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2139 ALGA RD; ; CBR2017-1415; Permit
dtyof Carlsbad Print Date: 03/07/2019 V V Permit No: CBR2017-1415 Job Address: V 2139 Alga Rd V V Permit Type: BLDG-Residential Work Class: Single Family Detached Status: Closed - Finaled Parcel No: 2152205900 Lot #: 156 Applied: 06/22/2017 Valuation: $682,777.82 Reference #: V DEV2017-0106 Issued: 12/04/2017 Occupancy Group: . Construction Type: VB Permit V Finaled: # Dwelling Units: 1 . Bathrooms: 4.50 Inspector: PBurn Bedrooms: 4.00 Orig. Plan Check # Final Plan Check #: V Inspection: 3/7/2019 9:02:12AM Project Title: 2139 ALGA ROAD Description: CAMPANA: NEW SFD 4,081 SF LIV // 1,002 SF GARAGE// 1,466 SF PATIO Applicant: Owner: V Contractor: MA DESIGN AND DRAFTING TRUST CAMPANA FAMILY TRUST ANDERSEN BROTHERS CONSTRUCTION INC IAN PAJE 1500 Newell Ave, 206 14168 Poway Rd WALNUT CREEK, CA 94596 V P0 Box 463083 -, V P0 WAY, CA 92064 ESCONDIDO, CA 92046-0000 760-390-0007 V 760-738-4051 $530.00 $2,586.00 $1,810.20 $1,504.15 $96.00 $166.00 $310.00 $110.00 $224.00 $23,897.22 $28.00 $88.76 $232.00 $55.00 $3,290.00 $37.00 BRIDGE & THOROUGHFARE District 1 - Single Family BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) DRAINAGE FEE PLDA D Low Runoff 16 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION LOCAL FACILITIES MANAGEMENT ZONE (LFMZ) - ZONE 6 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES - outside CFD 5B1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1- Medium BLDG SWPPP PLAN REVIEW FEE TIER 1- MEDIUM TRAFFIC IMPACT Residential Single Fam. Outside CFD WATER METER FEE 1" Displacement Total Fees: $34,964.33 Total Payments To Date: $34,964.33 Balance Due: $0.00 Please take NOTICE that approval of your project includes the 'Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exaction." You have 90 daç's from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. V V You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-1602-2700 1 760-602-8560 f I www.Carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: U PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE [J HEALTH 0 HAZMATIAPCD Building Permit Application Cre—City of 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check Noc 2D -r t'415 Est. Value - C Ph: 760-602-2719 Fax: 760-602-8558 ar s a P1 Ck Deposit an . eposu email: buildingcarlsbadca.gov Date (9 - -- I -Tlswppp I 21 3' www.carlsbadca.gov JOB ADDRESS At ion ,c,4Q.W2eb t?ô, SUITE#/SPACE#/UNIT# I APN - 2O -GJ - do CT/PROJECT# LOT# PHASE I #OFUNITS I'I4 #BEDR OOMS BEDROOMS #BAThR ' I TEv4ANrBuslNEssNAM ' E I CONSTR. I OcC.GRO&J DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) va() (tr'iCte pimic OW5s h14I" pLøW- ZP3OrlmL tSAgIt6; &. PT. .• (/., ô I . PT. ____________________________________________ EXISTING USE ______PROPOSED USE _GARAGE _(SF) PATiOS(S9 DECKS (SF) 1 4(à( i4_INOE_YESNO FIREP E AIR CONDITIONING IFIRESPRINKLERS YENO APPLICANT NAME Prtnary PROPERTY PROPER1YOE?,M4,4r IjM14 Contact-- ADDRESS 7DDRESS1 920b AWWOU, AV 'P?_ CITY STATE ZIP CITY STATE ZIP PHON -_no':_* FAX I PHONE FAX EMAIL EMAIL _4______*4(-. 4tnl,c**pan.Anff4-e YAW. DESIGN PROFESSIONAL c , CONTRACTOR BUS. NAME 1V,066"/ ,/Y77f-.54 ADDRESS ADDRESS CITY STATE ZIP T°' CITY STATE ZIP 2'L'/.415 PHONE - FAX PHONE 7d -7 ..4o/ FAX _7 - 73!,-4o EMAIL • l id.),$1)ecI awl EMAIL I STATE LIC. # STATE LIC.# 97Oo94_181 ClASS CITY Bus. LiC.# (sec. 1031.b uusiness and vrotessions coae: Any city or county which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 0003000 OO®1i) rs' Compensation Declaration: I hereby affirm under penalty of perjwy one of the following declarations: have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. have and will maintain wo 'comoensatlon. as reauired by Section 0 of the abor CodjA6 " e perform ai of the work for ch is oermil i . My workers' compensa on insurance carrier and pot numberare:lnsuranceCo.1ZUW "/OljNo.M/i ___ ExPimtionDate/2/2/'1 This section need not be completed if the permit is for one hundred dollars ($100) or less. [J Certificate of Exemption: I certify that in the perfo of th I is permit is ued,l.stàlI not ploy person in any manner so as 10 become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure 'corn don covera is unlawful, she] subject r to criminal penalties and civil fines up to one hundred thousand dollars (11,100,000), In addition to the cost of compensati , ges as Ided for I n 3706 or code, in st omey's fees. DATE CONTRAC AGENT eoowao_I,. __• __ I hereby affirm that lam exempt from Contractor's License Law for the following reason: [J 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 br offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section _____________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes [—]No I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): ..'PROPERTY OWNER SIGNATURE flAGENT DATE / ?0171110 O@?O®J G1011 00000000-l7ODO08 ® Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 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. WOO®&JOO@ @UIJ I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lenders Address aco OO?O(E)() - - I certitthat I have read the application and state that the above information is cxunectand thatthe information on the plans is accurate. I agree to comptywith 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 for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50 deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Buildg Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if)e/rilding or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE DATE 6 /2 Z_j//9 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CE RTIFIC A TE O OC C UPA NC Y (C . ,i .Fi .Z1E!J Fax (760) 602-8560, Email buiIding(caIIsbadca.qov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE - ZIP CITY STATE ZIP Carlsbad CA PHONE . FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OP11ONS PICKUP: o CONTACT (Listed above) o OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# 0 MAIL TO: o CONTACT (Listed above) o OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) 0 NO CHANGE IN USE / NO CONSTRUCTION 0 MAIL/FAX TO OTHER: 0 CHANGE OF USE/NO CONSTRUCTION ..APPLICANT'S SIGNATURE DATE Permit Type BLDG-Residential Application Date: 06/22/2017 Owner: TRUST CAMPANA FAMILY TRUST Work Class: Single Family Detached Issue Date: 12/04/2017 Subdivision: LACOSTAVALLEY UNlT#4 Status: Closed - Finaled Expiration Date: 05/14/2019 Address: 2139 Alga Rd Carlsbad, CA 92009-6202 IVR Number: 4599 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 04/0212018 04/02/2018 BLDG-13 Shear 053462.2018 Passed Paul Bumette Complete Panels/HO (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/16/2018 05/16/2018 BLDG-14 . 058140-2018 Failed Paul Bumette Reinspection Complete Frame/Steel/Bolting! • Welding (Decks) Checklist Item 'COMMENTS Passed BLDG-Building Deficiency . . No 05/18/2018 05/18/2018 BLDG-14 058454.2018 Passed Paul Bumette ' Complete Frame/Steel/Bolting! Welding (Decks) - - - Checklist Item COMMENTS - Passed • BLDG-Building Deficiency Yes BLDG-16 Insulation 058453-2018 . Passed Paul Bumette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/04/2018 06/04/2018 BLDG-17 Interior 059882-2018 Passed Paul Bumette Complete -Lath/Drywall - - Checklist Item COMMENTS Passed • . BLDG-Building Deficiency - Yes 11/13/2018 11/13/2018 BLDG-91 075995-2018 Failed Paul Bumette Reinspection Complete Complaints Inspection Checklist Item COMMENTS - Passed - BLDG-Building Deficieny - No 11/15/2018 11/15/2018 BLDG-Final • 076173-2018 - Failed Paul Bumette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency , - No - BLDG-Plumbing Final -- No BLDG-Mechanical Final • • ' No BLDG-Structural Final -- - No A • BLDG-Electrical Final - - - No - 03/07/2019 03/07/2019 BLDG-Final 085641-2019 Passed Paul Bumette Complete Inspection . March 07,2019 Page 2 of. 3 Permit Type: BLDG-Residential Application Date: 06/22/2017 Owner: TRUST CAMPANA FAMILY TRUST Work Class: Single Family Detached Issue Date: 12/04/2017 Subdivision: LACOSTAVALLEY UNlT#4 Status: Closed - Finaled Expiration Date: 05/14/2019 Address: 2139 Alga Rd Carlsbad, CA 92009-6202 - IVR Number: 4599 Scheduled Actual : Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 06/04/2018 BLDG-18 Exterior 060068-2018 Passed Paul Bumette Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12/07/2017 12/07/2017 BLDG-21 042632.2017 Passed Paul Bumette Complete Underground/Underf loor Plumbing * Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/20/2017 12/20/2017 BLDG-lI 043810-2017 Passed Paul Bumette Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01/2512018 01/25/2018 BLDG-13 Shear 046839-2018 Cancelled Paul Bumette Reinspection Complete Panels/HO (ok to wrap) - • Checklist Item COMMENTS • Passed BLDG-Building Deficiency No BLDG-17 interior 046838.2018 Cancelled Paul Burnette Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01/31/2018 01/31/2018 BLDG-15 047407.2018 Failed Paul Bumette Reinspection Complete Roof/ReRoof (Patio) • - Checklist Item . COMMENTS Passed BLDG-Building Deficiency No 02/01/2018 02/01/2018 BLDG-15 047493-2018 Partial Pass Paul Bumette Reinspection Incomplete Roof/ReRoof (Patio) Checklist Item • COMMENTS . Passed BLDG-Building Deficiency No 03/07/2018 03/07/2018 BLDG-15 050933-2018 Passed Paul Bumette Complete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed * BLDG-Building Deficiency Yes March 07, 2019 - * Page 1 of 3 FIELD REPORT io i1P- 1'1M)UL 1-k/'1P#N,k C/o CAi &ffAJTLL DATE 1 -g -z1i7- PROJECT NO. /53 PROJECT a13? ALGA P, ôA' LOCATION LA CONTRACTOR. 1A- i4 AJ OWNER /1 C.4MPA u4 WEATHER CONDITIONS PRESENT AT SITE EQUIPMENT 3o2 Vr,4))Ei-A V,41bE,J WIT z2c bEL. /A& A Z/L/ SUMMARY OF INSPECTION: ,Fk P /o~t-2 5r'j ,kr zi 9 AtA Forru /U47-rOA1~ AE: zu Ca'-1,c rEAJ T A6riEE- Z1-L 5X4 u,&. T'iU 1y / 7/ rp.TVPAi. ZMrLP Ajc, I k-A9G 1A7-E O'V LAST S~rl'E O-- 1'r /"i- /2 " £ JI4 01 r RECOMMEtiliWTIONS: 0SSIQ1 R'ou1 A.,L)t 6EPLACE WLTAi-E SrL f qrTaf rToL7 F2LL o p, l R Y A 787 , al(LL ,fFJE P-wz '70 K 0.c8% L Exp.Oate. * TmOxc T EA T 241.,C \O Ot!t-o,j.AJ& 1XAU ZUc- HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING ENGINEERING GEOLOGY •HYDROGEOLOGY SIGNATURE , COPIESTO: (llCt1L_1 17LE 5365 Avenida Encinas, Suite A Carlsbad, California 92008 (760) 931-1917 www.hetheringtonengineering.com 333 Third Street, Suite 2 Laguna Beach, California 92651 (949) 715-5440 HETHERNGTON ENGINEERING, INC SOIL & FOUNDATION ENGINEERING' ENGINEERING GEOLOGY' HYDROGEOLOGY July 25, 2017 Project No. 7150.2 Log No. 19167 Mi. Manuel Campana do SoCal Management LLC 3702 Via De La Valle, Suite 202C Del Mar, California 92014 Attention: Mr. Kevin Daizel! Subject: FOUNDATON PLAN REVIEW Proposed Single.-Family Residence 2139 Alga Road La Costa Valley Unit No. 4, Lot 56 APN 215-220-59 Carlsbad, California References: Attached Dear Mr. Daizell: In accordance with your request, we haVe reviewed the foundation plans (Reference 3) for the proposed single-family residence at the subject site. Based on our review, the foundation plans have incorporated the geotechnical recommendations presented in the referenced reports (References 1 and 4). This opportunity to be of service is appreciated. If you have any questions, please contact our office. Sincerely, HE ;GTON ENGINEERING, INC. 'HE Professional Geologist 3772 Certified Engineering Geologist ft?XDE.G Certified Hydrogeologist 591 *' (expires 3/31/18) yn Distribution: 4-Addressee 1-via e-mail (kevindalzellgroup.corn) Mark D. Civil Engineer Geotechnical er 97 c (expires 3/3 l/JExp. Date________ 5365 Avenida Encinas, Suite A' Carlsbad, CA 92008-4369 (760)931-1917' Fax (760) 931-0545 333 Third Street, Suite 2' Laguna Beach, CA 92651-2306 • (949) 715-5440 Fax (760) 931-0545 www.hetheringtonengineering.com LW17m*14 REFERENCES "Preliminary Geotechnical Investigation, Proposed Single-Family Residence, La Costa Valley Unit No. 4, Lot 156, APN: 215-220-59, Carlsbad, California", by Hetherington Engineering, Inc., dated July 23, 2013. "Grading Plans for 2139 Alga Road SFD", by dk Greene Consulting, Inc., plot date June 29, 2017 (5-sheets). Structural Plans, "Ca.mpana Residence, La Costa Valley Unit No. 4, Carlsbad, CA", by Simply Strong Engineering, dated June 21, 2017, received July 25, 2017 (13- sheets). 