE INTRUDES SYSB BY 1.5'. INLIEU FEE AND DISTURBED HMP FEES ASSESSED UNDER CB162195. Plan Check No. CB162195 Address 2792 JAMES DR Date 6/9/2016 Review# 1 Planner Veronica Morones Phone (760) 602-4619 APN: Type of Project & Use: SINGLE FAMILY RESIDENCE Net Project Density: DU/AC Zoning: R-1 General Plan: R-4 Facilities Management Zone: 1 CFD (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential' development: Type of land use created by this permit: __ ) Legend: [g] Item Complete D Item .lncpm_plete -Needs your action Environmental Review Required: YES D NO D TYPE DATE OF COMPLETION: Compliance with cor:1ditions of approval? If not, state conditions which require action. Conditions of Approval: · Discretionary Action Required: YES D NO IX! TYPE __ APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ Coastal Zone Asse$sment/Compliance Project site located in Coastal Zone? YES O NO .IX!. CA Coastal Commission Authority? YES D NO .IX!. 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): N/A Habitat Management Plan -J;E~ A$$ESSED $'904.80 Data Entry Completed? YES IX! NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken; UPDATE!) lnclusion~ry Housin_g Fee required: FE!;: ASSESSED $4515;00 YES IX! NOD (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Page 2 of4 07/11 «'~ ~ CITY OF PLANNING DIVISION BUILDI.NG PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov CARLSBAD ~DD Site Plan: ~DD lg] DD ~DD ~DD ~DD !81 D D· ~DD ~DD ~DD P-28 Data Entry Completed? YES ~ NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Housing Tracking Form (form P-20) completed: YES D NO D N/A ~ Provide a fully dimensional $ite plan drawn to scale. Show: North arrow, property li'nes, easements, existing and proposed structures, streets, existing street improvements,. right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO ~ 2. Project complies: YES D NOD Zoning: 1. Setbacks: R-1 Front: Interior Side: Street Side: Rear: Top of slope: Required 20' Shown 20' Required 7'6" Shown 7'6" Required __ Shown __ Required 1[ Shown 15'1" Required_-_Shown __ 2. Accessory structure setbacks: Front: Required __ Shown __ _ Interior Side: Required _· ._ Shown __ Street Side: Required __ Shown __ Rear: Required_· _ Shown __ Structure separation: Required __ Shown_·_-_ 3. Lot Coverage: Required 40% MAX Shown 33% 4. Height: Required 30' MAX@ >3:12 Shown 21'11"@ 5.5:12 5. Parking: Spaces Required 2-CAR GARAGE+ 1 FOR PAN HANDLE Shown 2- CAR GARAGE (22'X32') AND 1 EXTERIOR {NOT IN FYSB) (breakdown by uses for commercial arid industrial projects required) Residential Guest Spaces Required ___ Shown __ 6. Floor Area Ratio: Req1,1ired __ Shown __ Page 3 of4 07/11 ~ «~~ W CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 ODO Additional -Comments: Development Services Planning Division 1635 Faraday Avenue (760) 602~4610 · www.carlsbadca.eov ~: ·~t~::~ :~g~~~~E::~::i~N~lTNo~:g~i~:~~~B~~~~ ~~OWN O.N PLANS. 3. PLEASE SPECIFY WHAT tHE 4' SETBACK.I$ IN REGARDS TO-SHOWN ON SHT A.1.1 IN THE FRONT YARD (FLATWORK; ETC) OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 4 of4 07/11 City o·f Carlsbad Valuation Worksheet Building Division Permit No: [----"--·---~.. '""'--"·---. '" -··----~ -7· ;,,~L. .. ~ > · -·~ .'A .. !!!! ', , . ~> -·_, -~tstorrarcef~. , -· .. -~---_-, ._. ~'.';_, -: :: 5>;s,i::. ,) :~>~•:d 1:., ""'"\ _ t~QtWQtfi -•· ,, --.• ~,-' Muttip1fer : : .{ :':.~,> ,; -v,M.ti~~-.. , ,: '•,,,' '~ ' '" ,, ,1','-.' '''):" __ SFD and Duplexes 2,974 $139.52 $414,932.48 Residential Additions $166.81 $0.00 Remodels / Lofts $45.78 $0.00 Apartments & Multi-family $124.35 $0.00 Garages/Sunrooms/Solariums 949 $36.40 $34,543.60 Patio/Porell 255 $12.13 $3,093.15 ~nclosed Patjo $19.71 $0.00 Decks/Balcqnies/Stairs $19.71 $0.00 Retaining Walls, concrete,masonry $24.26 $0.00 ,, Pools/Spas-Gunite $51.56 $0.00 Tl/Stores, Offices $45.78 $0.00 Tl/Medical, restaurant, H occupanc;:i~s $63.70 $0.00 Photovoltaic Systems/# of panels $400.00 $0.00 $0.00 $0.00 -$0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 3,923 $3.94 $15,456.62 Air Conditioning -commercial $6.37 $0.00 Air Conc;litionirig -residential 2,974 $5.31 $15,791.94 Fireplace/ concrete, masonry $4,883.11 $0.00 Fireplace/ prefabricated Metal $3,319.61 $0.00 $0.00 $0.00 TOTAL $483,817.79 Valuation: $483,818 CFO· Comm/Res (C/R): R la· Yes (PFF=l.82%) ltf No (PFF = 3.5%) Building Fee $1,989.26 Land Use: Plan Check Fee $1,392.48 Density: Strong Motion Fee $48.00 Improve. Area: Green Bldg. Stand. Fee $16.00 Fiscal Year: Green Bldg PC Fee $163.00 Annex. Year: Factor: License T~x/PFF $16,933.62 CREDITS License Tax/Pf F (in CFO) $8,805.48 PFF and/or CFD CFO Explanation: 1st hour of Plan CheckFire Expedite Plumbing TBO Mechanical TBO Electrical TBD 4020 30th St. San Diego, CA 92104 Evan Coles, P.E. (858) 376-7734 evan@simplystrongeng.com RECEl\!ED JUN O 7 2016 CITY OF CARLSBAD BUILDING OlViSION STRUCTURAL CALCULATIONS Bowling Residence 2792 James DR, Carlsbad, CA 92006 05/27 /16 : Project # 16-072 DIGITALLY SIGNED Table of Contents Design Criteria & Loads .................................................. 1 Gravity Analysis & Design .............................................. 2-4 Lateral Analysis & Design .............................................. 5-12 Foundation Analysis & Design ..................................... 12 Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding: Wood: Soil: Design Loads SIMPLY STRONG E:NGINEERJNG 2012 IBC/2013 CBC -ASCE / SEI 7-10 ACI 318-11 [f c = 2500 psi -No Special Inspection Req. 'd (U.N.O.)] TMS 402-11/ACI 530-11 [Normal Wt.-ASTM C90-fm=1500 psi-Spec. Insp. Req.'d] ASTM C270 [f c = 1800 psi Type S] ASTM C476 [f c = 2000 psi] ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller/ Fy = 60 ksi For #5 Bars & Larger] AISC 360-10, 14th Edition W Shapes (I Beams): HSS Shapes (Rect.): HSS Shapes (Round): Pipe Shapes: All other steel: ASTM A992, High Strength, Low Alloy, Fy = 50 ksi ASTM A500, Carbon Steel, Fy = 46 ksi ASTM A500, Carbon Steel, Fy = 42 ksi ASTM A53, Grade B, Carbon Steel, Fy = 35 ksi ASTM A36, Fy = 36 ksi A307 / A325-N / A490-N (Single Plate Shear Conn.) E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special Inspection. NDS-12 Geotechnical Report By: Allowable Bearing Pressure = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = Lateral Seismic Pressure = Project#: Date: Coast Geotechnical 1700 psf N/A psf/ft 38 psf/ft 60 psf/ft 0.3 (Table 1806.2) N/A W.O. U-659416 5/23/2016 Page 1 of 12 05/27/16 Roofing 1 psf Roofing 2 Ext. wall psf DL !C'.t;>Ht;re1:e_]l[;_1 .. ___ .. ___ t_o._'O'_l Plywood 1.5 Rafters or Trusses 3.5 Insulation 1.5 Drywall 2.5 Electrical/Mech./Misc. 1.0 Other Total DL LL Residential Total Load 20 20 40 DL I · ;. C, ' .; ' ,~, ' • ; ' ' Plywood Rafters or Trusses Insulation Drywall Electrical/Mech./Misc. Other Total DL LL Residential Total Load DL rstuce0+ 1. :~.,;;;";·; .. ~ ~ % ;.z.~:19..:9:;:g 2x4 Studs @ 16110.c. 1.0 Drywall 2.5 Insulation 1.5 Misc. 1.0 Other Total Load 16 Int. wall psf DL fQ.~hl,~:Y~I~~~~:5:.:.~Lir~; d 2x4 Studs @ 16"o.c. 1.0 Misc. 1.0 Other Total Load 7 Description : ROOF HEADERS SIMPLY STRONG ENGINEERING Page 2 of 12 05/27/16 '1'W9pcf8ea,rn o~~i.prf t RH-1 UNE lt_-.-.,,, _ ___,., ,_,...,,_~·-=--="",--,-=~=~=-~-=-,-,,.,,,,-}: ;'_ ;.:_ __ ~~ ... :~~ .. :~~...:;. _ ",;-,; . -, -, ~ .~, :-.. :_·, . ~ ,--. ~----~~~~:~~-~~'"':~ .. : .. ~:~~' ~€~ICutations~per~NE>S'.201~,11B~~~012,,~ljl~~~Q1~,~ASCE·.7;.10 BEAM Size : 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Fb-Tension Fb-Compr Applied Loads Douglas Fir -Larch Wood Grade : No.2 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 kif!, Trib= 24.0 ft Design Summary Max fb/Fb Ratio = 0.581; 1 fb : Actual : 634.01 psi at 3.000 ft in Span # 1 Fb : Allowable : 1,091.25 psi Load Comb : +D+Lr+H Max fv/FvRatio = 0.291 : 1 1,300.0 ksi 470.0ksi fv : Actual : 61.90 psi at 5.220 ft in Span # 1 Fv: Allowable: 212.50 psi 6.0ft, 6x10 Load Comb : +D+Lr+H Max Deflections Density 31.20 pcf Max Reactions (k) Q J. J.r ~ ':tJ. !; !:I. Downward L+Lr+S 0.028 in Downward Total 0.056 in Left Support 1.47 1.44 Upward L +Lr+S 0.000 in Upward Total 0.000 in Right Support 1.47 1.44 Live Load Defl Ratio 2613 >240 Total Defl Ratio 1291 >180 r"Y~-~d~~ea~~pe~1igh ';. fRH-filNE]f"°" ' . . ' --,..---y~~ ' ' ' • ,, .. ". • " "":=™?:~:') l /.'" ~~,, • :·· <· • ;. / .. -~: • '.• · •• ~ ;. .. :. ,, • . ~ ·-~-~al?.u,l~~~':!_~-~-~.E!'.~,R12,;IBG~O~~;jGQ.C',20131:A~CE;,7:·~-~ BEAM Size : 5.25x11.25, 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 2.0E Fb -Tension 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Fb -Compr 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 kif!, 0.0 ft to 7.0 ft, Trib= 18.0 ft Unif Load: D = 0.020, Lr= 0.020 kif!, 7.0 to 13.250 ft, Trib= 15.0 ft Unif Load: D = 0.010, Lr= 0.010.klft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.522; 1 fb : Actual : 1,868.92 psi at 6.404 ft in Span # 1 Fb : Allowable : 3,582.81 psi Load Comb : +D+Lr+H Max fv/FvRatio = 0.322 : 1 ~ fv : Actual : 116.83 psi at 0.000 ft in Span # 1 Fv : Allowable : 362.50 psi Load Comb : +D+Lr+H Max Deflections 13.250 ft, 5.25x11.25 Density 45.05 pcf Max Reactions (k) Q .!. J.r Q ':tJ. !; H Downward L+Lr+S 0.214 in Downward Total 0.439 in Left Support 2.75 2.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.55 2.43 Live Load Defl Ratio 742 >240 Total Deft Ratio 362 >180 IWo.acFB·e·am'Bes·ign:: tRH-3.(LfNE'm== = '' ™""-'="-Y~= .. mmra .... ......mr== .. ==rbJ l : · r ::· .\ .'-· ::' : : ~-' , ~· · -~~""':--~:; ·. .. •· · ,. -, ·. · . . ~· . . l ·: .. • .. : , , .r~a1cu1atr90~~-,per,t-i1q§,;2qn~ffi~~ ~~1J;E!I~f2'.'(53!~E'fl.J.i12~ 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.2 Fb-Tension Fb-Compr 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi 470.0 ksi Density 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 kif!, Trib= 12.0 ft Point: D = 1.10, Lr= 1.10 k@0.750 ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.384; 1 419.13 psi at 1,092.63 psi +D+Lr+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.390: 1 82.98 psi at 212.50 psi +D+Lr+H Q .!. 1.30 0.67 .!.r 1.28 0.66 0.782 ft in Span# 1 0.000 ft in Span # 1 H Max Deflections Downward L +Lr+S Upward L +Lr+S Live Loa9 Def! Ratio 3.50ft, 6x8 0.007 in Downward Total 0.000 in Upward Total 5686 >240 Total Defl Ratio 31.20 pcf 0.015 in 0.000 in 2820 >180 ~ SI.MP LY STRONG ~ ENGINEE.RING. Page 3 of 12 05/27/16 '-W~gcJ~·a:e:~mQe$is:J'r'.V: ·! RH-4 LINE E) aaao:;;;i,-;,c~ ' ™-"""""··'"-""'--"'"""'""'"M'"""·=--·-!'. ·Jl I .~ : i .: · .. Y •. i , ; ; , :· ' -~~L~~,,, · ·-~.--:.:~~ ~c '. •Qat9~!alj~n~ ,iferINtH~-iq1'.2;~13G-iq,i2j~~c~~~;:-t~~:9~J 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.2 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx Fb -Tension Fb-Compr 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Point: D = 1.0, Lr= 1.0 k@ 4.0 ft Unif Load: D= 0.040->0.10, Lr= 0.040->0.10 k/ft, 0.0 to 6.0 ft Design Summa,y Max fb/Fb Ratio = 0.701-; 1 fb : Actual : 765.46 psi at 4.000 ft in Span # 1 Fb : Allowable : 1,091.80 psi Load Comb : +D+Lr+H Max fv/FvRatio = 0.293 : 1 fv: Actual: 62.34 psi at 5.380 ft in Span# 1 Fv: Allowable: 212.50 psi Load Comb : +D+Lr+H Max Deflections 6.0 ft, 6x8 1,300.0 ksi 470.0ksi Density 31.20 pcf Max Reactions (k) Q !: !d: §. 'fY. !; !:!. Downward L+Lr+S 0.035 in Downward Total 0.071 in Left Support 0.54 0.51 Upward L +Lr+S 0.000 in Upward Total 0.000 in RightSupport 0.93 0.91 Live Load Defl Ratio 2065 >240 Total Defl Ratio 1017 >180 1w~~-<f-,a~artj. a~§l.Qi:f;:. RH-s (LINE G) ______ ·~-. . . . .,_ -~ . . :~:1 u~~-· ~ : ' :...:~2.J:..::...:.....:.:. ' ':, '. " -~:0 h ,,. ' " • •• \ ~ '' ' ~~ eaLc.w~t!s>.~~,Bl~~1-~(~~~2~21-C!!~Pil ·-· --... ~J BEAM Size : 5.25x9.25, 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 2.0E Fb -Tension 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Fb -Compr 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 6.50 ft Design Summa,y Max fb/Fb Ratio = 0.445; 1 D{0.130) Lr{0.130) Density 45.05 pcf fb : Actual : 1,593.44 psi at 8.500 ft in Span # 1 Fb : Allowable : 3,579.99 psi Load Comb : +D+Lr+H J I t I MMM itE 4±Htfl( ZS Max fv/FvRatio = 0.182: 1 fv: Actual: 65,99 psi at 16.263 ft in Span# 1 Fv : Allowable : 362.50 psi 17.0 ft, 5.25x9.25 Load Comb : +D+Lr+H Max Deflections Max Reactions (k) Q !: !d: §. 'fY. !; !:!. Downward L+Lr+S 0.355 in Downward Total 0.751 in Left Support 1.23 1.11 Upward L +Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 1.11 Live Load Defl Ratio 575 >240 Total Defl Ratio 271 >180 BEAM Size: Wood Species : Fb-Tension Fb-Compr Applied Loads 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 10.0 ft Point: D = 1.50, Lr= 1.80 k@ 0.50 ft 1,300.0 ksi 470.0ksi Density 31.20 pcf Design Summa,y Max fb/Fb Ratio = fb: Actual: --------------------.. -··--············· ------- Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0,325; 1 354.79 psi at 1,092.95 psi +D+Lr+H 0.157: 1 33.42 psi at 212.50 psi +D+Lr+H Q 1.46 0.56 !: !d: 1.69 0.61 0.500 ft in Span # 1 1 1.883 ft in Span # 1 !:!. Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 2.50ft, 6x8 0.003 in Downward Total 0.000 in Upward Total 9866 >240 Total Defl Ratio 0.006 in 0.000 in 5243 >180 SLMPLY .STRONG ENGlNEERING Page 4 of 12 05/27/16 .. ',,, •·. " "S ;~."<File,,::~:\Rrpjectsl4a16\11:~HUJtl:i\GiL¢\bo\Ylihg;ec6; ~ ... ,~ENERC.A¼61;1t{E?,'1983~~~ttj;:~J:!iJdi~1~.~;5.1~;iygh§.'1!l.:~.~;t;-_;; Description : ROOF BEAMS f'Y'ifQ,~d:.8:'eam;De~i91J :{R~-1 (LINE n===~ . -= . .. .~~.~ ~ .. ~--~== ·=~~,.-... JJ 1 t ·· · · · · .. · · < '~-'• '. ' · · •· , ... , ·.· · ··. ·. , , €,' • , • ., , , ... , , · 1 Calculat1ons'.,pltNE>S,20!1\2',:;IBC' 20~€BC,2013;?ASCE·7.~:tf(i:J ~~ ... ,,,~ ........................ ..,. ........ ,..,.. ...... ~. · -~. : ,..-,,t,<'"f\_~~,:,.;;_:..........;;.,.;.:'°,t;i;::~;.;,:-.:':M:;.;l.i~~!~·~-···.,.:.:~-;,:;,,,J~~~~ .. ;,,,.-:,:···~.~,,.\:.1 BEAM Size : 6x10, 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 Fb-Compr 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0ksi 580.0ksi Density 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 12.0 ft Design Summary Max fb/Fb Ratio = 0.404 · 1 fb : Actual : 682.05 psf at 4.375 ft in Span # 1 Fb : Allowable : 1,687.50 psi Load Comb : +D+lr+H Max fv/FvRatio = 0.238 : 1 fv : Actual : 50.60 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb : +D+Lr+H Max Reactions (k) Q !. !.r Left Support 1.10 1.05 Right Support 1.10 1.05 .t! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Def! Ratio 8.750 ft, 6x10 0.051 in Downward Total 0.000 in Upward Total 2074 >240 Total Def! Ratio 31.20 pcf 0.104 in 0.000 in 1013 >180 ·Wc,p'(f;e:e,antQe.$itfr;tl RB-2 (LINE 1) i{,, .. ,; 'J " ... -~,: ~-~-·.; -~~ .. ~"' -~ -,-:·· ,, • i::~; ;>: '.' ,, "'.; '' ,·~v,, ,~'·Ca[~J:il~!i<>ti~.P~r:NoSz~:~'IJ·;J~P~~~CQ~~«u? BEAM Size : 8x10, 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 Fb-Compr 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 580.0ksi Density 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.408; 1 688.21 psi at 7.750 ft in Span# 1 1,687.50 psi +D+Lr+H 0.149: 1 31.64 psi at 14.725 ft in Span# 1 212.50 psi +D+Lr+H Q !. Max Reactions (k) Left Support Right Support 0.89 !.r 0.78 0.78 0.89 .t! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Def! Ratio 15.50 ft, 8x1 o 0.152 in Downward Total 0.000 in Upward Total 1221 >240 Total Defl Ratio 31.20 pcf ----··-~ 0.328 in 0.000 in 566 >180 Seismic Design ~-SIMPL.Y' STRONG ~ E .. NGINEgRJNG. Page 5 of 12 05/27/16 Design Variables Base Shear Calculation (ASCE 7-10 Sec. 12.8 & Supplement 2) Latitude= 33.16 c12.8-2) V = C5W Cs = Sos*I/R = 0.121 Longitude= -117.33 Site Class= D Occupancy= II Seis. Category = D I= 1.0 R= 6.5 Ss= 1.120 S1 = 0.430 Fa= 1.052 Fv = 1.570 SMs = Ss*Fa = 1.178 SM1 = S1*Fv = 0.675 Sos = 2/3*SMs = 0.785 S01 = 2/3*SM1 = 0.450 All other structural systems Ct= 0.02 X= 0.75 TL= 8 Ta= Ct*h/ = 0.121 T =Ta= 0.121 hn = 11.0 Cs= 0.121 k= 1 Cd= 4 /:J.a = hsx* 0.025 Table 1.5-1 Table 11.6-1 & 2 Tables 1-1 & 11.5·1 Table 12.2· 1 Section 11.4.1 Section 11.4.1 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) Table 12.8-2 Table 12.8-2 Table 12.8-2 Figure 22-15 (12;8·7) Section 12.8.2 Section 12.8.2.1 Section 12.8.1.1 Section 12.8.3 Table 12.2-1 Table 12.12·1 (12.8-3) for TSTL: So1*I/(RT) Where: Cs max. = 2 (12.8-4) forT>TL: S01*TL*l/(RT) (12.8-5) for S1<0.6:0.044S0sl;,:0.01 Where: Cs min. = (12.8-6) for s1;::o.6: 0.5S1 *I/R Material DL (psf) 20 16 7 Area Len. Ht. (tt:2) (ft) (ft) 4200 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-10, Sec. 12.8.3 & 12.8.6) Level Wx hx h/ Wxh/ fx fx (psf) % P i5xe allow. Roof 114.1 11.0 11.0 1255 13.8 3.3 100% Yes 0.825 114.1 1255 Diaphragm Forces (ASCE 7-10, Sec. 12.10.1.1) Level Wx IWx fx Ifx Roof 114.1 114.1 13.8 13.8 114.1 13.8 14 3 fpx fpx (ASD) 17.9 12.6 Where: Fmin. = 0.21SosWx Fmax. = 0.41SosWx = 0.573 Max. = 0.035 Min. w (kips) 84.0 24.0 6.1 114.1 Where: '5xe allow. = /:J.a *I/¼ (Section 12.8.6) p : Redundancy Check Required if story shear is > 35% of base shear (Section 12.3.4.2) ~ SIMP'LY STRONG Page 6 of 12 05/27/16 ,~ ~NGINEE:'RIN.G Wind Design Wind Pressures for MWFRS ASCE 7-10 -Envelope Procdedure Method 2 Design Variables Occupancy= Iwind = Basic Wind Speed (mph) = Exposure Category = Topographic Kzt = Width (ft)= Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = 'A= 0= 'AKztI = 2a (ft)= Min. Design Load (psf) == II 1.00 110 .. ,,,.g,' ~" ,, t .,,: 1, ! v·. l'J[l: 30.4 25.2 1 22.6 1.0 19.0 16.0 Table 1.5-1 Tables 1.5-2 Figure 26.5-lA Section 26.7.3 Section 26.8.2 Transverse Longitudinal Figure 28.6-1 Figure 28.6-1 Note 9 Section 28.4.4 Ps = 'AKztIPs3o (28.6-1) Note: (-) Horiz. Pressures shall be zero. Horiz. Press. (psf) A B C Trc;msverse 25.3 -1.3 17.5 Longitudinal 19.2 -10.0 12.7 t111tt1tttlttttttttt -------------------·1 ~ Ridge Eave height height i-----Widlh, W= D E 0.2 -16.6 -5.9 -23.1 Vert. Press. Overhangs F G H ECH GCH -15.3 -11.7 -11.9 -25.8 -21.0 -13.1 -16.0 -10.1 -32.3 -25.3 Transverse Zone Ps Area Force (k) Total (k) A 25.3 380 9.6 B 0.0 198 0.0 36.5 C 17.5 1520 26.7 D 0.2 792 0.189514 Min. 16.0 2890 46.2 46.2 Wind pressures ere in psf : *Because wind presence is less than zero (0), use O for design. E F -16.6 -15.3 475 -7.9 475 -7.3 -60.0 I Transverse Governing Design Force: Transverse Tributary Area: Transverse Governing Design Pressure: ttttttttttl+tttftt+ft Vertical 46.2 kips 2890 ft:2 16.0 psf l ~Ridge Eave height height Wind pressures are in psf Longitudinal Governing De$ign Force: Longitudinal Tributary Area: Longitudinal Governing Design Pressure: 20.2 kips 1260 ft2 16.0 psf G -11.7 1900 -22.1 H -11.9 1900 -22.7 Min. -16.0 4750 -76.0 -76.0 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 455 8.7 B C 12.7 805 10.2 19.0 D Min. 16.0 1260 20.2 20.2 E -23.1 903 -20.8 F -13.1 903 G -16.0 1473 -11.8 -23.6 -71.1 H -10.1 1473 -14.9 Min. -16.0 4750 -76.0 -76.0 .~ SLMPL.Y STRONG -~ ENG.fNE,ERiNG Shearwa/1 Design r~: ~::;1u,MSels'~,.: (ft') = fld;s j _ L;ne: r . A l Shear Line Len.Tot. (ft) = . 15. . p = 1.0 Wind Relative to Ridge= .. P~rpendicut~r I S05 = 0.785 Wind Lengths: Left Right Plate Ht. (ft) = 10 LH = Vert.Trib Height (ft)=:, :'.. •. .15.:Q'; LwanTot. (ft)= 9.5 Lw = Dist to Adj Gridline (ft) = ,~i:ct ,_....,.,. __ . --~~.,_,........·~~.,, , : , . :Wood'Sh.e.&rwal!s ;=_ Seis. Wind Strength Design Seis. Force: Fx = 3.3 psf Maximum Wind Pressure: Px = vxSeis.(ASO) = Area/2*Fx*P*0.7 = 2730 Vxwind = LH*Lw/2*Px*0.6 = 16.0 psf lbs 3744 lbs "DJ x (Above) = lbs VxTotal = 2730 3744 lbs Vxf L = 287 394 plf Use Shearwall Type= @ with[}TP4]" clips @!T:~"'.""4&"o.c. SO% --~-....u-~ for entire length of grid line A Length = · 9~~""'· ............. -,~·--"'t-..-.,..,......,,_ __ ...,,,, .. _,.=••-. Load Type = Seis. Wind Shear Load (lbs) = 2730 3744 ;-,..,~,-,..,"1""'.:".o-:r•ro-_,,_,,--,,_..,....,-1"7"--,.=.-~-t-..,...,,,,..,.,""'."".,....,".,.1,.~._.,,-""" R:~~-~~:. ~~ : :· ·~ ·~1· ~l~i::{;<;.'. . Resis. DLp01nt (lbs) = I· . , ,. · '' ·: Page 7 of 12 05/27/16 DLPolnt Dist (ft) = :, r--~~~~-~--..--~"""+~~-+--~--i--~~..,....~~f-"~~.,.....~~r--~-r-~-"-J MomentoT (lb-ft) = 27296 1MomentResist. (lb-ft) = 3538 f------,f------f----+---t-~~-+----+----+----+---+---+---f----1 Uplift (lbs)= 2640 UpliftAbove = ~-•;"":::; i_:~ ~-·-· -· ,p'~-..:-.... ,""...;_..;_.+---+-....;,;;;,,"'--',1--..:.;..;'-'.;.;;;....,;.1.c.."'.:.""""il'""""~.;;.:,;.1;.;,,.:,,s.:,.,;,.=·1 UpliftNet. = 2640 3679 Left Holdown = Per Plan Right Holdown = Per Plan R·,. ·11. . . ·--:-N . ·1 . c:··~1=]·. QO,,..: ... ·.1 ,; , ' , .-, • -S,·; Lme: .,'.. ',,. :I!.: .. -.. : Seis. Area (fi:2) =j 4299. · •· 'JI;:, i . ··l' , Shear Line Len.Tot. (ft) = }· 4~ : ---~ p = 1.0 Wind Relative to Ridge = ~ ·Perpendlc;ular-;l Sos = 0.785 Seis. Wind Strength Design Seis. Force: Fx = 3.3 psf Maximum Wind Pressure: Px = 16.0 psf VxSeis.(ASDJ = Area/2*Fx*P*0.7 = 4941 lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 Vxwind = LH*Lw/2*Px *0.6 = 6624 lbs LH = Vert.Trib Height (ft) =' -15;0·-·· ,: • l:5.0 · ; Lwan Tot. (ft) = 26 Lw = Dist to Adj Gridline (ft) = i . .. , . , .. "DJ x (Above) = lbs Vxrotal = 4941 6624 lbs Vx/L = 190 255 plf Use Shearwall Type= @ ~'""t'~--": r,-:v;.~'"'<"'R1 witht,,l:.T~~-j clips@t_;:.~J"o.c. 82% for entire length of grid line E Length = _. _____ "11 __ . _·-·1_· :.,_;._ .. '-1=;:llS::..·-· --i-:---c.,;.;-~.;.;,.. ..... ..;.;;.;.,"'-,:...:.~c.J.1,,,,;;.,.;'""'"'··~,-~J.c. Load Type = Seis. Wind Seis. Wind Shear Load (lbs) = 2090 2802 2850 3822 r----,-----·----~, Wall DLDist. (psf) = · 1 . ;: ., . 7. 0 Resis. DL01st. (plf) = · ~ · .. Resis. DLp0Jnt-Clbs) = · · '"' ·~ DLPolnt Dist (ft) = · · 1---------t--~------~--+----~--"t--'~---r'-~~-P-~---tc,-,..~-----1 MomentaT (lb-ft) = 20903 28025 28505 38215 1MomentResist. (lb-ft) = 2075 2541 3859 4725 Uplift (lbs)= --~?93 2427 1700 2310 ~--. -=--,~-- UpliftAbove = -~., , UpliftNet. = 1793 2427 1700 2310 Left Holdown = Per Plan Per Plan Right Holdown = Per Plan Per Plan 'Resisting Moment DL is reduced by 0.6·0.14*S05 for S_eis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) ~-SIM.PL.Y STRONG ~ . !c:NGiNE'ERIN<i Shearwa/1 Design G;~PQ!:. :~::2;·j~ '.~~o -1j LinelGif ;4:1 Shear Line Len.Tot. (ft) = ,'. ;2~ : p = 1.0 Wind Relative to Ridge= . Per,pendlcijiiijl Sos= 0.785 Wind Lengths: Left -~~-ht Plate Ht. (ft) = 10 LH = Vert.Trib Height(ft) = : jS;() .. LwanTot. (ft) = 4 Lw = Dist to Adj Gridline (ft) = . 47.b' Strongwall Capacity = 1525 1950 1525 1950 SW24xl0 SW24x10 Strength Design Seis. Force: Fx = Maximum Wind Pressure: Px = VxSeis.(ASD) = Area/2*Fx*P*0.7 = Vxwlnd = LH*Lw/2*Px*0.6 = r>lx (Above) = VxTotal = Seis. 3.3 1379 1379 Wind 16.0 3384 3384 psf psf lbs lbs lbs lbs Vx/L = 345 846 plf Use ~!'!'all Type= ~ <::) with~'i;:t.Ri] clips @Lt:t5?~"o.c. 48% for entire length of grid line G,1-4 Page 8 of 12 05/27/16 ·.: :Wood"$tfQngwafls :d: ' "."~-) ,; h~;ftbncr'ei:e ;,:.r, ,-,,..,_..,_ ,--~---,. ,""2'7',.-:-._~i,7';:,<:::/c/$:t,,-,._:~,,.,_.,---,,,~-,.-=2--,--·· .. ~,.""': :--,+ .. ----'-~~-,-,-,-,--,-,-..,..,,.,,..,-,+,,,-,-,,.,,-,--,-i-='"""""+.F:-.,-,-,-,ry.,.-;-;-,,d Load Type = Sei~. · Wind·· s~~: Wind Shear Load (lbs) = 690 1692 690 1692 0 R:~~-~~:. %~6: ~· ~: .·, '.;~t:tt~~~ifT?:t~ :: F 7~ Resis. DLp0Jnt (lbs)= · DLPolnt Dist (ft) = ' ., f---""""--,~'"'--'-'--'1--'---r~--+---+-"'---'---+-..:...........::....;::..-'-'--~+"'-"-'-'--'2:C4-''-'-"."--'.4"'--'-J"-""~=~ MomentoT (lb-ft) = 6896 1MomentResist. (lb-ft) = 157 192 157 192 Uplift (lbs) = 4493 11152 4493 11152 UpliftAbove = ~'""".;tf;~'.T; ,: ··-1-· _,· • .... · ..,' ... ' ,_. -·-· "";""·-,·,':, ·:,::::·.:::::·:::::=~-::.~:.:.:,:'',~:-:,.~·-~:.:l,:~""-:~~1 1 :.-.. ::'"'~"'11 Upli~et. = 4493 11152 4493 11152 Left Holdown = Per Plan Per Plan Right Holdown = Per Plan Per Plan CT:"t'. '.R.d.o:~i:.~r~a-(ft2)·;f~~~~.. Line:l.,fJ):4~;JSf Strength Design Seis. Force: Fx = s;~· Wi nd psf Shear Line Len.Tot. (ft) =I . 16 ° p = 1.0 Maximum Wind Pressure: Px = 16.0 psf Wind Relative to Ridge = ! ,' ~Ri;rpeciclicµI~ Sos = 0.785 VxSeis.(ASD) = Area/2*Fx *p*0.7 = 919 lbs Wind Lengths: Left Right Plate Ht. (ft)= 10 Vxwind = LH*Lw/2*Px*0.6 = 2880 lbs LH = Vert.Trib Height (ft) =r-."'~rc-·: LwanTot. (ft)= 7 r>lx (Above)= lbs Lw = Dist to Adj Gridline (ft) = i i4Q;Q Vx Total = 919 2880 lbs Shear Above: Line= j': · . '. :, · ' .. ·. ·· · ' _':.' ' : ' ··< : :_ .,; ·: ~·,-; 3.5:1 = (h/2L)* Vx/L = 188 411 plf -'<it.ti/,~.............,.~--~----..