4. "Geotechnical Update, Proposed Single-Family Residence, 2139 Alga Road, La Costa Valley Unit No. 4, Lot 56, APN: 215-220-59, Carlsbad, California", by Hetherington Engineering, Inc., dated July 25, 2017. 14 Project No. 7150.2 Log No. 19167 HETHERINGTON ENGINEERING, INC. CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: PROJECT ID tf-'1 ZO '1-0 10 ( DATE: (1/27/i RECEIVED CErY OF CARLSBAD NOV 2 82017 LOTS REQUESTED. FOR RELEASE LOT- 2 I301 N/A = NOT APPLICABLE CM&I DI VISION = COMPLETE 0= INCOMPLETE OR UNACCEPTABLE Site access to requested lots adequate and logically grouped. Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial, release of specific lots, pads or bldg. .8 %" X 11" site plan (attachment) showing 'requested lots' submitted. Compaction report from soils engineer submitted. (If soils report has been. submitted With a previous partial release, a letter from soils engineer referencing the soils report ,and identifying specific lots for' release lots shall accompany subsequent partial releases). . EOW certification of work done with finish ,pad elevations of specific' lots to be released. Letter must state lot (s) is graded to within a tenth ,(. 1) of the approved grading plan. Geologic engineers letter if unusual 'geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building combustibles and an all Weather roads access to site is required. Retaining walls installed. Adequate progress on installation of slope irrigation and landscape. Minimum 20'wide all weather road. Sewer installed and available for use Partial release of grading for the above stated lots is approved far the purpose of building permit issuance Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process.. II Partial release of the site is denied for the following reasons: ject Inspector Date Date([ \FILESO1VlDepatments\Public WoricslTransp'odation\CM&PORMS\Partial Site Release for Grading (2017-11 -27);doc EsGil Corporation In Partnership with government for(Building Safety DATE: 11/17/2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBR2017-1415 O APPLICANT URIS. 0 PLAN REVIEWER LI FILE SET: IV PROJECT ADDRESS: 2139 ALGA ROAD PROJECT NAME: SFD FOR CAMPANA jj1 The plans transmitted herewith have been corrected where necessary and substantiall comply with the jurisdiction's building codes. / The plans transmitted herewith will substntiaIly comply with the jurisdiction's build)g codes when minor deficiencies identified below are resolved and checked by building dpartment staff. The plans transmitted herewith have significant deficiencies identified on the enlosed check list and should be corrected and resubmitted for a complete recheck. / The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone Date contacted: . (by:/'?)Email: Mail Telephone Fax In Person REMARKS Please havëtRJeiner reference the detail 5/D1 near the referenced detail , 50/S8 on the framing plan On sheet S3 .Doyk~ By: Bert Domingo Enclosures: EsGil Corporation E GA LI EJ LI MB [1 Pc 11/15/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 6 Fax (858) 560-1576 AQ EsGil Corporation In (Partnership with government for Bui(éing Safety DATE: 10/23/2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBR2017-1415 SET: III PROJECT ADDRESS: 2139 ALGA ROAD U APPLICANT U JURIS. U PLAN REVIEWER U FILE, NO; . PROJECT NAME: SFD FOR CAMPANA C/1 ç) The plans transmitted herewith have been corrected where necessary and substanallroompIy with the jurisdiction's codes. L] The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. Lii The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: IAN PAJE? LII EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: IAN Telephone #: 760 390 0007 X 4 Date contacted: (by: ) Email: IANMADESIGNING.COM Mail Telephone Fax In Person REMARKS: By: Bert Domingo Enclosures: EsGil Corporation El GA El EJ [1 MB [1 PC 10/17/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD CBR2017- 1415 1Q/23/2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked on the final 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). This will be checked on the final. EXITS, STAIRWAYS, AND RAILINGS 6. Guards (Section R312): Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Please submit calculations for the glass railing to include the supporting elements to verify stability.The detail I4ISSI shows the top plates on top of the studs. It seems hinge connection. Please submit calculations again to include the supporting elements to verify stability. CARLSBAD CBR2017- 1415 1Q/23/2017 ROOFS!DECKSIBALCONIES 11. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. Please show where the eaves vents located. May refer to the referenced detail 501S8 on the framing- plan on sheet S3 GARAGE AND CARPORTS 18. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. Please show this note for the door.It seems not shown as responded. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil Corporation. Thank you. EsGil Corporation In Partners/lip with government for Building Safety DATE: 10/3/2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBR2017-1415 SET: II PROJECT ADDRESS: 2139 ALGA ROAD PROJECT NAME: SFD FOR CAMPANA IJ )PPLICANT ( J URIS. O PLAN REVIEWER O FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: IAN PAJE? LI EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: IAN Telephone #: 760 390 0007 X 4 ate contacted: C42 (bfl Email: IAN@MADESIGNING.COM VMaiI eVhc Fax In Person LI REMARKS: By: Bert Domingo Enclosures: EsGil Corporation El GA EJ LIMB 1i PC 9/26/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBR2017-1415 10/3/2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked on the final Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). This will be checked on the final. EXITS, STAIRWAYS, AND RAILINGS 6. Guards (Section R312): Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Please submit calculations for the glass railing to include the supporting elements to verify stability. CARLSBAD CBR2017-1415 10/3/2017 10. Handrails (Section R311.7.8): Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. ROOFS/DECKS/BALCONIES II. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 11150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. GARAGE AND CARPORTS 18. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5.1. Please show this note for the door. FOUNDATION REQUIREMENTS Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. Seems not incorporated on the plans. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). CONCRETE AND MASONRY Provide detailing on the plans to show veneer attachment to the stud walls, in accordance with the provisions of Section R703.7. MECHANICAL 34. Please provide listing information for the outdoor cooking appliance BBQ, to verify clearance to combustibles and overhead protection. If this is an unlisted appliance, it cannot be installed beneath a combustible overhead. CIVIC Section 921.0. CARLSBAD CBR2017- 1415 10/3/2017 RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and to wn homes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. Please show the location of this EVSE in the garage. ENERGY CONSERVATION Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. Please show on the electrical plans the location of this ventilation All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum I "Sone" (continuous use) or 3 "Sane" (intermittent). MISCELLANEOUS The RB submitted calculations is only up to RB3 but the framing plans seem to reflect up to R1314. Please clarify. No response. The same thing with the FB. There is no FB 12,14 and 13. No response. A complete structural plan check will be made. CARLSBAD CBR2017-1415 10/3/2017 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil Corporation. Thank you. EsGil Corporation In 'Partners flip with government for Building Safety DATE: 7/5/2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBR2017-1.415 SET: I PROJECT ADDRESS: 2139 ALGA ROAD PROJECT NAME: SFD FOR CAMPANA O APPLICANT 0 JURIS. 0 PLAN REVIEWER 0 FILE El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the checklist has been sent to: IAN PAJE? El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: IAN Telephone #: 760 390 0007 X 4 Date contacted: (by: ) Email: IAN@MADESIGNING.COM Mail Telephone Fax In Person El REMARKS: By: Bert Domingo Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 6/26/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 9223 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD CBR2017- 1415 7/5/2017 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: CBR2017-1415 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2139 ALGA ROAD FLOOR AREA: STORIES: TWO HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 7/5/2017 DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/26/2017 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD CBR2017- 1415 7/5/2017 . PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). This will be checked on the final. . FIRE PROTECTION An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings (not required for additions if the existing dwelling doesn't already have .a sprinkler system). Please clearly note this on the plans. Section R313.2. a) Accessory Dwelling Units (<1,200 square feet) need not have fire sprinklers, whether attached or detached, provided the primary home does not have a fire sprinkler system. Senate Bill 1069. GENERAL RESIDENTIAL REQUIREMENTS Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing in doors. CARLSBAD CBR2017-1415 7/5/2017 b) Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Exceptions: Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position. Glazing in walls on the push side of and perpendicular to the plane of the door in a closed position (hinge side). Glazing that is adjacent to the fixed panel of patio doors. c) Glazing in individual fixed or operable panels that meet all of the following conditions: Exposed area of an individual pane is greater than 9 square feet, and: Exposed bottom edge is less than 18" above the floor, and: Exposed top edge is greater than 36" above the floor, and: One or more walking surfaces are within 36" horizontally of the plane of the glazing. d) All glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). e) Glazing where the bottom exposed edge is less than 36" above the plane of the adjacent walking surface of stairways, landings and ramps. EXITS, STAIRWAYS, AND RAILINGS 6. Guards (Section R312).- a) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Please submit calculations for the glass railing to include the supporting elements to verify stability. 7. Provide stairway and landing details. Section R311.7. Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". Minimum headroom is 6-8". Minimum width is 36". The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. 8. Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311.7.5.1. CARLSBAD CBR2017-1415 7/5/2017 9. A nosing (between 3/4" and 11/4") shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311.7.5.3. 10. Handrails (Section R311.7.8): Shall be provided on at least one side of each stairway with four or more risers. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 1-1h inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 1-V2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. . ROOFS/DECKS/BALCONIES 11. Specify on the plans the following information for the deck/balcony surfacing materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 12. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. 13. Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: If the insulation is air-permeable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-4 value installed above the roof sheathing. (or) If the insulation is air-impermeable and it is in direct contact with the underside of the roof sheathing. (or) CARLSBAD CBR2017- 1415 7/5/2017 If two layers of insulation are installed below the roof sheathing: An air- impermeable layer in direct contact with the underside of the roof sheathing and an additional layer of air permeable insulation installed directly under the air- impermeable insulation. 14. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. 15. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. 16. Show the sizes/locations of roof drains and overflows. Section R903.4. 17. Specify on the plans the following information for the skylights, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, -or equal. . GARAGE AND CARPORTS 18. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. 19. Provide an 18" raised platform for any FAU in the garage which may generate a flame or spark. CPC Section 507.13. . FOUNDATION REQUIREMENTS 20. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 21. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). CARLSBAD CBR2017- 1415 7/5/2017 . CONCRETE AND MASONRY Provide detailing on the plans to show veneer attachment to the stud walls, in accordance with the provisions of Section R703.7. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6' within the first 10 feet. Section R401.3. STRUCTURAL Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. MECHANICAL Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CIVIC Section 304.1. The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less than 30" x 22". CIVIC Section 304.4. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CIVIC Section 304.41. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 304.4.4 CARLSBAD CBR2017-1415 7/5/2017 32. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.4.2. 33. Specify on the plans the following information for the fireplace(s)- Manufacturer's name/model number and ICC approval number, or equal. Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CIVIC Section 802.5.4. C) Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section R1003.9. d) Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section CRC1 004.3. 34. Please provide listing information for the outdoor cooking appliance BBQ, to verify clearance to combustibles and overhead protection. If this is an unlisted appliance, it cannot be installed beneath a combustible overhead. CIVIC Section 921.0. . ELECTRICAL 35. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 36. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52. . PLUMBING 37. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). CARLSBAD CBR2017- 1415 7/5/2017 Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 2.0 GPM of flow. CPC Sections 407, 408, 411, 412. . RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards COmmission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size.. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. CARLSBAD CBR20 17-1415 7/5/2017 . ENERGY CONSERVATION Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, MR, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Electric Vehicle Charging: Note on the plans that electrical vehicle supply equipment (EVSE) rough-in only is required in one and two family dwellings and townhomes'with attached garages. The EVSE rough-in consists of a minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle box will be provided. The main service panel must be sized to accommodate a future 208/240 Volt 40 ampere dedicated branch circuit. California Green Code 4.106.4. 46.. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) A 120 volt receptacle accessible to the heater installed within 3'. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 All hot water piping sized 3/4" or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation, larger pipe sizes require 1 1/2" thick insulation. Additionally, the 1/2" hot water pipe to the kitchen sink and the cold water pipe within 5' of the water heater are both required to be insulated. ES 150.00)2 . . Residential ventilation requirements: ES 1 50.0(o)/ASHRAE 62.2 Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. CARLSBAD CBR20 17-1415 7/5/2017 Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum 1 "Sone" (continuous use) or 3 "Sone" (intermittent). . MISCELLANEOUS Please show the location of the gas meter. All new buildings that will use recycled water for irrigation require the following note on the plan check list: CITY POLICY. All new residential units shall include provisions specifically designed to allow the later installation of any system which utilizes solar energy as an alternative energy source. No building permit shall be issued unless the piping or conduit and roof penetration details required pursuant to this section are indicated in the building plans. CITY POLICY.. The RB submitted calculations is only up to R133 but the framing plans seem to reflect up to R1314. Please clarify. The same thing with the FB. There is no FB 12,14 and 13. A complete structural plan check will be made. CARLSBAD CBR2017- 1415 7/5/2017 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Li No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGiI Corporation. Thank you. CARLSBAD CBR2017-1415 7/5/2017 (DO NOT PAY— THIS IS NOTAN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBR2017-1415 PREPARED BY: Bert Domingo DATE: 7/5/2017 BUILDING ADDRESS: 2139 ALGA ROAD BUILDING OCCUPANCY: R3 U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) city estimate 682,778 Air Conditioning Fire Sprinklers TOTAL VALUE 682,778 Jurisdiction Code jcb 113y Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: El Complete Review El El Repetitive Fee Other , Repeats El Hourly EsGil Fee El Structural Only Hr. © * I $2,586.261 I $1,681.071 $1,448.31 1 Comments: In addition to the above fee, an additional fee of $43 is due (.5 hour @ $86/hr.) for the CaiGreen review. Sheet 1 of 1 macvalue.doc + SIMPLY STRONG ENGINEERING 9474 Kearny Villa Rd #215 San Diego CA 92126 Evan Coles, P.E. (858) 376-7734 evan@simplystrongeng.com STRUCTURAL CALCULATIONS Campana Residence La Costa Valley Unit No.4 05/31/2017 : Project # 17-061 0)0 OESSi0 ILl C 77258 LL LU .06 CC 601 OF N0 ct 'r. a. Table of Contents 0 - Design Criteria & Loads ..................................................1 Gravity Analysis & Design ..............................................2 Lateral Analysis & Design .............................................. Foundation Analysis & Design ..................................... Design Criteria Building Code: 2015 IBC/2016 CBC - ASCE / SEI 7-10 Concrete: ACI 318-14 ff, = 2500 psi - No Special Inspection Req.d (U.N.O.)] Masonry: TMS 402-13/Ad 530-13 [Normal Wt.-ASTM C90-f'm= 1500 psi-Spec. Insp. Req.'d] Mortar: ASTM C270 [fc = 1800 psi Type S] Grout: ASTM C476 [fc = 2000 psi] Reinforcing Steel: ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller / Fy = 60 ksi For #5 Bars & Larger] Structural Steel: AISC 360-10, 14' Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, F = 50 ksi HSS Shapes (Rect.): ASTM A500, Carbon Steel, F = 46 ksi HSS Shapes (Round): ASTM A500, Carbon Steel, F = 42 ksi Pipe Shapes: ASTM A53, Grade B, Carbon Steel, F = 35 ksi All other steel: ASTM A36, F = 36 ksi Bolting: A307 / A325-N / A490-N (Single Plate Shear Conn.) Welding: E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricators shop. Field welding to have continuous Special Inspection. Wood: NDS-15 Soil: Geotechnical Report By: HETHERINGTON ENGINEERING INC Allowable Bearing Pressure = 2000 psf Lateral Bearing Pressure = 0 psf/ft Active Pressure = 45 psf/ft At-rest Pressure = 0 psf/ft Coefficient of Friction = 0 (Table 1806.2) Lateral Seismic Pressure = 0 Project #: 7150.1 Date: 5/16/2017 Design Loads Load 1 psf DL [Concrete Tile Roof 10.OJ Plywood 1.5 Joists 3.5 Insulation 1.5 Drywall 2.5 Electrical/Mech./Misc. 1.0 Other 0.0 Total DL 20 LL iResidential Roof 20 Total Load 40 Load 3 psf psf DL flle & Mortar Deck DL Plywood 1.5 Joists 3.5 Insulation 1.5 Drywall 2.5 Elec./Mech./Misc. 1.0 Other 0.0 Total DL 34 LL I ResidentialDck 60i Total Load 94 Load 2 psf DL L(;arp ad Floor 4.0 Plywood 1.5 Joists 3.5 Insulation 1.5 Drywall 2.5 Elec./Mech./Misc. 1.0 Other 0.0 Total DL 14 LL [Residential Floor 40'1 Total Load 54 Load 4 -_ Int. Wall psf DLrywalL 5.0j 2x4 Studs @ 16"o.c. 1.0 Misc. 1.0 Other Total Load - 7 Ext. Wall 1 psf DL Stucco lO.Qj x4 Studs @16"o.c.J 1.0 Drywall 2.5 Insulation 1.5 Misc. 1.0 Other Total Load 16 Ext. Wall 2 I -- File = C:\UsetsSSELNN\Desktop\campana.ec6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 ' Lic. # : KW-06009616 Licensee : Simply Strong Engineering Inc. Description: HIGHER ROOF BEAMS AND HEADERS * Wood Beam Design LRB 1 (LINE 9) -___________ i ____ -Ca - - --6 icuiations per NDS 2015, iBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x9.5, Parallam PSL, Fully Braced 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 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Li = 0.020 kift, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.061 fb : Actual: 220.39 psi at 4.625 ft in Span # 1 Fb: Allowable: 3,625.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.043: 1 fv : Actual: 15.72 psi at 8.479 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q 1. kr a iN II Downward L+Lr+S 0.013 in Downward Total 0.030 in Left Support 0.23 0.19 Upward L+Lr+S 0.000 in . Upward Total 0.000 in Right Support 0.23 0.19 Live Load Deft Ratio 8380 >240 Total Defi Ratio 3708 >180 Wood Beam Design B 2 (LINE Q)__________________ - Ciiiâtio_____ns per NDS2O15iBCO15CBC2O16ASCE 7-10 I 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 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Li = 0.020 klft, 0.0 ft to 6.250 ft, Trib= 10.50 ft Point: D = 0.90, Li = 0.90 k @6.250 ft Unif Load: Dr 0.080-4.0, Li = 0.080-4.0 k/ft, 6.250 to 14.50 ft Design Summary Mx fb/Fb Ratio 80 Actual = 0.580. 2,103.19 psi' at 6.235 ft in Span # 1 . D(0.210)Lrlo.2101 Fb: Allowable: 3,625.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.318: 1 fv : Actual : 115.28 psi at 0.000 ft in Span # 1 14.50 ft. 3.5x11.25 Fv: Allowable: 362.50 psi ____________________________________________________________________ Load Comb: +D+Lr+H Max Deflections Max Reactions (k) Q I. I,,r a V f hi Downward L+Lr+S 0.253 in Downward Total 0.521 in Left Support 1.76 1.67 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.96 0.88 Live Load Defi Ratio 687 >240 Total Defi Ratio 334 >180 Beam Design 1Wood R13-3 (LINE Q)------- - - Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 3EAM Size: 4x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Li = 0.020 kift, Trib= 10.50 ft Design Summary Max fb/Fb Ratio = 0.253 1 fb : Actual: 313.44 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,237.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.151: 1 fv: Actual : 33.96 psi at 5.080 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) Left Support 0.66 0.63 Right Support 0.66 0.63 0(0.210) Lr)0.210) 4 .4 6.00. 4*12 Downward L+Lr+S 0.009 in Downward Total 0.019 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 7771 >240 Total Defi Ratio 3808 >180 File C:\Users\SSEI_NN\Desktop\campana.ec6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29,Ver.6.17.3.29 I Wood Beam Design : LL'LEi ______ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 - Fb - Tension 875.0 psi Fc - PrIl 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 klft, 3.50 ft to 8.0 ft, Trib= 6.50 ft Point: D = 0.50, Lr = 0.50k @ 3.50 ft Unif Load: Dr 0.0-4.0650, Lr = 0.0->0.0650 klft, 0.0 to 3.50 ft Design Summary Max fb/Fb Ratio = 0.465 1 fb : Actual: 508.37 psi at 3.520 ft in Span # 1 Fb : Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio= . 