-...... ~ VxAbove (Seis/Wind) = f:;"l 0 /o-r,ib. of Load ===================================: Use Shearwall Type= 0 VxAbv.Tnb. (Seis/Wind) = withf1&.!f_!:] clips @l_:J~"o.c. 54% for entire length of grid line G,4-6 --~--------·, ..z:·:· ,, "· Wood:$Mi3r.w~lls =, W1 W2 Length= · 3.5 ·'· ,., '· 3:5 · , :.:..~~~~-:'..,;~ ..... --.~-... , ..... "·"b·¼""'~'"··¼4 .. ~r,-.....:.. ... ,...-~ ..... , Load Type = Seis. Wind Seis. Wind Shear Load (lbs)= 460 1440 460 1440 0 o Wall DLo;st. (psf) = .' :-,-16·'.· .: ~-~.""'.'""."'~'""'''~ ''}. ,.-~-~ .. Resis. DLo;st. (plf) = Resis. DLp0;nt (lbs) = DLPaint Dist (ft) = 1---~,-----1-~---r-~--+---r-~-'t-~--i-~~-+---'--'-"----r-'~'-'-'+-'---"'-~,-f="'-"~ MomentoT (lb-ft) = 4597 14400 4597 14400 1MomentReslst. (lb-ft) = 480 588 480 588 Uplift (lbs) = 1372 4604 1372 4604 • - UpliftAbove = ~ ;--.-. ~-: ~~ ; S .:,. Upliltr;et. = 1372 4604 1372 4604 Left Holdown = Per Plan Per Plan Right Holdown = Per Plan Per Plan 1Resisting Moment DL is reduced by.0.6·0.14*505 for Seis.(12.14.3.1.3) &·0.6 for Wind (2.4.1) MPLY STRONG E·NGiNl=ERl!~-i'G Shearwa/1 Design p ;,:.,;.J ·1cr'l'Rqof:·: , · E W~ Line·r · 1: · .. ] Seis. Area (i't2) = ;foo5; l; •: .'· G Shear Line Len.Tot. (ft) = . , .93 . t.....__.. p = 1.0 Wind Relative to Ridge= ·;Pi;ir~llel' · 1 Sos= 0.785 Strength Design Seis. Force: Fx = Maximum Wind Pressure: Px = Vx5e1s.(ASD) = Area/2*Fx*p*O.7 = Wind Lengths: Left Right Plate Ht. (ft) = 10 Vxwind = LH*Lw/2*Px *0.6 = LH = Vert.Trib Height (ft) =r-r:-:~~ LwanTot. (ft)= 20 "£1/x (Above)= L,, = Dist to Adj Gridline (ft) = I . ,. . ' 4~to \ VxTotal = Shear Above: Line = f,.;;,,...;;;.. __ -"-....,..."'--.;,.;.....;....;"""'"'"""""--1.----""-'-'-"'"""""I Vx/L= VxAbove (Seis/Wind) = ,,,,__""""'....,,.....,,...,...__,, _______ ,,......,.,.......,,.1 Use Shearwall Type= Seis. Wind 3.3 16.0 3563 3456 3563 3456 178, 173 @ 0;DT,ib. of Load = ....,.......,......: ..... """-'=•··....;,'-·~--....,;.-...., _ _;._,'--"',.....:,...;;.1 vxAbv.Trib. (Seis/Wind) = withL~~ clips @f:~'·.~:1sl"o.c. for entire length of grid line 1 Length= ; f ?.20": ·s:,·1,..· ...... ...:....,_,i.;,..."""'"1 Load Type = Seis. Wind psf psf lbs lbs lbs lbs plf 23% Page 9 of 12 05/27/16 Shear Load (lbs) =1""'r3.;;;.56"i-'3~:-z3;;.,.4~5,.6:;:l->:....;;.'"l'"""~,...;;...-+-;;.....""'."'",_....;,:---i.,.,-.,;;-.~--:;;......,,1,r.....,;;~,...,,""=~"T,'1i,.,..ry;;; ___ ,_""",;;~1 Wall DL01st. (psf) = ~,. ' ' : 16 ',){, :~ :e:~:~-i~::: ~I:~ : :;,T :290\::{-':,, ' DLpoJnt Dist (ft) = l-"-'"""--'-,,_..c.'-"-"-+-"--'-'---+-""--+.-"-'--'--;...,:r,-'-,..;,.+"'-"'--'--+'"'--"---+----'"'--~--"--"-i!C-:.,.:_:__~-'-"-'~'-i MomentoT (lb-ft) = 35628 34560 1MomentResist. (lb-ft) = 35282 43200 l-------+----+----+---+---l------+-----1----l---+------l------+----1 Upli~ (lbs) = -. _1_8 _. ~4!,3 __ --+·---,-•l&---,~.i~~.,...,,..,t,,,..,=•-+,,=,.,.,,..1,,,..,,, .. ""'·"'~.-1""'"'"""'=,~-'""l-~...,,,.,.1 UphftAbove = ~.1--'·-·-'·.,_, ...... f • ..._.:..· .:..:..;i..;..._.;;..:;;.1:.......;~=l·"--'~=l-•""-'....,-"'l~,;..;.,;,=.:...1=~='-'""'·l·"""':.;,;..;.;;., .• 1,:......~.::1~;,,,;:;...s::...1 Upliftr.et. = 18 N/A Left Holdown = Per Plan Right Holdown = Per Plan Seis. Wind ~--~ ......... --' )fa6d·. Seis. Area (ft') = -' ,·~ """' ' Strengt ---' . 41' j .~~..,, Shear Line Len.Tot. (ft) = .. ' p= 1.0 Maxi h Design Seis. Force: Fx = 3.3 psf mum Wind Pressure: Px = 16.0 psf Wind Relative to Ridge = ·. · : ,:Ri!r&l!et , 7 Sos= 0.785 ASDJ = Area/2*Fx*P*O.7 = 4827 lbs Vxseis.( Wind Lengths: Left Right Plate Ht. (ft) = 10 Vxwind = LH*Lw/2*Px *0.6 = 3888 lbs LH = Vert.Trib Height (ft) = ·i§;Q ·I ,.39:o .. Lwau Tot. (ft) == 24 "£1/x (Above) = lbs L,, = Dist to Adj Gridline (ft) = t ·~;d J 'i~~p; . VxTotal = 4827 3888 lbs Shear Above: Line= I -~ -' ,, ,y, ,. ~-' ,-S-,,, ' ... \'~~q, .,, '. ·. ,,;,t,' i'.~-~ ' VxAbove (Seis/Wind) = ------ %Trib. of Load = [, '· ,' ., . ,,, ·.,;,/ .. . . Vx/L = 201 162 plf Use Shearwall Type= @ vxAbv.Trib. (Seis/Wind) = r'.""'O"l"W?l IT"."".",""f"'gi 11 withlf.£!f1..J clips @r <, :~ .• J o.c. 70% for entire length of grid line 3 Wood Snea'r;walls ~ W1 W2 Length= · 24. ·., a, '• • ·• '.;..· ·..1.·''--' · . .;...;..4-':.:o.· '.·;;...• ..;...;.;..,..i.,;._,_~I·""""'···-'· Load Type = Seis. vJiiici"' ~-- Shear Load (lbs)= 4827 3888 .i-,......;:o __ -..;;.o_i-.;;.o __ .....,.,-1 Wall DLo;st. (psf) = 7' · · · · :, • Resis. DL01st. (plf) = · ·. 30o'. Resis. DLp0Jnt (lbs) = · ,,: ''?', DLPolnt Dist (ft) = . · ' ,·: ,. ~ 1--~----r-'----+'-'--__._:--,-'-'--""'+"""'--'"--'r----"--f---',."-T-~~'-f-""'--'~..-'---"--'-'-i-'-~---"~-'l MomentoT (lb-ft) = 48270 38880 1MomentResist. (lb-ft) = 52218, 63936 l-------+----+----+---+---1------+---+---l---+----,l------+---I Uplift (lbs)= -168 -1066 UpliftAbove = ' ,, .. · · Upliftr.et. = N/A N/A Left Holdown = Right Holdown = 'Resisting Moment DL is reduced by 0.6·0.14*$05 for Seis.(12.14.3,1.3) & 0.6 for Wind (2,4.1) IMPLY STRONG Page 10 of 12 05/27/16 ~~!J~~~~(~!!Jl!" -~~-~~;Vlt·; Line=[·· ·_· -~·4·', _:··::1 Se1s. Area (tt2) = · 650 _ . " : . , , , _ Shear Line Len.Tot. (ft) = ' i2 ,; p = 1.0 ... " -·- Strength Design Seis. Force: fx = Maximum Wind Pressure: Px = VxSeis.(ASDJ = Area/2*Fx*P*0.7 = Vxw1nd = LH*Lw/2*Px*0.6 = 'Blx (Above) = Seis. 3.3 Wind psf 16.0 psf lbs 1152 lbs lbs en C: ·2 ~ Q) c3 Wind Relative to Ridge= · ; Par~llel -S05 = 0.785 747 Wind Lengths: Left Right Plate l:lt. (ft) = 10 LH = Vert.Trib Height (ft) =h-·,:,-:-.n~ LwanTot. (ft)= 12 L., = Dist to Adj Gridline (ft) = · c ; · • 'f f6~f: VXTotal = 747 1152 lbs Shear Above: Line = {: ~",, '·_ ., 1'. · · ·{ • ,:· . · -~:__:~~~~·.:._·.,;-' __ V,JL = 62 96 plf Use Shearwall Type= @ with t]i/.-ji'p4] clips @I;.-·> !.,'is1 "o.c. VxAoove (Seis/Wind) = ,..,,., ___ ..,.,._,... __________ .......,,......-J 0/oi-rib. of Load = ·. . ... i ' " -----------vxAbv.Trib. (Seis/Wind) = ' ..... ,..~ f.::,..,,..,:,.., .... ~ 31% for entire length of grid line 4 . . ~;~J\earw~Tr;;;;·_-,_ ---:-::,--.-.,......--t-----,---W_2-:----+--:-...,......W_3 _"7'-n-!7,--,~-,--,-W.,.4,_.,.,,,.--:,--;ct,-:-.,-,.--=-,-W.,,.,s-,,,-.,...--+--.-,,,=W,..,.,,-s ..,...,..,~ Length =1_.....,_"'.wf',__......:,.1 Load Type = i--=="--''---'-'-"-'-"--+------'-----+---'----+-----'-----f----'---+----'------1 Shear Load (lbs) = 1 _ ___,__..,..... Wall DLo1st. (psf) = ;_ Resis. DL01st. (plf) = Resis. DLPoint (lbs)=_.,::·- DLPoint Dist (ft) :;:: l---'----.-~-~-'--'-"'-',-~~--+~~--~-+-~~...,...~~+-~-,--'-~~+---~~,-'--'~---1 MomentaT (lb-ft) = 7470 11520 1MomentResist. (lb-ft) = 9i73 112_32 f----1-----'----1---+----+---+---+----+----f---+---+---+-------I Uplift (lbs) =-·1_4_8-+-~25_+-.,.....-i • ...,....~..,-.--.--i Upli~ve = ,_··-_· --1,-· _,<: .... ,:,'-• ··..:.-'-4' _-. --~,-~ ....... +---·1;.,-;...,_;:....{"'""'.;;;;:;:'--'-11;;....,,;;.:.;;"'-'1"""'-'''""'""'+""'-~;.,w..,,._,,l,,""'--'~·-'-"""'-f--..;.•-.... I Upli~et. = Left Holdown = Right Holdown = ~/A 25 Per Plan Per Plan Line:fi I 1 p = 1.0 Wind Relative to Ridge = I ' -~ . -P,~t?tter:-·; Sos= 0.785 Wind Lengths: Left Right Plate Ht. (ft) = 10 LH = Vert.Trib Height (ft) = 'J?,0-I.:· '"'C' LwallTot. (ft) = 11 ' ,, L., = Dist _to Adj Gridline (ft) = ; 4~!QJ ' Shear Above: Line= c. '"_!.'',· ,. :..,,._,';-' ,-.,;..''~ -~-·: '• . , VxAbove (Seis/Wind) = ---- 0/oi-rib. of Load = ~ \ \ 1 ' , .•. "i' :,,, -,. vxAbv.Trib. (Seis/Wind) = - ' Strength Design Seis. Force: fx = Maximum Wind Pressure: Px = Seis. 3.3 Vx5e;s.c V ASDJ = Area/2*Fx*P*0.7 = 2299 xWind = LH*Lw/2*Px *0.6 = 'Blx (Above) = Wind psf 16.0 psf lbs 3456 lbs lbs VxTotal = 2299 3456 lbs :,; ' '· ' , V,JL = 209 314 plf - .. ,i ·", f. ',~ Use Shearwall Type= @ with~] clips @~"o.c. 52% for entire length of grid line 6 ....-_,,........,,'f":'"".;'-"'c: ,, \ ' • ,,-- , ; ,-,;,,~ ~~q;Stj'~~fWalls :d W1 W2 W3 Length = ~, ... J~. ___ _;,_,_ ~-~~;:_:__: ~---...;.:..~·--... ~.;; __ ·: .... ::.""·· -4-,.._;-.c.-,--'-"--'-i----~.-,;...=--=i Load Type = Seis. Wind Shear Load (lbs) = 2299 3456 0 0 0 Wall DLDist. (psf) = ., _ }6' Resis. DL0;5t. (plf) = , · 41Q : Resis. DLPoint (lbs) = 1 DLPoint Dist (ft) = : i--~--,,-----1-----,-~--1-~~--,--'---t--~-,---~--t--~~---+-~~r'-~--'--I MomentaT (lb-ft) = 22986 34560 1MomentResist. (lb-ft) = 17788 21780 t------1-----+---+----+----+----+----+----+-----+---+---+-----l Uplift (lbs) = 495 1217 UpliftAbove = 1---....;.-1---+---+-----+-·...;.;--1--...... ----'-l~'"'-'-"•=.i1~-' ... '··-~l'-<'-'·"'''"-"I Upli~et. = 495 1217 Left Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment DL is reduced by 0.6-0.14*505 for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) ~ SlMPLY' STRO·NG ~ ENGINEERING Shearwa/1 Design [."":'Y~~ •... ,:Ro6f'-... ,,· .. 'E·W7 L" -~-~'..'. ~-:· l __:,.' '"• ,, .. :_~...::..:,,,.;.._:, . ,.; ·.· .. j me.i .... ,',7'; ·,. Seis. Area (ff) = . 10Q0 1 L.:: · · . ,'.. , · . • Shear Line Len.Tot. (ft) = : 1I L, __ . . p = 1.0 Wind Relative to Ridge= .·. ~ ,PqrnlJel; 7 Sos= 0.785 Wind Lengths: Left Right Plate Ht. (ft) = 10 Ltt = Vert.Trib Height (ft) = f~~~O ;\; -Lwa11 Tot. (ft) = 12 Lw = Dist to Adj Gridline (ft) = · ~Q,O . Length= · ,,1,z·.t ·, ··• i. ... , Load Type = Seis. Wind Shear Load (lbs) = 1149 2160 0 0 Wall DL01st. (psf) = ~1~· , .. · · .. ;.· ·· :;, . '.~:"I, Resis. DL01st. (plf) = '80 · ·· · ' }',;., Resis. DLPoint (lbs) = . ,, Seis. Wind Strength Design Seis. Force: Fx = 3.3 Maximum Wind Pressure: Px = 16.0 VxSeis.(ASD) = Area/2*Fx*P*0.7 = 1149 VxWind = Ltt*Lw/2*Px*0.6 = 2160 'Blx (Above) = VxTotal = 1149 2160 Vx/L= 96 180 Use Shearwall Type= @ withf('tP33j clips @r·:::~f'.4aj"o.c. ·-=--for entire length of grid line 7 psf psf lbs lbs lbs lbs plf Page 11 of 12 05/27/16 31% DLp01nt Dist (ft) = 1--' ---,---t---.---'--'--+-__:_-'r-'__:__:,;_+-.:....o:::::::....:.µ=.;:.--"-'f.:c::_:~~~=-=fd1:,;;_;~4--~c...wj MomentoT (lb-ft) = 11493 1MomentResist. (lb-ft) = 8468 l--:-:-:c-+--:--:==--+---+----+-------,f----+---+---+----+-------,---+---l Uplift (lbs) = UpliftAbove = • , ---f-_,..-t---"'-"'--i-"""'-"""""'f Upli~et. = 263 977 Left Holdown = Per Plan Right Holdown = Per Plan SIMPLY STRONG ENGINEERING. Page 12 of 12 05/27/16 Perforated Shear Wall Analysis Wood Framed Shear Walls with Openings (SEAOC Design Manual Vol. II) Grid Line: f< -{.· ,~oof I: >] Gov. Force: ~--:c~~ 2800 lbs Vert. Shear Force Above Header 1 1098 1 S05 = 0.785493 Uniformly Distributed Resisting DL = '" 1QO plf Wall Dimensions (ft) W1 W2 Header Strap Tension -"'I~""""-:§)"\ a. J ' • W.nd6y,;; ) . 3.5;. ; ; ! ' :: ·. . :6 · V (lb) =1,-(-22-0)-,1 I 1647 I ,-1 (-27-5)-,1 Hl = ~-· ;, ~;' H2 = _:. Shear (bove o1enin~ v (plf) =I (63) I 549 LJffi_J H3 = ·,·'··£ Horiz. Force @ Openiµg.___, V (lb) =I 1427 I LJmJ 12.75 ft .---..... Shear @ Opening .---..... v (plf) =I 408 I I 422 Vert. Shear Force Below Sill Max Shear= 878 plf @ Overturning Moment = 25200 lbs*ft 1 878 1 T (lb)= Sill rrap Terion V (lb) =I (1208) I 2635 I (1263) I 1Resist. Overturning Moment = 4877 lbs*ft Resulting Uplift Force = 1594 lbs Holdown Per Plan Shear Below Sill .------, V (plf) =I (345) I I 878 I I (389) I Header Strap Tension = 1647 lbs DblCS16 Sill Strap Tension = 2635 lbs DblCS16 48% .---..... Vert. Shear Force .---..... 77% T (lb) =I 1976 j j -1976 I 'Resisting Moment DL is reduced by 0.6-0.14*505 for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Foundation Design Distributed Loads Grid line: [TI q= [.i1:00j psf (Note: All loads are psf and lengths are ft) w= Ext. Wall*Ht. + Int. Wall*Ht. + R1*Span/2 + R2*Span/2 + F1*Span/2 + F2*Span/2= Total Load w= 16 *I 1Q.=O-i+ 7 *C:=J+ 40 *!,so:qj/2 + *r~ .. ·. /2+ . * c:rw12+ --, *j,;:;":] /2= 1160 plf Gov. Load: D+Lr = 1160 plf Use:· $2 "Wide x l'·ctzJ "Deep w / ( f,?~·"D ._Z#4~] Bars T&B Loaded: [~·§ Concentrated Loads Pad Ftg: H~1n cJ10if01psf r,~. · · 'i ·.1 ·1 ,~"'-!"""'7-·--"'1 D( Ll.fill.Q )+Lr{ ·. 2600:J )+L( L:..'...~) + W(! = ~-3) + E( t r , .; -h:iJ) = Gov. Load: D+Lr = v'(144* 5400 / 1700 )= 21.4 "Min. Square Dimension Use: I;. ~4] "Sqr. x[ ~2_J" Deep with (3) (!]] Bars Ea. Way 5,400 5400 # Total Load # Factored Load Loaded: [ tmt] _I Job ; •. Truss / EI\JGINEERING AA01 Truss Type GABLE Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional ~California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Thu Jun 0212:37:56 2016 Page 1 ID:ZKw9I?x7pMrCNB?W4AMGRDzHVMu-HzsoKOzi6_AA97rCXqCyPq1xxYubDud2x9hfURiAl5 15-8-5 23-3-0 30-9-11 46-2-8 7-6-11 7-6-11 15-4-13 5x6= 2x4 II 2x4 II 18 19 20 99 2x4 1198 2x4 11 97 17 .?':.-.!lf/lt"W,.:----_ 2x4 1196 16 2x41195 15 5.50[12 2X4 JI 2x4 \\ 94 14 13' ~41192 1293 5>c6~ 2x4 ll 91 11 2x4 ll 89 9 2x411888 10 2x4 1167 7 2x4ll866 2x4 !185 5 2X4!184 4 3 • 12 11 10 69 ss fil 66 ss 6463 62 s1 60 ss 58 57 s/ ss 54 53 52 s1 so 49 48 47 46 3>:6= 2x4!1 2X4l! 45 44 43 42 41 40 39 38 2x4fl 2x41! 2x411 2x4II 2x4ff 2x41f 2X4!1 2x4li 3"5= 2x411 2x41l 8X10= 2x,1-u 2x4il2x41! 2x41l 2x4U Bx10= 2x4!/ 2x41! •H•H•H•a•n•tt•dMH LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 LUMBER TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1,25 Rep Stress Iner YES Code IBC2012/TPl2007 WEBS 2x4 OF No.2 G *Except• W1: 2x4 OF Stud/STD G 2x4 II 2x4-11 5-5 WB= CSI TC 0.28 BC 0.24 WB 0.44 (Matrix) DEFL in Vert(LL) 0.00 Vert(TL} -0.Q1 Horz(TL} 0.02 Wind(LL} 0.00 BRACING TOP CHORD BOT CHORD WEBS JOINTS 46-6-0 18-8-9 (loc} Vdell Ud PLATES GRIP 36 n/r 180 MT20 220/195 37 n/r 120 48 n/a n/a 37 n/r 120 Weight: 427 lb FT=20% Structural wood sheathing directly applied or 5-0·9 oc purlins. Rigid ceiling directly applied or 5-4-12 oc bracing. 1 Row at midpt 54-77, 55-82 1 Brace at Jt(s}: 74, 75, 76, 79, BO, 81 48-0-0 46~-o I 0--8 ildl-.0,n. 4x5::; OTHERS 2x4 OF Stud/STD G *Except• ST20: 2x4 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS All bearings 46·6-0. (lb) • Max Herz 2=261 (LC 25) Max Uplift All uplift 100 lb or less at joint(s)·38, 39, 40, 41, 42, 43, 44, 45, 46, 50, 52, 53, 54, 72, 71, 70, 69, 68, 67, 66, 65, 64, 60, q7, 56, 55 except 2=,667(LC 27), 51 =·430(LC 28), 59=-430(LC 27), 36=·667(LC 28), 48=, 178(LC 28), 49=-187(LC 22), 62=-178(LC 27), 61=,186(LC 27) Max Grav All reactions 250 lb or less atjoint(s) 48, 49, 53, 54, 62, 61, 56, 55 except 2=740(LC 26), 51=526(LC 25), 59=539(LC 24), 36=728(LC 25), 38=348(LC 106), 39=284(LC 105), 40=295(LC 104), 41=287(LC 103), 42=284(LC 102), 43=280(LC 101), 44=277(LC 100), 45=274(LC 99), 46=271 (LC 98), 50=263(LC 95), 52=255(\..C 93), 72=348(LC 74), 71=284(LC 75), 70=295(LC 76), 69=287(LC 77), 68=284(LC 78), 67=280(LC 79), 66=277(LC 80), 65=274(tC 81), 64=271(LC 82), 60=263(LC 85), 57=255(LC 87) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 2-83=-1578/1565, 3-83=-1476/1460, 3-~ 1358/1331, 4-84=-1295/1245, 4-85=-1236/1217, 5-85=-1173/1169, 5-86=-1119/1098, 6-86=-1005/1050, &87 =-1000/980, 7-87=-887/933, 7-88=c882/862, 8-88=-769/814, 8-89=-764/7 44, 9-89=-651/697, 9-90=-647 /630, 10-90=·580/577, 10-91 =-528/543, 11-91 =-459/490, 11-92=-380/432, 12-92=-279/351, 12-93=·349/421, 13·93=·266/355, 13-94,,,-319/406, 14-94=-175/290, 14-95=-212/334, 15-95=-149/284, 16-96=,145/325, 16-97=-201/402, 17-97=·239/449, 17-98=-261/517, 18-98=-346/592, 18-19=-397/643, 19-20=·422/643, 20-99=·359/592, 21-99=·301/517, 21-100=,245/449, 22-100=-198/402, 22-101=·126/325, 23-102=-114/284, 24-102=-177/334, 24-103=·125/290, 25-103=-270/406, 25-104=·217/355, 26-104=,299/421, 26-105=,222/351, 27-105=-323/432, 27-106=-389/490, 28-106=-454/543, 28-107 =-493/577, 29· 107 =-557/630, 29-108=-547/625, 30-108=,660/715, 30-109=-672/710, 31-109=, 764/801, 31-110=·800/813, 32-110=-881/887, 32-111=·927/931, 33·111=-999/978, 33-112=· 1054/1050, 34-112=-1116/1097, 34-113=-1183/1126, 35-113=-1243/1211, 35-114=·1356/1340, 36-114=-1508/1445 BOT CHORD 2-72=-1378/1399, 71-72=-1177/1218, 70-71=-1067/1108, 69-70=-976/1018, 68-69=-876/917, !17-68=-776/817, 66-67=-675/716, 65-66=-575/616, 64-65=-475/516, 63-64=·374/415, 62-63=·324/365, 61-62=-274/315, 59-60=·211/252, 58-59=,426/522, 57-58=·336/432, 56-57=-326/422, 55-56=·225/322, 53-54=·225/322, 52-53=·326/422, 51-52=·426/522, 50-51=-166/252, 48-49=-229/315, 47-48=·280/365, 46-47=-330/415, 45-46=-430/516, 44-45=-530/616, 43-44=·631 /716, 42·43=-731/817, 41-42=-831/917, 40-41=·932/1018, 39-40=-1032/1108, 38-39=-1132/1218, 36-38=-1333/1399 • WEBS 19·77=-970/934, 76-77=·89?/861, 75-76=·885/854, 51-75=·895/863, 51-74=·410/404, 73-74=-435/432, 25-73=-252/239, 59-80=-895/841, 80-81 =·885/832, 81-82=·892/839, 19-82=-970/908, 78-79=-426/432, 59-79=-402/404, 35-38=-304/55, 34-39=-263/42, 33-40=-267/36, 32-41=-261/36, 31-42=-257/;36, 30·43=-253/36, 29·44=·250/36, 24-74=·252/137, 3-72=-304/55, 4-71=-263/42, 5-70=-267/36, 6-69=-261/36, 7-68=·257/36, 8-67=-253/36, 9-66=-250/36, 14-79=-252/137 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-se90nd gust} Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=47ft; eave=6ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; c:antilever left·and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.33 plate grip DOL= 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face}, see Standard Industry Gable End Details as applicable, or consult qualified building desig~er as per ANSI/TPl 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1 -4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live·load nonconcurrent with any other live loads. Continued on a e 2 Job : /Truss ENGINEERING AA01 , California Trusframe LLC., Perris, CA. 92570 NOTES / Truss Type GABLE l ~ty /Ply 1 I24190-Bowling Residence-rnichaelc Job Reference (ootionall Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:37:57 2016 Page 2 ID:ZKw9I?x7pMrCNB?W4AMGRDzHVMu-lAQAYk_KtHI 1 nHQP5XjBx2a6hyEpyLtBApQC1 uzAl5e 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSl/f Pl 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 46-6-0 for 75.3 pl!. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ...., ENGINEERING Truss AA02 Truss Type Common Qty 4 Ply 241 S0·Bowling Residence·michaelc Job Reference o tional "'cahfornia TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:37:58 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu·DMzZl4?yebQtPR?beFFQUF6BIMY5hhnLPTAmZKzAl5 rH·g 3·11-10 9·8-5 17•2-7 11·6·0 3·11-10 5-8-10 7-6-2 6·0·9 5-11-0 13-2-14 19-5-0 22-6·4 5-11-0 7-3-14 6-2-2 3-1-4 Plate Offsets X 17:0+12 0·2·0 LOADING (psi) SPACING 2·0·0 CSI 29·3·9 6·0·9 5x10 JI 27-1-0 33-3-2 4-6-12 6-2-2 DEFL in (lac) I/dell 36·9·11 7-6·2 40-7·0 7-3-14 Ud PLATES 42·6·6 5·8·10 GRIP 48·0·0 46-2-8 46fi'-o I 3-8·2 o. ·-8 ildHlm. 46-6-0 5-11-0 TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.07 20·22 >999 360 MT20 220/195 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 BC 0.36 Vert(TL) WB 0.78 Horz(TL) (Matrix·M) Wind(LL) -0.23 14-15 >999 240 0.02 12 n/a n/a 0.0414·15 >999 240 Weight: 261 lb FT=20% TOP CHORD 2x4 DF No.1 &Bir G BOT CHORD 2x4 DF No.2 G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5·9· 15 oc purlins. Rigid ceiling directly applied or 6·0·0 oc bracing. WEBS 2x4 DF No.1 &Btr G *Except* W2,W1: 2x4 DF Stud/STD G REACTIONS (lb/size) 12=809/0·5-8 (min. 0+8), 2=720/0·5·8 (min. 0·1-8), 18=2775/0·5·8 (min. 0-2-15) Max Horz 2=261 (LC 9) Max Uplift12=·123(LC 10), 2=·116(LC 10), 18=221(LC 10) Max Grav12=837(LC 16), 2=720(LC 1), 18=2775([C 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2·30=1027/109, 3·30=·944/130, 3·31=·819/100, 4·31=691/124, 6-33=0/519, 7·33=0/674, 7·34=0/468, 8·34=0/336, 8·35=·380/161, 9-35=-381/134, 9·10=·472/113, 10·36=·993/140, 11-36=·1119/116, 11-37=-1241/145, 12·37=·1312/125 BOT CHORD 2-23=·34/1073, 22·23=64/610, 21·22=·389/179, 21-38=-389/179, 38-39=·389/179, 20·39=389/179, 19·20=·883/292, 18· 19=·883/292, 18·40=·699/275, 40·41 =·699/275, 17-41 =·699/275, 14· 15=0/693, 12·14=·4811-147 WEBS 7-17=·152/1164, 8·17=·948/220, 8·15=·58/758, 10·15=-636/175, 7·20=·160/1103, 6·20=·955/219, 6-22=·57/768, 4·22=-637/175, 4·23=0/463, 3-23=·354/112, 10· 14=0/460, 11-14=-350/111, 7-18=·2660/252 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 1 Row at midpt 8· 17, 6·20 2 Rows at 1/3 pis 7·18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7· 1 O; Vult=110mph (3·second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=47ft; eave=6ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C·C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C·C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other.live loads. 4) * This truss has been designed for a live load of 20.0psf·on the·bottom chord in all areas where a rectangle 3·6·0 tall by 2·0·0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green.lumber members. 6) This truss is designed in accordance with the 2012 International B_uilding Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi·rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE($) Standard ~- .1 _ENGINEERING Truss AA03 Truss Type Common Qty 11 Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 02 12:37:59 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-iYXxzQOaPvYkObanCymfOTflWmmoQFfUd7vJ5mzAl5 r1·6·s 3-11-10 9-8-5 17-2-7 23-3-0 1-6-0 3-11-10 5-8-10 7-6-2 6-0-9 4x6= 13-2-14 19-5-0 7-3-14 6-2-2 19:0·0·4 0-2-0 LOADING {psi) SPACING 2-0-0 CSI 29-3-9 6-0-9 S>ii II 27-1-0 33-3-2 7-7-15 6-2-2 DEFL in (lac) I/dell 36-9-11 7-6-2 40-7-0 7-3-14 Ud PLATES 42-6-6 5-8-10 GRIP 48-0-0 46-2-8 46~-o I 3-8-2 0--8 ibl>..O·n. 46-6-0 5-11-0 TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.2917-19 >999 360 MT20 220/195 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 BC 0.84 WB 0.36 (Matrix-M) Vert(TL) Horz(TL:) Wind(LL) -0.96 17-19 >584 240 0.31 12 n/a n/a 0.2117-19 >999 240 Weight: 247 lb FT=20% TOP CHORD 2x4 OF No.1 &Bir G BOT CHORD 2x4 DF No.2 G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 1-7-8 cc purlins. Rigid ceiling directly applied or 1 O·O·O oc bracing. WEBS 2x4 DF No.1&Btr G *Except* W2,W1: 2x4 DF Stud/STD G REACTIONS (lb/size) 12=2152/0·5·8 (min. 0·2-5), 2=2152/0-5·8 (min. 0-2-5) Max Herz 2~261 (LC 8) Max Uplift12=·230(LC 10), 2=·230(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1 Rowatmidpt 8-17,6-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. TOP CHORD 2-29~4221/361, 3-29=·4181/382, 3-30=-4057/356, 3.0-31~3946/376, 4-31=-3932/380, 4-5=·3551/365, 5-32=-3465/385, 6-32=-3459/413, 6-33=-2959/405, 7-33=-2873/443, 7-34=-2874/443, 8-34=-2960/405, 8-35=3460/413, 9-35=-3466/385, 9-10=-3552/365, 10-36=-3935/380, 36-37=-3949/376, 11-37=-4061/356, 11-38=-4185/382, 12-38~225/361 BOT CHORD 2-22=·260/3954, 21-22=-199/3662, 20-21 =-64/2969, 20·39=·64/2969, 39-45~64/2969, 40°45=·64/2969, 19-40=-64/2969, 19-41 =0/2312, 18-41=0/2312, 18-42=0/2312, 17-42=0/2312, 17-43=·64/2821, 43-46=·64/2821, 44-46=-64/2821, 16·44=·64/2821, 15-16=·64/2821, 14-15=-199/3468, 12-14=-260/3762 WEBS 7-17=-137/1223, 8-17~911/221, 8-15=-60/707, 10-15=-595/171, 7-19=137/1222, 6'19=-911/221, 6-2k60/707, 4-21~595/171, 4-22=0/384, 3-22=289/103, 10-14=0/384, 11-14=-289/103 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 o; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4011; L=47ft; eave=6ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.33 plate grip DOL= 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE{S) Standard Job ENGINEERING Truss AA04 Truss Type Common Qty Ply 24190-Bowling Residence-michaelc Job Reference o lional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 02 12:38:00 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-Ak5JAmOC9Cgbel9zmgHuZgCVm9959bKesnfsdCzAl5 r1·6-s 3-11-10 9-8-5 17-2-7 23-3-0 1-6-0 3-11-10 5-8-10 7-6-2 6-0-9 5X6= 4x5= 27-1-0 6-2-2 7-7-15 21:0-1-120-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL 29-3-9 36-9-11 6-0-9 7-6-2 33-3-2 6-2-2 in (lac) I/defl Ud 42-6-6 5-8-10 40-7-0 7-3-14 PLATES GRIP 48-0-0 46-2-8 46g'-o I 3-8-2 0--8 ;66-.0m. 46-6-0 5-11-0 TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.11517-19 >999 360 MT20 220/195 TCDL 14.0 BCLL 0.0 • BCDL 10.0 LUMBER Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/f Pl2007 BC 0.65 WB 0.78 (Matrix-M) Vert(TL) Horz(TL) Wind(LL) -0.5214-15 >843 240 0.13 12 n/a n/a 0.1514-15 >999 240 Weight: 252 lb FT=20% TOP CHORD 2x4 DF No.1 &Bir G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No: 1 &Bir G *Except• W2,W1 ,W4: 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-2-1 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 10-5-8 except 0t=length) 12=0-5-8. (lb) -Max Horz 2=-261 (LC 24) 1 Row at midpt 8-17, 7-19, 6-19, 6-21, 4-23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less at joint(s) 2 except 12=·421 (LC 28), 2=260(LC 25), 23=271 (LC 27), 22=· 143(LC 28) Max Grav All reactions 250 lb or less atjoint(s) 2 except 12=1754(LC 16), 23=1698(LC 15), 22=975(LC 15) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-535/977, 3-31 ~445/946, 3-32=-486/1113, 4-32=327/1190, 4-5;,-1043/523, 5-33=-952/460, 6-33=951/460, 6-34= 1595/454, 7-34=-1509/395, 7-35=-1945/391, 8-35=2031 /450, 8-36=·2539/523, 9-36~2539/524, 9-10=-2631/587, 10-37=-3076/603, 11-37=-3187/689, 11-38=·3328/733, 12-38=-3367/781 BOT CHORD 2-23=940/504, 22-23=541/696, 22-39=-570/726, 21-39=-571/726, 20-21=-421/1415, 20-40=-421/1415, 40-41=·421/1415, 19-41=-421/1415, 19-42=373/1401, 18-42=-373/1401, 18·43=-373/1401, 17-43=-373/1401, 17-44=-478/1936, 44-45=-478/1936, 16-45=-478/1936, 15-16=-478/1936, 14-15=-609/2641, 12-14=-653/2994 WEBS 7-17~141/1228, 8-17=-921/224, 8-15=63/719, 10-15~611/178, 6-19~3/317, 6-21=·1Q03/87, 4-24=0/560, 21-24=·3/1191, 4-23=-1810/344, 3-23=·395/122, 10-14=0/413, 11-14=-311 /120, 22-24=-859/164 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 O; Vull=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4011; L=47ft; eave=6ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left a,nd right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DO_L=1.33 plate grip D0L=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-5-8 for 95.6 plf. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job " ENGINEERING Truss AA05 Truss Type COMMON Qty 3 Ply 24190-Bowling Residence-michaelc Job Reference a tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 MiTek lndustnes, Inc. Thu Jun 0212:38:01 2016 Page 1 ID:ZKw9I ?x7pMrCN8 ?W4AMGRDzHVMu-exfh051 qwWoSGukAKNo 76uke3ZV4u6An5ROQAfzAl5 38-0-0 7-2-7 13-3-0 7-2-7 6-0-9 19-3-9 26-9-11 32-6-6 36-2-8 36-6-0 I 6-0-9 7-6-2 5-8-10 3-8-2 0J3L8 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 4)dj::::: SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 5x6 = 4x6= 4)6= 4x6= 4)6::::: 4ldi= ""6= 17-1-0 7-7-15 15:0-2-4 0-2-0 CSI TC 0.90 BC 0.66 WB 0.55 (Matrix-Ml 23-3-2 6-2-2 DEFL in (lac) Vert(LL) -0.13 13-15 Vert(TL) -ci.53 12-13 Horz(TL) 0.14 10 Wind(LL) 0.1112-13 1-fuQ,.,~2 4x6= 4:£::::: 30-7-0 36-6-0 7-3-14 5-11-0 I/dell Ud PLATES GRIP >999 360 MT20 220/195 >828 240 n/a n/a >999 240 Weight: 224 lb FT=20% TOP CHORD 2x4 DF No.2 G *Except• T3: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.2 G *Except* B2: 2x6 DF No.2 G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1 &Btr G 'Except' W6,W7,W1,W2: 2x4 DF Stud/STD G REACTIONS (lb/size) 10=1755/0-5-8 (min. 0-1-14), 21=1786/0-3-8 (miri. 0-1-15) Max Horz21~339(LC 8) Max Uplift10=·150(LC 10), 21=-119(LC 10) Max Grav10=1755(LC 1), 21=1796(LC 17) FORCES (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-960/146, 3-25~875/156, 3-4=-807/179, 4-26=-1575/197, 5-26=-1489/235, 5-27~1943/256, 6-27=-2029/218, 6-28~2536/227, 7-28=-2536/200, 7-8=-2628/179, 8-29=-3065/203, 9-29~3176/179, 9-30=-3317/209, 10-30=-3357/188, 2-21~1775/146 BOT CHORD 20-21=-201/282, 20-31=0/1405, 31-32=0/1405, 19-32=0/1405, 18°19=0/1422, 18-33=0/1397, 17-33=0/1402, 17-34=0/1423, 16·34=0/1416, 15-16=0/1422, 15-35=0/1959, 35-36=0/1959, 14-36=0/1959, 13-14=0/1959, 12-13~3212637, 10-12~105/2990 WEBS 5-15=-76/1268, 6-15=-909/223, 6-13=·62/715, 8-13=·609/172, 4-19=0/412, 4-20=-1146/0, 8-12=0/412, 9-12=-313/111, 2-20:0/1380 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 1 Row at midpt 6-15, 5-19, 4-20, 2-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=37ft; eave=5ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.33 plate grip DOL= 1.33 3) 120.0lb AC unit load placed on the bottom chord, 23-3-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 0.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb·live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anaysis and design of this truss. LOAD CASE(S) Standard ~ I ENGINEERING Truss AA06 Truss Type COMMON Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:03 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-aJnRpn35S72AVCtYRoqbBJp?qNCnM2H4YltWEXzAI5 38-0-0 7-2-7 13-3-0 19-3-9 7-2-7 6-0-9 6-0-9 26-9-11 32-6-6 36-2-8 36-6-0 I 7-6-2 5-8-1 0 3-8-2 0J3L8 21 2X4 ,, LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 20 4lC6= 5x6= 5.50[12 3x5.::::,. 31 32 19 1833 17 341s 1s as 36 14 13 3x6= 4x6= 4)6;:; 8:0-1-15 0-2-4 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 4X6= 4l!S= 4xfi= 3>6= 17-1-0 7-7-15 CSI TC d.88 BC 0.52 WB 0.45 (Matrix-M) ""'= 23-3-2 6-2-2 DEFL in (Ice) Vdefl Vert(LL) -0.0713-15 >999 Vert(TL) -0.18 15-19 >999 Horz(TL} 0.06 12 n/a Wincl(LL) 0.0415-19 >999 1-fuQ,.15~ 4X6~ 30-7-0 36-6-0 7-3-14 5-11-0 Ud PLATES GRIP 360 MT20 220/195 240 n/a 240 Weight: 224 lb FT=20% TOP CHORD 2x4 OF No.2 G *Except* T3: 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.2 G *Except* 82: 2x6 DF No.2 G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.1 &Bir G *Except* W6,W7,W1,W2: 2x4 OF Stud/STD G REACTIONS All bearings 7-0-8 except Ot=length) 21 =0-3-8. (lb) -Max Horz 21 =-343(LC 24} Max Uplift All uplift 100 lb or less at joint(s) filXcept 10=-273(LC 28), 21 =-343(LC 27), 12=-259(LC 28) Max Grav All reactions 250 lb or less atjoint(s) 10 except 10=337(LC 53), 21=1506(LC 17), 12=1873(LC 16) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25~808/246, 3-25=-7221164, 3-4=-654/242, 4-26=-1261 /236, 5-26=-1176/341, 5-27 =-1321/336, 6-27=-1408/418, 6-28=-1287/431, 7-28=-1289/432, 7-8=-1379/519, 8-29=-176/519, 9-29=-369/573, 9-30=-331/508, 10-30=-440/558, 2-21=-1491/361 BOT CHORD 20-21~206/286, 20-31=-67/1161, 31-32=-67/1161, 19-32=-67/1161, 18-19=-87/1085, 18-33=-90/1063, 17-33~89/1069, 17-34~87/1086, 16-34=-88/1081 , 15-16=-87 /1085, 15-35=-189/1294, 35-36=-189/1294, 14-36=-189/1294, 13-14=-189/1294, 13-37 =-373/894, 12-37=-323/847, 10-12=-529/495 WEBS 5-15=0102/679, 6-15=-327/248, 6-13=-268/68, 8-13=0/523, 5-19=-162/371, 4-19=-147/350, 4-20~893/186, 8-12~1975/351, 9-12=-387/121, 2-20=-139/1109 NOTES 1 Row at midpt 6-15, 6-13, 4-19, 4-20, 8-12, 2-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 o; Vuli=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4011; L=37ft; eave=5ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) 120.0lb AC unit load placed on the bottom chord, 23-3-0 from left encl, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottqm chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6} A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9} This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33} Connect truss to resist drag loads along bottom chord from 29-6-0 to 36-6-0 for 142.9 plf. 1 O} "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ENGINEERING Truss AA07 'fruss Type COMMON Qty 3 Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Thu Jun 0212:38:03 2016 Page 1 ID:ZKw9l?x7pMrCN8?W4AMGRDzHVMu-aJnRpn35S72AVCtYRoqbBJp?qNCnMzW4YltWEXzAl5 -1-6-0 7-2-7 13-3-0 19-3-9 26-9-11 29-11-0 31-5-0 3 1-6-0 7-2-7 6-0-9 6-0-9 7-6-2 3-1-5 1-6-0 Scale .. 1:53 4>16 II 4)6= 4x6 = 3X4 ll 3x4= 3X4 11 4x6= 3x4= 11 3x4= 3x5= 3x4= 3-2-14 9-5-0 17-1-0 23-3-2 29-11-0 3-2-14 6-2-2 7-7-15 6-2-2 6-7-14 Plate Offsets X 2:0-3-0 0-1-12 LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ice) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.06 12-14 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1:25 BC 0.52 Vert(TL) -0.1714-18 >999 240 BCLL 0.0 * Rep Stress Iner YES WB 0.75 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code IBC2012/TPl2007 (Matrix-M) Wind(LL) 0.03 14 >999 240 Weight: 206 lb FT=20% LUMBER TOP CHORD 2x4 OF No.2 G *Except* T3: 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.2 G *Except* 82: 2x6 OF No.2 G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1 &Bir G *Except* W6,W1 ,W2,W8,W7: 2x4 OF Stud/STD G REACTIONS (lb/size) 20=1486/0-3-8 (min. 0-1-10), 11=1473/0-3-8 (min. 0-1,9) Max Herz 20=-319(LC 8) Max Uplift20=-105(LC 10), 11=-120(LC 10) Max Grav20=1501(LC 17), 11=1473(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1 Rowatmidpt 6-14,6-12,4-18,4-19,2-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. TOP CHORD 2-21=-799/138, 3-21=713/154, 3-4=-645/177, 4-22=,1245/183, 5-22=1159/220, 5-23=-1308/229, 6-23=-1395/190, 6-24=-1269/168, 7-24=1274/140, 7-8=-1361/120, 2-20=-1481/140, 9-11=-319/184 BOT CHORD 19-20=251/261, 19-26=0/1137, 26-27 =0/1137, 18-27=0/1137, 17-18=0/1065, 17-28=0/1043, 16-28=0/1048, 16-29=0/1066, 15-29=0/1060, 14-15=0/1065, 14-30=0/1284, 30-31=0/1284, 13-31=0/1284, 12-13=0/1284, 11-12=0/841 WEBS 5-14=50/669, 6-14=-319/198, 6-12=-282/0, 8-12=0/543, 5-18=-32127 4, 4-19=-889/0, 2-19=0/1104, 8-11 =-1519/45 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vul1=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BQDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) 120.0lb AC unit load placed on the bottom chord, 23-3-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumtier members. 7) This truss is designed in accordance with the 2012 International Building Cqde section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ENGINEERING Truss AAOS Truss Type Common Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct 23 2013 Mffek Industries, Inc. Thu Jun 0212:38:04 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-2WLq07 4jDRA 17MSl?VMqjWMCRn Yj5NrnDn Pd4rn_zAI5 1-6-3-11-10 9-8-5 17-2-7 23-3-0 29-3-9 36-9-11 39-11-0 41-5-41 1-6-0 3-11-10 5-8-10 7-6-2 6-0-9 6-0-9 7-6-2 3-1-5 1-6-0 4 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 10-1-12 4-2-12 :0-3-0 0-2-3 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 13-2-14 3-1-2 4x6= 3>6= CSI 19-5-0 6-2-2 TC 0.70 BC 0.54 WB 0.94 (Matrix-M} 5ld:i= 4x6= 4x6= 4x6= 4:di= 27-1-0 7-7-15 DEFL In (loc} I/dell Vert(LL} -0.07 14-16 >999 Vert(TL} -0.19 19-21 >999 Horz(TL} O.o7 13 n/a Wind(LL} 0.04 16 >999 Scale•1 fJ. 3x6= 4x5= 33-3-2 39-11-0 6-2-2 6-7-14 Ud PLATES GRIP 360 MT20 220/195 240 n/a 240 Weight: 244 lb FT=20% TOP CHORD 2x4 DF No.1 &Bir G BOT CHORD 2x4 DF No.2 G *Except* BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-4-5 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 83: 2x6 DF No.2 G WEBS 2x4 DF No.1 &Bir G *Except' W2,W1,W4,W9,W8: 2x4 DF Stud/STD G REACTIONS All bearings 10-5-8 except Ut=length} 13=0-3-8. (lb} -Max Horz2=331 (LC 25) Max Uplift All uplift 100 lb or less atjoint(s} 22 excepl2=-242(LC 27), 23=-272(LC 27), 13=363(LC 28) 1 Row at midpt 8-16, 8-14, 6-19, 6-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. Max Grav All reactions 250 lb or less atjoint(s} 2 except 2=340(LC 39}, 23=1517(LC 15), 22=650(LC 15}, 13=1586(LC 16) FORCES (lb} -Max. Comp./Max. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 2-28=-455/631, 3-28=-353/590, 3-29=-365/670, 4-29=-186/644, 4-5=-1202/480, 5-30=-1111/403, 6-30=-1110/402, 6-31=-1465/384, 7-31=-1380/311, 7-32=1486/312, 8-32=-1574/277, 8-33=-1409/242, 9-33=-1413/246, 9-10=-1501/321, 11-13=-318/182 BOT CHORD 2-23=-620/531, 22-23=-473/905, 21-22=-473/905, 20-21 =-279/1366, 20-35=-279/1366, 35-36=-279/1366, 19-36=279/1366, 18-19=-205/1193, 18-37 =-205/1193, 37-38=-205/1193, 17-38=-205/1193, 16-17=-205/1193, 15-16=206/1408, 15-39=206/1408, 14-39=-206/1408, 13-14=-124/904 WEBS 7-16=-138/656, 8-16=-315/285, 8-14=-327/123, 10-14=43/598, 7-19=-78/444, 6-21=603/47, 4-24=0/390, 21-24=0/794, 4-23=-1572/345, 3-23=389/119, 22-24=-566/60, io-13=-1634/332 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust} Vasd=B7rnph; TCDL=B.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=40ft; eave=5ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1} zone; cantilever left and right exposed ; end verti~I left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3} 120.0lb AC unit load placed on the bottom chord, 23-3-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code sectjon 2306.1 and referenced standard ANSI/TPI 1. B) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9} This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33} Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-0-0 for100.0 plf. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S} Standard Job ENGINEERING Truss AA09 Truss Type COMMON Qty 3 Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run:7.500 s Oct 23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Thu Jun 0212:38:06 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-_uSaRp5zl2QIMgc76wOlpxRVRaBKZP8WEj6BrszAl5 1-6-3-11-10 9-8-5 17-2-7 23-3-0 29-3-9 36-9-11 39-11-0 41-5-41 1-6-0 3-11-10 5-8-10 7-6-2 6-0-9 6-0-9 7-6-2 3-1-5 1-6-0 4 4>.fi= LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 3x6= 13-2-14 7-3,14 19:0-0-4 0-2-0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 4ll6= 4ll5= CSI 19-5-0 6-2-2 TC 0.86 BC 0.72 WB 0.44 (Matrix-M) Scale-167 Sx6= 4x6= 4ll6= 4x6= 4)8= 4,s:::; 4x6= 27-1-0 33-3-2 39-11-0 7-7-15 6-2-2 6-7-14 DEFL in (Ice) 1/defl Ud PLATES GRIP Vert(LL) -0.16 19-21 >999 360 MT20 220/195 Vert(TL) -0.58 21-22 >826 240 Horz(TL) 0.18 13 n/a n/a Wind(LL) 0.13 21-22 >999 240 Weight: 239 lb FT=20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.2 G *Except* BRACING TOP CHORD BOTCHORD WEBS Structural wood sheathing directly applied or 2-2-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. 83: 2x6 DF No.2 G WEBS 2x4 DF No.1&Btr G *Except* W2,W1 ,W7,W6: 2x4 DF Stud/STD G REACTIONS (lb/size) 2=1912/0-5-8 (min. 0-2-1), 13=1930/0-3-8 (min. 0-2-1) Max Horz2=312(LC 9) . Max Uplift2=-156(LC 10), 13=-139(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All /orces 250 (lb) or less except when shown. 1 Row at midpt 8-16, 8-14, 6-19, 10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. TOP CHORD 2-26=3714/199, 3-26=3675/220, 3-27=3541/191, 4-27=-3430/215, 4-5=-3009/193, 5-28=·2918/214, 6-28=·2917/241, 6-29=-2409/232, 7-29=2323/270, 7-30=-2028/258, 8-30=·2114/220,.8-31 = 1806/190, 9-31=-1810/162, 9-10=-1898/142, 11-13=-320/182 BOT CHORD 2-22=-137/3488, 21-22=67/3162, 20-21=0/2463, 20-33=0/2463, 33-34=0/2463, 19-34=0/2463, 18-19=0/1788, 18-35=0/1788, 35-36=0/1788, 17-36=0/1788, 16-17=0/1788, 15-16=0/1897, 15-37=0/1897, 14-37=0/1897, 13-14=0/1142 WEBS 7-16=-421532, 8-14=-549/0, 10-14=0/853, 7-19=·75/1272, 6·19=-913/223, 6·21=-62/718, 4-21=·606/173, 4-22=0/401, 3-22=-302/109, 10-13=-2069/68 I NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 O; Vult=11 Omph-(3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=40ft; eave=5ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.33 plate grip DOL= 1.33 3) 120.0lb AC unit load placed on the bottom chord, 23-3-0 from 11)11 end, support09 at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsl. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 lntjlrnational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ENGINEERING Truss AA10 Truss Type Common Qty Ply 24190·Bowling Residence·michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 02 12:38:07 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-T50ye96bWMYc_pBKgevXL9_hY_cllsEgTNrkNlzAl5 -1-6-0 3-11-10 9-8-5 17-2-7 23-3-0 29-3-9 31-9-0 1-6-0 3-11-10 5-8-10 7-6-2 6-0-9 6-0-9 2-5-7 4x5 11 28 29 14 30 13-2-14 3-2-14 19-5-0 22-0-0 27-1-0 128-9·81 31-9-0 6-2-2 2-7-0 5-1-0 1-8-8 2-11-8 16:0-1-0 0-1-12 LOADING (psi) TCLL 20.0 SPACING 2·0·0 Plates Increase-1.25 CSI TC o.n DEFL in (foe) I/dell Ud PLATES GRIP Vert(LL) -0.09 12-14 >999 360 MT20 220/195 TCDL 14.0 BC 0.42 Vert(TL) -0.22 12-14 >513 240 BCLL 0.0 • Horz(fl) 0.03 14 n/a n/a BCDL 10.0 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/fPl2007 WB 0.45 (Matrix-M) Wind(LL) 0.0416·17 >999 240 Weight: 193 lb FT=20% LUMBER TOP CHORD 2x4 DF No.1 &Bir G *Except• T3: 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.1 &Btr G *Except• W2,W1 ,W7,W6: 2x4 DF Stud/STD G REACTIONS All bearings 12-0·0 except Qt=length) 2=0·5·8, 10=3-3·0, 11 =0·3·8. (lb) -Max Horz2=404(LC 26) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5· 1-2 cc purlins, except end verticals. Rigid ceiling directly applied or 5-3·2 cc bracing. 1 Row at midpt 7·12, 8·12, 7-14, 6-14, 6-16, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less atjoint(s) 11 except 14=-227(LC 28), 16~1302(LC 27), 2~661(LC 27), 10~901(LC 28) Max Grav All reactions 250 lb or less atjoint(s) 11 except 14=931(LC 15), 16=1859(LC 24), 2=879(LC 24), 10=1142(LC 25) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21 =-1732/1297, 3·21 =-1394/1139, 3·22=-1276/890, 4-22=-7 44/630, 4-5=-5047648, 5·23=-95/389, 6-23=·449/735, 6-24=·609/631 , 7-24=-186/320, 7-25=·527/553, 8·25=-481/395, 8-26=-333/365 BOT CHORD 2-17=-1310/1643, 17-27=-1380/1358, 16-27=·1380/1358, 15-16=-1200/1111, 15·28=·1031/942, 28·29=·430/341, 14-29=-723/634, 14·30=-402/427, 13·30=·814/839, 13·31=-814/839, 12-31=-814/839, 12-32=·321/382, 11 ·32=·321 /382, 11-33=·321 /382, 10-33=-321/382 WEBS 7-12=-759/900, 8-12=·742/837, 7-14=-950/637, 6-14=·912/951, 6·16=·1586/1395, 4-16=·646/187, 4·17=-27/481, 3-17=·363/143, 8· 10=-1183/930 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 O; Vult=110mph (3·second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=32ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C·C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load ·of 20.0psf on the bottom chord in all areas where a rectangle 3·6·0 tall by 2-0·0 wide will fit between the bottom chord and any other members, with BQDL = 10.0psf. • 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the·2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been qesigned for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 1 O·O·O to 22·0·0 for 250.0 plf. 9) "Semi·rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ENGINEERING Truss AA11 Truss Type Common Qty Ply 24190-Bowhng Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 Milek Industries, Inc. Thu Jun 0212:38:08 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-xHaKsV7DHggTczmWELQmuMXs?Oyl1 EYpi1 bHwlzAl5 -1-6-0, 3-11-10 9-8-5 17-2-7 23-3-0 29-3-9 31-9-0 1-6-0 3-11-10 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 5-8-10 10:0-1-8 0-1-8 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012frPl2007 13-2-14 7-3-14 CSI TC 0.79 BC 0.40 WB 0.76 (Matrix-M) 7-6-2 6-0-9 6-0-9 2-5-7 Scala .. 1.52. ""'" 3x4= 19-5-0 21-9-4 2~9.-0 27-1-0 31-9-0 6-2-2 2-4-4 0--12 5-1-0 4-8-0 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.0714-16 >999 360 MT20 220/195 Vert(TL) -0.2416-17 >999 240 Horz(TL) 0.03 13 n/a n/a Wind(LL) 0.0416-17 >999 240 Weight: 207 lb FT=20% TOP CHORD 2x4 DF No.1 &Bir G *Except* T3: 2x4 DF No.2 G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-4-9 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.1&Btr G *Except* W2,W1 ,W8,W7: 2x4 DF Stud/STD G, W6: 2x4 DF No.2 G REACTIONS (lb/size) 2=943/0-5-8 (min. 0-1-8), 10=149/Mechanical, 13=1795/0-5-8 (min. 0-2-0) Max Herz 2=376(LC 9) Max Uplift2=·126(LC 10), 10=·28(LC 10), 13=-137(LC 10) Max Grav2=943(LC 1), 10=328(LC 26), 13=1864(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1 Rowatmidpt 8-11,6-14, 7-13,8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. TOP CHORD 2-21 =-1532/131, 3-21 =-1449/152, 3·22=· 1329/124, 4-22= 1182/147, 4-5=-696/137, 5-23=-604/158, 6-23=-604/185 BOT CHORD 2-17=-152/1397, 16-17=-102/966, 13-14=-430/194, 13-29=-265/177, 12-29=-265/177, 11-12=-265/177 WEBS 7-11=64/410, 8-11=261/118, 7-14=-166/1037, 6-14=-920/217, 6-16=56/748, 4-16=633/175, 7-13=-1705/178, 4-17=0/454, 3-17=-346/110, 8-10=·256/49 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=32ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C.lnterior(1) zone; cantilever left and right exposed; end vertical-left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live lo,ids. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ENGINEERING Truss AA12 Truss Type California Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 02 12:38:08 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-xHaKsV7DHggTczmWELQmuMXq50XS1 Fopi1 bHwlzAl5 1-1-6-o I 1-6-0 LOADING (psij TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 7-4-12 7-4-12 14-2-10 6-9-13 14-2-10 6-9-13 6:0-4-4 0-1-4 8:0-3-0 0-1-12 14:0-4-0 0-3-0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 CSI TC 0.91 BC 0.49 WB 0.68 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) BRACING 21-3-5 7-0-11 21-3-5 7-0-11 in (foe) -0.0713-14 -0.2413-14 O.o7 9 0.05 9-10 I/dell >999 >999 n/a >999 21-9-4 21 f8l~ 1 24.9.5 25i2l 11 0-5-6 3-0-1 0-5-6 0-0-9 S>:8= 21-~-4 0-5-15 Ud 360 240 n!a 240 21 T3 25-2-11 3-5-7 PLATES MT20 Weight: 188 lb 31-5-8 6-2-13 B3 25 31-9-0 6-6-5 GRIP 220/195 FT=20% Scale•1.53 3x4!1 TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 0-0-0 oc purlins (6-0-0 max.): 6-7. WEBS 2x4 DF No.2 G *Except* W1 ,W2,W3,W8: 2x4 DF Stud/STD G REACTIONS (lb/size) 9=648/Mechimical, 2=1180/0-5-8 (min. 0-1-8), 12=1060/0-5-8 (min. 0-1-8) Max Herz 2=360(LC 9) Max Uplift9=·53(LC 10), 2=·139(LC 10), 12=-99(LC 10) Max Grav9=774(LC 16), 2=1180(LC 1), 12=1160(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 5-13, 7-10, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. TOP CHORD 2-19~1838/129, 3-19=-1741/153, 3-4=·1216/126, 4-5=·1067/169, 5-20=-541/155, 6-20=-444/180, 6-21=·367/195, 7-21=·374/193, 7-22=·397/181, 8-22=-476/159, 8-9=-648/93 BOT CHORD 2-15=-146/1818, 14-15=·111/1616, 14-23=-61/1027, 23-24=·61/1027, 13-24~61/1027, 12-13=·53/330, 11-12=-53/317, 10-11=·53/317 WEBS 3-15=0/260, 3-14=·668/117, 5-14=0/534, 5-13=·995/175, 6-13=0/475, 7-10=·254/74, 8-10=0/421, 6-12=·630/0 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 O; Vult=110mph (3-secpnd gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4011; L=32ft; eave=4fl; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any o_ther live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tryss to truss connections. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 OJ "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job ENGINEERING ,. Truss AA13 Truss Type California Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 02 12:38:09 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-PT8j3r7s2zpKD7Lio3x?Qa30ooD6mmEyxhKrSBzAl5 6-10-10 6-10-10 14-0-11 7-2-0 19-3-5 19f8-11 23-3-0 26-9-5 27-2-11 31-5-8 31r,9-0 5-2-1 o o-516 3-6-5 3-6-5 ol5l5 4-2-13 o-3~8 Scale•l.53 19-3-5 21-9-4 27-2-11 31-9-0 9-7-11 2-5-15 5-5-7 4-6-5 6:0-3-0 0-1-12 9:0-3-0 0-1-12 LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ice) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.23 14-16 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.5514-16 >476 240 BCLL 0.0 • Rep Stress Iner YES WB 0.42 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code IBC2012/TPl2007 (Matrix-M) Wind(LL) 0.03 16 >999 240 Weight: 198 lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 0-0-0 oc purlins (6-0-0 max.): 6-8. Except: 6-0-0 oc bracing: 6-8 WEBS 2x4 OF No.2 G *Except• W1,W2,W3,W9,W8: 2x4 OF Stud/STD G-BOT'CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1Rowatmidpt 5-14,6-13,7-13,8-11 REACTIONS (lb/size) 2=895/0-5-8 (min. 0-1-8), 13=1971/0-5-8 (min: 0-2-3), 10=21/Meclianical Max Horz 2=339(LC 9) Max Uplift2=-111(LC 10), 13=·186(LC 10), 10=·87(LC 21) Max Grav2=895(LC 1), 13=2052(LC 15), 10=244(LC 26) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=·1355/104, 3-20~1041/132, 3-21~885/108, 4-21=-791/108, 4-5=-776/134, 6-23=·10/504, 7-23=-10/504 MiT ek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. BOT CHORD 2-16=·122/1696, 16'26~105/397, 15·26=·105/397, 15-27=-105/397, 14-27=-105/397, 13-14=-257/176, 13-28=-370/172, 12-28=-370/172, 12-29=-370/172, 11-29~370/112 WEBS 3-16~460/178, 5-16=-17/722, 5-14=·813/181, 6-14=·46/865, 6-13=-1219/90, 7-13=-843/121, 7-11=-39/605, 8-11=·347/70 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vull=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4011; L=32ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1.33 plate grip D0L=1.33 3) Provide adequate drainage IQ prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live· load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 OJ "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, LOAD CASE(S) Standard Job Truss ENGINEERING AA14 Truss Type California Qty Ply 24190-Bowfing Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Thu Jun 0212:38:10 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-tgi5HA8UpHxArHwulmSEzncCXBbtV7D69L40_dzAl5 1 -1-6-0 I 1-6-0 6-0-6 6-0-6 11-6-12 5-6-6 17-3-5 17ra111 23-3-o 2a-9-5 29r2-1131-5-831-9-o 5-8-8 o-5-6 5-6-5 5-6-5 o-sl6 2-2-13 o!aL8 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 LUMBER 9-1-12 9-1-12 6:0-3-0 0-1-12 SPACING 2-0-0 Plates Increase 1.25 Lumber-Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 17-3-5 8-1-8 CSI DEFL TC 0.79 Vert(LL) BG 0.55 Vert(TL) WB 0.82 Horz(TL) (Matrix-M) Wind(LL) BRACING ScaJe .. 