0.159:1 fv : Actual : 33.88 psi at 7.227 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Lr H Downward L+Lr+S 0.035 in Downward Total 0.072 in Left Support 0.57 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.72 0.67 Live Load Defi Ratio 2750 >240 Total Defi Ratio 1335 >180 1Wood Beam Design LR (IJNE 5) _ - 1 I Calculation____ s per NDS 2015, iBC 2015, CBC 2016, ASCE 7-10 DARA .,.., . ..II. I Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - PrIl 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft . 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 klft, 4.50 ft to 12.50 ft, Trib= 6.50 ft Point: D = 0.50, Lr = 0.50 k @4.750 ft Unif Load: D= 0.0->0.0650, Lr = 0.0->0.0650 Oft, 0.0 to-4.50 ft Design Summary Max fb/Fb Ratio 0.629 1 DlO.130) Lr(O.130) fb : Actual : 687.77 psi at 5.375 ft in Span # 1 Fb: Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0:190:1 fv : Actual: 40.30 psi at 11.583 ft in Span # 1 Fv: Allowable: 212.50 psi 12.50ft, 6x12 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) Q I. i,,r S iN E B Downward L+Lr+S 0.100 in Downward Total 0.208 in Left Support 0.84 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.02 0.93 Live Load Defi Ratio 1500 >240 Total Deft Ratio 720 >180 Wood Beam Design LH 3 (LINE 5) Calculations per NDS 2015, iBC 2015, CBC 2016, ASCE 7-101 $JkM size: b.Zbx.Zb, larallam lSL, 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 2,900.0 psi Fc - PrIl 2,900.0 psi . Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 kIlt, 0.0 ft to 4.50 ft, Trib= 4.0 ft - Point: 0 = 1.0, Lr = 0.90k @ 12.250 ft -' Unif Load: D= 0,080->0.0, Lr r 0.080-4.0 k/ft, 4.50 to 15.0 ft Multiple Simple Beam Lic. Design Summa Max fb/Fb Ratio = 0.280; 1 fb Actual: 1016.49 PSI at 9.400 ft in Spar Fb : Allowable: 3,625.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.188: 1 fv : Actual : 68.14 psi at 14.250 ft in Spar Fv : Allowable: 362.50 psi Load Comb: i-D+Lr+H Max Reactions (k) Q k Lr Left Support 0.80 0.67 Right Support 1.21 1.01 * File C:\UsersSSEI_NNDesktop\campana.c6 ENERCALC, INC. 1983-2017, Build:6. 17.3.29, Ver.6.17.3.29 y, D0 080) Lr(0 080) 0(000 0) L0.080.pp) U 15.0 ft. 5.254.25 may flfIpr.tinns Downward L+Lr+S 0.174 in Downward Total 0.383 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1032 >240 Total Defi Ratio 469 >180 File = G:\Users\SSEL.NN\Desktopcampana.ec6 [Multiple Simple Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 I Description: LOWER ROOF HEADERS Wood Beam Design: [H-4(uNE 15) - I - - -- Calculations per NDS 20151BC 2015, CBC 2O16ASCE 7-10 BEAM Size: 3.5x9.25, 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 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: D = 0.020, Lr = 0.020 k/ft, 5.0 ft to 13.0 ft, Trib= 4.50 It Unif Load: D= 0.020->0.080, Lr = 0.020->0.080 k/ft, 0.0 to 5.0 ft Unif Load: 0= 0.080->0.020, Lr = 0.080->0.020 k/ft, 13.0 to 18.0 ft Design Summary Max fb/Fb Ratio = 0.434- 1 fb : Actual: 1,572.38 psi at 9.000 ft in Span,# 1 Fb: Allowable: 3,625.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.151: 1 fv : Actual : 54.90 psi at 0.000 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Li Left Support . 0.61 0.61 Right Support 0.61 0.61 Wood Beam Design LRL (LINE ..*1_ _ Clliiuons per ND 2015iBC 2015CBC 2016, ASCE 7 10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft - 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, 0.0 ft to 2.0 ft, Trib= 13.0 It Point: Dr 1.10, Lr=1.lok@2.oft Unif Load: D= 0.080->0.020, Li = 0.080->0.020 k/ft, 2.0 to 8.0 ft - - Design Summary Max fb/Fb Ratio = 0.614 1 fb : Actual: 759.25 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,237.50 psi Load Comb: +D+Lr+H Max fvlFvRatio = 0.401: 1 fv : Actual: 90.32 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) Q k Li a W E U Downward L+Lr+S 0.033 in Downward Total 0.068 in Left Support 1.45 1.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.51. Live Load Defi Ratio 2881 >240 Total Defi Ratio 1415 >180 Wood Beam Design 1R0 6 (LINE 7) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - PrIl 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi - Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.020, Li = 0.020 k/ft, 2.0 ft to 8.0 ft, Trib= 9.0 ft Point: 0 = 0.80, Li = 0.80 k @ 2.0 ft Unif Load: D= 0.060-'0.080, Lr = 0.060->0.080 k/ft, 0.0 to 2.0 ft 20 080) D(O.090)Lr(O.090) , 18.011, 3.5x9.25 H Downward L+Lr+S 0.408 in Downward Total 0.816 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 529 >240 Total Defi Ratio 264 >180 Multiple Simple Beam File = C:\Users\SSEI_NN\Desktopampana.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 I Design Summa,v Max fb/Fb Ratio = 0.599 1 fb : Actual: 655.50 psi at 3.067 ft in Span # 1 Fb : Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.296: 1 fv: Actual: 62.90 psi at 0.000 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 12 k Lr a W E hl Downward L+Lr+S 0.050 in Downward Total 0.102 in Left Support 1.17 1.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.94 0.89 Live Load Defi Ratio 1923 >240 Total Defi Ratio 942 >180 Wood Beam Design IRH-7 (LINE S) - - - - Calculations per NDS 2015, iBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Annlied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/fl, 0.0 ft to 4.750 ft, Trib= 10.0 ft Unif Load: D = 0.020, Lr = 0.020 k/fl, 4.750 to 6.250 ft, Trib 15.50 ft . Design Summary Max fb/Fb Ratio 0.283 1 fb : Actual: 309.55 psi at 3.229 ft in Span # 1 Fb: Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max f/FvRatio = 0.147:1 fv: Actual : 31.27 psi at 5.479 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H 0(0 20)L,(O 20) - D(2.3101 W0.3101 6.2500, 6xlo Max Reactions (k) Q H Downward L+Lr+S • 0.015 in Downward Total - 0.030 in Left Support 0.68 0.64 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.81 0.77 . Live Load Defi Ratio 5171 >240 Total Defi Ratio 2519 >180 Multiple Simple Beam File = C:\Users\SSEl_NN\0esktop\campana.ec6 I ENERCALC, INC. 1983-2017, Bujld:6.17.3.29. Ver.6.17.3.29 Description: FLOOR BEAMS (FB-1 TO FB-10) Wood Beam Design: Ca ____ lculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2. OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 2.0 ft Unif Load: D = 0.0070 k/ft, 4.0 to 21.0 ft, Trib= 10.0 ft Point: D = 2.50, Liz 2.40k @ 17.250 ft Design Summa Max fo/Fb Ratio = 0.576 1 fb : Actual: 1,641.90 psi at 12.950 ft in Span #1 Fb: Allowable: 2,850.80 psi Load Comb: +D+L+H Max fv/FvRatio = 0.433: 1 fv : Actual 157.08 psi at 19.880 ft in Span #1 - 010.02801 L10.I9!&1.°70 21.0 It, 3.5x14.0 Fv: Allowable: 362.50 psi I Load Comb: +D+0.750Lr+0.750L+H Max Deflections Max Reactions (k) Q 1. 11 II Downward L+Lr+S 0.263 in Downward Total 0.926 in Left Support . 1.38 0.84 0.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.22 0.84 1.97 Live Load Defi Ratio 958 >360 Total Defi Ratio 271 >240 Wood Beam Design FB-2 (LINE R)_ ____ Calculations per NDS 2015, lBC 2015, CBC 2016, ASCE 7-10 3EAM Size: 3.5x14.0, Parallam PSL, Fully Braced 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 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi ApIied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, Trib= 10.0 ft Unif Load: D = 0.0140, L = 0.040 k/ft, 0.0 to 2.750 ft, Trib= 10.0 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 ft Unif Load: Dr 0.0140, L 0.040 k/ft, 2.750 to 11.0 ft, Trib= 8.50 ft Design Summary Max fb/Fb Ratio = 0.381 1 fb : Actual: 1,086.61 psi at 5.463 ft in Span # 1 Fb: Allowable: 2,850.80 psi Load Comb: +D+L+H Max fv/FvRatio = 0.321 :1 fv : Actual: 93.22 psi at 0.000 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) P Left Support 1.89 2.01 0.22 Right Support 1.85 1.89 0.22 - , 010.11901 L(0.340) 0(0.140) L(0.40) UW.UU1 L.rlU.04U1 . 0(0Y60) -J 11.09. 3.5x14.0 Downward L+Lr+S 0.072 in DownwardTotal 0.142 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1829 >360 Total Defi Ratio 929 >240 ..................- T(JLJJ DdIII ijebigti t--i(LlNb 9)- - ... - 2015,iBC'2O15CBC2O16ASCE7-10I BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist . . Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, Trib= 10.0 ft Unif Load: D = 0.020, Lr = 0.020 klft, Trib= 4.0 ft Unit Load: D = 0.0140, L = 0.040 k/ft, Trib= 2.0 ft Point: E= 3.50k@ 1.0 ft Point: D = 0.40, Li = 0.20, L = 0.30 k @0.750 ft Design Summary Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv : Actual Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support 0.314 896.50 PSI 2,850.80 psi +D+L+H 0.220: 63.75 psi 290.00 psi +D+L+H D L 2.29 0.82 1.93 0.56 iue user \i_NN\uesK1op\campana.ecb Multiple Simple Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 I at 6.660 ft in Span # 1 TT - at 12.375 ft in Span #1 13.50 ft, 3.5x14.0 ff Downward L+Lr+S 0.044 in Downward Total 0.197 in 0.73 3.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in 0.55 0.26 Live Load Defi Ratio 3668 >360 Total Defi Ratio 824 >240 Wood Beam Design (LINE 0) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160 klft, Trib= 10.0 ft Unif Load: D = 0.020, Lr = 0.020 k/ft. 2.50 to 8.250 ft. Trib= 11.50 ft Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 2.0 ft Point: D= 1.10, Lr=0.80, L = 0.20 k @ 2.50 ft Point: D = 0.90, Lr = 0.90 k @ 5.750 It Point: D = 2.0, Lr = 0.60, L = 0.60, E = 3.50 k @ 14.250 It Unif Load: D= 0.080->0.0, Lr = 0.080-4.0 k/ft. 8.250 to 14.250 ft Design Summary Max fb/Fb Ratio = 0.525 1 fb : Actual: 1,871.45 psi at 5.738 ft in Span # 1 Fb: Allowable: 3,563.50 psi Load Comb: +D+Lr+H, LL Comb Run (L*) Max fv/FvRatio = 0.418: 1 fv : Actual : 151.53 psi at 0.000 ft in Span #1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H, LL Comb Run (L*) Max Reactions (k) 12 k Left Support 3.23 0.67 1.95 -0.41 Right Support 5.23 1.35 1.98 3.91 2~14 Q0.08 '•; 12.750 ft 1.50 ft, 3.514.0 Aw Downward L+Lr+S 0.124 in Downward Total 0.296 in Upward L+Lr+S -0.059 in Upward Total -0.091 in Live Load Defi Ratio 848 >360 Total Defi Ratio 396 >240 Wood Beam Design : 1FB-5 (LINE 10) - - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced 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 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft. Trib= 10.0 ft Unit Load: D = 0.0140, L = 0.040 k/ft. Trib= 2.0 ft Unit Load: D = 0.020, Li = 0.020 klft, Trib= 2.0 ft Point: D = 0.40, Lr = 0.20, L = 0.30 k @8.750 ft Design Summary Max fb/Fb Ratio = 0.089 1 fb : Actual : 252.49 psi at 3.840 ft in Span # 1 Fb: Allowable: 2,850.80 psi Load Comb: +D+L+H, LL Comb Run (L*) Max fv/FvRatio = 0.145: 1 fv : Actual: 41.95 psi at 8.000 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H, LL Comb Run (LL) Max Reactions (k) Q I. Li Left Support 0.93 0.32 0.16 Right Support 1.60 0.71 0.41 8.0 ft 0.708, 3.504.0 H Downward L+Lr+S 0.005 in Downward Total 0.018 in Upward L+Lr+S -0.001 in Upward Total -0.005 in Live Load Deft Ratio 13026 >360 Total Defi Ratio 3680 >240 ij Multiple Simple Beam i-lie = u s :\usel_NN\uesxtop\campana.ecb - ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 I Wood Beam Design: 6(LiNJEL) ____ Calculations per NDS 2015, IBC 2015, CBC 2016ASCE 7-10 BEAM Size: 3.5x11.875, Parallam PSL, Fully Braced 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 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Eberid- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi - Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, 8.250 ft to 12.0 ft, Trib= 12.0 ft Unif Load: 0 = 0.0140, L = 0.040 k/ft, 8.250 to 12.0 ft, Trib= 4.0 ft Unif Load: D = 0.020, Lr 0.020 k/ft, 8.250 to 12.0 ft, Trib= 2.0 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, 0.0108.250 ft, Trib= 2.0 ft Point: D = 1.0, Lr = 0.20, L = 0.40k @9.250 ft Design Summary Max fb/Fb Ratio 0.284; 1 fb : Actual: 824.17 psi at 9.200 ft in Span #1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.279: 1 fv Actual: 81.04 psi at 11.040 ft inSpan# 1 Fv: Allowable: . 