1 54 sxa-:::::- 21-9-4 29-2-11 31-9-0 4-5-15 7-5-7 2-6-5 in (foe) I/dell lid PLATES GRIP -0.08 14-16 >999 360 MT20 220/195 -0.28 16-19 >937 240 0.03 13 n/a n/a 0.03 16 >999 240 Weight: 189 lb FT=20% TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G TOP CHORD Struclural wood sheathing direclly applied or 5-2-7 oc purlins, except end verticals, and 0-0-0 oc purlins (6-0-0 max.): 6-8. Except: 6-0-0 oc bracing: 6-8 WEBS 2x4 DF Stud/STD G *Except' W5,W7: 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Rowatmidpt 6-13, 7-13 REACTIONS (lb/size) 2=897/0-5-8 (min. 0-1'8), 13=1960/0-5-8 (min. 0-2-3), 10=30/Mechanical Max Herz 2=320(LC 9) Max Uplift2=-115(LC 10), 13=-172(LC 10), 10=-79(LC21) Max Grav2=897(LC 1), 13=2068(LC 15), 10=247(LC 26) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss ereclion in accordance with Stabilizer Installation uide. TOP CHORD 2-20~ 1240/108, 3-20=-1165/141, 3-21=-930/105, 4-21 =-850/106, 4-5=-789/126, 6-23~31 /534, 23-24=-31 /534, 7-24=-31 /534, 9-10=-256/68 BOT CHORD 2-16~128/1513, 16-27~106/640, 27-28=-106/640, 15-28=-106/640, 14-15=-106/640, 13-30=-365/144, 12-30=-365/144, 12-31=-365/144, 11-31~365/144 WEBS 3-16=-405/142, 5-16=0/510, 5-1~756/151, 6-14=-32/697, 6-13=-1147/110, 7-13=-899/151, 7-11=-20/563, 8-11=-338/107 NOTES 1) This truss has been checked for uniform roof live load only, except as noled. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=B.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=32ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (direclional) and C-C lnterior(1) zone; cantilever left and right exposed ;·end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate raling reduclion of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss conneclions. B) This truss is designed in accordance with the 2012 lnternalional Building Code seclion 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been-designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job \ ENGINEERING Truss AA15 Truss Type California Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional · ·california TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23-2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:11 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-LsGTUW96ab31TRV5vU_TW?9LzbyZDhmFOJJyW4zAl5Q 31-9-0 I -1-6-o I 1-6-0 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 7-10-7 7-10-7 14:0-2-8 0-2-0 SPACING 2-0-0 Plates Increase· 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 15-3-5 7-4-14 15-3-5 9-8-13 CSI TC 0.94 BC 0.46 WB 0.35 (Matrix-M) 21-9-4 0-5-6 6-0-9 22 23 82 27 21-9-4 6-5-15 DEFL in (loc) I/dell Vert(LL) -0.1811-13 >644 Vert(TL) -0.55 14-16 >476 Horz(TL) 0.02 13 n/a Wind(LL) 0.03 16 >999 BRACING 26-5-11 4-8-7 3ld3= 3x4::::: 133x4 = 3x4= 31-0-15 9-3-11 Ud PLATES 360 MT20 240 n/a 240 Weight: 178 lb 30-9-5 4-3-10 GRIP 220/195 FT=20% 31-5-8 31fr15I 0--'ldSoaJ,-1'54 0-4-9 0-3-8 11 10 3x4 Ii 5~= SJ-9~0 -8- "1. ;[.· TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1 &Bir G WEBS 2x4 DF Stud/STD G *Except* W4,W6,W7: 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 0-0-0 oc purlins (6-0-0 max.): 5-8. Except: REACTIONS (lb/size) 2=875/0-5-8 (min. 0-1-8), 10=-17/Mechanical, 13=2029/0-5-8 (min. 0-2-5) Max Herz 2=303(LC 9) Max Uplifl2=-140(LC 10), 10=-119(LC 29), 13=-100(LC 10) Max Grav2=875(LC 1), 10=195{LC 26), 13=2148{LC 15) FORCES {lb) -Max. Comp./Max. Te11. -All forces 250 {lb) or less except when shown. 6-0-0 oc bracing: 5-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row al midpt 3-14, 6-13, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. TOP CHORD 2-20=-1237/141, 3-20=-1051/99, 3-4=-341/115, 6-24=0/669, 24-25=0/669, 7-25=0/669, 8-9=-256/160, 9-10=-402/122 BOT CHORD 2-16=319/1439, 15-16=-165/911, 14-15= 165/911, 14-27=-676/101, 13-27 =-676/101; 12-13=-271/83, 12-28=-271 /83, 28-29=271/83, 11-29=271/83 WEBS 5-14=-344/78, 8-11=-89/268, 3-14=-788/174, 3-16=0/430, 6-13=-1257/168, 6-14=-68/-1157, 7-13=-n3/33, 7-11=0/452 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 O; Vult=110mph {3-second gust) Vasd=87niph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft;.L=32fl; eave=4fl; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.33 plate grip DOL= 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load no_!lconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the.2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 OJ "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job -., ENGINEERING Truss AA16 Truss Type Roof Special Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Thu Jun 02 12:38:11 2016 Page 1 ID:ZKw9I?x7pMrCNB?W4AMGRDzHVMu-LsGTUW96ab31TRV5vU_TW?90kbypDa?FO__pyW4zAl5Q 7-5-6 7-5-6 13-3-5 5-9-14 13i8i11 17-6-4 21-9-4 26-8-4 31-5-8 31,-~-0 o-5-6 3-9-9 4-3-o 4-11-0 4-9-4 023-8 j .. 3>S= LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL a.a. BCDL 10.0 LUMBER 5.5-0[12 13-3-5 7-5-13 14:0-2-8 0-2-0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 CSI TC 0.76 BC 0.51 WB 0.78 (Matrix-M) 4x8= 21-9-4 8-5-15 DEFL in (lac) Vert(LL) -0.1312-14 Vert(TL) -0.3112-14 Horz(TL) 0.03 12 Wind(LL) 0.03 16-19 BRACING 2X4 II I/dell Ud >999 360 >843 240 n/a n/a >999 240 83 26-8-4 4-11-0 PLATES MT20 3x8= 11 2><411 Weight: 174 lb 31-9-0 5-0-12 GRIP 220/195 FT=20% Scale•1:53 2x4 II 10 3x4 = TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals, and 0-0-0 oc purlins (6-0-0 max.): 5-9. Except: WEBS 2x4 DF Stud/STD G 6-0-0 oc bracing: 5-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-12 REACTIONS (lb/size) 10=66/Mechanical, 2=914/0-5-8 (min. 0-1-8), 12=1907/0-5-8 (min. 0-2-1) Max Herz 2=266(lC 9) Max Uplift10~61(LC 7), 2=-124(LC 10), 12=-155(LC 10) Max Grav10s:282(LC 26), 2=914(LC 1), 12=1907(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20~ 1278/78, 3-20=· 1181/94, 3-4=-604/91, 4-21=-522/107, 5-21 ~511/128, 5·22=·462/138, 6-22=·465/137, 6-23=-46/560,.23-24=·46/560, 7-24=-46/560, 7-25=-46/560, 25-26=-46/560, 8-26=-46/560, 9-10=-308/55 BOT CHORD 2-16~209/1494, 15-16=-108/1015, 14-15~108/1015 - WEBS 3-14=-634/146, 3-16=0/288, 7-12=-376/101, 8-12=-743/68, 6-14=-21/723, 6-12=-1071/123 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=32ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Thi.s truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job .., ENGINEERING Truss AB01 Truss Type CALIFORNIA GIRDER Qty Ply 24190-Bowltng Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 Milek Industries, Inc. Thu Jun 0212:38:12 2016 Page 1 ID:ZKw9l?x7pMrCN8?W4AMGRDzHVMu-p2qrhsAkluBu4b3HTBVi2ChX9?Cgy8kPdeZV3WzAl5 I -1-6-o I 3-11-3 7-6-5 11-0-0 1-6-0 3-11-3 3-7-1 3-0-5 I 14-0-5 1 d-5-? 1 18-0-13 I 21-8-8 2j-o-o 23-6-o I -3-7-1 3-7-11 0-318 1-6-0 7-6-5 3-7-1 6:0-6-8 0-1-5 8:0-2-11 0-1-8 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x6 DF No.2 G SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner NO Code IBC2012/TPl2007 WEBS 2x4 DF Stud/STD G CSI TC 0.84 BC 0.85 WB 0.37 (Matrix-M) 11-0-0 3-5-11 12 2X4 II 14-5-11 3-5-11 DEFL in (Joe) Vert(LL) -0.13 12 Vert(TL) -0.45 12 Horz(TL) 0.14 8 Wind(LL) 0.16 12 BRACING I/dell >999 >587 n/a >999 18-0-13 22-0-0 3-7-1 3-11-3 Ud PLATES GRIP 360 MT20 220/195 240 n/a 240 Weight: 122 lb FT=20% TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except 0-0-0 oc purlins (2-5-1 o max.): 4-6. Except: 2-6-0 oc bracing: 4-6 BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. Scale-1400: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=2251/0-5-8 (min. 0-2-11), 8=2251/0-5-8 (min. 0-2-11) Max Horz2=-73(LC 6) Max Uplift2=-441(LC 8), 8=441(LC 8) Max Grav2=2491(LC 13), 8=2491 (LC 14) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-5205/876, 2-21=-5230/916, 3-21~5201/927, 3-22=-4877/1025, 4-22=-4842/1038, 4-23=-4406/961, 23-24=-4410/960, 5-24=-4417/960, 5-25=-4417/960, 25-26=-4410/960, 6-26=-4406/961, 6-27=-484211038, 7-27=487711025, 7-28=05200/927, 8-28=-5229/916, 8-29=-5205/876 BOT CHORD 2-15=-754/4781, 14-15=754/4781, 14-30=-921/4965, 13-30=-921/4965, 12-13~921/4965, 12-31=-921/4965, 11-31=921/4965, 10-11=-754/4730, 8-10=-754/4730 WEBS 3-14=-523/0, 4-14=-4/935, 5-14= 779/175, 5-11 = 778/175, 6' 11 =-4/935, 7-11 =-523/0 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vu)t=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left-and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has ~en applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all.mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Girder carries hip end with 8-0-0 end setback. 1 OJ "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 858 lb down and 328 lb up at 14-5-12, and 858 lb down and 328 lb up at 7-6-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-23=-68, 23-26=-162, 6-26=-68, 6-9=·68, 2-8=-48(F=-28) Concentrated Loads (lb) Vert: 4=-589 6=-589 Job -., ENGINEERING Truss AB02 Truss Type California Qty Ply 24190-Bowling Residence-michaelc Job Reference a t,onal California T rusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:13 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-HFNDvCBM6CJlikeT1uOxbQEmlPcFhdzYrll2byzAl5 -1-6-o I 4-8-14 9-6-5 1-6-0 4-8-14 4-9-7 s-~H-1 12-0-5 12-5-~1 17-3-2 21-8-8 22-o-02s-6-o I o-5-7 2-0-10 o-5-7 4-9-7 4-5-6 ols18 1-6-o j l LOADING (psi) TCLL 20.0 TCDL 14.0 3llfi= BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G 9-6-5 9-6-5 1-1 :0-2-0 0-1-8 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 WEBS 2x4 DF Stud/STD G CSI TC 0.63 BC 0.64 WB 0.24 (Matrix-Ml 4>:B // 12-5-11 2-11-7 DEFL in Vert(LL) -0.12 Vert(TL) -0.41 Horz(TL) 0.07 Wind(LL) 0.05 BRACING TOP CHORD BOTCHORD 22-0-0 9-6-5 (lac) Vdefl Ud PLATES GRIP 9-17 >999 360 MT20 220/195 9-17 >638 240 7 n/a n/a 9-11 >999 240 Weight:99 lb FT=20% Structural wood sheathing directly applied or 4-5-0 oc purlins, except 0-0-0 oc purlins (5-9-8 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. Scale• 1'40 3x6= MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1074/0-5-8 (min. 0-1-8), 7=1074/0-5-8 (min. 0-1-8) Max Herz 2=88(LC 9) Max Uplift2=-139(LC 10), 7=-139(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1729/206, 3-18=-1628/231, 3-19=-1345/149, 4-19~1270/166, 4-20~1153/174, 5-20=-1158/173, 5-21=-1295/167, 6-21=-1368/150, 6-22=-1631/232, 7-22=-1732/207 BOT CHORD 2-11 =-115/1526, 10-11 =0/1182, 9-10=0/1182, 7-9=-116/1530 WEBS 3-11=-468/148, 4-11=0/335, 5-9=0/290, 6-9=-4421144 NOTES 1) This truss has been checked for uniform roof live load only, except as noted .. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=B.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1J zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4J This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20:0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6J A plate rating reduction of 20% has been applied for the green lumber members. 7J This truss is designed in accordance with the 2012. International Building Code section 2306.1 and referenced standard ANSI/TPI 1. BJ This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 OJ Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job -, ENGINEERING Truss ·ABOS Truss Type Common Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional -California Trusframe LLC., Perris, CA. 92570 I -1-6-0 5-0-4 1-6-0 5-0-4 11-0-0 5-11-12 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 Milek Industries, Inc. Thu Jun 02 12:38:13 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-HFNDvCBM6CJlikeT1uOxbQEimPe_hdQYrll2byzAl5l I 16-11-12 I 21-8-8 2~-g-023-6-0 I 5-11-12 4-8-12 0-3-8 1-6-0 Scale-1:39 3xS= LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G 7-2-8 7-2°8 10:0-1-8 0-1-8 SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.85 Lumber Increase 1.25 BC 0.46 Rep Stress Iner YES WB 0.21 Code IBC2012/TPl2007 (Matrix-M} 4x61l 14-9-8 7-7-0 DEFL in Vert(LL) -0.07 Vert(TL) -0.30 Horz(TL) 0.06 Wind(LL} 0.06 BRACING TOP CHORD BOT CHORD 22-0-0 7-2-8 (loc) I/dell Lid PLATES GRIP 8-10 >999 360 MT20 220/195 8-10 >891 240 6 n/a n/a 8-10 >999 240 Weight: 91 lb FT=20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 3>£= WEBS 2x4 DF Stud/STD G MiT ek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size} 2=1074/0-5-8 (min. 0-1-8), 6=1074/0°5-8 (min. 0-1-8) Max Horz2=-101(LC 8) Max Uplift2=139(LC 10), 6=-139(LC 10) FORCES (lb} -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1788/172, 3-17=-1677/200, 3-18=1536/169, 4-18=-1447/190, 4-19=-1447/190, 5-19=-1536/169, 5-20=-1677/200, 6-20=-1788/172 BOT CHORD 2-10~87/1577, 9-10=0/1015, 8-9=0/1015, 6-~87/1577 WEBS 4-8=-18/517, 5-8=-387/148, 4-10=-18/517, 3-10=-387/148 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust} Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4011; L:2411; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional} and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.33 plate grip DOL= 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job -,. ENGINEERING Truss AB04 Truss Type COMMON Qty 8 Ply 24190-Bowling Res,dence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 -1-6-0 1-6-0 5-0-4 5-0-4 11-0-0 5-11-12 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 Milek Industries, Inc. Thu Jun 0212:38:14 2016 Page 1 J ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-lRxc6YB_sWRcKuDgacXA7dntVo_AQ4fh4y2c70zAl5~ I 16-11-12 I 21-8-8 22-8-0 5-11-12 I 4-8-12 o:3-8 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No,2 G 7-2-8 7-2-8 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 CSI TC 0.85 BC 0.47 WB 0.21 (Matrix-M) 4x5II 14-9-8 7-7-0 DEFL in Vert(LL) -0.07 Vert(TL) -0.29 Horz(TL) 0.06 Wind(LL) 0.06 BRACING TOP CHORD BOT CHORD 22-0-0 7-2-8 (loc) 1/defl Ud PLATES GRIP 7-9 >999 360 MT20 220/195 7-9 >895 240 6 n/a n/a 7-9 >999 240 Weight:89 lb FT=20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Scale•1:36. WEBS 2x4 DF Stud/STD G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=967/0-5-8 (min. 0-1-8), 2=1076/0-5-8 (min. 0-1-8) Max Horz2=101(LC 9) Max Uplift6=-80(LC 10), 2=·140(LC 10) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1791/174, 3-16=-1681/201, 3-17=-1539/170, 4-17~1450/192, 4-18=-1456/195, 5-18~1545/174, 5-19~1688/205, 6-19=-1799/178 BOT CHORD 2-9~126/1579, 8-9=-11/1018, 7-8=-11/1018, 6-7~131/1588 WEBS 4-7=-22/521, 5-7=-389/150, 4-9=-17/517, 3-9~387/148 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. . 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012.lnternational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ·, Truss ENGINEERING AC01 Truss Type California Girder Qty Ply 24190-Bowling Residence-michaelc 2 Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 3-11-11 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:15 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-EdV_KuCcdpZTx2os8J2PgrJ29CH69WprJcn9frzAl5M 7-7-5 3-7-9 11-2-4 3-1-9 14-10-4 17-11-13 18-5-3 22-0-13 25-6-0 25-9-8 3-8-1 3-1-9 d-5-o/ 3-7-9 3-5-3 0!3ls 3-11-11 25 13 12 5x6 WB= 3x6= 3x4= 3-11-11 _ 7-7-5 11-2-4 14-10-4 3-11-11 3-7-9 3-6-15 3-8-1 Plate Offsets X 1 :0-1-12 0-0-11 LOADING (psi) SPACING 2-0-0 CSI DEFL TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) TCDL 14.0 BC 0.61 Vert(TL) BCLL 0.0 * Horz(TL) 11 2x4 lJ in (lac) -0.1211-13 . -0.40 11-13 0.13 8 33 18-5-3 3-6-15 1/defl tJd >999 360 >766 240 n/a n/a 10 3x8= 22-0-13 3-7-9 PLATES MT20 2x4 11 25-9-8 3-8-11 GRIP 220/195 BCDL 10.0 Lumber Increase 1.25 Rep Stress Iner Nci Code IBC2012/TPl2007 WB 0.28 (Matrix-M) Wind(LL) 0.1511-13 >999 240 Weight: 249 lb FT=20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/STD-G OTHERS 2x4 DF Stud/STD G REACTIONS (lb/size) 1=2772/0-5-8 (min. 0-1-11), 8=2737/Mechanical Max Horz 1 =62(LC 7) Max Uplift1=-564(LC 8), 8=557(LC 8) Max Grav1=3140(LC 13), 8=3101(LC 14) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shoYJn. BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins, except 0-0-0 oc purlins (4-4-8 max.): 3-6. Except: 4-4-0 oc bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CHORD 1-22=-6487/1273, 2-22=-6413/1292, 2-23=6382/1431, 3-23=-6310/1450, 3-24=-5776/1334, 24-25=-5805/1344, 4-25=5815/1343, 4-26= 7017 /1618, 26-27=-7017/1618, 5-27= 7017/1618, 5-28=-5724/1313, 28-29=-5713/1314, 6-29=5685/1304, 6-30=-6200/1413, 7-30=-6279/1393, 7-31 =-6195/1234, 8-31 =-6269/1215 BOT CHORD 1-15=1122/5861, 14-15=-1122/5861, 14-32=-1506/7032, 13-32=-1506/7032, 12-13=-1510/7022, 11-12=-1510/7022, 11-33=-1510/7022, 10-33=1510/7022, 9-10=1067/5603, 8-9=-1067/5603 - WEBS 2-14=-253/95, 3-14=-132/1426, 4-14=-1713/392, 4-13=0/275, 5-10=-1848/441, 6-10=-155/1473 NOTES 1) 2-plytruss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered-equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F)·or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted; 4) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; l=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 .33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) This truss is designed in accordance with the 2012 International Building Code section 23Q6.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live load_s. 12) Girder carries hip end with 8-1-0 end setback and tie-in span of 3-0-0 from subgirder. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does n_ot depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1071 lb down and 402 lb up at 17-8-8, and 1071 lb down and 402 lb up at 8-1-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pl!) Vert: 1-3=-68, 3-24=-68, 4-5=-181, 6-29=-68, 6-8=-68, 16-19=-'48(F=-28) Concentrated Loads (lb) Vert: 24=-741 29=-741 Continued on a e 2 Scale•1·41. 4>S= California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 24=-164-to-4=-181, 5~180-to-29=-164 / Truss Type California Girder I~~ 'Ply I24190-Bowling Residence-michaelc 2 Job Reference (ootional) Run: 7.500 s Ocl23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:15 2016 Page 2 ID:ZKw9l?x7pMrCNB?W4AMGRDzHVMu-EdV_KuCcdpZTx2os8J2PgrJ29CH69WprJcn9frzAl5M Job ') ENGINEERING Truss AC02 Truss Type California Qty Ply 24190-Bowhng Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 4-10-2 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct 23 2013 MiTek lndustrtes, Inc. Thu Jun 0212:38:16 2016 Page 1 ID:ZKw9I?x7pMrCN8 ?W4AMGRDzHVMu-ip3MXEDF07hKZCN2i1 ZeD2s FjcbBuzq_ YGXjCHzAl5 4-10-2 9-7-5 4-9-2 19-0,11 0-5-7 13-0-4 2-11-9 15-11-13 1 ?"5o/ 21-2-6 25-6-0 2~-~-8 2-11-9 0-5-4-9-2 4-3-10 0-3-8 315== LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4·DF No.2 G BOT CHORD 2x4 OF No.2 G 10:0-2-0 0-1-8 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1:25 Rep Stress Iner NO Code IBC2012/TPl2007 WEBS 2x4 DF Stud/STD G 3x10= CSI TC 0.74 BC 0.75 WB 0.23 (Matrix-M) 4x6~ 3x10= 16-5-3 25-9-8 6-9-15 9-4-5 DEFL in (lac) Vdefl Ud PLATES GRIP Vert(LL) -0.14 8-16 >999 360 MT20 220/195 Vert(TL) -0.46 8-16 >667 240 Horz(TL) 0.10 7 n/a n/a Wind(LL) 0.08 8-10 >999 240 Weight: 113 lb FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-5 cc purlins, except 0-0-0 cc purliils (4-10-11 max.): 3-5. Except: 4-11-0 cc bracing: 3-5 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Scale-1.41. 4x5:::: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1180/0-5-8 (min. 0-1-8), 7=1158/Mechanical Max Herz 1=78(LC 7) Max Uplift1 =· 113(LC 8), 7=·115(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=·2219/282, 2-17=2115/307, 2-18=-1844/226, 3-18=·1770/243, 3-19=-1606/244, 19-20=·1610/243, 20-21=-1610/243, 4-21=·1613/243, 4-22=-1611 /239, 22-23=-1608/239, 5-23=-1604/239, 5-24= 1768/237, 6-24=-1841/219, 6-25=-2110/291, 7-25=-2214/265 BOT CHORD 1-10=·226/1967, 9-10= 119/1735, 8·9=-119/1735, 7-8=·207/1961 WEBS 2-10=456/149, 3-10=4/471, 4-10=-272/54, 5-8=·0/477, 6-8=454/134, 4-8=-273/55 NOTES 1) This truss has been checked for uniform roof live load only, excepl as noted. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; l=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the·bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for, the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance.with the 2012 International Building Code section 2306.1 and referenced standard ANSl(fPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 O) Girder carries tie-in spans of 2-0-0 from front girder and 2-0-0 from back girder. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 18 lb up at 15-8-8, and 49 lb down and 18 lb up at 10-1-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pl!) Vert: 1-3=68, 3-5=·68, 5-7=68, 11-14=-20 Concentrated Loads (lb) Vert: 19=-34 23=-34 Job " ENGINEERING Truss AC03 Truss Type California Qty Ply 24190-Bowling Residence-rnichaelc Job Reference a tional ' California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Thu Jun 0212:38:17 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-AOdklaEt9RpBBMyFGk4tlGPTOOyWdQA8mwGGkjzAl5 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 4-10-2' 4-10-2 TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G 9-7-5 4-9-2 16:0-2-0 0-1-8 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 WEBS 2x4 OF Stud/STD G 11-6-11 1-11-6 13-0-4 14-5-13 12-o-i11 1 1 3-11-13 I 16-5-3 6-6-0 0-11-9' 1-11-6 0-11-9 0-6-0 21-2-6 4-9-2 25-6-0 4-3-10 2x4 JI 6 2x4 11 10 CSI TC 0.52 BC 0.68 WB 0.23 (Matrix-M) 16-5-3 25-9-8 6-9-15 9-4-5 DEFL in (lac) I/dell Ud PLATES GRIP Vert(LL) -0.1414-22 >999 360 MT20 220/195 Vert(TL) -0.4714-22 >662 240 Horz(TL) 0.10 13 n/a n/a Wind(LL) 0.09 14-16 >999 240 Weight: 121 lb FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, except 0-0-0 oc purlins (4-10-13 max.): 3-11. Except: 4-11-0 oc bracing: 5-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale .. 141, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1160/0-5-8 (min. 0-1-8), 13=1138/Mechanical Max Herz 1 =98(LC 9) Max Uplift1=-113(LC 10), 13=-115(LC 10) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-2160/358, 2-23=-2102/383, 2-24~ 1806/321, 3-24= 1735/341, 3-26=-1581/400, 5-26=-1581/400, 5-27 =-1582/402, 27-28=-1582/402, 7-28=-1582/402, 7-29=-1582/398, 8-29=-1582/398, 8-30=-1581/396, 11-30=-1581/396, 11-32=-1735/335, 12-32~ 1805/315, 12-33=-2102/367, 13-33=2160/342 BOT CHORD 1-16~295/1911, 15-16~270/1698, 14-15=-270/1698, 13-14=-276/1911 WEBS 2-16=·442/135, 3-16=·58/468, 7-16=-281/133, 11-14=-53/478, 12-14=-4421121, 7-14=-289/139, 4-5=-356/106 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left·and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcu\rent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job 'I ENGINEERING Truss AC04 Truss Type Common Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional • California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 Milek Industries, Inc. Thu Jun 02 12:38:17 2016 Page 1 ID:2Kw9I?x7pMrCN8?W4AMGRDzHVMu-AOdklaEt9RpBBMyFGk4tlGPNSOzQdPf8mwGGkjzAl5 6-9-10 6-9-10 13-0-4 6-2-10 19-2-14 25-6-0 25-~-8 6-2-10 6-3-2 Ql3-8 3'6= LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G 8-10-8 8-10-8 SPACING 2-0-0 Plates increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 CSI TC 0.94 BC 0.62 WB 0.26 (Matrix-M) 4x6= 17-2-0 8-3-9 DEFL in Vert(LL) -0.17 Vert(TL) -0.42 Horz(TL) 0.08 Wind(LL) 0.09 BRACING TOP CHORD BOT CHORD 25-9-8 8-7-8 (loo) I/dell Ud PLATES GRIP 8-10 >999 360 MT20 220/195 8-10 >737 240 7 n/a n/a 8-10 >999 240 Weight: 102 lb FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-0-0 oc bracing. Scale• 1·40 WEBS 2x4 DF Stud/STD G Milek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1148/0-5-8 (min. 0-1-8), 7=1122/Mechanical Max Herz 1=106(LC 26) Max Uplift1 =0331 (LC 27), 7=·325(LC 28) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when s~own. TOP CHORD 1-17=-2053/717, 2-17=1966/520, 2-3=1805/469, 3-18=-1716/357, 4-18=-1708/347, 4-19=-1716/326, 5-19=-1725/333, 5-6=-1814/445, 6-20=-1975/494, 7-20=-2062/691 BOT CHORD 1-21 =-326/1888, 10-21 ~622/1792, 10-22~500/1199, 9-22~500/1199, 9-23=-500/1199, 8-23=·500/1199, 7-8=-602/1803 WEBS 4-8~621671, 6-8=-425/175, 4-10=·48/663, 2-10~419/166 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25lt; 8=401!; L=26ft; eave=4lt; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cartilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 500".0 pit. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in ihe analysis and design of this truss. LOAD CASE(S) Standard Job "l ENGINEERING Truss AC05 Truss Type Common Qly Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 Milek Industries, Inc. Thu Jun 02 12:38:18 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-eCB6yvEVwkx2oWXRpSc6ITxYBQJhMswH?aOpGAzAl5 6-7-10 12-10-4 6-7-10 6-2-10 19-0-14 25-4-0 29-1· 6-2-10 6-3-2 0-3-8 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G 8-8-8 8-8-8 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 CSI TC 0.94 BC 0.62 WB 0.26 (Matrix-M) 4X6= 17-0-0 8-3-9 DEFL in Vert(LL) -0.17 Vert(TL) -0.41 Horz(TL) 0.08 Wind(LL) 0.06 BRACING TOP CHORD BOT CHORD Scale•1:40 25-7-8 8-7-8 (loc) I/dell Ud PLATES GRIP 8-10 >999 360 MT20 220/195 8-10 >752 240 7 n/a n/a 10 >999 240 Weight: 102 lb FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/STD G Milek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=113.1/0-3-8 (min. 0-1-8), 7=1124/Mechanical Max Horz 1=105(LC 9) Max Uplift1=-95(LC 10), 7=-95(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown,. TOP CHORD 1-17=-2067/203, 2-17=-1981/225, 2-3=·1819/201, 3-18=-1730/218, 4-18=-1721/240, 4-19=-1721/240, 5-19=-1729/218, 5-6=-1819/200, 6-20=-1980/225, 7-20=-2067/202 BOT CHORD 1-10=130/1847, 10-21=-11/1204, 9-21~11/1204, 9-22=-11/1204, 8-22=-11/1204, 7-8=-130/1807 WEBS 4-8=-43/670, 6-8=426/165, 4-10=·44/672, 2-10=·426/166 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; l=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone;.cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOl.=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis·and design of this truss. LOAD CASE(S) Standard Job 1J ENGINEERING Truss AC06 Truss Type Common Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 6-7-10 6-7-10 Run:7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Thu Jun 0212:38:18 2016 Page 1 ID:ZKw9I?x7pMrCNB?W4AMGRDzHVMu-eCB6yvEVwkx2oWXRpSc6ITxYBQJhMswH?aOpGAzAl5 12-10-4 6-2-10 19-0-14 25-4-o 28-71-8 6-2-10 6-3-2 0-3-8 Scale•141.1 4x6= 5.50[12 ~- ~,C~r,~~-----------~.,-----~~-i~1--~---~~~----------~~-i~/~'--~~~-------------~~~"C::,b~7 ~ 10 21 9 3)(4 3x6 4>:6= 8-8-8 8-8-8 Plate Offsets rX.Yl: 17:0-0-0 0-0-6} LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1-.25 Rep Stress Iner YES Code IBC2012/TPl2007 CSI TC 0.94 BC 0.62 WB 0.26 (Matrix-M) 22 17-0-0 8-3-9 DEFL in Vert(LL) -0.17 Vert(TL) -0.41 Horz(TL) 0.08 Wind(LL) 0.09 BRACING TOP CHORD BOT CHORD ""' 25-7-8 8-7-8 (lac) Vdefl Ud PLATES 8-10 >999 360 MT20 8-10 >752 240 7 n/a n/a 10 >999 240 Weight: 102 lb Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-0-0 cc bracing. GRIP 220/195 FT=20% WEBS 2x4 DF Stud/STD G I MiTek recommends that Stabilizers and required cross bracing be installed during I truss erection in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 1=1131/0-3-8 (min. 0-1-8), 7=1124/7-2-0 (min. 0-1-8) Max Herz 1=105(LC 9) Max Uplift1=-447(LC 27), 7=,444(LC 28) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250·(Ib) or less except when shown. TOP CHORD 1-17=-2067/971, 2-17=-1981/654, 2-3~1819/591, 3-18~1729/410, 4-18=-1721/399, 4-19=-1721/389, 5-19=-1729/398, 5-6=-1819/579, 6-20=-1980/641, 7-20=-2067/958 BOT CHORD 1-10=·868/1847, 10-21=·767/1427, 9-21~767/1427, 9-22~767/1427, 8-22=-767/1427, 8-23=-910/1807, 7-23=-781/1807 WEBS 4-8=-721670, 6-8=·426/179, 4-10=·66/672, 2-10=-426/175 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1 )-zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.33 plate grip DOL= 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. _ 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 18-5-8 to 25-7-8 for 209.3 plf. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ,; ENGINEERING Truss AC07 Truss Type Common Qty 2 Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek lndustrtes, Inc. Thu Jun 0212:38:19 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-6OIV9FF7h23vQf6dN97LqhUlrpeS5KEREEINoczAl5 27-4-8 6-7-10 12-10-4 6-7-10 6-2-10 19-0-14 25-7-0 25f1P,-8 I 6-2-10 6-6-2 0-3-8 1-6-0 9-6-10 9-6-10 Plate Offsets X 5:0-4-4 0-0-3 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 CSI TC 0.81 BC 0.65 WB 0.25 (Matrjx-M) 4x6::::: 18-8-4 9-1-10 DEFL in Vert(LI.:) -0.17 Vert(TL) -0.40 Horz(TL) 0.03 Wind(LL) 0.04 BRACING TOP CHORD BOT CHORD WEBS 25-10-8 7-2-4 (loc) I/dell Ud PLATES GRIP 7-9 >999 360 MT20 220/195 9-12 >559 240 7 n/a n/a 9-12 >999 240 Weight: 106 lb FT=20% Structural wood sheathing directly applied or 2-11-15 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-7 Scale•143. WEBS 2x4 DF Stud/STD G •Except• W3: 2x4 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=785/0-3-8 (min. 0-1-8), 7=1244/0-5-8 (min. 0-1-8), 5=353/0-5-8 (min. 0-1-8) Max Herz 1 =-119(LC 8) Max Uplift1=-64(LC 10), 7=-105(LC 10), 5=-80(LC 10) Max Grav1=785(LC 1), 7=1244(LC 1), 5=428(LC 31) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1373/139, 2-16=-1173/161, 2-17=-930/125, 3-17=-830/147, 3-18=0/254, 5-19=-870/0 BOT CHORD 1-9=-30/1860, 8-9=0/484, 8-20=0/484, 7-20=0/484, 5-7=0/1188 WEBS 2-9=-465/173, 3-9=-12/650, 3-7=-869/42, 4-7=-449/172 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-se_cond gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; l=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1 .33 3) This truss has been 'designed for.a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where·a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job '! ENGINEERING Truss AC0B Truss Type DBL. FINK Qty Ply 24190-Bowling Residence-michaelc 2 Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 4-9-10 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:20 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-abl!NbGISMBm2phpxteaNu1yhD3?qdCaSuVwl2zAl5 4-9-10 8-9-15 4-0-5 12-10-4 4-0-5 21-10-6 25-1-8 25-~-0 9-0-2 3-3-2 0!3_3 3x4= LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner NO Code IBC2012/TPl2007 CSI TC 0.62 BC 0.38 WB 0.85 (Matrix-M) SxS-:::::- 4 21-10-6 11-5-2 14:0-2-4 0-1-8 DEFL in (loc) I/dell Vert(LL) -0.0514-15 >999 Vert(TL) -0.1814-15 >999 Horz(TL) -0.02 9 n/a Wind(LL) 0.08 14-15 >999 BRACING Ud 360 240 n/a 240 11 GXS= 12 4XS= 10 2,4 ll PLATES MT20 Weight: 327 lb 25-5-0 3-6-10 GRIP 220/195 FT=20% Scale•1:41. 2'4 II 9 4)1:fi= TOP CHORD 2x6 DF No.2 G *Except* T1: 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 0-0-0 oc purlins (6-0-0 max.): 5-12, 5-8. Except: BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud/STD G *Except* W5,W9: 2x4 DF No.2 G REACTIONS All bearings 6-11-8 except Gt=length) 1=0-3-8. (lb) -Max i-lorz 1=924(LC 20) 6-0-0 oc bracing: 5-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Max Uplift All uplift 100 lb or less atjoint(s) except 1=-848(LC 25), 9=-1675(LC 22), 11=-2126(LC 25), 10=·134(LC 19) Max Grav All reactions 250 lb or less atjoint(s) 10 except 1=2045(LC 22), 9=1059(LC 25), 11=6501(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb} or less exceptwhen shown. TOP CHORD 1-19=-2561/1015, 1-20=-3334/1613, 2-20=-3109/1343, 2-21 =-2836/1131, 3-21 =-2547/880, 3-22=-1145/464, 4-22=-838/191, 5-12=-2366/736, 4-5=-1696/609, 5-23=-702/729, 6-23=-1106/1100, 6-24=-1349/3524, 7-24=-1711/3886, 7-25=-454/445, 8-9=-596/95 BOT CHORD 1-15=-2293/3686, 14-15~2202/2823, 13-14=-2080/1996, 12-13=-2080/1996, 11-12~3483/1436, 10-11=-2938/2105, 9-10=-1824/1137 WEBS 2-15=-347/120, 3-15=-345/1809, 3-g=-1045/258, 4-14=-315/2067, 6-12=-1254/4436, 6-11=-4088/1004, 7-11=-3327/1548, 7-10=-267/212, 7-9~ 1563/2834 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 -2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=25ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right-exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord·in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 18-5-8to25-5-0for431.1 pl!. 12) Girder carries tie-in span(s): 10-0-0 from 0-0-0 to 13-0-0; 11-6-0 from 13-0-0 to 25-5-0 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pl!) Vert: 12-16=-190(F=-170), 9-12=·20, 1-4=-68, 5-8=-271(F=-203) Job ~ ENGINEERING Truss AD01 Truss Type HOWE Qty Ply 24190-Bowling Residence-michaelc 2 Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Thu Jun 0212:38:21 2016 Page 1 ID:ZKw9l?x7pMrCN8?W4AMGRDzHVMu-2nsFaxHNDfJdfzFOVa9pw6ZDAdPCZFKjhYETtVzAI5 -1-6-0 4-6-2 8-1-0 1-6-0 4-6-2 3-6-14 11-7-14 15-10-8 16·1~ro 17-8-0 3-6-14 4-2-10 0~3-8 1-6-0 II I I I LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL o.o • BCDL 10.0 LUMBER 4-6-2 8-1-0 4-6-2 3-6-14 SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.25 Lumber Increase 1.25 BC 0.31 Rep Stress Iner NO WB 0.15 Code IBC2012/TPl2007 (Matrix-M) I 11-7-14 16-2-0 3-6-14 4-6-2 DEFL in (Joe) I/dell LJd PLATES GRIP Vert(LL) -0.03 9 >999 360 MT20 220/195 Vert(TL) -0.11 9 >999 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.03 9 >999 240 Weight: 165 lb FT=20% BRACING TOP CHORD 2x4 DF No.2 G BOT CHORD 2x6 DF No.2 G TOP Cl:IORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/STD G REACTIONS (lb/size) 2=1648/0-3-8 (min. 0-1-8), 6=1648/0-3-8 (min. 0-1-8) Max Horz2=-77(LC 6) Max Uplift2=-220(LC 8), 6=-220(LC 8) Max Grav2=1759(LC 13), 6=1759(LC 14) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. . TOP CHORD 2-15=-3459/358, 2-16=-3486/408, 3-16=-3452/421, 3-17=-3051/507, 4-17~3007/519, 4-18=-3007/519, 5-18=-3051/507, 5-19=-3452/421, 6-19=-3486/408,.6-20~3459/358 BOT CHORD 2-10=-287/3179, 9-10~287/3179, 8-9=·287/3145, 6-8=-287/3145 WEBS 3-10=0/286, 4-9=01729, 5-8=0/286, 3-9=-599/0, 5-9=-599/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chards connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or: back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6:0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end v~rtical left and right exposed; Lumber DOL= 1.33 plate grip DOL= 1.33 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied.for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Girder carries hip end with 8-1-0 end setback. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall l)e provided sufficient to support concentrated load(s) 1611'lb down and 479 lb up at 8-1-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1,25, Plate lncrease=1.25 Uniform Loads (pl!) Vert: 2-6=-48(F~28), 1-4=-68, 4-7=-68 Concentrated Loads (lb) Vert: 4=-1206 Scale-1:30 Job ~ ENGINEERING Truss AD02 Truss Type Common Qty 3 Ply 24190-Bowling Res1dence-michaelc Job Reference o t,onal California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 M1Tek Industries, Inc. Thu Jun 0212:38:21 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-2nsFaxHNDfJdfzFOVa9pw6ZAMdNCZFsjhYETtVzAl5 -1-6-0 1-6-0 4-3-12 4-3-12 8-1-0 3-9-4 11-10-4 15-10-8 1?-2r,0 3-9-4 4-0-4 0-3-8 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 8-1-0 8-1-0 CSI TC 0.43 BC 0.44 WB 0.18 (Matrix-M) 4:WS= DEFL in Vert(LL) -0.05 Vert(TL) -0.18 Horz(TL) 0.03 Wind(LL) 0.0? BRACING TOP CHORD BOT CHORD 16-2-0 8-1-0 (lac) I/dell Ud PLATES GRIP 7-11 >999 360 MT20 220/195 7-11 >999 240 6 n/a n/a 7 >999 240 Weight:64Ib FT=20% Structural wood sheathing directly applied or 5-8-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. $cale• 1:27 WEBS 2x4 DF Stud/STD G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=709/0-5-8 (min. 0-1-8), 2=820/0-5-8 (min. 0-1-8) Max Horz2=78(LC 9) Max Uplift6=-59{LC 10), 2=·119(LC 10) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1184/133, 3-:15=-1133/155, 3-16=-886/97, 4-16=-828/111, 4-17=-828/112, 5-17~887/98, 5-18~1140/159, 6-18=-1190/137 BOT CHORD 2-8=-89/1080, 7-8=-89/1032, 6-7=-94/1149 WEBS 4-7=-7/446, 5-7=-416/119, 3-7~12/113 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 O; Vult=11 Qmph {3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS {directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and.referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE{S) Standard Truss ENGINEERING AD03 Truss Type DBL. HOWE Qty Ply 24190-Bowling Residence-michaelc 2 Job Reference o tional 1 · California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:22 2016 Page 1 ID:ZKw9I?x7pMrCNB?W4AMGRDzHVMu-WzQdoHl?_zRUH7qC2Hg2SJ6Kj1 allVNtwC_ 1 PxzAl5 -1-6-0 3-3-14 1-6-0 3-3-14 5-8-7 2-4-9 8-1-0 10-5-9 12-10-2 15-10-8 1 ?·2r,0 2-4-9 2-4-9 2-4-9 3-0-6 0-3-8 4ll5= 16-2-0 3-3-14 13:0-3-4 0-1-8 LOADING (psf) SPACING 2-0-0 CSI PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 DEFL Vert(LL) Vert(TL) Horz{TL) Wind(LL) in (lac) -0.09 10 1/defl >999 >648 Ud 360 240 n/a 240 MT20 220/195 TCDL 14.0 BCLL 0.0 • BCDL 10.0 LUMBER Lumber Increase 1.25 Rep Stress Iner NO Code. lBC2012/TPl2007 BC 0.96 WB 1.00 (Matrix-M) -0.30 10-11 0.09 8 0.08 10-11 n/a >999 Weight: 179 lb FT= 20% TOP CHORD 2x4 OF No.2 G BOT CHORD 2x6 OF No.2 G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/STD G REACTIONS {lb/size) 2=3012/0-3-8 (min. 6-1-10), 8=4959/0-3-8 {min. 0-2-11) Max Herz 2=84(LC 24) Max Uplift2=-647(LC 25), 8=723{LC 26) Max Grav2=3012(LC 1), 8=5054(LC 15) FORCES {lb) -Max. CompJMax. Ten. -All forces 250 {lb) or less except when shown. TOP CHORD 2-20=-6455/1276, 2-21=-6474/1218, 3-21=-6446/1092, 3-22=-6412/1012, 4-22=-6385/922, 4-23=-6197/801, 5-23=-6143/688, 5-24=-6142/678, 6-24=-6196/792, 6-25=7887/1047, 7'25=-7914/1.160, 7-26=-9675/1406, 8-26=-9701/1497, 8-27=-9769/1582 BOT CHORD 2-13=-1156/5859, 12-13=-1156/5859, 11-12=-1175/5806, 11-18=-1292/7173, 10-18=-1292/7173, 9-10=-1453/8814, 9-19=-1453/8814, 8-19=-1439/8814 WEBS 5-11 =-423/4906, 6-10= 172/2422, 7-9= 110/1601, 3-12=262/40, 4-11 =-335/47, 6-11 =-2427/226, 7-10=-2000/190 NOTES 1) 2-ply truss·to be connected togelher with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4-1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at0-3-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (BJ face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwis~ indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=401!; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS {directional); cantilever left and right exposed ; end vertical left and right exposed; Lumtier DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where-a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL={1.33) Connect truss to resist drag loads along bottom chord from 14-2-0 to 16-2-0 for750.0 plf. 11) Girder carries tie-in span{s): 25-9-8 from 9-0-0 to 16-2-0 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2737 lb·down and 230 lb up at 8-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. · LOAD CASE(S) Standard 1) Dead + Roof Live {balanced): Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (pit) Vert: 2-18=-20, 8-18=-537(F=-517), 1-5=-68, 5-8=-68 Concentrated Loads (lb) Vert: 11 =-2737(F) Scale•127. Job -~, ENGINEERING Truss AE01 Truss Type Common Supported Gable Qty Ply 24190-Bowling Residence-michaelc Job Reference o lional "California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:23 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-?A_ ??dlelHZKvHPOc?BH?XeZBR8T1 BL09sjaxNzAl5 1 11-2-8 lsio 13-o-o I I -1-6-0 1-6-0 5-9-0 5-9-0 5-5-8 -3-8 1-6-0 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/l"Pl2007 CSI TC 0.22 BC O.D7 WB 0.05 (Matrix) 3x4= 11-6-0 11-6-0 DEFL in Vert(LL) 0.00 Vert(TL) -O.Q1 Horz(TL) 0.00 Wind(LL) o.oo BRACING TOP CHORD BOT CHORD (lac) I/dell Ud PLATES GRIP 10 n/r 180 MT20 220/195 11 n/r 120 10 n/a n/a 11 n/r 120 Weight: 51 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. Sca!e-1:229: ~I OTHERS 2x4 DF Stud/STD G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS All bearings 1-1-6-0. (lb) -Max Herz 2=59(LC 9) Max Uplift All uplift, 100 lb or less atjoint(s) 2, 10, 13, 16 Max Grav All reactions 250 lb or less atjoint(s) except 2=364(LC 27), 10=364(LC 35), 12=347(LC 34), 13=286(LC 33), 14=258(LC 32), 17=347(LC 28), 16=286(LC 29), 15=258(LC 22) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 9-12=-304/40, 8-13=-265/46, 3-17=-304/40, 4-16=-265/46 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft;-B=40ft; '-=24ft; eave=2ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.33 plate grip DOL= 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exl)Osed to wind (normal to t_he face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job -~ ENGINEERING Truss AE02 Truss Type Common Girder Qty Ply 24190-Bowling Residence-michaelc Job Reference a tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 02 12:38:23 2016 Page 1 ID:ZKw9l?x7pMrCN8?W4AMGRDzHVMu-?A_ ??dlelHZKvHPOc?BH?XeXzR?V1 6n09sjaxNzAl5 3-2-0 5-9-0 3-2-0 2-7-0 8-4-0 11-2-8 1~ -6-0 3>:S= LOADING (psQ TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G 550[12 2»<\\ 4-0-5 4-0-5 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner NO Code IBC2012/TPl2007 3x4= CSI TC 0.36 BC 0.65 WB 0.35 (Matrix-M) 4).6= B1 7-5-11 3-5-6 DEFL in Vert(LL) -0.03 Vert(TL) -0.12 Horz(TL) 0.05 Wind(LL) 0.05 BRACING TOP CHORD BOT CHORD 18 3x4= 11-6-0 4-0-5 (lac) I/dell Ud PLATES GRIP 6'7 >999 360 MT20 220/195 6-7 >999 240 5 n/a n/a 6-7 >999 240 Weight: 45 lb FT= 20% Structural wood sheathing directly applied or 3-9-1 oc purlins. Rigid ceiling directly applied or 4-11-8 oc bracing. Scale=117 WEBS 2x4 DF Stud/STD G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1207/0-5-8 (min. 0-1-10), 5=1207/0-5-8 (min. 0-1-10) Max Horz 1=46(LC 24) Max Uplift1=-803(LC 25), 5=-803(LC 26) Max Grav1=1553(LC 30), 5=1553(LC 29) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except :,vhen shown. TOP CHORD 1-14=-2702/1573, 2-14=-2066/943, 2-15=-1905/795, 3-15=1755/495, 3-16=-1755/558, 4-16=-1936/932, 4-17=-2338/1208, 5-17=-2770/1640 BOT CHORD 1-7=1546/2608, 6-7=-1542/2:314, 6-1~1636/2672, 5-1~968/2672 - WEBS 3-6=-95/852, 4-6=-271/77, 3-7=-137/852, 2-7=-271/110 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members, 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard-ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip D0L=(1.33) Connect truss to resist drag loads along bottom chord from 9-6-0 to 11-6-0 for 1500.0 plf. 9) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 11-6-0 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plQ Vert: 1-3=-68, 3-5=-68, 8-11=-142(F=-122) Job ENGINEERING Truss AF01 Truss Type Common Girder Qty Ply 24190-Bowling Res,dence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 -1-6-0 3-2-0 1-6-0 3-2-0 5-9-0 2-7-0 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 02 12:38:24 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-TMYODzJGWahBWR_bAiiWXkBinqQ1mc3ANWT8UpzAl5DI I 8-4-0 I 11-2-8 1 Hi0 13-0-0 I 2-7-0 2-10-8 0-3-8 1-6-0 Scala .. 1:229 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 4-0-5 4-0-5 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner NO Code IBC2012/TPl2007 CSI TC 0.35 BC 0.37 WB 0.15 (Matrix-Ml 7-5-11 3-5-6 DEFL in Vert(LL) -0.03 Vert(TL) -0.09 Horz(TL) 0.03 Wind(LL) 0.03 11-6-0 4-0-5 (foe) I/dell Ud PLATES GRIP 8-9 >999 360 MT20 220/195 8-9 >999 240 6 n/a n/a 8-9 >999 240 Weight:50lb FT=20% TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/STD G REACTIONS (lb/size) 2=984/0-5-8 (min. 0-1-8), 6=984/0-5-8 (min. 0-1-8) Max Herz 2=-59(LC 6) Max Uplifl2=·153(LC 8), 6=·153(LC 8) Max Grav2=1007(LC 13), 6=1007(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 2_50 (lb) or less except when shown. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. TOP CHORD 2-16=-1670/218, 3-16=-1626/233, 3-17=1589/235, 4-17=1564/245, 4-18=-1564/245, 5-18=-1589/235, 5-19=-1626/233, 6-19=-1670/218 BOT CHORD 2-9=-131/1506, 9-20=-129/1319, 8-20=-129/1319, 6-8=-131/1480 WEBS 4-8=0/372, 4-9=0/372 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 o; Vul1=110mph (3-second gust) Vasd=87mph; :J"CDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4011; L=24ft; eave=4fl; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL:1.33 3) This truss has been designed for a 10.0 psi botto_m chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Girder carries hip end with 5-9-0 end setback. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated'load(s) 740 lb down and 220 lb up at 5-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (BJ. LOAD CASE(S) Standard 1) D~ad + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-7=68, 10-13=·36(F=-16) Concentrated Loads (lb) Vert:4=-554 Job ~ · ENGINEERING Truss AF02 Truss Type Common Qty Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 -1-6-0 1-6-0 5-9-0 5-9-0 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 Milek Industries, Inc. Thu Jun 0212:38:25 2016 Page 1 ID:ZKw9I?x7pMrCNB?W4AMGRDzHVMu-xY6mQJKuHuq28aZnkQEl4ykqlEoHV4CJcAChOGzAl5 1 11-2-8 1 ~ -6-0 13-0-0 5-5-8 0-3-8 1-6-0 Scale-1:22. LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 WEBS 2x4 DF Stud/STD G 5-9-0 5-9-0 REACTIONS (lb/size) 2=612/0-5-8 (min. 0-1-8), 4=612/0-5-8 (min. 0-1-8) Max Rorz2=59(LC 9) Max Uplift2~100(LC 10), 4=-100(LC 10) CSI TC 0.56 BC 0.24 WB 0.09 (Matrix-M) FORCES (lb) -Max. CompJMax. Ten. -f\11 forces 250 (lb) or less except when shown. TOP CHORD 2-13=-894/39, 3-13~600/57, 3-14~600/57, 4-14=-894/39 BOT CHORD 2-6=0/1148, 4-6=0/1148 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 4x6= DEFL in Vert(LL) -0.02 Vert(TL) -0.07 Horz(TL) 0.01 Wind(LL) 0-01 BRACING TOP CHORD BOT CHORD 11-6-0 5-9-0 (lac) I/dell Ud PLATES GRIP 6-12 >999 360 MT20 220/195 6-12 >999 240 4 n/a n/a 6-12 >999 240 Weight: 41 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-secimd gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord-live load nonconcurrent with any other livEr loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job , ENGINEERING Truss AF03 Truss Type Common Qty 3 Ply 24190-Bowling Residence-michaelc Job Reference o tional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Thu Jun 0212:38:25 2016 Page 1 ID:ZKw9I?x7pMrCN8?W4AMGRDzHVMu-xY6mQJKuHuq28aZnkQEl4ykqEEo8V4AJcAChOGzAl5 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G 5-9-0 5-9-0 5-9-0 5-9-0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress-Iner YES Code IBC2012/TPl2007 WEBS 2x4 DF Stud/STD G REACTIONS (lb/size) 1=506/0-3-0 (min. 0-1-8), 3=506/0-5-8 (min. 0-1-8) Max Herz 1 =46(LC 9) Max Uplift1=-42(LC 10), $=-42(LC 10) Max Grav1=526(LC 19), 3=526(LC 27) CSI TC 0.56 BC 0.25 WB 0.10 (Matrix-Ml FORCES (lb) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-937/107, 2-11 =-609/68, 2-12=-609/68, 3-12=-937/107 BOT CHORD 1-4=-157/1217, 3-4=-157/1217 NOTES 1) This truss has been checked for uniform roof live l_oad only, except as noted. DEFL in Vert(LL) -0.02 Vert(TL) -0.07 Horz(TL) 0.01 Wind(LL) 0.01 BRACING TOP CHORD BOT CHORD 11-2-8 1&-6-p 5-5-8 - Scalea1:18 11-6-0 5-9-0 (lac) I/dell Ud PLATES GRIP 4-10 >999 360 MT20 220/195 4-10 >999 240 3 n/a n/a 4-10 >999 240 Weight: 36 lb FT=20% Structural wood sheathing directly applied or 6-0-0 cc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=40ft;,L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live lo<!d nonconcurrent with any other live loads. . 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applieq for the green l_umber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other Ihle loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Tf U) U) -=I" ~- ~D <t '1 i'i ·I· 1,: •N 0 <( <( c\l 0 <t <( h '.:~ ~! ~ ~\ ',C') ,o <t <t 'C') 0 <( <( IC') ,o <( <t •Cf) 'er., ,0 10 <( <( '<( <t C') '0 <( <( C') 0 <( <( ·cw:, 0 <t <( C') ,0 ·< <( ' 1' I, /I 11' i " .' ,' ' II I' ,, i ' ,, I• I i 11 I, !! I ,, ! ' " l :: i: 1: ;; ! r E ; Cl) ..... 0 01 <( <( <( <1 -=I" ~ ~ 0 0 ..... 111 if1 I ' ' ' " I I ! I ! I Ii ! ~ ! ' ,, U ' ,, 1 ii · t --., I -,,--7 I ! i! i' ; ,l 'I ' •. .. l I •I , • ,1 j '1 , i ,, <' ::,., I, ', 1'• 11 '1' '11 11 ..... j I) " I I ii i! ~ I 1: 'I 1 ;1 !• ,, :! I 'I ,: C') 11 l 'I :, ': ii ~ I 11 1·: N I I l '1' ii :: Ii! ' I N I I /I ·I ' I ' ' I I' li i !i I I ' I 'I ,, ' ! ' I 11 I I 'I :, ;I I I ' I 11 'I ,, I I '1'1' I 1, ·I I i' : I ! l 1 , :1 ii ~ I I I J I, 1! ii ·, 4 11 it ,!I, CX) 0 ,;( 'jt ,' I ft_L...11 ~ 'If 1 -----~ ~ 1. • n __ ":.._J_f 1' " a, o, <I) <(; C>i 01· <t: <t'· I: i 0> i,o 0 "T"" ~· !~ ...... II~ ··<t I, 1 le9 :, jig 11~ 11,0 11,0 111:g ,N ...... ,<( :< " '1 l1 · i! " !I !!-Ii C') ..... <t <t -=I" ·~ ,<( ,, LO CO .......... <( <t <( <t / I •• V ,. ,I I -=I" 0 co <t -=I" 0 •CO ,<( -=I" 0 ,CO <t -=I" ,o co <( ·-=i-,o ,CO :< -=I" 0 .co <( -=I" :o ,co <( ,-=i-0 :lal ,<( ''cw:, •N ..-1:_4===---'io ·:a:: a:: ::~ i<t <{ I fi--- i== ii . I-==' I :! 'i :, .· 11 : •• 1 11 ,, ' :, ,I Ii - . ,I ~ ~~==~~===,~ o ,, 1319" I' C 8'0" ~ ;;_--'i---,,-~,, :: I JL~~=-=--.=-=~=~=-=_=_=~~1= N ri, .·1 1 •11··.,J :·1 ' I/ '-.;i / I :1 11 1 I I !1 l! ~ I I I I r1 11 ~ I I I I i: 11 g 1: I II I I· 11 ii ii ii 1: ·1 11 r-J~ Ii _L--11 I _ 1 L 1 ,~_ .. _ ~ !1 , . " " 1 1 / Ii ii /i !: ii I I j_w~RK!Acj,_J fTsl,Acf II ~ -1 1 1 · 1 11 1 11 ~ 1 L1r~1~:=tj 1 :L~tJ " / / / ' /I I I, !I I I' i• ' .I ,I ' 'I 1,, :I L-hrlk-rr1t17 IL~+==r1 ,=~-\ I ii. I Ii L L L- ii_ II !I !Vii ,Ii! ii II I/ Ii II II ,.. 11 11 1 II a 11 -~ I 1 1 II I '1i 11 ! I II I I II I , " "' ~ / f I f I ,J ~ ' TT ' ' < ' II I IC') C') C') 1111¥--'~-'--+----hl' I ~ , 0 o O I ..... ,LL LLU. ',, <( <( <( " I I ''.. N I !I 11 1I !I Ii ' I, 1: ~~()rESS/o~ ~~-1, '.. '.. ~1 " ' 3000# DRAG ACOB "-"-, ~ ~ 11 ~ I Ii Ii (!) I AC07 I ' ·. \I~ 1 Acoz /. . s·111,2" IT I ·r 11 0 I I . 