290.00 psi Load Comb: +D+L+H Max Reactions (k) 2 Left Support 0.69 0.19 0.29 Right Support 1.87 0.81 0.39 0(0.040) Lr(0.040) 12.011, 3.5x11.875 ons U Downward L+Lr+S 0.034 in Downward Total 0.139 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 4262 >360 Total Defi Ratio 1035 >240 tWood Beam Design: 1ZJLINE L) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x14, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi App/led Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0160 k/ft, Trib= 10.0 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, 7.75010 18.250 ft, Trib= 11.0 ft Point: D = 0.90, Lr = 0.90 k @7.750 ft Point: D= 1.80, Lr = 1.20k@9.50ft Unif Load: 0= 0.0->0.080, Lr = 0.0->0.080 k/ft, 0.0 to 7.750 ft Design Summary Max fb/Fb Ratio = 0.680 1 fb : Actual: 2,421.94 psi at 9.497 ft in Span # 1 Fb: Allowable: 3,563.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.318: 1 fv : Actual: 115.39 psi at 17.390 ft in Span #1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 k ki a W Left Support 4.44 2.39 Right Support 5.14 3.07 0(0.220) Lr(O 220) 18.50 It, 7x14 U Downward L+Lr+S 0.311 in Downward Total . 0.823 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 713 >360 Total Defi Ratio 269 >240 ;Wood Beam Design :B.8(LjNE5) . . Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb -Tension 2,900.0 psi . Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp ' 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0340, L = 0.060 k/ft, Trib= 1.330 ft Point: 0 = 0.90, Lr = 0.90k @ 1.750 ft [Multiple Simple Beam File = C:\Users\SSEl_NNDesktopampana.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 I Design Summary Max fb/Fb Ratio = 0.384; 1 fb : Actual: 1,113.00 psi at 6.700 ft in Span #1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.277: 1 fv : Actual : 100.49 psi at 0.000 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+0750Lr+0750L+H Max Reactions (k) 2 .L Lr a iN Left Support 1.21 0.60 0.80 Right Support 0.52 0.60 0.11 DIO.045221 L(0.07980) .!IIIIl- 15.0 ft. 3.5x9.25 Ply Downward L+Lr+S 0.198 in Downward Total 0.430 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 909 >360 Total Defi Ratio 418 >240 Wood Beam Design P9(LINE5) - CiiitIons per NDS 2015 IBC 2015CBC 2016'ASCE 7 101 BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aonlied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, Trib= 10.0 ft Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 1.330 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.102 1 fb : Actual : 292.13 psi at 4.125 ft in Span #1 Fb: Allowable: 2,850.80 psi Load Comb: Max fv/FvRatio = 0.103: 1 fv : Actual: , 29.74 psi at 0.000 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) Q L Lr a iN Left Support 1.13 0.22 0.33 Right Support 1.13 0.22 0.33 Dog Ne) 4.1 8.250ft, 3.5x14.0 u Downward L+Lr+S 0.005 in Downward Total 0.024 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio' 18903 >360 Total Defi Ratio 4045 >240 Wood Beam Design: E1 0jL!.N_5) Ciltlons per Nbs'26i 5,- IBC-201-5,-CBC-2016,-ASCE 7-10 BEAM Size: 7x14, Parallam PSL, Fully Braced - - Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, 0.0 ft to 17.0 ft, Trib= 10.0 ft Unif Load: D = 0.0140, L = 0.040 k/ft, 0.0 to 17.0 ft, Trib= 1.330 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, 0.0 to 17.0 ft, Trib= 4.0 ft Point: D = 0.80, Lr = 0.70, E = 4.50 k @ 1.250 ft Point: D = 3.20, Lr = 1.40, L = 1.90k @16.250 ft Design Summary Max fb/Fb Ratio = 0.583 1 fb : Actual: 1,661.83 psi at 13.370 ft in Span #1 Fb: Allowable: 2,850.80 psi Load Comb: +D+L+H Max fv/FvRatio = 0.339: 1 fv : Actual : 98.38 psi at 19.880 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) Q k kr Left Support 4.42 0.97 1.78 4.23 Right Support 4.63 1.84 1.68 0.27 D8l O) V V V V 21.0 ft. 7x14 II Downward L+Lr+S 0.207 in Downward Total 0.895 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1219 >360 Total Defi Ratio 281 >240 File C:\Users\SSEl_NN\Desktop\campana.ec6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 I Description: FLOOR HEADERS -- Wood Beam Design [FH 1 (LINE H) Calculations per NDS 2015 IBC2015'CBC206'ASCE7 10 bLPM size: b.ixii.(, i-'araiiam F'L, 1-uny unracea 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 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: 0 = 0.0340, L = 0.060 k/if, Trib= 7.250 ft Unif Load: D = 0.0160 k/fl, 0.0108.50 ft, Trib= 10.0 ft Unif Load: D = 0.0160 kift, 8.250 to 12.250 ft, Trib= 3.50 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, 0.0 to 8.50 ft, Trib= 3.0 ft - Point: D ft 1.30, Lr = 0.80, L = 0.60 k @8.0 Design Summary Max fb/Fb Ratio = 0.690 1 fb : Actual: 2,001.28 psi at 6.738 ft in Span # 1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.459: 1 fv : Actual: 133.02 psi at 11.270 ft in Span #1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) 11 L 2 a iN E II Downward L+Lr+S 0.175 in Downward Total 0.377 in Left Support 3.22 2.87 0.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.19 3.06 0.70 Live Load Defi Ratio 839 >360 Total Deft Ratio 389 >180 Wood Beam Design 1FH2((LINE Q)_. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - PrIl 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads - Beam self weight calculated and added to loads Unit Load: 0 = 0.0140, L = 0.040 k/if, Trib= 9.0 ft - Point: Dr 1.30, Lr0.80, L=0.60k@6.oft Design Summary Max fb/Fb Ratio = 0.592 1 fb : Actual: 518.35 psi at 3.000 ft in Span # 1 Fb: Allowable: 875.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.252: 1 fv : Actual: 42.84 psi at 0.000 ft in Span # 1 - Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) Q L Lr E ii Downward L+Lr+S 0.042 in Downward Total 0.058 in Left Support 0.40 1.08 0.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.70 1.68 0.80 Live Load Deft Ratio 1714 >360 Total Deft Ratio 1247 >240 Wood Beam Design:,FH 3 ( LINE 3-4) Calculations per NDS 2015, lBC 2015, CBC 2016, ASCE 7.101 BEAM Size: 5.25x16.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0140, L = 0.040 k/if, Trib= 9.0 ft Point: Dr 4.50, Lr = 2.60, L= 1. 10, E = 1.70k @ 7.50 ft I - - File = C:\Users\SSEI_NN\Oesktóp\cámpana.ec6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29,Ver.6.17.3.29 IUTiiTL'AsIsIsbIiE.EngineeringrTI Desicin Summary I Max fb/Fb Ratio = 0.765; 1 fb : Actual : 2,149.80 psi at 7.480 ft in Span # 1 Fb : Allowable: 2,808.86 psi Load Comb: +D+L+H Max fv/FvRatio 0.407: 1 fv : Actual: 117.94 psi at 0.000 ft in Span #1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) P 1. ir a W E U Downward L+Lr+S 0.218 in Downward Total 0.524 in Left Support 3.71 3.57 1.42 0.93 - Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.30 3.47 1.18 0.77 Live Load Defi Ratio 909 >360 Total Defi Ratio 378 >240 I F 0 R T E ® MEMBER REPORT Level, FJ-1 ipiece(s) 14" TM® 230 @ 1611 OC Overall Length: 21' + 21 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual © Location - Allowed Result - LDF Load: Combination (Pattern) Member Reaction (Ibs) 749 @2 1/2" 1183 (2.25") Passed (63°h) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 735 @ 3 1/2 1945 Passed (38°Io) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3813 @ 10 6" 4990 Passed (76°h) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defi. (in) 0.395 @ 10' 6" 0.686 Passed (L/625) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (in) 0.534 © 10' 6' 1.029 Passed (L/463) -- 1.0 D + 1.0 L (All Spans) Ti-Pro"' Rating 39 Any Passed -- -- Deflection critena: LL (L/360) and U (L/240). - Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 1 15/16" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. - Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the Ti-Pro" Rating include: None - SUPPOItS - Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Li ve Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 196 560 756 11/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 196 560 756 11/4" Rim Board Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 21' 16" 14.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by forte Software Operator System : Floor Member Type : Joist Building Use: Residential Building Code: IBC 2009 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE - File = C:\Users\SSEI-EC2Desktop\TEMPEN-1campana.ec6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 IIt!E$I.iII,1I.1Ir Licensee : Simply Strong Engineering Inc. - Description: JOIST jWood Beam Design L(PLt) DECK JOISi --Ci iions per NOS 2015 IBC 2015CBC 2O16ASCE 7-10 BEAM Size: 1.75x9.25, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending - Wood Species: Trus Joist Wood Grade: MicroLam LVL 2.0 E Fb - Tension 2,600.0 psi Fc - Pill 2,510.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 42.0 pcf Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend - xx 1,016.54 ksi Applied Loads . Beam self weight calculated and added to loads Unif Load: D: 0.0340, L = 0.060 k/ft, Trib= 1.330 ft Design Summary Max f'olFb Ratio = 0.631- 1 th : Actual: 1,639.59 psi at 7.250 ft in Span # 1 Fb: Allowable: 2,600.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.275: 1 fv : Actual: 78.45 psi at 13.775 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) Q I. Lr a D E fl Downward L+Lr+S 0.346 in Downward Total 0.562 in Left Support 0.36 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.58 Live Load Defi Ratio 503 >360 Total Defi Ratio . 309 >240 Wood Beam Design I(Rji) ROOF JOIST j Calculations per NDS 2015, IBC 2015[CBC016ASCE 7-10 tit,-ivi size: 'xiu, bawn, t-uiiy unoracea Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Pill 1500 psi Fv 180 psi Ebend- xx Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 klft, Trib= 4.0 ft Point: D=0.1280k@ 19.0 ft - 1700 ksi Density 31.2 pcf 620 ksi Design Summary Max fb/Fb Ratio = 0.592- 1 fb : Actual : 887.42 psi at 6.670 ft in Span # 1 Fb: Allowable: 1,500.00 psi Load Comb: +D+Lr+H, LL Comb Run (L*) Max fv/FvRatio = 0.257: 1 fv : Actual: . 57.74 psi at 13.775 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: - +D+Lr-i-H, LL Comb Run (LL) D(0.080) Lr(o.080) - -- - .1 14.50f1 4.50ft, 4x10 Max Reactions (k) Q L Lr S A E Li Downward L+Lr+S 0.204 in Downward Total 0.342 in Left Support 0.53 0.58 Upward L+Lr+S -0.201 in Upward -Total -0.244 in Right Support 1.25 1.00 Live Load Defi Ratio 536 >360 Total Defi Ratio 442 >240 Seismic Design . - Design Variables Base Shear Calculation (ASCE 7-10 Sec. 12.8 & Supplement 2) Latitude = 33.10 (12.8-2) V = CW CS = SDS*I/R = 0.122 Longitude = -117.26 Site Class = D (12.8-3) for T~T1: SD1*I/(RT) = 0.341 Max. Whre. Csmax. - - Occupancy = H Table 1.5-1 (12.8-4) forT>T1: SD1*TL*I/(RT) Seis. Category = D Table 11.6-1 & 2 I = 1.0 Tables 1-1 & 11.5-1 (12.8-5) for S1<O.6:O.O44SDSI~O.Ol = 0.035 Mm. - Where: Cs in. - m R = 6.5 Table 12.2-1 (12.8-6) for S1>-0.6: 0.551*I/R S5 = 1.140 Section 11.4.1 S1 = 0.431 Section 11.4.1 DL Area Len. Ht. Above W Fa 1.044 Table 11.4-1 Material (psf) ,(ft) (ft) (ft) (kips) (kips) = 1.569 Table 11.4-2 Load 1 20 20.0 5MS = Ss*Fa = 1.190 f1009] 5M1 = Si*F = 0.676 (11.4-2) . Ext. Wall 1 - 16 150 iö' . . 12.0 5DS = 2/3*SM5 = 0.793 (11.4-3) mt.Wall 7 50 10 1.8 5D1 = 2/3*SM1 = 0.451 (11.4-4) 1000 33.8 All other structural systems Table 12.8-2 Load 1 20 . 5200 104.0 = 0.02 Table 12.8-2 > Load 2 14 1200 16.8 X = 0.75 Table 12.8-2 Load 3 34 150 5.1 TL = 8 Figure 22-15 Ta = Ct*h = 0.203 (12.8-7) 0 Ext. Wall 1 16 5OO1O1 12.0 + 40.0 T = Ta = 0.203 Section 12.8.2 mt.Wall 7 _25010 _1.8 +8.8 6550 188.4 = 22.0 Section 12.8.2.1 C5 = 0.122 Section 12.8.1.1 k = 1 Section 12.8.3 Cd = 4 Table 12.2-1 = h* 0.025 Table 12.12-1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-10, Sec. 12.8.3 & 12.8.6) Level W. h hxk Whk F F (psf) P ôxe allow. Upper Level 33.8 22.0 22.0 743 7.2 7.2 70% Yes 0.825 Lower Level 188.4 11.0 11.0 2072 20.0 3.0 100% Yes 0.825 222.2 2815 27 10 Level Forces (ASCE 7-10, Sec. 12.10. 1.1) Level W.WX F!F Fpx (ao) Where: Roof 33.8 33.8 7.2 7.2 7.2 5.0 Fmin = 0.2IS05W Lower Level 188.4 222.2 20.0 27.1 29.9 20.9 Fmax = 0.4ISDSWX 222.2 27.1 Where: 6xe allow. = a*h/Cd (Section 12.8.6) p Redundancy Check Required if story shear is> 35% of base shear (Section 12.3.4.2) Transverse Zone p5 Area Force (k) Total (k) A 25.8 400 10.3 C 17.2 1600 27.5 37.8 D 0.0 1120 0 Mm. 16.0 3400 54.4 54.4 E -23.1 840 -19.4 F -15.7 8401- 11 -126.6 . H -12.0 3360 -40.3 Mm. -16.0 8400 -134.4 -134.4 B 0.0 280 0.0 Longitudinal Zone p5 Area Force (k) Total (k) A 19.2 467 9.0 B - - - C 12.7 1801 22.9 D - - - Mm. 16.0 2268 36.3 36.3 E -23.1 1000 -23.1 -i: _ -119.7 H -10.1 3200 -32.3 Mm. -16.0 8400 -134.4 -134.4 31.8 Wind Design Wind Pressures for MWFRS ASCE 7-10 - Envelope Procdedure Method 2 Design Variables Occupancy = II Table 1.5-1 'Wind = 1.00 Tables 1.5-2 Basic Wind Speed (mph) = 110 Figure 26.5-IA Exposure Category = 87 Section 26.7.3 Topographic K = 1 Section 26.8.2 Width (ft) = 84.0 Transverse Length (ft) = 100.0 Longitudinal Roof Pitch 4 :12 Eave Ht. (ft) = 20.0 - Ridge Ht. (ft) = 34.0 Mean Roof Ht (ft) 27.0 A = 1 Figure 28.6-1 18.4 AKI = 1.0 2a (ft) = 20.0 Figure 28.6-1 Note 9 Mm. Design Load (psf) = 16.0 Section 28.4.4 p5 = AKIp530 (28.6-1) Note: (-) Horiz. Pressures shall be zero. -- Horiz. Press. Vert. Press. Overhangs (psf) A B C D E F G H ECH GCH Transverse 25.8 -7.3 17.2 -4.1 -23.1 -15.7 -16.0 -12.0 -32.3 -25.3 Longitudinal 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 flhllllllll Vertical . i;;angle z ave T j eight Width, W Wind pressures are in pet 'Because wind presence is less than zero (0), use 0 for design. Transverse Governing Design Force: 54.4 kips Transverse Tributary Area: 3400 ft' Transverse Governing Design Pressure: 16.0 psf h11h1hhh1uttttwtt Vertical ____ Ridge Cave height height I L/2' 1 LJ2 Wind pressures are in pet Longitudinal Governing Design Force: 36.3 kips Longitudinal Tributary Area: 2268 ft' Longitudinal Governing Design Pressure: 16.0 psf Lateral Upper Level N-SI Line: Shearwall - 1 Seis. Wind Seis. Area (ft)= 200 Strength Design Seis. Force: F. = 7:2 - psf Shear Line Len.1-0 (ft) = 13 [_ p = 1.0 Maximum Wind Pressure: P0 = - 16.0 psf Wind Relative to Ridge = Perpenilaii SDS = 0.793 Vxeis.(ASD) = Area/2*F0*p*0.7 = 501 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 V,fld = LH*Lw/2*Po*0.6 = 576 lbs LH = Vert.Trib Height (ft) =1 8.0 Lwaii Tot. (ft) = 12 7V0 (Above) = - - lbs Lw = Dist to Adj Gridline (ft) = 15.0 VXTI = 501 576 lbs Shear Above: Line = I V/L = 42 48 p11 Vove (Seis/Wind) = - - - - - - °'°Thb. of Load = - Use Shearwall Type= VxAbvTrib (Seis/Wind) = with[ LTP4 clips @[8'o.c. 26% - for entire length of grid line H Wood Shearwalls= W j W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wall DI-Dist. (psf) = Resis. DI-Dist.(p11) = Resis. 01-Pont (lbs) = Dl-point Dist (ft) = Moment,- (lb-ft) = 1Moment (lb-ft) =r NA Uplift 00 = 12 ______ ______ ______ Seis. I Wind I I I I I 501 576 0 0 0 0 00 0 0 00 16 5007 5760 - - - 5632 - - - - - - - Uplift (lbs) = Uplift. = Len I1OIDOWfl = Right Holdown = Upper Level NS Line: - Shearwall Seis. Seis. A 1000 Strength Design Seis. Force: F. = 7.2 Shear Line Len.T0 (ft) = 23 p = 1.0 . Maximum Wind Pressure: P. = - Wind Relative to Ridge = Perpendicular J SDS = 0.793 V,e6.(As6) = Area/2*F0*p*0.7 = 2504 md Lengths: Left Right Plate Ht. (ft) = 10 V.Wirid = LH*LW/2*Px*0.6 = - LH = Vert.Trib Height (ft) =r 8.0 1 9.0 LwallTot (ft) = 20 ZV. (Above) = - = Dist to lAO) (ri0Iine (It) = ( 15.0 I 25.0 I VX --1 = 2504 1656 Shear Above: Line =L - - V)(/L= 125 83 Vbove (Seis/Wind) - - - - - - °'°Tdb. of Load = 1IT•TiTT Use Shearwall Type= KIIII VbvTrib (Seis/Wind) = with LflJ clips @[8"o.c. for entire length of grid line L Wind 16.0 1656 psf psf lbs lbs lbs lbs p11 65% C C t Cu Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DI-DID (ps1) = Resis. DL01 (plfl = Resis. DL 01 (lbs) = DLp010 Dist (ft) = Moment,- (lb-ft) = 1Moment 1 (lb-ft) = Uplift (lbs) = Uplift 00 = Uplift = Left Holdown = Right Holdown = W1 W2 W3 W4 W5 W6 20 _______ - _______ ___ 2504 1656 0 0 0 0 0 0 0 0 0 0 16 75 25035 22979 16560 28200 - - - - - - - - - - - - - -. - - - - - - 105 597 N/A N/A Resisting Moment DL is reduced by 0.60.14*Sm for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper LevI Line: Perforated Shearwall ] Seis. Wind Seis. Area (&) = 800 L_R__i - Strength Design Seis. Force: F. = 7.2 - psf Shear Line Len-Tot.(ft) = 21 p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Perpendicular SDS = 0.793 V..Seb.(ASD) = Area/2*F0*p*0.7 = 2003 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 V0wIfld = L*Lw/2*Px*0.6 = - 1080 lbs LH = Vert.Trib Height (ft) = 9.0 F Lwair. (ft) = 16 XV. (Above) = - - lbs Lw = Dist to Adj Gridline (ft) = 25.0 . V. Total= 2003 1080 lbs Shear Above: Line = Vbe (Seis/Wind) = - - - - - - °I'OThb. of Load = V,,bvTrib (Seis/Wind) = - See Perforated Shearwall Calcs on Following Pages Seis. - Per Plan Per Plan L Line: Perforated Perforate.d.!!!ear!a!iJ Seis. Wind Seis. Area (ft2) = 500 Strength Design eis. Force: F. = 7.2 - psf Shear Line Len.T (ft) = 40 [__ p = 1.0 Maximum Wind Pressure: P0 = - 16.0 psf Wind Relative to Ridge = Paiiiir1 5D5 0.793 V,,geis(ASD) = Area/2*F0*p*0.7 = 1252 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 VXwfld = LH*Lw/2*Px*0.6 = - 540 lbs LH = Vert.Trib Height (ft) = r Lw0ii Tot. (ft) = XV (Above) = - - lbs Lw = Dist to Adj Gridline (ft) =t 12.5 VXTO I = 1252 540 lbs Shear Above: Line = - - - V,b C (Seis/Wind) = 01Thb. of Load = - V,bVT(Ib (Seis/Wind) = See Perforated Shearwall Calcs on Following Pages 'Resisting Moment DL is reduced by 0.6-0.14°S,,s for Seis.(12.14.3.1.3) & 0.5 for Wind (2.4.1) • Lateral Upper _Level ij Line: Perforated Shearwall ] Seis. Wind Seis. Area (ft2) = 950 L Strength Design Seis. Force: F. = 7.2 - psf Shear Line Len-Tot. (ft) = 15 [__ p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Parallel sos = 0.793 VxSeis.(ASD) = Area/2*Fx*p*0.7 = 2378 - lbs Wind Lengths: Left Right 1 Plate Ht. (ft) = 10 VXwfld = LH*Lw/2*Px*0.6 = - 1339 Ibs LH = Vert.Trib Height (ft) = 9.0 9.0 LwaITot (ft) = ZV (Above) = - - lbs L0, = Dist to Adj Gridline (ft) = 12.5 18.5 VX TOI = 2378 1339 lbs Shear Above: Line = - - - Vbe (Seis/Wind) = - - - - - - °kmb of Load = . — V,bvTrib (Seis/Wind) = See Perforated Shearwall Caics on Following Pages L Upper Level 1 Seis T Line: F - Perforated Shearwall Seis. Wind 450 L Strength Design Seis. Force: F. = 7.2 - psf Shear Line Len.T. (ft) = 13.5 p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = ParalleLi 5DS = 0.793 VxSe.(yo) = Area/2*F0*p*0.7 = 1127 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 V0w1 = LH*Lw/2*Px*0.6 = - 950 lbs LH = Vert.Trib Height (ft) = 1 9.0 90 Lwaii Tot. (ft) = X\'0 (Above) = - - lbs Lw = Dist to Adj Gridline (ft) = 1 18.5 3.5 VO TOthI = 1127 950 lbs Shear Above: Line = - - V,be (Seis/Wind) = - - - - - - 01T,ib. of Load = V,bvTrib (Seis/Wind) See Perforated Shearwall Calcs on Following Pages r. Resisting Moment DI-is reduced by 0.60.14S for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design ____ Upper Level E-W Line rfo Perated Shea,waU Seis Wind Seis. Area (ft2) =i 50 10 - - Strength Design Seis. Force: F. = 7.2 - psf Shear Line Len.T (ft) = L. p = 1.0 Maximum Wind Pressure: Px = - 16.0 psf Wind Relative to Ridge = Parallel SOS = 0.793 VXSeb.(ASD) = Area/2*F0*p*0.7 = 125 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 VXWfld = LH*Lw/2*Pe*0.6 = - 151 lbs LH = Vert.Trib Height (ft) = 9.0 LWalITot. (ft) = Vx (Above) = - - lbs Lw = Dist to Adj Gridline (ft) = 3.5 VXTI = 125 151 lbs Shear Above: Line Vxp ve (Seis/Wind) = - - - - - - 01Thb of Load = VOhT,h (Seis/Wind)= on Following Pages L - Lower Level N-S Line: Shearwafl - Seis. Wind Seis. Area (&) = 1600 - - Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len.TW (ft) = 47 - p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Perpendicular 5ce = 0.793 Vxseis.(ASD) = Area/2*F0*p*0.7 = 1707 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 V,,ifld = LH*Lw/2*Px*0.6 = - 1512 lbs LH = Vert.Trib Height (ft) = - - 9.0 Lw0ii rot. (ft) = 20 ZV0 (Above) = - - lbs L = Dist to Adj Gridline (ft) = 35.0 V. Total = 1707 1512 lbs Shear Above: Line = - - - - - - - - VyjL = 85 76 plf VxAbove (Seis/Wind) °'°Tnb. of Load = - - - Use Shearwall Type= V,bvTrib (Seis/Wind) = with LTP4 clips @ 48 "o.c. 22% for entire length of grid line —A C C U > 0 Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLD (psf) = Resis. DLD (pifl = Resis. DLp001 (lbs) = DLpoint Dist (ft) = Moment- (lb-ft) = 'MomentResi (lb-ft) = Uplift (lbs) = UPliftove = Uplift = W1 W2 W3 W4 W5 W6 20 Seis. I Wind I - I - 1707 1512 0 0 0 0 0 0 0 0 0 0 16- 50 17069 15120 - - - - - - - - - - 20535 25200 - - - - - - - - - - -178 -517 - - - - - - - - - - N/A N/A - - - - - - - - - - Left Holdown = Right Holdown = 'Resisting Moment DL is reduced by 0.60.14*% for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Des/wi - Lower Level N-S 7 Line: Shearwall ] Seis. Wind Seis. Area (&) =f 475 j Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len-Tot. (ft) = 28 p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = I Perpendiculifl Ss = 0.793 VC.(Aso) = Area/2*F0*p*0.7 = 507 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 .VXwfld = LH*Lw/2*Px*0.6 = - 691 lbs LH = Vert.Trib Height (ft) = 9.0 Lwaii Tot. (ft) = 12 ZVx (Above) = - - lbs L0, = Dist toAdj Gridline(ft) =1 16.0 - VOTOthI = 507 691 lbs Shear Above: Line = - - —. V/L = 42 58 plf V,y e (Seis/Wind) = - - - - - - 0'Trib. of Load = - Use Shearwall Type= VbVT,ib (Seis/Wind) = with LTP4 1 clips @1480.c. 15% for entire length of grid line C Wood Shearwafis = W1 W2 W3 W4 W5 W6 Length = Load Type = Shear Load (Ibs) = Wall DLpfo (psf) = Resis. DL0 (plf) = Resis. °'-Point (Ibs) = DLp.im Dist (ft) = Moment- (lb-ft) = 1Moment (lb-ft) = Uplift (Ibs) = UPliftAfove = Uplift Net. 12 Seis. I Wind I 1 I I I 507 691 0 0 — _0 0 0 0 0 0 0 0 16 75 5067 8272 6912 - - - - 10152 - - - - - - -279 -282 N/A N/A - - - - - - - - -. - Left holciown = Right Holdown = ELower _Level - N-S Line: - Shearwall j Seis. Wind Seis. Area (ft) = 1100 Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len Tot (ft) = 46 [_ p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Perpendiculai1 Sos 0.793 . = Area/2*F0*p*0.7 = 1173 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 VXwfld = LH*Lw/2*Px*0.6 = - 1728 lbs LK = Vert.Trib Height (ft) =I 9.0 9.0 Lwaij Tot. (ft) = 14 EV0 (Above) = - - lbs L_= Dist toAdjGridline(ft)= 16.0 24.0 - VX TO I = 1173 1728 lbs Shear Above: Line = - - - V,/L 84 123 plf V,b C (Seis/Wind) 01Tiib. of Load = Use Shearwall Type= V,vTrib_(Seis/Wind)= with [_LTP4 1 clips @E48 0.c. 22% for entire length of grid line E C C t Cu > 0 W1 W2 W3 W4 W5 W6 Seis.I_Wind 14 I I I I I 11731728 0 0 00 00 0 0 0 0 -- 16 100 11735 12458 17280 15288 - - - - - - - .- - - - - - - - - - - - - -54 N/A N/A - - 148 - - - - - - - - Wood Shearwalls = Length = Load Type = Shear Load (Ibs) = Wall DLDW (psf) = Resis. DI-Dist.(plf) = Resis. DLp010 (Ibs) = DLp001 Dist (ft) = 01 Moment (lb-ft) = 'MomentRUI (lb-ft) = Uplift (Ibs) = UPliftve Uplift = Left Holdown = Right Holdown = 'Resisting Moment DL is reduced by 0.6-0.140Sm for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lower Level N-S] Line: r Shearwall j Seis. Wind Seis. Area (ft) = 1650 1 _j Strength Design Seis. Force: F = 3.0 - psi: Shear Line Len-Tot. (ft) = 26 [ P= 1.0 Maximum Wind Pressure: P = - 16.0 psi: Wind Relative to Ridge = Perpendicular 5os = 0.793 V eis (p D) = Area/2*F5*p*0.7 = 1760 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 V.Wind = LH*Lw/2*Px*0.6 = - 1512 lbs LH = Vert.Trib Height (ft) = 9.0 Lwaii Tot. (ft) = 20 XV. (Above) = - - lbs = Dist to Adj Gridline (ft) = 35.0 VXTI = 1760 1512 lbs Shear Above: Line = I - - VjL = 88 76 - plf Vove (Seis/Wind) = - - - - - - 01Thb. of Load 'f Use Shearwall Type= Vxv.Trib. (Seis/Wind) = with LTP4 I clips 40% for entire length of grid line F Wood Shearwalls = W1 W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wall DL0 (psf) = Resis. DL0 (plf) = Resis. OLpoint (lbs) = DL int Dist (ft) = Moment- (lb-ft) = 1Moment (lb-ft) = Uplift (lbs) = Uplift 0 = Uplift.. = 20 Seis. I Wind 1760 1512 0 0 0 0 0 0 0 0 0 0 16 - 75 17602 22979 15120 28200 - - - - - - - - - - - - - - - - - - - - -276 -671 - - - - - - - - - - - - N/A N/A - - - - - - - - Left Holdown = Right Holdown = F Line: Shearwall Seis. Wind Sei Area (ft2)Ti 1450 Stre Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len .TO (ft) 4 p - 1.0 Maximum Wind Pressure: P. = - 16.0 psi: Wind Relative to Ridge Perpenlar SOS 0.793 Ve.