111 11: !l II II il fl 8' 1" ii II il 1: i 8 I 1soo# DRAG__acos_ · , 11.. , 11 • 111 rr } n 11~?__1 11~ I I AC05 I / / ,!Pl 11 I! 1,: !! :i 11 . / I ' 1000# DRAG AC04 . 11~ 11 I ·.· ' · ,. I .. -II ,. ,,.-il""l"'~ 1-""""''lii : -·!-oil ,, Ii 11, I ' • -' I 11 !! 1: 1j i :· :J / :::tt:1: :· I! :i :;c.Q !'. ;( : 11 ;; 11 1: 11 II !1 :1 I i ~C03 1/ '1{51, ,: 1, i; I /~ ~ ' AC02 . ' ,Lni1 Ii ,, ,,, '· ,o ,-I / --• ,t' I I I ' U) 1' / [; ,: 'I, ii~1i 11 j,' '/ 'l:i:t: /: :1 1• r1i ! !/ :;· ·1° AG_Qj ~ ·, I, ' I·: " ,,00 - I I! ' ' ' ., : ,IN I' . I ii I :, 1· ,, ' . ., ---·'C') '"' , .--11 ;: j; ,'! ; I; ' Ii I :r (0 ~ ' 'I _, ;- !I 111 , I~ , lliii ~ APPROVAL FOR GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS \XI APPROVED Fabncatmn may proceed as shown. 0 APPROVED AS CORRECTED Fabrication may proceed based on correcl!ons indicated D APPROVED AS CORRECTED Fabncation may proceed based on corrections indicated RESUBMIT FILE COPY Correct submission to resubmit for record purposes only. 0 DISAPPROVED Resubmit for approval. 0 REVIEWED FOR INFORMATION Approval not reqwred Accepted for mfo. purposes only. Aoproval 1s for general comohance with the structural contract documents only This approval assumes no responsibility for dimension, quantities, and cond1t!ons that pertain to fabrication and installatron or for processes and techniques of construct1on The Contractor 1s responsible for coordination of the work of all trades and the performance of this work m a sale and satisfactory manner BY: Evan Coles, P.E. DATE: 6/3/16 SIMPLY STRONG ENGINEERING INC. I _I I ' ~---,1 ..... 00 =,_i!!l ,, 25' 9 1/2" cw:,' o: C <( ;!N :8 ,<( ,'C\I 0 :C ,·<t ..... ij .... o ·o o c~ .~ w <(:: <( . <( . ··~ I ,===,== • . - C • <t - . DIGITALLY SIGNED I 4020 30th Street, San Diego, CA 92104 IM#24190i i 11 ~OB NOTES: 11 i 111 CONFIRM LAYOUT: L PRIOR TO ROLLING TRUSSES ~ ALL DIMENSIONS AS FOLLOWS: FT-IN·X/16THS(I.E. 3-6-9= 3'-6-9116") ~ JACK B.C. TO 1-PLY GIRDER: 3-16d"s Back Nail OPT (6' setback or less) \41 JACK TO MUL Tl-PLY GIRDER: LJ LUS24 typ. U.O.N. !5i TOE-NAIL JACK T.C.: ~ W/3-16d's@ INTERSECTION wrr.c. OF HIP TRUSS 61 2' JACKS: ~ BACK NAIL W/3-16d's U.O.N. !7j SPRINKLERS: t:J DO NOT ATTACH TO GIRDER TRUSSES. IF 2" OR LARGER PIPE IS USED PLEASE CONTACT CALIFORNIA TRUSFRAME PROJECT: Bowling Residence ROOF TRUSSES PROJECT LOCATION: Carlsbad, CA REVISIONS Plot Date: 6-2-16 _3 _ _ 3_ _3 _ _ 3 _ _ 3 _ _ 3 _ _ 3 3 _ _ 3_ I ~ ~ ~ ~. I )J -..O· "" COAST GEOTECHNICAL CONSUL TING ENGINEER:$ AND GEOLOGISTS August 23> 2016 Mike Bowling MB Builders 4(tl Soµth Las Posas Road San Marco$" CA 92078. Subject: NOTlCB OF FOOTlNG EXCAVA1lON OBSERVATION Proposed Residence and Attached Garage ' Lot 2, CT 98-16 2792 James Drive Carlsbad, .. California References: Please refer to page J 1) The footing excavation$ for the proposed residence and garage have been observed by this firm. 2) 3) The continuous wall and coh;i:rpn pl;!.d footing excavations for the residence and: garage are founded into compacted :fill deposits with an ~xpansio.n potential in the very low range ( see Rough Grading Report). The footing excavations. are approved by this firm provided all loose deposits are removed from the b~.s·e.ofthe exci;vations:priorto pouringconctete. The.footing excavations were not reviewed for compliance with sfiilQturai plans and location. P.O. BOX.230163 * ENCINITAS, CALlFORNJA 92023 e,·(4~55? Coast Geotechnical Au.gust 23, 2016 W.O. G-659416 Page2 of 4 4) Observi;ttion-and ptobing or the µtility _trench backfill within the building footprint suggests the-Qackfill was adequately .compacted. If you have any questions regarding this report, please-.contactour office. Reference to our Job No. P-659416 will'help expedite atesporise to your inquiry. Resp~ctfully submitted, COAST GEOfECHNI M$.'k Burwell, C.KG. Engineering Geologist ·• Coast Geotechnical .REFERENCES l) PRELIMINARY GEOTECHNICAL INVBSTIQATION Proposed Five (5) Lot Subdivision Porti0n of Lots 3 and 4t Map 2169 Carlsbad TracL98 .. 16 Buena Vista Way Carlsbad, California Prepared qy Coast Geoteclmlcal Dated S.eptember 23, 1999 2) GEOTECHNICAL UPDATE LEITER Preposed Five (5) Lot SU:bc:livisioh Portion of Lots 3 an¢! 4, Map.2) 69 Carlsbad Tract :98.,. I 6 Buena Vista Way Caxlsbad, California Prepared by Coast Geotechnical Dated March 12, 2001 J) ROUGH GRADING REPORT Proposed Five (5) tot Subdivision Portion of Lots J and 4, Map,2169 Carlsbad Tract 98-16 Buena Vista Way Catlsb~d, California Prepared 'qy Coast Geotech.nical J anuacy 7, 4004 4) SUPPLEMENTAL GEOtECHNlCAL I.NVESTIGATION Ptoposed Residence and Subterrane_an Ba$·ement Lot 2, CT 9:8-16 2792 James Drive :Carlsba4, California Prepared by Coa.$t Geoteehnical bated June 21, 2004 August 23, 2016 W.O. G-659416 Page3 of4 Coast Geotechnic~l 5) FOUNDATION PLAN REVIEW ·proposed Residence and Subterranean Basement Lot2.; CT 98-16 2792 James D:rive CGU:lsbad~ California · Prepared by Coast Ge9te¢hniciil Dated June 21, 2004 6} GEOTECHNICAL UPDATE REPORT Proposed Residence and.Attached ·Garage tot 2, CT 98-16 2792 James Drive · Carlsbad, .. California Prepared by Coast deotechnical Dated May 23., 2016: 7) FOUNDATlON.PLANREV'.IEW. Proposed Residence and Attached ~age Lot 2, CT 98-16 2792. James Drive ·Carlsbad; California Prepared by Coast GeoteGhnicaJ: Dated June 21, 2016 8) GRADING PLAN REVIEW Propdsed Residence and. Attached Garage Lot 2, CT 98-16 2792 James Drive Carlsbad, California Ptepared by Coast Geotechnical 'bated June 21, 1016 9) ROUGH GR.A.DING REPORT Proposed Residence and Attached Garage Lot2., CT98:-16 2792 Jc:unes Drive Ca,rlsbad, California, Prepared by Coast Geotechnical Dated August 2, 2016 August 23, 2016 W.O. G-659416 Page4 of4 June 21, ~016 Mike Bowling MB Builders · COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS 403 South Las Posas Road San Marcos, CA 92078 Subject: FOUNDATION PLAN REVIEW Proposed Residence and Attached Garage Lot 2, CT 98-16 2792 James Drive Carlsbad, California· References: Please see page 3 Dear Mr. Bowling: As requested, we have reviewed the project foundation plans, Sheets S3. 0A and S3. OB and Detail Sheets S2 and S4, dated May 27, 2016, prepared by Simply Strong Engineering, and observed that they havt;,, in general, included the recommenqations presented in our Preliminary G~otechnical Update Report, dated May 23, 2016. COMMENTS 1) All fill should be placed under the observation and testing of a representative of the Geotechnical Engineer, Additional recommendations will be necessary during the remedial grading phase. 779 ACADEMY DRIVE • SOIANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 ....----,------------------··-------··--------·--·-------·---- Coast Geotechnical June 21, 2016 W.O. P-659416 Page2 2) Footings should be founded the design depth below the lowermost adjacent grade at the time of foundati_on construction. All footings should be observed by an Engineering Geologist prior to placement of forms and steel. LIMITATIONS The findings and opinions presented herein have been made in accordance with generally accepted professional principals in the fields of engineering geology and geotechnical engineering. No warranty is expressed or implied. If you have any questions regarding this report, please contact our office. Reference to our Job No·. P-659416 will help expedite a response to your inquiry. Respectfully submitted, COAST GEOTECHNIC f Mark Burwell, C.E. G. Engineering Geologist 2109 CERT!FJED Coast Geotechnical REFERENCES 1) PRELIMINARY.GEOTECHNICALINVESTIGATION Proposed five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 2) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12, 2001 3) ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical , January 7, 2004 4) SUPPLEMENTAL GEOTECHNICAL INVESTIGATION Proposed Residence and Subterranean Basement Lot 2, CT 98-16 2792 James Drive Carlsbad, California Prepared by Coast Geotechnical Dated June 21, 2004 -----,----------~---------···· -- June 21, 2016 W.O. P-659416 Page3 Coast Geotechnical 5) · FOUNDATION PLAN REVIEW Proposed Residence and Subterranean Basement Lot 2, CT 98-16 . 2792 James Drive Carlsbad, California Prepared by Coast Geotechnical Dated June 21, 2004 6) . GEOTECHNICAL UPDATE REPORT Proposed Residence and Attached Garage Lot 2, CT 98-16 2792 Jam.es Drive Carlsbad, California Prepared by Coast Geotechnical Dated May 23, 2016 June 21, 2016 -W.O. P-659416 Page4 .. \ COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS May 23, 2016 Mike Bowling MB Builders 403 South Las Posas Road San Marcos, CA 92078 Subject: GEOTECHNICAL UPDATE REPORT Proposed Residence and Attached Garage Lot 2, CT 98-16 2792 James Drive Carlsbad, California References: Please see page 15 Dear Mr. Bowling: RECEiVED JUN O 7 2016 CITY OF CARLSBAD BUILDING DIVISION The referenced property has recently been sold. This report updates the referenced Geotechnical Reports, foundation design parameters and addresses current seismic design parameters. In general, the plans for a single family residence and attached garage are in general conformance with the design concepts anticipated in the Preliminary Geotechnical Report and Rough Grading Report for the subdivision. Site review suggests that no significant changes, from a geotechnical viewpoint, have occurred since the completion of our Rough Grading Report, dated January 7, 2004. If you have any questions, please do not hesitate to contact us at (858) 755-8622. This opportunity to be of service is greatly appreciated. Respectfully submitted, COAST GEOTECHNICAL Mark Burwell, C.E.G. Engineering Geologist Vithaya Singhanet, P .E. Geotechnical Engineer 779 ACADEMY DRIVE* SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 * FAX (858) 755-9126 Coast Geotechnical PROPOSED DEVELOPMENT May23,2016 W.O. U-659416 Page2 of 16 Grading plans for the development of the site were prepared by Bill Yen & Associates. The project includes the construction of a single family residence and attached garage near the existing pad grade. A long concrete driveway which enters from James Drive will provide access to the flag lot. Fills up to 0.5 feet are anticipated in the proposed residential pad. GEOLOGIC CONDITIONS The .subject property is located in the Coastal Plains Physiographic Province of San Diego. The property is underlain at relatively shallow depths by Pleistocene terrace deposits. The terrace deposits are mantled by approximately 3 .5 feet of compacted fill deposits which were placed during rough grading in 2003 and2004. The fill is composed of slightly silty fine and medium-grained sand with a potential expansion in the very low range. Groundwater No groundwater was observed to the depth of20 feet explored during our previous Supplemental Geotechnical Investigation Report, dated June 21, 2004. However, it should be noted that seepage problems can develop after completion of construction. These seepage problems most often result from drainage alterations, landscaping and over-irrigation. In the event that seepage or saturated ground does occur, it has been our experience that they are most effectively handled on an individual basis. Coast Geotechnical Tectonic Setting May 23, 2016 W.O. U-659416 Page 3 of 16 The site is located within the seismically active southern California region which is generally characterized by northwest trending Quaternary-age fault zones. Several of these fault zones and fault segments are classified as active by the California Division of Mines and Geology (Alquist- Priolo Earthquake Fault Zoning Act). Based on a review of published geologic maps, no known faults transverse the site. The nearest active fault is the offshore Newport-Inglewood Fault Zone located approximately 5.4 miles west of the site. It should be noted that the Rose Canyon Fault and Newport-Inglewood Fault are not a continuous, well-defined feature but rather a zone of right stepping en echelon faults. The complex series of faults has been referred to as the Offshore Zone of Deformation (Woodward-Clyde, 1979) and is not fully understood. Several studies suggest that the Newport-Inglewood and the Rose Canyon faults are a continuous zone of en echelon faults (Treiman, 1984). Further studies along the complex offshore zone of faulting may indicate a potentially greater seismic risk than current data suggests. Other faults which could affect the site .include the Coronado Bank, Elsinore, San Jacinto and San Andreas Faults. The proximity of major faults to the site and site parameters are shown on the enclosed Seismic Design Parameters. Liquefaction Potential Liquefaction is a process by which a sand mass loses its shearing strength completely and flows. The temporary transformation of the material into a fluid mass is often associated with ground motion resulting from an earthquake. Coast Geotechnical May 23, 2016 W.O. U-659416 Page 4 of 16 Owing to the medium-dense nature of the Pleistocene terrace deposits and the anticipated depth to groundwater, the potential for seismically induced liquefaction and soil instability is considered low. CONCLUSIONS 1) The subject property is located in an area that is relatively free of potential geologic hazards such as landsliding, high groundwater tables, liquefaction and seismically induced subsidence. 2) The existing fill which was placed in 2003 and 2004 should be removed to a minimum depth of 3.0 feet below existing grade and replaced as properly compacted fill for the support of foundations, concrete flatwork and exterior improvements. 3) The proposed development should not adversely affect the adjacent properties provided the recommendations of this report are implemented during the design and construction phases. RECOMMENDATIONS Removals/Recompaction The existing fill deposits in the building pad should be removed and replaced as properly compacted fill. Removals should extend a minimum of 5.0 feet beyond the building footprint. The depth of removals are anticipated to be on the order of 3.0 feet. However, a minimum of 1.5 feet of fill should underlie proposed footings. Most of the existing earth deposits are generally suitable for Coast Geotechnical May 23, 2016 W.O. U-659416 Page 5 of 16 reuse, provided they are cleared of all vegetation, debris and thoroughly mixed. Prior to placement of fill, the base of the removal should be observed by a representative of this firm. Additional overexcavation and recommendations may be necessary at that time. The exposed bottom should be sc.arified to a minimum depth of 6.0 inches, moistened as required and compacted to a minimum of90 percent of the laboratory maximum dry density. Fill should be placed in 6.0 to 8.0 inch lifts, moistened to approximately 1.0 -2.0 percent above optimum moisture content and compacted to a minimum of 90 percent of the laboratory maximum dry density. Existing fill deposits in areas of proposed concrete flatwork and driveways should be removed to an approximate depth of 12 inches and replaced as properly compacted fill. Imported fill, if necessary, should consist of non-expansive granular deposits approved by the geotechnical engineer. Temporary Slopes/Excavation Characteristics Temporary excavations should be trimmed to a gradient of 1: 1 (horizontal to vertical) over a 3 .5 foot vertical or less depending upon conditions encountered during grading. Based on our experience in the area, the Pleistocene terrace deposits are easily rippable with conventional medium to heavy earth moving equipment in good working order. Foundations The following design parameters are based on footings founded into non-expansive approved compacted fill deposits. Footings should not span cut/fill transitions. Footings for the proposed structure should be a minimum of 12 inches and 15 inches wide and founded a minimum of 12 Coast Geotechnical May 23, 2016 W.O. U-659416 Page 6 of 16 inches and 18 inches below the lower most adjacent sub grade at the time of foundation construction for single-story and two-story structures, respectively. A 12 inch by 12 inch grade beam or footing should be placed across the garage opening. Footings should be reinforced with a minimum of four No. 4 bars, two along the top of the footing and two along the base. Footing recommendations provided herein are based upon underlying soil conditions and are not intended to be in lieu of the project structural engineer's design. For design purposes, an allowable bearing vaiue of 1700 pounds per square foot and 2000 pounds per square foot may be used for foundations at the recommended footing depths for single and two story structures, respectively. For footings deeper than 18 inches, the bearing value may be increased by 250 pounds per square foot for each additional 6.0 inches of embedment to a maximum of 3000 pounds per square foot. The bearing value may be increased by one-third for short durations ofloading, which includes the effects of wind and seismic forces. The bearing value indicated above is for the total dead and frequently applied live loads. This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Sulfate Content Based on previous testing, the soluble sulfate content is negligible. Coast Geotechnical Slabs on Grade (Interior and Exterior) May 23, 2016 W.O. U-659416 Page 7 of 16 Slabs on grade should be a minimum of 5.0 inches thick and reinforced in both directions with No. 3 bars placed 18 inches on center in both directions. Exterior slabs on grade should be a minimum of 4.0 inches thick and reinforced with No. 3 placed 18 inches on center in both directions. The slab should be underlain by a minimum 2.0-inch coarse sand blanket (S.E. greater than 30). Where moisture sensitive floors are used, a J.11:inimum 10.0-mil Visqueen, Stego or equivalent moisture barrier should be placed over the sand blanket and covered by an additional two inches of sand (S.E. greater than 30). Utility trenches underlying the slab may be backfilled with on-site materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs including exterior concrete flatwork should be reinforced as indicated above and provided with saw cuts/expansion joints, as recommended by the project structural engineer. All slabs should be cast over dense compacted subgrades. Exterior slabs should be provided with weakened plane joints at frequent intervals in accordance with the American Concrete Institute (ACI) guidelines. Our experience indicates that the use of reinforcement in slabs and foundations can reduce the potential for drying and shrinkage cracking. However, some minor cracking is considered normal and should be expected as the concrete cures. Moisture barriers can retard but not eliminate moisture vapor movement from the underlying soils up through the slab. Lateral Resistance Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of0.30 may be used with dead-load forces. Design Coast Geotechnical May 23, 2016 W.O. U-659416 Page 8 of 16 passive earth resistance may be calculated from a lateral pressure corresponding to an equivalent fluid density of200 pounds per cubic foot with a maximum of 1200 pounds per square foot. Retaining Walls Cantilever walls (yielding) retaining nonexpansive granular soils may be designed for an active- equivalent fluid pressure of 38 pounds per cubic foot for a level surcharge. Restrained walls (nonyielding) should be designed for an "at-rest" equivalent fluid pressure of 60 pounds per cubic foot. Wail footings should be designed in accordance with the foundation design recommendations. All retaining walls should be provided with an adequate backdrainage system. A geocomposite blanket drain such as Miradrain 6000 or equivalent is recommended behind walls. The soil parameters assume a level nonexpansive select granular backfill compacted to a minimum of 90 percent of the laboratory maximum dry density. Dynamic (Seismic) Lateral Earth Pressures For proposed restrained walls (non-yielding), potential seismic loading should be considered. For smooth rigid walls Wood (1973) expressed the dynamic thrust in the following form: t.Pe = kh YH2 (non-yielding) where kh is ½ peak ground acceleration equal to 50 percent of the design spectral response acceleration coefficient (Sds) divided by 2.5 per C.B.C. (2007), Y is equal to the unit weight of backfill and H is equal to the height of the wall. Coast Geotechnical May 23,2016 W.O. U-659416 Page 9 of 16 The pressure diagram for this dynamic component can be approximated as an inverted trapezoid with stress decreasing with depth. The point of application of the dynamic thrust is at a height of 0. 6 above the base of the wall. The magnitude of the resultant is : ti.Pe = 19 .9 H2 (non-yielding) This dynamic component should be added to the at-rest static pressure for seismic loading conditions. For cantilever walls (yielding), Seed and Whitman (1970) developed the dynamic thrust as: ti.Pe = 3/8 kh YH2 (yielding) The pressure diagram for this dynamic component can be approximated as an inverted trapezoid with stress decreasing with depth and the resultant at a height of 0.6 above the base of the wall. The magnitude of the resultant is: ti.Pe = 7.4 H2 (yielding) This dynamic component should be added to the static pressure for seismic loading conditions. Settlement Characteristics Estimated total and differential settlement over a horizontal distance of 30 feet is expected to be on the order of 1.0 inch and 3/4 inch, respectively. It should also be noted that long term secondary settlement due to irrigation and loads imposed by structures is anticipated to be 1/4 inch. Coast Geotechnical Seismic Considerations May 23,2016 W.O. U-659416 Page 10 of 16 Although the likelihood of ground rupture on the site is remote, the property will be exposed to moderate to high levels of ground motion resulting from the release of energy should an earthquake occur along the numerous known and unknown faults in the region. The Newport-Inglewood (offshore) Fault Zone located approximately 5.4 miles west of the property is the nearest known active fault and is considered the design earthquake for the site. Seismic Ground Motion Design Parameters Seismic ground motion values were determined as part of this investigation in accordance with Chapter 16, Section 1613 of the 2013 California Building Code (CBC) and ASCE 7-10 Standard using the web-based United States Geological Survey (USGS) ground motion calculator. Generated results including the Mapped (Ss, S1), Risk-Targeted Maximum Considered Earthquake (MCER) adjusted for site Class effects (SMs, SM1) and Design (Sos, Sm) Spectral Acceleration Parameters as well as Site Coefficients (Fa, Fv) for short periods (0.20 second) and I-second period, Site Class, Design and Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrums, Mapped Maximum Considered Geometric Mean (MCEo) Peak Ground Acceleration adjusted for Site Class effects (PGAM) and Seismic Design Category based on Risk Category and the severity of the design earthquake ground motion at the site are summarized in the enclosed Appendix A. Coast Geotechnical Site Class D Seismic Design Category D Ss:1.126 Sl:0.433 SMs: 1.182 SMl: 0.678 SDs: 0.788 SDI: 0.452 Fa: 1.049 Fv: 1.567 Preliminary Pavement Design May 23, 2016 W.O. U-659416 Page 11 of 16 The following preliminary pavement section is recommended for proposed driveways: 4.0 inches of asphaltic concrete on 6.0 inches of select base (Class 2) on 12 inches of compacted subgrade soils or 5.5 inches of concrete on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials. Class 2 base materials should have a minimum R-value of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of95 percent of their laboratory maximum dry density. Concrete should be reinforced with No. 3 bars placed 18 ~nches on center in both directions. Coast Geotechnical May 23, 2016 W.O. Uw659416 Page 12 of 16 The pavement section should be protected from water sources. Migration of water into subgrade deposits and base materials could result in pavement failure. Utility Trench We recoll).lilend that all utilities be bedded in clean sand (S.E. greater than 30) to at least one foot above the top of the conduit. The bedding should be moistened and tamped in place to fill all the voids around the conduit. Imported or onwsite granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings. This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing. This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another. Geotechnical Observations Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel and forms. All fill should be placed while a representative of the geotechnical engineer is present to observe and test. Coast Geotechnical Plan Review May 23, 2016 W.O. U-659416 Page 13 of 16 A copy of the final plans should be reviewed by this office prior to the initiation of construction. All of the recommendations in the Preliminary Geotechnical Report and supplemental reports which are not superceded by this report remain applicable and should be implemented during the design and construction phases. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated into plans. If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this r~port is assumed unless on-site review is performed during the course of construction. The subsurface conditions, excavation characteristics and geologic structure described herein are based on individual exploratory excavations made on the subject property. The subsurface conditions, excavation characteristics and geologic structure discussed should in no way be construed to reflect any variations which may occur among the exploratory excavations. Coast Geotechnical May 23, 2016 W.O. U-659416 Page 14 of 16 Please note that fluctuations in the level of groundwater may occur due to variations in rainfall, temperature and other factors not evident at the time measurements were made and reported herein. Coast Geotechnical assumes no responsibility for variations which may occur across the site. The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties. Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions and recommendations of this report may be rendered wholly or partially invalid by events beyond our control. This report is therefore subject to review and should not be relied upon after the passage of two years. The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. However, in no respect do we guarantee the outcome of the project. This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party. This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical. l Enclosure: Seismic Design Summary (Appendix A) Coast Geotechnical REFERENCES 1) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 2) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12, 2001 3) ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 · BuenaVista Way Carlsbad, California . Prepared by Coast Geotechnical January 7, 2004 4) SUPPLEMENTAL GEOTECHNICAL INVESTIGATION Proposed Residence and Subterranean Basement Lot 2, CT 98-16 2792 James Drive Carlsbad, California Prepared by Coast Geotechnical Dated June 21, 2004 May23,2016 W.O. U-659416 Page 15 of 16 Coast Geotechl).ical 5) FOUNDATION PLAN REVIEW Proposed Residence and Subterranean Basement Lot 2, CT 98-16 2792 James Drive Carlsbad, California Prepared by Coast Geotechnical Dated June 21, 2004 May 23, 2016 W.O. U-659416 Page 16 of 16 ENCLOSURE ----,:;;r---··r--·---., ---r------r••' _..,T ___ ,. _ ... ,,_ .. _ .... ··-r:J"""'O"' •' __ ..,.._c--~-1::"""' .........,, ..,,-.a.u.a.......,.J•..t'.&&f-' • .....,.....,o/.__, 1 of2 EIJSGS Design Maps Summary Report User-Specified :i:nput Report Title BOWLING Sun May 22, 2016 01:53:28 UTC Building Code Reference Document ASCE 7-10 Standard (which utlRzes USGS hazard data available in 2008) Site Coordinates 33.1685°N, 117.3357°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III USGS-Provided Output 1.126 g 0.433 g SMS = 1.182g SM1 = 0.678 g Sos= S01 = 0.788 g 0.452 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum hortzontal response, please return to the application and select the "2009 NEHRP" building code reference document. 'a -II fll MCE1t Response Spectrum 1.20 1.08 o.,G 0.84 0.72 O.GO 0.49 0.3G 0.24 0.12 0.00 -t-----1--+--+---+--+--+---f--+--+--i 0.00 0.20 0.40 O.GO 0.80 1.00 1.20 1.40 l.GO 1.80 2.00 Period, T (sec) 0.89 o.ao 0.72 0,64 o.s, Design Response Spectrum "& 0.411 ... ~ 0.40 0.32 0.24 0.16 0.09 0.00-1---1.----1--+--t--+--+---t--+--+---t 0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 l.GO 1.90 2.00 Period. T (sec) For PGAM, TL/ Cp_5, and CR1 values, please yiew the deti'liled report. 5/21/2016 6:53 F 1 of6 lilJSGS Design Maps Detailed Report ASCE 7-10 Standard (33.1685°N, 117.3357°W) Site Class D -"Stiff Soil'~ Risk Category I/II/III 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 S5) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standarcl are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 cii S5 = 1.126 g -···------------------------.. ·---- From Figure 22-2 c21 S1 = 0.433 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 -Vs A. Hard Rock >5,000 ft/S -----"------N/A N/A N/A N/A B. Rock C. Very dense soil and soft rock D. Stiff Soil 2,500 to 5,000 ft/s 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 -····-----·····--------···-. -. -----·-------·····-··--·-·--------·-----·-------------·····-·-·······--·--·-· E. Soft. clay soil F. Soils requiring site response analysis In accordance with Section 21.1 <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity Index Pl> 20, • Moisture content w ~ 40%, and • Undrained shear strength s0 < 500 psf ·--·----····--····----~---- See Section 20.3.1 For SI: lft/s = 0.3048 m/S 11b/ft2 = 0.0479 kN/m2 5/21/2016 6:59 I . v1:u5u J.Y.IUj,I.:> .LJ..,ua.u'"'u. J......,'-'J;'V.1.1.- 2 of6 Section 11.4.3 -Site Coefficients and Risk-Targeted Maximum Considered Earthquake (M,Cl;,a) Spectral Response Acceleration Parameters Site Class A B C D E F Site Class A B C D E F Table 11.4-1: Site Coefficient Fa Mapped MCE R Spectral Response Acceleration Parameter at Short Period 55 !':. 0.25 S5 = 0.50 55 = 0.75 Ss = 1.00 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.6 1.4 1.2 ( 1.1 2.5 1.7 1.2 0.9 See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Sb Cla~ = D and 5s = 1,126 g, Fa = 1,049 Table 11.4-2: Site Coefficient Fv 5s;?: 1.25 0.8 1.0 1.0 1.0 0.9 Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 ~ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ~ 0.50 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 3.5 3.2 2.8 2.4 2.4 See Section 11.4.1 of ASCE 7 Note: Use straight-line interpolation for intermediate values of 51 For Ste Class = D and S1 = 0.433 g, fv = 1,567 5/21/2016 6:59 P •c:s1gu 1vmp:s .uculucu .n.cpv1 l 3 of6 Equation {11.4-1): SMs = FaSs = 1.049 X 1.126 = 1.182 g ----·--· --------------~--- Equation (11.4-2): SM1 = F vS1 = 1.567 X 0.433 = 0.678 g ------------- Section 11.4.4 -Design Spectral Acceleration Parameters Equation (11.4-3): S05 = ¾ SMs = ¾ x 1.182 = 0.788 g ------· ·-----------------.. ·-------- Equation (11.4-4): S01 = ¾ SM1 = ¾ X 0.678 = 0.452 g Section 11.4.5 -Design Response Spectrum From Figure 22-12 C3l TL = 8 seconds --------·--·-~·-··--. -·------------~--- Figure 11.4-1: Design Response Spectrum S;:is= 0.788 T<T0 :S,. =Sm (0.4 + 0.6T /Ta) Ta STS T5 : S1 =Sa, T, <T:STL: s.=smJT T>TL:S.=SniTL/F S::,1 = 0.452 -,---------• -T ---------- To= 0.115 T5 = 0.574 1.000 Period, T (sec) 5/21/2016 6:591 , 1,;;:,,1b1l lV.1<1p:,, .LICL<tU,;;u 1,,;;pv• L J.J,1,1,t'·'' ,.,..,"t'_ "" .... lL 'l,,Ll.'1 ............ ~. TT .... ......,~·e,v "'I --va.i:::,-...u..o._t""..,,, ----· JI, -r.., .... -·ra.ar. ·-...... T ... _w_. 4of6 Section 11.4.6 -Risk-Targeted Maximum Considered Earthquake (MCEJ Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. S11, = l.182 s .... l = 0 • 678 -1------" " " " -T " " -" ----" T.; = 0.115 Ts= 0.574 . 1.000 Period, T (sec) 5/21/2016 6:59 5 of6 .1...1.""l:"•'' v'-.IJ:'-..,.,."'~,._..._......, •• ,. ... ,....,.t:i'"'.O ..... ,.. __ ..,..._::::t"_,.._r-· -· --r---r--r .. -----r----- Section 11.8.3 -Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-z c4J PGA = 0.441 ------------------------ Equation (11.8-1): PGAM = FpGAPGA = 1.059 x 0.441 = 0.467 g ------·------·-----r-------------------·-----------------------· ---------------------- Table 11.8-1: Site Coefficient FPGA Site Class Mapped MCE Geometric Mean Peak Ground Acceleration, PGA PGA S 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA 2: 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 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 I 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 PGA For Site Class = D and PGA = 0,441 g, FPGA = 1,059 Section 21.2.1.1 -Method 1 (from Chapter 21 -Site-Specific Ground Motion Procedures for Seismic Design) From Fig1.1re 22-11 csi CRS = 0.954 ------------------· ··--·----------·--------- From Figure 22-18 C6l CR1 = 1.005 ---.. -----·--------------------------·----_________ ,, _________ ,, _________ , _______ ., __ 5/21/2016 6:591 5 of6 Section_ 11.6 -Seismic Design Category Table 11.6-1 Seismic Design category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or II III IV S05 < 0.167g A A A 0.167g S S05 < 0.33g 8 B C 0.33g S S05 < 0.S0g C C D 0.50g S S 05 D D D For Risk Category = I and Sos = 0.788 g, Seismic Design Category = D Table 11.6-2 Seismic Design category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SD1 I or II III IV S01 < 0.067g A A A 0.067g S S01 < 0.133g B 8 C 0.133g s SD1 < 0.20g C C D 0.20g S S01 D D D For Risk Category = I and S.,1 = 0.452 g, Seismic Design Category = D 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 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010__,ASCE-7 _Figure_22-1. pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010__,ASCE-7 _Figure_22-2. pdf 3. Figure 22-12: http ://earthquake. usgs. gov /hazards/designmaps/downloads/pdfs/2010__,ASCE- 7 _Figure_22-12. pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-7.pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7 _Figure_22-17. pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7 _Figure_22-18. pdf 5/21/2016 6:59 P '1-1 BUILDING EN-ERGV ANALYSIS REPORT PROJECT: RECE&,!ED JUN O 7 2016 CITY OF CARLSBAD Proposed New Residence for Kim & Mike BowliBJllLDING OlViSION 2792 James Drive Calrsbad, CA 92008 PROJECT DESIGNER: ARoper Residential Design 1443 Panorama Ridge Road Oceanside, CA 92056 760-522-3997 REPORT PREPARED BY: David A Trimm Title 24's by Larry 4401 W Judy Ave Visalia, CA 93277-3926 559-625-8610 JOB NUMBER: 20165607-Bowling Date: 05-20-2016 Y; TABLE OF CONTENTS Cover Table of Contents Form CF-lR-PRF-01 Certificate of Compliance Form MF-1R Mandatory Measures Summary 1 2 3 12 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Page 1 of 9 Project Name: 20165607-Bowling Calculation Description: Proposed New Residence GENERAL INFORMATION 01 Project Name 20165607-Bowfing 02 Calculation Description 2974sqft Home 03 Project Location 2792 James Drive 04 City Carlsbad 06 Zip Code 92006 08 c·nmate Zone CZ? 10 Building Type Single Family 12 Project Scope Newly Constructed 14 Total Cond. Floor Area (ft2) 2974 16 Slab Area (92) 2974 18 Addition Cond. Floor Area N/A 20 Addition Slab Are~' (ft~): N/A COMPLIANCE RESULTS .... , .... ., -,,,·v•__,,,,,.., 01 02 '· y-.• 04 05 Energy Use (kTDV/ft2-yr) Standard Design Space Heating 3.57 Space Cooling 0.35 IAQ Ventilation 6.03 Water Heating 9.74 Photovoltaic Offset ---- Compliance Energy Total 19.69 Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd ... .. . . .. 05 Standards Version Compliance 2015 .. 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 09 Software Version CBECC-Res 2013-4 (744) 11 Front Orientation (deg/Cardinal) 135 13 Number· of Dwelling Units 1 15 Number of Zones 2 17 Number of Stories 1 19 Natural Gas Available Yes 21 Glazing Percentage (%) 23.4% -~ _ . fih~ s~per~isi~n of; CEC-appr~~ed HERS provider. j•; ~,, .••• ,,.,, ~~· -~~ ....,,..#W' ENERGY USE SUMMARY 06 07 08 Proposed Design Compliance Margin Percent Improvement 3.88 -0.31 -8.7% 2.11 -1.76 -502.9% 6.03 0.00 0.0% 7.13 2.61 26.8% 0.00 0.00 ---- 19.15 0.54 2.7% Registration Number: 216-N0188764A-OOOOOOOOO-OOOO Registration Date/Time: 2016-05-20 15:39:23 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 Report Generated at: 2016-05-20 12:49:21 ,, CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 20165607-Bowling Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd CF1 R-PRF-01 Page 2 of 9 Calculation Description: Proposed New Residence REQUIRED SPECIAL FEATURES The following are features that must be installed as condition· for meeting the modeled energy performance for th.is computer analysis. . .. . '" NO SPECIAL FEATURES REQUIRED HERS FEATURE SUMMARY The following is a summary of the features that' must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building-level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing f, Domestic Hot Water System Verifications: .' • --None ---t i':, ... ENERGY DESIGN RATING ,. ,, __ ... ,....- This is the sum of the annual TDV energy.;9onsumption for en~rgy'.usi;9P.,mponentslinclu~~g iQJll_e peJ1.P,rrrianpg_cpmRJJince apprpach for the Standard Design Building (Energy'1fudget) anci the annual TDV_ energy consumption for lighting and corriponen~_~n~_!JregulateJt,PY"'fitl~4~-t P~~t R~(fucn ~~:..aoln~itic)~pli'aii'c!~t[_aha consurp'er,~~.rtronic;.§) and accounting for the annual TDV energy offset by an on-site renewable energy system. ; . ,' ,/ './..... ff ~:;,:,:1i LJ ff 1·:iZ;;;l ,:::;;:;:} :1 ~'"""· ~} (~"\1' tC~ ,. ___ . _____ -~----~ _____ f.:,_'L ~-t » ,~,-j Lt,,,~ t. *--~ \. l ~ ~ vi 111 't 1:~ ''"'• ,,_, , Refe?~ett4} Y~e~;:t:l ;,~,:~.' · :Y --~~~f~y ~e--~1pp'.'.R~!!~11i'.:. ·. Margin Percent Improvement Total Energy (kTDV/f2-yr)* f;, .. 6~.19E: H;'t =---···--·''1 :62:6:°5::. 0.54 0.9% * includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING -FEATURES INFORMATION 01 02 03 04 os· 06 07 Number of Dwelling Number of Ventilation 'Number of Water Project Name Conditioned Floor Area (ft2) Units Number of Bedrooms Number of Zones Cooling Systems Heating Systems 20165607-Bowling 2974 1 3 2 0 2 ZONE INFORMATION 01 02 03 04 05 06 07 .. Zone Floor Area Avg. Ceiling Zone Name Zone Type HVAC System Name (ft2) Height Water Heating System 1 Water Heating System 2 AC1 Bedrooms (heat/cool) Conditioned AC1 Bedrooms 1682 10 DHW System AC2 Living (heat/cool) Conditioned AC2 Living 1292 10 Registration Number: 216-N0188764A-000000000-0000 Registration Date/Time: 2016-05-20 15:39:23 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 Report Generated at: 2016-05-20 12:49:21 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Page 3 of 9 Project Name: 20165607-Bowling Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd Calculation Description: Proposed New Residence OPAQUE SURFACES ATTIC 01 Name AC1 Front Wall AC1 Left Wall AC1 Back Wall AC1 Right Wall AC1-Garage Wall AC1 Ceiling AC2 Front Wall AC2 Left Wall AC2BackWall AC2 Right Wall AC2-Garage Wall AC2Ceiling Garage Front Wall Garage Left Wall Garage Back Wall Garage Right Wall Garage Ceiling 01 Name AC1 Bedrooms Attic AC2 Living Attic Garage Attic 02 -03 04 05 06 07 08 Zone Construction Azimuth Orientation I Gross Area (ft2) I Wi~dow & Door Area (ft2) I Tilt (deg) AC1 Bedrooms (heat/cool) EXTWALL 135 Front I 311.667 I 104.95 I 90 AC1 Bedrooms (heat/cool) EXTWALL 225 Left 783.333 80.25 90 AC1 Bedrooms (heat/cool) EXTWALL 315 Back 374.167 114 90 AC1 Bedrooms (heat/cool) EXTWALL 45 Right 327.5 67.25 90 AC1 Bedrooms (heat/cool)»Garage INTWALL 219.167 24 AC1 Bedrooms (heat/cool) CLGBLWATC 1682 AC2 Living (heat/cool) EXTWALL 135 Front 165.833 19.25 90 AC2 Li'ying (heat/cool) EXTWALL 225 Left 201.667 32.1 90 AC2, ~iyl~g (heat/cool) EXTWALL 315 Back 223.333 136 90 AC2J'..ivi,hg (heat/cool) EXTWALL 45 Right 373.333 142.5 90 ··\ ... !"-f?2 Lfving (heat76oof)'>>~lt~~ge_, _:.i,;,,,~-" INTWALL 185 0 ""'s.::_Pf?2 L~~ing)h~~flcojl)~ _I . R PJ½'i?.~~'CJ.At.Cr,~illi!ia,l~~ 1292 • 1 /Garage J HG-Exf;w~1.1. ~~~21 n-FF.mtiti 220 136 90 .., .. , ,,,," '\.\ :r,_ ~ 'It''} rt'('-...'"""~ !f::.;;.~/'~ f.,"lJ: ••J ~~ •Sara~gl 1fl \~cl;~'JM'Abl n (J f.Left\! 190 19.25 90 ~ -'~~~:,.. :~ -~ ,,.;,,,.~ ~ ~,l ¼~ ~~ Garag~\ ~ C::~EXTWAB~ ~ ~ BacR 100 0 90 '¾f'-.:3____ fjn({ ~---_,_r_~_ ~--M. __ Garage ,. "' ,.,·T· ,.,.,~ G'.'.EXTWALL -" r-. ·,is • r-Right ~ f' 474.167 I 24 I 90 Garage I G-CLGBLWATC I I I 951 02 03 04 05 06 07 08 Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof ATTICRF Ventilated 5.5 0.1 0.85 Yes No ATTICRF Ventilated 5.5 0.1 0.85 Yes No ATTICRF Ventilated 5.5 0.1 0.85 Yes No Registration Number: 216-N0188764A-ooooooooo-oooo Registration Date/Time: 2016-05-20 15:39:23 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 Report Generated at: 2016-05-20 12:49:21 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 20165607-Bowling Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd Calculation Description: Proposed New Residence WINDOWS 01 Name W021280 W03 3680 FrDr W041280 W05 3656 Wo73656 W08 3656 W09 2616 W10 2650 W11 2616 W16 3616 W17 3056 W183056 W19 4056 W126080 GSD W204056 W21 4056 W22 4056 W06 3656 W23 6080 GSD W273656 W13 3616 W143616 W15 2880 FrDr W2417080 PanoramicDr W2813080 PanoramicDr W25 3656 W26 3656 W01 3656 02 ·03 Type Surface (Orientation-Azimuth) Window AC1 Front Wall (Front-135) Window AC1 Front Wall (Front-135) Window AC1 Front Wall (Front-135) Window AC1 Front Wall (Front-135) Window AC1 Front Wall (Front-135) Window AC1 Front Wall (Front-135) Window AC1 Left Wall.(Left-225) Window ,!. ! :' AC1 Left Wall (Left-225) 04 05 06 Multipli Width (ft) I Height (ft) I er 1.2 I 8.0 I 1 3.5 8.0 1.2 8.0 3.5 5.5 3.5 5.5 -3.5 5:5 2.5 1.5 2.5 5.0 oi Area (ft~) 9.6 28.0 9.6 19.3 19.3 19.3 3.8 12.5 ; Window ;1,~, AC1 Left Wall (Left-225) 2.5 1.5 3.8 Window I ,, : AC1 Left Wall (Left-225) 3.5 1.5 5.3 Window --.. -r, ' . .'! ·~ ' ' ~-..... -: .-, ACt:f~~-w_~Jl,:(J..eft,225) 3.0 5.5 16.5 ..... i,_ Window Window ··c_: J-· .. , ...... ···· <i.\C1" Left~all (Left .... -225) .,C"'"'-~;--.· ;';·•,I,,,_ "'.'3:.0"1 .1"'fj;,...,., 5.5 !f'I 1 I 16.5 _, 'le -~ •• ~~.,.~ ,f..,.r·,-""'Mfl. ___ fi' t / ,:.P"'"'--1 ¥.t""'~ Lfe' ~, ;,,.J,,,,~"\w."~·-E-·,.ir ~-__ ________;_;_, ---::-:;-:1:, . Ac1 M~ftwa1it'{E~1t-22sjf Ff.ii tJ;l~J. -4'lG) '41"'"' s.5 1::;1 r.fi-;::-1 1IF22.o _,.... ;, t ~----.w:tt•,,l) '*° ·---'~ ____ _L__L 1:'-"".a~--ru --~--~-___ U_:c-::~----~ Window J.1:1/:;>'~. i... t:.;1;AC1s~.a"ck, .. ~wa11)1Baf.k!315f~:: ..... ""' .•. ri;,_.itt In ~i9 -Ill. ,.a.· !O f;.l· t.;i 1 JJ ,,~-.. !!. 8.:o J ' . ., J¥ ,:--.-~\-,~ _ .. ,,~~·1 ~'.:.\\".:__~ ,;;,~ ~-,~~ -~:,...:,.-~_l~ ~ -·--·. ,,,.,, ,:r;:~ __ ¥ t,J -if ~~~ ~ Window .. <',IC:-/ ---. ½,"-1:f\c_ .. _1··· B. ac;~w.-a.1_1_ ~B. ack•31'P __ )_···st."' ~ l~-'1:Q~. '41. -/j-~;u5!5 ll\""11/t >1-.... -10-..... 22.0 -'~ --_______S~ -. ------1.L~ -;.V...,,.., f~ ... --.~\ ~ ~~~ ij Jff \ 11,1 ~ M" ~~ . ,~,:. Window AC1 Back Wall (Back-315) --,·· --r -~ 4.0 r -5:5 .... T ·r" I "'22:0 Window AC1 Back Wall (Back-315) 4.0 5.5 1 22.0 Window AC1 Right Wall (Right-45) 3.5 5.5 1 19.3 Window AC1 Right Wall (Right-45) 6.0 8.0 1 48.0 Window AC2 Front Wall (Front-135) 3.5 5.5 1 19.3 Window AC2 Left Wall (Left-225) 3.5 1.5 1 5.3 Window AC2 Left Wall (Left-225) 3.5 1.5 1 5.3 Window AC2 Left Wall (Left-225) 2.7 8.0 1 21.6 -- Window AC2 Back Wall (Back-315) 17.0 8.0 1 136.0 Window AC2 Right Wall {Right-45) 13.0 8.0 1 104.0 Window AC2 Right Wall (Right-45) 3.5 5.5 1 19.3 Window AC2 Right Wall (Right-45) 3.5 5.5 1 19.3 Window Garage Left Wall (Left-225) 3.5 5.5 1 19.3 Registration Number: 216-N0188764A-000000000-0000 Registration Date/Time: 2016-05-20 15:39:23 CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 :oa 09 U-factor SHGC 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0,35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 ·o.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.40 I 0.40 0.40 I 0.40 0.35 0.35 0.35 0.35 0.35 0.35 HERS Provider: I I CF1 R-PRF-01 Page 4 of 9 10 Exterior Shading Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) -- Insect Screen (default) Insect Screen (default) ---Insect Screen (default) Insect Screen (default) Insect Screen (default) CalCERTS inc. Report Generated at: 2016-05-20 12:49:21 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Page 5 of 9 Project Name: 20165607-Bowling Calculation Description: Proposed New Residence DOORS " 01 Name D03 3080 SC D01 17080 GarageDr D02 3080 GarageDr OPAQUE SURFACE CONSTRUCTIONS 01 02 03 Construction Name Surface Type 1._ Construction Type EXTWALL {_ ;\ Exterior wa9s! ,I\ Wood Framed Wall ~--,,....,~·,: .. ,~ ... Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd 02 ... Side of Building AC1-Garage Wall Garage Front Wall Garage Right Wall 04 Framing 2x6 @ 16 in. O.C. . ' " 05' Total Cavity R-value R 19 . ' ., '' 06 Winter Design U-value 0.072 03 04 -A~ea (fl2) U-factor 24.0 0.50 136.0 1.00 24.0 1.00 07 Assembly Layers • Inside Finish:·Gypsum Board Cavity I Frame: R-19 I 2x6 • Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board , •. .. ,,···:.::k ·:;..s~,:-r· ~-• Cavity/Frame: R-19/2x6 lnterior~Wc/,IIS ,..W9.od·Frani~d~all 0.067 • Other Side Finish: Gypsum-Board INTWALL ,_,. -~-,_, #':.I"' CLGBLWATC . . tJ /·<.·: "-~'>\ ff ,;~'i7 r • lnsi~e Finish: Gypsum Board Ceilings (~el~w' < ?c--, \ \ ~-({:} {~"""".--: • Cavity I Frame: R-9. 1 I 2x4 Btm Chrd attic),·"·___ · '-:.y,Jqo.,d Framed·e&ilih!l,.." •,o:ef2' • Over Floor Joists: R-20.9 insul. G-EXTWALL ~,,_;, -~ m. ~ ~~~ m-"' -· ii! '/lf'Ji, ·-· lw Iii -r~ 1'"' Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. none 0.347 • Inside Finish: Gypsum Board • Cavity I Frame: no insu/. I 2x6 • Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 • Inside Finish: Gypsum Board G-CLGBLWATC attic) Wood Framed Ceiling in.O.C. I none I 0.481 • Cavity I Frame: no insul. I 2x4 Btm Chrd • Cavity I Frame: no insul. I 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 • Roof Deck: Wood Siding/sheathing/decking ATTICRF Attic Roofs I Built-up Roof I in.O.C. I none I 0.644 • Roofing: Light Roof (Asphalt Shingle) SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge lnsul. R-value & Depth Carpeted Fraction Heated AC1 Slab AC1 Bedrooms (heat/cool) 1682 179.667 None 0.8 No AC2 Slab AC2 Living (heat/cool) 1292 96.4167 None 0.8 No Garage Slab Garage 951 98.4167 None 0 No Registration Number: 216-N0188764A-ooooooooo-oooo Registration Date/Time: 2016-05-20 15:39:23 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 Report Generated at: 2016-05-20 12:49:21 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 20165607-Bowling Calculation Description: Proposed New Residence BUILDING ENVELOPE· HERS VERIFICATION 01 Quality Insulation Installation (Clli) Not Required WATER HEATING SYSTEMS 01 02 ... 02 Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd 03 Quality Installation of Spray Foam Insulation Building Envelope Air Leakage Not Required Not Required 03 04 •-,,- .. 05 Name System Type Distribution Type Water Heater Number of Heaters OHW System -· 1/1 OHW Standard OWH1 1 OHW System -2/1 OHW Standard OWH2 1 WATER HEATERS 1\ '·" 01 o;i :\ 03 04 05 06 07 04 CFM50 --- CF1 R-PRF-01 Page 6 of 9 ,,.. 06 Solar Fraction (%) -none - -none - ~--r 08 ) \'\ /.. ·\ \ .. _.,_,,L., I Tank Volume Tank Exterior Name · ;..Jtte~t~r:e11:!'ment·Typ~~~:·. _, ;Tank~Type (gal) I Efficiency I Input Rating Energy Factor or OWH1 OWH2 195000-Btu/hr WATER HEATING • HERS VERIFICATldN F"""!il &;: f ~ 01 I 02 I 03 I 04 I 05 Name Pipe Insulation Parallel Piping Compact Distribution I Point-of Use I OHW System -1/1 OHW System -2/1 SPACE CONDITIONING SYSTEMS 01 02 03 04 Insulation Standby Loss R-value (Fraction) 0 0 0 I 0 06 07 Recirculation Central DHW Control Distribution 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name CU1 / E1 :F1 :01 :FAN1 :1 Other Heating and Cooling F1 CU1 / E1 FAN1 01 System CU2 / E2:F2:02:FAN2:1 Other Heating and Cooling F2 CU2/E2 FAN2 02 System Registration NU m be r: 216-N0188764A-000000000-0000 Registration Date/Time: 2016-05-20 15:39:23 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 Report Generated at: 2016-05-20 12:49:21 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 20165607-Bowling Calculation Description: Proposed New Residence HVAC -HEATING UNIT TYPES . , 01 " '' .. ,. - Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd 02 ' -,. -. ' . ., ' 03 CF1 R-PRF-01 Page 7 of 9 Name type Efficiency F1 ·CntrlFurnace -Fuel-fired central furnace '' 80AFUE F2 CntrlFurnace -Fuel-fired central furnace 80AFUE HVAC -COOLING UNIT TYPES '. '' 03 04 -.. 05' ' 06 07 01 02 . . .. Efficiency Multi-speed Name System Type EER SEER Zonally Controlled Compressor HERS Verification CU1 / E1 SplitAirCond 11.7 14 Not Zonal Single Speed CU1 / E1-hers-cool CU2/ E2 SplitAirCond 11.7 -,,t_ 14 Not Zonal Single Speed CU2 / E2-hers-cool HVAC COOLING -HERS VERIFICATION _/,/ \ \ t•,,' - 01 '' ,., "{ ·: . Q2;;~,.-" 03 04 05 ' ,'. , : :~.'