(D) = Area/2*F5*p*0.7 = 1547 - lbs Wind Lengths Left Right Plate Ht (ft) - 12 V,nd = LH*Lw/2*Px*O.6 = - 2016 lbs e.Trib Height (ft)=10.0r LwallTot (ft) XV5 (Above) = 1127 990 lbs L = Dist to Adj Gridline (ft) = 24.0 F18.0 V. Tow= 2673 3006 lbs Shear Above: Line = LUpper Level H Upper Level L - 3.5:1 = (h/2L)* VjL = 1003 752 plf V5b e (S0iS/Wifld) = 501 576 2504 1656 - - 01Thb. of Load = r-l00% 1/4 Use Shearwall Type= (Seis/Wind) = 501 576 626 414 with 1LTP4F clips @E8 0.C. 75% for entire length of grid line H - Wood Shearwalls= W1 W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wall DLDW (psfl = Resis. DL0 (PlO = Resis. DLp0 (lbs) DLpoirt Dist (ft) = Moment,,,,- (lb-ft) = 1Moment (lb-ft) = Uplift (lbs) = Uplift = 4 I ______ d ______ s.I in Sed W 2673 3006 0 0 0 0 - 0 0 0 0 0 0 16 140 32081 1299 36072 1594 - - - - - - - - - - - - - - - - - - - - 8795 9851 9851 - - - - - - - - - - - - - UptiftAbOVC = - - - - - 8795 - - Left Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment DL is reduced by 0.6-0.14Sre for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Lower Level N-S] Line:L j Shearwall 1 Seis. Wind ___________ Strength Design Seis. Force: F = 3.0 - psf Seis. Area = 450 p = 1.0 Maximum Wind Pressure: P = - 16.0 psf Shear Line Len.10 (ft) = 12 Wind Relative to Ridge - Perpenlar 5DS = 0.793 Ve.(ASD) = Area/2*F *p*0.7 = 480 - lbs Wind Lengths: ______ Left Right Plate Ht (ft)10 _______ VXw fld LH*Lw/2*Px*0.6 = - 1555 lbs e.Trib Height (ft)=L9.O LWaIITot (ft) = 15 = (Above) = - - lbs = Dist to Adj Gridline (ft) = 36.0 VXTI = 480 1555 lbs Shear Above: Line = - - - 3.5:1 = (h/2L)* Vx/L = 196 444 plf V,bove (Seis/Wind) = - - - - - - °kT,ib of Load = Use Shearwall Type= VxAbv.Trib. (Seis/Wind) = with LLIP1 clips @[48;o.c. 77% for entire length of grid line J Wood Shearwalls= W j W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wall DI-Dist. (psf) = Resis. DLDW (plf) = Resis. DLp0 (lbs) = DLp01 Dist (ft) = Moment,. (lb-ft) = 'Moment 1 (lb-ft) = Uplift (lbs) = Uplift = 3.5 ______ ______ ______ - ______ Seis. I Wind I 1 I I 480 1555 0 0 0 0 0 0 0 0 0 0 16 - 4801 479 15552 588 - - - - - - - - - - - - - - - - - - - - 1440 4988 - - - - - - - - - - UPllftAfove 1440 4988 Lett 1-loldown = Per Plan Right Holdown = Per Plan Lower Level N-S Line: Shearwall Seis. Wind Seis. Area (ft) = 1750 _j Strength Design Seis. Force: F = 3.0 - psf Shear Line Len-Tot.(ft) = 19 p = 1.0 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge = Perpendicular SDS = 0.793 V,,eb.(ASD) = Area/2*F*p*0.7 = 1867 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 12 VXwfld = LH*Lw/2*Px*0.6 = - 2064 lbs LH = Vert.Trib Height (ft) =11 0 10.0 LwaIITCt. (ft) = 13.5 IV. (Above) = 1878 1242 lbs Lw = Dist to Adj Gridline (ft) = 1 18.0 T 25.0 = 3745 3306 lbs Shear Above: Line = J_UpperLevelL - -__- V1/L = 277 245 plf V,bese (Seis/Wind) = 2504 1656 - - - - %Tnb. of Load = 3( Use Shearwall Type=' - V,,bvTrib (Seis/Wind) = 1878 1242 with [[TP4J clips @E2 "o.c. 78% for entire length of grid line M Woo Shearwafis = W j W2 W3 W4 W5 W6 Load Type = Shear Load (lbs) = Wall DLDiSt (psf) = Resis. DI-Dist (plf) = Resis. DL 015, (lbs) = DI-Point Dist (ft) = Moment, (lb-ft) = 'Moment (lb-ft) = Uplift (lbs) ' UPllftAbove = UPliftNct = Length =13.5_ Seis. _ W ind I 3745 3306 7 112 0 0 0 0 0 0 0 0 0 0 44934 8732 10716 - - - - 39672 - - -, - - - 2785 2785 2227 2227 - - • - - - - - ----------- - - - - -. - - - - __ __ Left Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment DL is reduced by 0.60.14*S for 5eis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) o C C t Cu > 0 ( Lateral Design _________ ________________________ Lower Lev-el N-S Line:F - Shearwall J Seis. Wind Seis. Area (W) = 800 _______ Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len.-r n. (ft) = 12 p = 1.0 Maximum Wind Pressure: P, = - 16.0 psf Wind Relative to Ridge = Perpendicul1 5os = 0.793 Veis(ASD) = Area/2*F0*p*0.7 = 853 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 12 VXwnd = LH*Lw/2*Po*0.6 = - 816 lbs 'LH = Vert.Trib Height (ft) =110.0 1 . Lwaiir. (ft) = 5.5 7Vx (Above) = 501 270 lbs L, = Dist to Adj Gridline (ft) =1 17.0 VXTO I = 1354 1086 lbs Shear Above: Line = LUpper Level R - - 3.5:1 = (h/2L)* Vx/L = 269 197 plf Vbe (Seis/Wind) = 2003 1080 - - - 0I'0Trib of Load = 1/4 - Use Shearwall Type= V,bvTrib (Seis/Wind) = 501 270 with[LT4] clips @[480.c. 67% for entire length of grid line Q Wood Shearwalls= W1 W2 W3 W4 W5 W6 Length = Shear Load (Ibs) = Wall DLD (psf) = Resis. DI-Dist.(plf) = Resis. DLp01 (lbs) = DL 0101 Dist (ft) = Moment- (lb-ft) = 'Moment (lb-ft) = Uplift (lbs) = Uplift = 5.5 ______ ______ ______ ______ ______ ______ ______ Seis. I Wind I Load Type = I - I - -I- 1354 1086 0 0 0 0 0 0 0 0 0 0 16 112 . . . 16250 2248 13032 2759 - - - - - - - - - - - - - - - - - - - 2800 2055 - - - - - - - - - - - - - - UPliftove = 2800 2055 - - - - - - Left Holdown = Per Plan Right Holdown = Per Plan Lower Level' N-S Seis. Area (ft)LS Line:6 Shearwall 1 Seis. Wind Strength Design Seis. Force: F0 = 3.0 - psf Shear Line Len.T p = 1,0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = I Perpenl1 5D5 = 0.793 Vxseis.(ASD) = Area/2*F0*p*0.7 = 1387 - lbs Wind Lengths: Left Right I Plate Ht. (ft) = 10 V fld = LH*Lw/2*Px*0.6 = - 1037 lbs LH = Vert.Trib Height (ft) = F 9.0 I . Lwaii Tot. (ft) = 14 EV0 (Above) = 2003 1080 lbs L, = Dist to Adj Gridline (ft) = 1 24.0] VXTOreI = 3390 2117 lbs Shear Above: Line = jUpper Level R VjL = 242 151 plf V)be (Seis/Wind) = 2003 1080 - - - - °kTrib of Load = [ 100% Use Shearwall Type= VbVT,,b (Seis/Wind) = 2003 1080 withrTF4] clips @!480.c. 56% for entire length of grid line S,1-6 Wood Shearw W1 W2 W3 W4 W5 W6 Length = Load Type =. 14 I ______ I - I —I Seis. I Wind I Shear Load (lbs) = Wall DL0fo (psf) = Resis. DI-Dist.(plf) = Resis. DL 01 (lbs) = DL 011 Dist (ft) = 3390 2117 16 50 0 0 0 0 0 0 0 0 0 0 Moment- (lb-ft) = oment (lb-ft) = 33896 10062 21168 12348 Uplift (lbs) = UPlift ve = Uplift. = 1766 1766 653 - - - - - - - - - - - - - - - - - - 653 - Left Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment Dl. is reduced by 0.6-0.14°Sm for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Fl Lateral Lower Lei N-51 Line: [ - Shearwall Seis. Wind Seis. Area (ft)= 1300 Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len.TO (ft) = 36 [ p = 1.0 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge = Perpenilfl S. = 0.793 VXSe6.(ASD) = Area/2*F0*p*0.7 = 1387 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 VXw fld = LH*Lw/2*Px*0.6 = - 1555 lbs = Vert.Trib Height (ft) =[9Jj Lw011 Tot. (ft) = 6.5 ZV0 (Above) = - - lbs L = Dist to Adj Gridline (ft) = 36.0 I V0TO l = 1387 1555 lbs Shear Above: Line = - - Vx/L = 213 239 Of V,b e (Seis/Wind) = 01Thb. of Load = Use Shearwall Type= 9 V,bVT,jb (Seis/Wind) = 0 0 with[TP4 I clips @tT80.c. 26% for entire length of grid line S,1-6 Wood Shearwalls= W1 W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wall DLDISt (PS = Resis. DLDI (plf) = Resis. OL 0101 (lbs) = DL 001 Dist (ft) = Moment (lb-ft) = 1Moment 1 (lb-ft) = Uplift (lbs) = Uplift = _6.5_ ______ Seis. I Wind I I I I I 1387 1555 0 0 0 0 0 0 0 0 0 0 16 40 13868 2066 15552 2535 - - - - - - - - - - - - - - - - - - - 1967 2170 - - - - - - - - - - UPliftove = 1967 2170 er rioiaown = rer man Right Holdown = Per Plan [ Lower Level N-S Line:j Seis. Area (ft2) 350 Seis. Wind 3.0 - psf Shearwall - - Strength Design Seis. Force: F. = Shear Line Len-Tot. (ft) =1 12 I Pemeidicular p = 1.0 Maximum Wind Pressure: P0 = - 16.0 psf Wind Relative to Ridge = SDS = 0.793 Veb.(ASD) Area/2*F0*p*0.7 = 373 - lbs Wind Lengths: Left Right I Plate Ht. (ft) = 10 VXwjfld = LH*Lw/2*Px*0.6 = - 518 lbs LH = Vert.Trib Height (ft) = 1 go I Lwall Tot. (ft) = 3 XV0 (Above) = - - lbs Lw = Dist to Adj Gridline (ft) = 12.0 V0TO l = 373 518 lbs Shear Above: Line =[ -- 3.5:1 = (h/2L)* Vx/L = 207 173 plf V,b e (Seis/Wind) of Load = Use Shearwall Type= 9 V,cp vTrib (Seis/Wind) = with E1 clips @[80.c. 26% for entire length of grid line M )dShearwalls= W1 W2 W3 W4 W5 W6 Length =3 Load Type = Se is. ?ar Load (lbs) = ill DLDW (psf) = is. DLDW (plO = 0. DL 011 (lbs) = L 11 Dist (ft) = 373 518 16 0 0 0 0 0 0 0 0 0 0 ment (lb-ft) = tnt 1 (lb-ft) = 3734 352 5184 432 - - - - - .- - - - - - - - - - - - - - Uplift (lbs) = UpliftNCt = 1353 1901 - - - UPlIft e 0 - - - - - - - - - - - - - - - - - 1353 1901 Wa Sh W Re C Res w > o Mc 'Mom Left Holdown = Per Plan Right Holdown = Per Plan - 'Resisting Moment DL in reduced by 0.6-O.i4°5.,0 for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Des/on Lower Level - N-i] Line: F Shearwall Seis. Wind 31 Seis. Area (ft)= 175 J J Strength Design Seis. Force: F = 3.0 - psf Shear Line Len.TO (ft) = 12 [_ p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Perpendiiafl S. = 0.793 V,Cb(o) = Area/2*F0*p*0.7 = 187 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 VXwfld = LH*Lw/2*Px*0.6 = - 518 lbs LH = Vert.Trib Height (ft) =1 LWalpTOt. (ft) = 2.9 IV, (Above) = - - lbs Lw = Dist to Adj Gridline (ft) = 12.0 V Total = 187 518 lbs Shear Above: Line = - - - 3.5:1 = (h/2L)* VyjL = 111 179 plf V,be (Seis/Wind) = - - - - - - °'°Thb. of Load = Use Shearwall Type= VxAbvTrlb (Seis/Wind) = with LLi clips @f480.c. 26% for entire length of grid line P Wood Shearwafls= W1 W2 W3 W4 W5 WIS Length = Load Type = Shear Load (lbs) = Wall DI-Dist.(psf) = Resis. DL01 (plfl = Resis. DL 001 (lbs) = Dist (ft) = Moment- (lb-ft) = 'Moment 1 (lb-ft) = Uplift (lbs) = Uplift Net. .2.9 Seis. I Wind I - I I I I 187 518 0 0 0 0 0 0 0 0 - 0 0 16 1867 329 404 - - - 5184 - - - - - - 641 1992 - - - - - - - - - - - - Uplift0 = - 641 1992 - - - - - - - Left 1-loiclown = Per Plan Right Holdown = Per Plan Seis Wind Lower Level Line:EX Shearwall Seis. Area (&) = 650 Design Seis. Force: F. =. 3.0 - psf Shear Line Len.-1-0 (ft) = 15 p = 1.0 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge = I PerpendiculaTi 5DS = 0.793 VXSeIS(ASD) = Area/2*F0*p*0.7 = 693 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 Vjnd = LH*Lw/2*Px*0.6 = - 1339 lbs LH = Vert.Trib Height (ft) =r 9.0 LwaII Tot. (ft) = 1.5 YVx (Above) = - - lbs Lw = Dist to Adj Gridline (ft) =1 31.0 V. Total = 693 1339 lbs Shear Above: Line V,/L = 462 893 Of Vxbove (Seis/Wind) = - - - - - 01Thb. of Load = Use Shearwall Type= \......J' V,bvTrib (Seis/Wind) = with tiI clips @f480.c. 53% iacn ,n-oc for entire length of grid line K SSW18x10 W2 W3 W4 W5 W6 1.5 S&s.lWd LI I I 693 1339 0 0 0 0 • 0 0 0 0 0 0 6934 13392 6934 6934 13392 13392 - - - - - - - - - - Steel Strongwalls on Concrete = Load Type = Shear Load (lbs) = Wall DI-Dist. (psfl = Resis. DL0 (pIt) = Resis. DI-point (lbs) DL 011 Dist (ft) = Moment- (lb-ft) = 1Moment (lb-ft) = Uplift (lbs) = Uplift 0 = Uplift. Left Holdown = Per Plan Right Holdown = Per Plan Resisting Moment Dl. is reduced by 0.6-0.14°5 for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Lower Level - E-W Seis. Area (&) = 550 Shear Line Len.TO (ft) = 32 Wind Relative to Ridge = P Line:[ - Shearwall 1 Seis. Wind L [ Strength Design Seis. Force: F = 3.0 - ps p = 1.0 Maximum Wind Pressure: Px = - 16.0 ps Sos = 0.793 Vxeis(p.SD) = Area/2*F*p*0.7 = 587 - IN Left Right Plate Ht. (ft) = 10 Vjfld = LH*Lw/2*Px*0.6 = - 691 lb! 9.0 LWaIlT (ft) = 1.5 ZV (Above) = - - lb! 16.0 . V.Totai = 587 691 lb - - VX/L = 391 461 plf * Use Shearwall Type= withLLTP4 1 clips @rT48' 'o.c. 13% for entire length of grid line 1 Stronowall Caoacitv = 1250 1250 md Lengths: LH = Vert.Trib Height (ft) = = Dist to Adj Gridline (ft) = Shear Above: Line = V,bove (Seis/Wind) = 010Thb of Load = (Seis/Wind) = Steel Strongwalls = Load Type = Shear Load (lbs) = Wall DLDIS5 (psf) = Resis. DI-Dist.