.I 06 ·,-_, '~ w ~ '-~·-,,,.,..~, ' -~-, ',.:;,.-,,•;"'¥ -Verified Refrigerant Name -~:.:.;_\ ' V!:?JifiJ{~·.Ai~;-~~~~ -~ U ~;;Airlfcfvi1raijrtr?tt~,f ~~/fjlti! VerifieiEER 3:'!, Verified SEER Charge ., t V i-~ '"' , t·:~ 1-:m ~'¼~x. ~ CU1 / E1-hers-cool ·' "·R-"'· d \l r : .... ~ :,,/:::-,_ eR4.ire ~il ;~ l\ ti ceso 1J9\ lr:l ~)Not Refflii~ f! f![ Not Required Not Required CU2 / E2-hers-cool ··:_,.>" "'"~glli(ed ~'1/.;..'.:;',:..,J tJ x;.:;:;::, l: 3501 [J !,:l ~ ~-~·tll6t Re~tit~cl f.!1 ~ ;it~ Not Required Not Required .. . 'Cl. ' •' . .. . ·-..• "',',\ i1-;i ~ r~ """" ~ !wit {{ .J ~§ ~ jil} ~ l"'' .. ~ HVAC -DISTRIBUTION SYSTEMS 01 02 03 . ,. '. 06 04 05 07 Name Type Duct Leakage Insulation A-value Duct Location Bypass Duct HERS Verification D1 DuctsAttic Sealed and tested 6 Attic None D 1-hers-dist D2 DuctsAttic Sealed and tested 6 Attic None D2-hers-dist HVAC DISTRIBUTION -HERS VERIFICATION 01 02 03 04 05 06 07 08 Duct Leakage Duct Leakage Verified Duct Verified Duct Buried Deeply Buried Low-leakage Name Verification Target(%) Location Design Ducts Ducts Air Handler D1-hers-dist Required 6.0 Not Required Not Required Not Required Not Required --- D2-hers-dist Required 6.0 Not Required Not Required Not Required Not Required --- Registration Number: 216-N0188764A-ooooooooo-oooo Registration Date/Time: 2016-05-20 15:39:23 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 Report Generated at: 2016-05-20 12:49:21 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 20165607-Bowling Calculation Description: Proposed New Residence HVAC -FAN SYSTEMS ,. '" 01 Name FAN1 FAN2 HVAC FAN SYSTEMS -HERS VERIFICATION 01 Name FAN1 -hers-fan FAN2-hers-fan ·\ ,.:~ IAQ (Indoor Air Quality) fANS ! . '\ l_.;, 01 '/\J2 '' Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd 02 ,. . ' ., 03., Type Fan Power (Watts/CFM) Single Speed PSC Furnace Fan " ' ' 0.58 Single Speed PSC Furnace Fan 0.58 . " --02,, '' verified .Fan viratt Draw " .. " Required Required -, .. 03 I 04 1· ) ! ,, ~ ,.,,,,.., ;--..+,....._• ,, 04 CF1 R-PRF-01 Page 8 of 9 HERS Verification FAN1 -hers-fan FAN2-hers-fan 03 Required' Fan Efficiency (Watts/CFM) 0.58 0.58 05 I 06 iAQ Recovery Dwelling Unit IAQCFM .. --: .i'_, ' IAQFanType Effectiveness(%) HERS Verification SFam IAQVentRpt 1-1 0 Required Registration Number: 216-N0188764A-000000000-0000 Registration Date/Time: 2016-05-20 15:39:23 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 Report Generated at: 2016-05-20 12:49:21 CERTIFICATE OF COMPLIANCE • RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 20165607-Bowling Calculation Description: Proposed New Residence DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and.comp.lete. Documentation Author Name: David Trimm Company: TITLE 24's by LARRY Address: 4401 W. Judy Ave. City/State/Zip: Visalia, CA 93277 RESPONSIBLE PERSON'S DECLARATION STATfMENT I certify the following under penalty of perjury, unde?the laws of the State of California: Calculation Date/Time: 12:47, Fri, May 20, 2016 Input File Name: 20165607 _rsu.ribd • Documentation Author Signature: Signature Date: 2016-05-20 12:53:42 ,«}~ d7 ~ CEA/HERS Certification Identification (If applicabie): R13-15-10109 Phone: 559-625-8610 CF1 R-PRF-01 Page9 of 9 1. I am eligible under Division 3 of the Businl:iss,cand Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. I certify that the energy features and perform?,i:)ce specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. ,. . . , , :' / '-:'' .. ,.. .• ,·,,,,... The building design features o.r. sy,:item design'·features id.enti!i~!toncthis·Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans· an~ s~ecifi~aUon~ ~ubct,ittet~q~\h,e enforc,er1e~H2;1.~~-f9I ~Pp_rq,y~~h .. tJ1J~,,!JtJ}lding Prf]mit application. 3. Responsible Designer Name: 1· ;ResponMble !oesigner Sighatlfre~ ~"'··' tr "'·,~ M n ri Arlen Roper ' . i ~.,\\ tt ~).) t::r {t t} fl Company: Arlen Roper Residential Design •· Address: 1428 Schoolhouse Way City/State/Zip: San Marcos, CA 92078 Right-Suite® Universal 2017 17.0.03 RSU00757 License: n/a = , 9 ,UR t"""'ll -20 i5:39:23J Phone: 760-522-3997 «~~~ Digitally signed by Ca/CERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0188764A-000000000-0000 Registration Date/Time: 2016-05-20 15:39:23 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version -CFlR-04072016-744 Report Generated at: 2016-05-20 12:49:21 2013 Low-Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may avvly. Review the respective code sectionfor more information. Building Envelope Measures: §110.6(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §110.6(a)5: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of§ I 0-111 ( a). §110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §110.S(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. §110.S(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of§ l 10.8(i) when the installation ofa cool roof is specified on the CFlR. §110.SG): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFlR. MinimmµR-30 insulation in wood-frame ceiling; or the weighted average U-factor shall not exceed 0.031. Minimum R-19 in a §150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shajl conform with manufacturer's installed design labeled R-value. §150.0(c): Minimum R-13 insulati9n in 2x4 inch wood framing wall or have a U-factor of0.102 or less (R-19 in 2x6 or 0.074 maximum U- factor). §150.0(d): Minimum R-19 insulation in raised wood,frame floor or 0.037 maximum U-factor. §150.0(g)l: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air-permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of §150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). §150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and When installed as part of-a heated slab floor meets the requirements of §110.8(g). §150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of0.58; or the weighted average CT-factor ofall fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)lA: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)lB: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fitting damper or a combustion-air control device. §150.0(e)lC: Masonry or factory-built fireplaces have a flue damperwith a readily accessible control. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§110.3: HV AC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. §110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of§ 110.3( c )5. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appli- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §15.0.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. §150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of §l 10.2(c). §150.0G)lA: Storage gas water heaters with an energy factor equal to 9r less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance ofR-12 or greater. § 150.0G)IB: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of3/4 inch or larger, all piping associated with a domestic hot water recirculation system §150.0G)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements ofT ABLE 120.3- A. §150.0G)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non-crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 L ow-Ri se R "d es1 f IM en 1a d t an a ory M easures s ummary § 150.0(j)2C: Pipe for cooling system lines shall be insulated as specified in § 150.0G)2A. Piping insulation for steam and hydronic heating systems or hot water systems with pressure> 15 psig shall meet the requirements in TABLE 120.3-A. § 150.0(j)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.0G)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping ·and refrigerant suction piping located outside the conditioned space shall have a Class I § 150.0(j)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of§ 110.3( c )5. § 150.0(n)3: Solat water-heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air-distribution system ducts and plenums installed are sealed and insulated to meet the requirements ofCMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HV AC Duct Construction Standards Metal and Flexible 3rd Edition. Supply-air and return-air ducts and plenums are insulated to a minimum installed level ofR-6.0 (or higher ifrequired by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ¼ inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air ~andlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be·comoressed to cause reductions in the cross-sectional area of the ducts. Factory-Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3-6: Field-Fabricated Duct Systems shall comply with requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R-value ratings; duct insulation thickness; and duct labeling. §150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either autqmatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellularfoam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)l0: Flexible ducts.cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §150.0(m)ll: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Aooendix RA3. Mechap.ical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of § 150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system mustalso demonstrate airflow~ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air-handling unit fan efficacy~ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Annendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of~ 350 CFM per ton ofnominal cooling capacity, and operating at an air-handling unit fan efficacy of~ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of §150.0(o): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)lA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Annendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency §110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatheroroof plate or card with operating instructions; and shall not use electric resistance heating. 2013 L ow-Ri se R "d es1 t· IM en 1a an d t a ory M easures s ummary §110.4(b)l: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b )2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro- grammed to run only during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residenti_al pool systems or equipment shall meet specified pump _sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of§ 110.9. §150.0(k)lA: Installed luminaires shall be classified as high-efficacy or low-efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. § 150.0(k)lB: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the aoolicable provisions of§ 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)lC: § 130.0( c ). In residential kitchens, the wattage of electrical boxes fmished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lil!hting per electrical box. §150.0(k)lD: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)lE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by vacancy sensors. §150.0(k)lF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of & 150.0(k). §150.0(k)2A: High efficacy luminaires must be switched separately from low _efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. §150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. §150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of§ 110.9. An Energy Management Control System (~MCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of§ 130.4; the EMCS requirements of§ 130.5; and all other requirements in &150:0(k)2. An Energy Management Control System (EMCS) m11y be used to comply with vacancy sensor requirements of§ 150.0(k) if: it §150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of§ 130.4; the EMCS requirements of§ 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)2I: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other aoolicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of SO percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § l 50.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacv, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing §150.0(k)S: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0(k), the ballasts shall be certified to the Energy Commission to comply with the aoolicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions ofltems ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 L ow-Ri se R "d es1 f IM en 1a an d t a ory M easures s ummary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically tum the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with § 110.9; meets the Installation Certification requirements in § 130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically tum the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with§ 150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by§ 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the annlicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. § 150.0(k)lO: Internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). §150.0(k)ll: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in §110.9, §130.0, §130.1, §130.4, §140.6, and §141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § 150.0(k)l2A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. _ In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § 150.0(k) 12B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §110.l0(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §110.lO(b) through §110.l0(e). §110.10(a)2: Low-rise multi-family buildings shall comply with the requirements of§ 110.1 0(b) through § 110.10( d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §110.lO(b)l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi-family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent.of the total roof area of the building excluding any skylight area. §110.10(b)2: All sections of the solar zone located on steep-sloped roofs shaHbe oriented between 110 degrees and 270 degrees of true north. §110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice §110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal proiection of the nearest point of the solar zone, measured in the vertical plane. § 110.1 0(b )4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and rooflive load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit §110.lO(c): from the solar zone to the point of interconnection with the electrical service ( for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water-heating system. §110.l0(d): A copy of the construction documents or a comparable document indicating the information from §110.l0(b) through §110. I0(c) shall be provided to the occupant. §110.l0(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a §110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". t,r;'I", (_City of ·Carlsbad CERTIFICATION OF SCHOOL FEES PAID 8-34 · Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant,. and the appropriate school districts and returned to the City prior to issuing a building permit. The City wilt not issue any building permit without a completed school fee form. Project Name _B ___ owl ____ i_n ... g_R_es=id_e_n_c_e ______________________ _ BuilcUng Permit Plan Check Number __ C __ B __ 1 ___ 6 __ 2 __ 19 __ 5 _______________________ _ Project Address: _.2 .. 7 .... 9.,.2...,J..,,a .. me......,s._D....._r _______ ....,.... ______________ _ A.P.N _1._.5..,.6 ...... -1 .... 4-.2-4......._8-0.......,0 ___________________ _ Proje~t Applicant Mike Bowling (Owner Name) ----------------------------- Project Description: NewSingle Family Residence Building Type ...... B ... e ... s; .. d...,e...,nt ... ;a_1 __ ........., ____________________ _ Residential: 1 NEW DWELLING UNIT(S) 2,974 Square Feet of Living Ar~a in New Dwelling/s Second Dwelling Unit Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/lr'ldustri~I: Net Square Feet New Area City Certification of Applicant Information, S~ Eve-vv Date 08/11/2016 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD !ZI Carlsbad Unified School District O Vista Unified School District D San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 5 5 P i c o A v e S t e . 1 O O Car1sbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Appt. Only) D Encinitas Union SChool District- By appointment only 0 san Dieguito Union High School District-By Appointment Only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) Encinitas, CA 92024 (760-753-6491 X 5514) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the owner will file an amended certification of payment and pay the ackfltional 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 auth~ sign on behalf of the Owner. "' -,,.,.,,;,· __ -----=-.. -·? _.,,,, ... :,2.-/ Date: ---~-#-""'-:,,-'""""-..;;;;,,,,..--==:~-------------Siguature: 8-34 Page 1 of2 Rev.03/09 . , SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District., certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF.AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Tu ,'\:2 -e-<}O C ,i,LuA ~LQ Le. , Gu 'Y\.. b-e\vv\Ci I)'\) S \A<PJ>x: ,~.~ CARLSBAD UNIFIED SCHOOL DISTRICT 6225 a CAMINO BEAL CARLSBAD, CA 92009 ~-l{)-lh B-34 Page 2 of2 Rev. 03/09 </ · Ccityof Carlsbad CIRCUIT CARD B-36 Development Services RECEIVED JAN 1 7 2017 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE BO NI :ru)fMf&fllt<h10N Address: 2792 James Drive Permit Number: Owner: Phone: Contractor: Phone: Area in Sq. Ft. PANEL: A.LC. VOLTS. 0 WIRE LOCATION CKT BKR WIRE MISC REC REC LTG MISC WIRE BKR CKT SIZE SIZE TYP!= SJZE TYPE SIZE LOCATION REFER 1 20 12 1 8 40 2 AIRCOND HOOD 3 20 ·12 1 8 40 4 AIRCOND KITCHEN 5 20 12 3 8 40 6 AIRCOND FREEZER 7 20 12 1 8 40 8 AIRCOND Ul.:it .••. ::;;-1'"1!1". 20 12 1 8 40 10 OVEN INSTAHOT 11 20 l .! 1 8 40 12 OVEN KITCHEN 13 20 12 4 6 50 14 SPAPREW DISPOSAL 15 20 12 1 6 50 16 SPAPREW KITCHEN 17 .::u 12 4 14 15 18 FIRE BELL PANTRY. 19 20 12 4 20 MICRO 21 20 12 1 22 KITCHEN :'23 20 12 2 24 · MAS BATH 25 20 12 fj 26 MAS BATH 27 20 12 7 28 WET BAR 29 20 ·12 4 30 31 32 3? 34 35 36 37 38 39 \ 40 41 42 MAIN:~ 2,00 AMP BRK/FUSE D MLO Computed Load 135 AMPS BUS: 200 AMP See Calculation Worksheet on back Service entrance or feeder conductors: Branch circuits required: A)Size: No. B)·Type: D CU DAL A) Lighting Circuits 220-3(b), 4(d) 8) Two Small Appliance Circuits 210-11(e) C) Insulation: D) Conduit Size: C) Laundry Circuit 220-16(b) Service ground/bond: B) Type: Qf:cu DAL D) Central !-feating Equipment 422-12 A) Size: No. . 4 E) Bathroom 210-52(d) C} Clamp location(s): ~UFER 250-S0(c) Remarks: DWaferPipe 250-104 DGi~§~1~E 250-52 [X . GFCI locations 210-8, 680-70: I certify.that all terminations have been torqued in acco,rdance with manufacturer's ~ Bathroom(s) D<Kitchen instructions and that the work shown on this circuit card'represents the full extent of ~Garage(s) DHydromassage Tub the work performed under this permit. Outdoors D Downer AFCI Protected Circ. 210-12 D Contractor D Bedroom(s) all lighting D Signed I IM MORFI I I ECEC I Rl\;Qate 12/:3012016 ' 8-36 Page 1 of2 Rev. 03/09 SINGLE; FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS Dwelling _______ sq. ft. x 3. VA= 220-3(a) VA Small appliance loads-220-16(a) 1500 VA x circuits= ____ VA . Laundry load .:.. 220-16(b) 150_0 VA x circuits = __ -,--_ VA Gen~ral LightinSJ Total ______ VA 2. COOKING EQUIPMENT LOADS -Nameplate Value Range ______ VA= -Cooktop ______ VA= Oven(s) ______ VA= · ____ VA ____ VA ____ VA Cooking Equipment Total. ____ VA 3. ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) Dryer _____ VA=· . 4. FIXED APPLIANCE LOADS 230-30 {b) (3) Dishwasher = Disposal=· Compactor= Water Heater = Hydromassage Bathtub = Microwave Oven·=· Built-in Vacuum = = 5. OPTIONAL SUBTOTAL (Add all of the above totals) 6. APPL YING DEMAND FACTORS -TABLE 220-30 First 10,000 ,VA x 100% =· Optional Subtotal (from line 5) { Rem~ining ___ VA x 40%= 7. HEATING OR AC LOAD -TABLE 220-30 Larger of the Heating or AC Load = Dryer.Total. ____ VA ____ VA ____ VA ____ VA ____ VA ____ VA ____ VA ____ VA ____ VA Fixed Appliance Total ____ VA ____ VA 10,000VA VA ---- 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = ____ VA ____ VA 9. MINIMUM SERVICE SIZE = Optional Loads Total = . · 240Volt ____ An:ipere (Please put total on front of card under Computed Load) .; @:: .. ( City of Carlsbad CIRCUIT CARD 8-36 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQ UIPMENT FOR THE ROUGH INSPECTION Address: 2792 JAMES DRIVE Permit Number: Owner: I Phone: Contractor: I Phone: Area in Sq. Ft. PANEL: A.I.C. VOLTS 0 WIRE LOCATION CKT BKR WIRE MISC REC REC LTG MISC WIRE BKR CKT SIZE SIZE TYPE SIZE TYPE SIZE LOCATION BED3 1 15 14 C !'i 8 5 12 C 20 2 LAUNDRY BED, BTH2 3 15 14 C 8 5 7 12 \j 20 4 GARAGE BED2 HALL 5 ·10 14 I.., 2 ~ 12 1 1.:( C £U 6 HOLIDAY -- 7 15 -7 !=lTl'IDY 14 ,... 1 12 C -v 8 GATE ENTRY 9. 15 14 C 5 3 4 12 C 20 10 BATH GFl1 GAR,KIT 11 . 15 14 \j 15 1 1£ C 20 12 AIR COMP LAUN,t\11 13 lb 14 C 15 8 15 C 15 14 MASTER BE[ GREAT RM 15 liJ 14 C 14 1.:( 15 C 15 16 MASTERBATI-1 GREAT RM 17 15 14 C 3 7. 2 8 15 C 15 18 MASTER CLO, 19 15 14 C 10 4 2 "u C 20 20 LAUNDRY2 REARSMOKI nn 21 7 --20 22 GARAGE2 C 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 \ 40 41 42 MAIN:O 100 AMP BRK/FUSE O MLO Computed Load AMPS BUS: 125 AMP See Galculation Worksheet on back Service entrance or feeder conductors: ~ Branch circuits required: A)Size: No: 2 B) Type: 0 CU AL A)-Llghtlng Circuits 220 -3(b ), 4( d) B) Two Small Appliance Circuits 210-11(6) C) Insulation: D) Conduit Size: ___ C) Laundry Circuit 220-16(b) Service ground/bond: D) Central Heating Equipment 422-12 A) Size: No. B) Type: 0 cu D AL E) Bathroom 210-52(d) C) Clamp location(s): LAUNDRY SUB PANEL CIRCUITS DUFER 250-50(c) Remarks: OWaterPipe 250-104 0 Ground Rod 250-52 0 GF~ocatlons 210 -8, 680-70: I certify that all terminations have been torqued in accqrdance with manufacturer's Bathroom{s) lXKitchen Instructions and that the work shown on this circuit card represents the fulf extent of lxl Garage(s) OHydromassage Tub the work performed under this permit. Ix! Outdoors D .OOwner II11711171ORFII I ECECIRIC AFC! Protected Circ. 210 -12 0 Contractor l:lBedroom(s) OSigned Date 1~73072016 B-36 Page 1 of2 Rev. 03/09 ET 1. 2. 3. SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION As an alternative method, the STANDARD METHOD found in ARTICLE. 220 of the National Electric Co.de, may be used GENERAL LIGHTING LOADS Dwelling 3000 sq. ft. x 3. VA= 22O-3(a) 9000 VA Small appliance loads -22O-16(a} 1500 VA x 2 circuits= 3000 VA laundry load-22O-16(b) 150_0 VAx 1 circuits= 1500 VA General Lighting Total COOKING EQUIPMENT LOADS -Nameplate Value. Range VA= VA Cooktop VA= VA Oven (s) VA=· 7200 VA Cooking Equipment Total ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) Dryer VA=· Dryer.Total 4. FIXED APPLIANCE LOADS 230-30 {b) (3) Dishwasher = _1_20_0_._VA .,--5_oo __ VA ____ VA Disposal= Compactor= Water Heater = GARAGE DOOR Hydromassage Bathtub = AIR COMPRESSOR Microwave Oven = Built-in Vacuum = WINE COOLER = 350 VA ==:2:=00=:o===VA --.-.:,s=uu.---VA __,.,,...,.,-__ VA 13500 VA 7200 VA VA 5. OPTIONAL SUBTOTAL (Add all of the above totals) 300 VA Fixed--A-pp-11-an_c_e Total __ 58_50 __ VA ____ VA 6. APPLYING DEMAND FACTORS -TABLE 220-30 First 10,000 YA x 100% = 1O,OOOVA Optional Subtotal {from line 5) { Remaining 16550 VAx4O%= 10620 VA 7. HEATING OR AC LOAD -TABLE 220-30 12000 larger of the Heating or AC Load = VA 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = 32620 VA 9. MINIMUM SERVICE SIZE = Optional Loads Total = 135 Ampere 240Volt (Please put total on front of card under Computed Load) 7 , 6/1/6 IJ/i r fZM$J ;tJ JJ6/L w/j'/~ ~ ;}~ f- f ~ U;k -17 ii, -l/Jl h 7 . v./\0/lU 9 ( Cl.J"\ -\t) ACf:fi:t:.r.:h:t:;-c' 7/lvt /Ji, G'v1 J;icJ-11' - . -lf: fe [JI IL 1/ ()J{Jr fP f1 "I, -~ jdq/16 ti~ ll ~f tc_ {Gmoot tpYrri) e/lV/tu o/l D /, 6 rzTj_ /AJ T ~. Final Inspection required by: D Plan D CM&I D Fire D SW It, fJ 1 '1 [} DISSUED Approve"ii P-.aw,, BUILDING I I Iv! lt6 PlANNING ""1(22/ttn ENGINEERING 't-/o~IG FIRE Expedite? y N DIGITAL FILES ReQuired7 y N HazMat .. APCD Health Forms/Fees Sent Rec'd· Encina Fire HazHealthAPCD II /) PE&.M .MfT.IAM t./7 / fl, School rti r\-l.\.., )\,., Jj".(0-[,0 Sewer· r'.£1 Stormwater Special Inspection CFD: y ~ l.YI/A,Z--:/J.. { LandUse: Density: lmpArea: FY: ·Annex: - PFF: (YI "" Comments Date Date Date Building ul\ut\t,. Planning (o/0/}.Lo. Engineering (J) JC\/\\9 <I /-z/JI, Fire Need? /fJ.tt/hnA .,ZJn v-..llAAt .--I . , - '-. I Dev. By ,4.;n VM cc. Due? By y N y N y N y N ,p '--- y N . y N y N y N Factor: Date '-q_Dohe tJ Done Cl Done [J Done ----· ·--------