(plo = Resis. DL 015 (lbs) = DI-point Dist (ft) = MomentOT (lb-ft) = 'Moment (lb-ft) = Uplift (lbs) = Uplift. = Uplift = SSW18x10 W2 W3 W4 W5 w6 1.5 Seis. I Wind I I I I I 587 691 0 0 0 0 0 0 0 0 0 0 5867 0 6912 0 - - - - - - - - - - - - - - - - - - - - 5867 5867 6912 - - - - - - - - ______ 6912 - - - - - - - - - - Lett Ilolciown = Per Plan Right Holdown = Per Plan Lower Level Line:' Seis. Area (ft2) = 1750 I E-W Seis. 3.0 Wind - psf ___ -Shearwall J Strength Design Seis. Force: F5 = Shear Line Len.TQI (ft) = 43 1 p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Parallei1 5D5 = 0.793 = Area/2*F5*p*0.7 = 1867 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 12 nd = LH*Lw/2*Px 0.6 = - 1584 lbs LH = Vert.Trib Height (ft) =1 100 10.0 LwaIITst (ft) = 14 ZV5 (Above) = 626 270 lbs Lw = Dist to Adj Gridline (ft) = VX TO l = 2493 1854 lbs Shear Above: Line = Lupper Level 5 - - V,/L = 178 132 Of V,sttiove (Seis/Wind) = 1252 540 - - - - °'Trib. of Load - - Use Shearwall Type= KII Vxp v Trib (Seis/Wind) = 626 270 with ILT1 clips @[2'o.c. 23% for entire length of grid line 3 Wood Shearwafls= W1 W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wall DI-Dist. (psf) = Resis. DI-Dist.(pif) = Resis. DLp015 (lbs) = DLp05 Dist (ft) = Moment- (lb-ft) = 'Moment (lb-ft) = Uplift (lbs) = UPlIftAbove = Uplift = __14_, Seis. I Wind I I - I 2493 1854 16 25 2600 3.5 0 0 0 0 0 0 - 0 0 0 0 29913 14846 22248 18220 - - - - - - - - - - - - - - - - - - - - 1116 1116 298 - - 298 - - - - - - - - Lett Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment DL is reduced by 06•01455m for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design _ Lower Lev-el E-W1 Line: Shearwall Seis. Wind Seis. Area (ft) = 1250 Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len.10 (ft) = 18 p = 1.0 Maximum Wind Pressure: P. = - 16.0 psi: Wind Relative to Ridge = Parallel I DS = 0.793 Vxsep = Area/2*F0*p*0.7 = 1334 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 VXwfld = LH*Lw/2*Px*0.6 = - 778 lbs LH = Vert.Trib Height (ft) =1 9.0 Lwaii Tot. (ft) = 5.5 IV, (Above) = - - lbs Lw = Dist to Adj Gridline (ft) = I 18.0 V, Tout = 1334 778 lbs Shear Above: Line = I - - - VX/L = 242 141 pIt Vove (Seis/Wind) = - - - - - - °'°Tdb. of Load = Use Shearwall Type= VbvTrib (Seis/Wind) = with[jLTPJ clips @E "o.c. " for entire length of grid line 4 Wood Shearwails = W1 W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wail DLDfo (psi:) = Resis. DL0 (pit) = Resis. DLp00 (lbs) = DLp010 Dist (ft) = Moment- (lb-ft) = Moment (lb-ft) = Uplift (lbs) = UpliftAfoOC = UPlIftNet = _5.5 Seis. I W_ind I ______ I______ 1334 778 0 0 0 0 0 0 0 0 0 0 16 - - 13335 1183 7776 1452 - - - - - - - - - - - - - - - - - - - - 2430 1265 - -. - - - - - - - - - - - 2430 1265 - - - - - - Lert l-loiaown = Per -'ian Right Holdown = Per Plan F 1Qwer.LI E-W Line: Seis. Area 350 (ft)= L6, E -I1 Shearwall ] Seis. Wind - Shearw eis. Forc Strength Design Se: F. = 3.0 Shear Line Len-Tot.(ft) = 24 __________ P = 1.0 - - Maximum Wind Pressure: P. = - 16.0 psf psi: Wind Relative to Ridge = Parallel 1 SOS = 0.793 Ve6(.0) = Area/2*F0*p*0.7 = 373 - lbs Wind Lengths: - Left Right Plate Ht (ft) - 10 lbs e rib Height (ft)= LwaiiTot. (ft) = 5.5 VOWOd = LH*Lw/2*Px*0.6 = - 605 IV,, (Above) = - - - - lbs L, = Dist to Adj Gridline (ft) = 14.0 VXTO i = 373 605 lbs Shear Above: Line = - VXJL = 68 110 Of (Seis/Wind) 01Trib. of Load = - Use Shearwall Type= VbvTrib (Seis/Wind) = with[4I clips @148'o.c. 15% for entire length of grid line 6,E-H Wood Shearwalls= W1 W2 W3 W4 W5 W6 Length =_5.5__ Load Type = Seis. I Wind Shear Load (lbs) = 373 605 0 0 0 0 0 0 - 0 0 0 0 Wall DLDW. (psf) = Resis. DLDW. (pit) = Resis. DLp01 (lbs) = DLp00 Dist (ft) = 3734 6048 - - - - - - - - - - Moment,- (lb-ft) = 'Moment (lb-ft) = 0 0 - - - - - - - - - - Uplift (lbs) = Uplift 00 = 747 1 Uplift = 747 Left Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment DL Is reduced by 0.60.1405 for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) C C t Cu > 0 11 Lateral Lower Level Line:[_6 , ~S -Str~,,gth rwaU ]Seis. Wind Area(ft2) I _____________ Seis. sign Seis. Force: F = 3.0 - psf Shear Line Len.TO p 1.0 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge = pariir1 5DS = 0.793 V eis (ASD) = Area/2*Fx*p*0.7 = 1920 - lbs Wind Lengths: Left Right ______ Plate Ht. (ft) = 12 V,jfld = LH*Lw/2*Px*0.6 = - 1872 lbs LH = Vert.Trib Height (ft) :1 10.0 LWSIlTOt. (ft) = 13 ZV5 (Above) = 3317 1744 lbs L.. = Dist to Adj Gridline (ft) 160 10:0 230 VX Total = 5237 3616 lbs Shear Above: Line = LUpper Level 5 Upper Level 7 - - VfL 403 278 plf Vb.. (Seis/Wind) = 1252 540 2378 1339 - °'°Thb. of Load = L 3/4 100% - Use Shearwall Type= VbV.Tb. (Seis/Wind) = 939 405 2378 1339 withf LTP4] clips @r161 o.c. 52% for entire length of grid line 6,K-S Wood Shearwalls = W1 W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wall DLDW (psf) = Resis. DLDSt (pU) = Resis. DLpoirt (lbs) DLpoint Dist (ft) = Moment- (lb-ft) = 'Moment 1 (lb-ft) = Uplift (lbs) = Uplift = _____13____ _______ _______ ______ ______ Seis. I Wind I I I I I 5237 3616 0 0 0 0 0 0 0 0 0 0 7 62849 3470 43394 4259 - - - - -. - - - - - - - - - - - - - 4750 3131 - - - - -- - - -, - UPlIft.te= 4750 3131 - - - - - - - - - - Left rioiaown = ver Plan Right Holdown = Per Plan Lower Level E-Wi Line: l LAr I Shearwall j Seis. Wind Seis. Area (ft) =1 850 1 Strength Design Seis. Force: F = 3.0 - ps Shear Line Len-Tot. (ft) = 16 [__ p = 1.0 Maximum Wind Pressure: Px = . - 16.0 Ps Wind Relative to Ridge = Parallel 1 S. = 0.793 Vxse.(D) = Area/2*F*p*0.7 = 907 - 1b1 Wind Lengths: Left Right Plate Ht. (ft) = 10 Vxwn = LH*Lw/2*Px*0.6 = - 1555 IN LH = Vert.Trib Height (ft) 1 9.0 9.0 LwallTot (ft) = 5.5 IV, (Above) = - - IN L, = Dist to Adj Gridline (ft) = 18.0 18.0 V,(Total = 907 1555 IN Shear Above: Line = L- - V/L = 165 283 PU Vbe (Seis/Wind) = - - - - - - 01Thb. of Load = -- - Use Shearwall Type= V,bvTrib (Seis/Wind) = with [II] clips @ITo.c, for entire length of grid line 7 Wo dhearwafls W1 W2 W3 W4 W5 W6 Length= 55 ____ ____ Load Type = Seis. I Wind I I I I Shear Load (lbs) = 907 1555 0 0 0 0 0 0 0 0 0 0 Wall DLDi (psf) = 16 Resis. DL01 (plf) = Resis. DLp051 (lbs) = DL 01 Dist (ft) = Moment,- (lb-ft) = 9068 15552 - - - - - - - - - - 'Moment ed (lb-ft) = 1183 - - - - - - - - - - Uplift (lbs) = 1577 2820 - - - - - -, - - - -- UPllftove _1452 1577 Uplift = 2820 Left holciown = ier Plan Right Holdown = Per Plan 'Resisting Moment DL is reduced by 0.60.14*S for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) 58% C C t Cu > 0 Lateral Level E-W Line: Shearwall j. pp Uer 1 Shear Line Len-Tot. :j 1800 L9 Force: F0 Seis. Wind Seis. Area (&) 7.2 - psf P = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = I Pariii1 5DS = 0.793 VXSe6.(ASD) = Area/2*F0*p*0.7 = 4506 - lbs LeftRightPlate Ht. (ft) = 12 = Wind Lengths: ______ ______ _______ ______ Lw/2*P,,*0.6 = - 2208 lbs LH = Vert.Trib Height (ft) = 1 10.0 I 10.0 Lwaii Tot. (ft) = 27 XVx Lw = Dist to Adj Gridline (ft) = 024.0 V fld LH* (Above) = 1252 1102 lbs V,,,-1 = 5758 3310 lbs Shear Above: Line =[jUpper Level 9 Upper Level 10 - 3.5:1 = (h/2L)* VjL = 256 123 plf (Seis/Wind) = 1127 950 125 151 - - 01Tnb. of Load = 100% 100% . Use Shearwall Type= V,,y vTrjb (Seis/Wind) = 1127 950 125 151 with j LTP4 1 clips @['I6 'o.c. 57% for entire length of grid line 9,K-S Wood Shearwalls = W1 W2 W3 W4 W5 W6 Length = Load Type = Shear Load (lbs) = Wall DLDW (psi:) = Resis. DLDIst (plO = Resis. DLp005 (lbs) = DL 0105 Dist (ft) = Moment- (lb-ft) = 'Moment (lb-ft) = Uplift (lbs) = UplIft ove = Uplift Net. 12 5 Seis. I W 10 Seis. I Wind Seis. I Wind ______ ind I______ -1--- ______ I 2559 1471 1066613 2133 1226 0 0 0 0 0 0 . 7 70 7 70 7 70 - 30710 5421 17651 6653 12796 941 7355 1155 25591 3765 14709 4620 - - - - - - - - - - - - 2199 956 2634 1378 2298 1062 - - - - - - - 2199 956 2634 1378 2298 1062 - - - - -- Lert i-ioiaown = Per i-'ian Per i-'ian Per Han Right Holdown = Per Plan Per Plan Per Plan [LowerLevel EW Line: Shearwall Seis. Wind T Seis. Area (&) = 1650 __ Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len,TOS (ft) = 30 p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Perpendicular SOS = 0.793 V,,geb(piD) = Area/2*F5*p*0.7 = 1760 . - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 Vxwinti = LH*Lw/2*Px*0.6 = - 1966 lbs LH = Vert.Trib Height (ft) = 1 9.0 9.0 Lwati Tot. (ft) = 24 x (Above) = - - lbs L = Dist to Adj Gridline (ft) = I 18.5 27.0 VXTO I = 1760 1966 lbs Shear Above: Line = f_- - - Vx/L = 73 82 plf V,,ove (Seis/Wind) = - - - - - - 01Trib. of Load = Use Shearwall Type= V,bvTrIb (Seis/Wind) = with[ clips @480.c. 39% for entire length of grid line 9,A-E Wood Shearwalls Length = Load Type = Shear Load (lbs) = Wall DLDW (psi:) = Resis. DLD (plf) = Resis. DI-point (lbs) = DLp015 Dist (ft) = Moment- (lb-ft) = 'Moment (lb-ft) = Uplift (lbs) = UPlift.t,ove = Uplift = Left Holdown = Right Holdown = W1 W2 W3 W4 W5 W6 24 Seis. 1760 1966 7 40 0 0 0 0 0 0 0 0 0 0 17602 15489 19656 19008 90 N/A 28 N/A - - - - - __ - - - - - - - - -- - - - - - - - 'Resisting Moment DL is reduced by 0.6-0.140S for Sei5.(12.14.3.1.3) & 0.6 for Wind (2.4.1) L upper [evt Line: Shearwall Seis. Wind Seis. Area (ft2) = 750 I Strength Design Seis. Force: F. 7.2 - psf Shear Line Len.TO (ft) = 20 p = 1.0 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge =_Pariii1 5DS = 0.793 Vxse.(,.SD) = Area/2*F0*p*0.7 = 1878 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 VXwjfld = LH*Lw/2*Px*0.6 = - 1037 lbs LH = Vert.Trib Height (ft) =[ö'J— Lw0ii Tot. (ft) = 7 IV, (Above) = - - lbs L_= Dist toAdjGridline(ft)=!12.0 _12.0 I V0 TO l 1878 1037 lbs Shear Above: Line = L - - - V/L = 268 148 Of Vbe (Seis/Wind) = - - - - - - %mb. of Load = Use Shearwall Type= VxAbvTrib_(Seis/Wind)= with [LTP4 clips @}80.c, 56% for entire length of grid line 11 Wood Shearwalls = W1 W2 W3 W4 W5 W6 Length= Load Type = Shear Load (Ibs) = Wall DLDW (psf) = Resis. DL (plo = Resis. DL 0101 (Ibs) = DLpoi.t Dist (ft) = Moment. (lb-ft) = 'Moment (lb-ft) = Uplift (lbs)= UPlIft.ve = Uplift = 7 I I I ____ ____ I I Seis.I_Wind 18781037 0 —0 00 00 00 - 00 16 40 18776 2396 10368 2940 - - - - - - - - - - - - - - - - - - 2520 -, - 1143 _____ 1143 2520 - - _____ - - - - - - Left liolciown = ier Han Right Holdown = Per Plan [LOWerLeveIE-W1 Line:r 1 Shearwall Seis. Wind Seis. Area (ft2) ) 1000 Strength Design Seis. Force: F. = 3.0 - psf sf s s s s f Shear Line Len-Tot. (ft) = 24 _______ p = 1.0 Maximum Wind Pressure: P. = - 16.0 p Wind RelativetoRidge=_Parallel I 5DS = 0.793 VCS(o) = Area/2*F0*p*0.7 = 1067 - lb Wind Lengths: Left Right Plate Ht. (ft) = 10 Vxwn = LH*Lw/2*Px*0.6 = - 1210 lb LH = Vert.Trib Height (ft) = 1_9.0 Lwaii Tot. (ft) = 6 ZV0 (Above) = - - lb L,= Dist toAdjGridline(ft)=I28.0 VO TOlil = 1067 1210 lb Shear Above: Line =- - - 3.5:1 = (h/2L)* Vx/L = 296 202 pl V,6ove (Seis/Wind) 01Tnb. of Load = Use Shearwall Type= .VboTrib (Seis/Wind) = with [LTP4 I clips 480.c. 30% at C C t cli > 0 - for entire length of grid line 15 Wood Shearwalls= Length = Load Type = Shear Load (Ibs) = Wall DI-Dist.(psf) = Resis. DI-Dist.(plo = Resis. DLp001 (Ibs) = DLp01 Dist (ft) = Moment- (lb-ft) = 1Moment (lb-ft) = Uplift (Ibs) = UPliftpove = Uplift = W1 W2 W3 W4 W5 W6 3 3 sTI _____ 533 605 16 533 605 16 0 0 0 0 0 0 0 0 5334 352 6048 432 5334 352 6048 432 - - - - - - - - - - - - - - - - 1993 1993 2246 1993 1993 2246 2246 - - - - - - - - - - - - 2246 - - - - Left Holdown = Per Plan Per Plan Right Holdown = Per Plan Per Plan 'Resisting Moment DL is reduced by 0.6-0.140Sm for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral F ____________________________ Shearwall Lower Level E:wi Sh Design Seis. Force: 3.0 - psf Seis. Wind gth Seis . Area (W)250 = Shear Line Len.rot (ft) = 20 p = 1.0 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge = I Parallel I SDS = 0.793 V,CiS.(Aso) = Area/2*F0*p*0.7 = 267 - lbs Left Right Plate Ht (ft) Wind Lengths: ______ _______ V 0 LH*Lw/2*PO*0.6 = - 605 lbs LwaiiTot.(ft) = 2 =IV, (Above) = - - lbs = Dist to Adj Gridline (ft) = 14.0 V 101 = 267 605 lbs Shear Above: Line = - - - V/L = 133 302 Of Vxy ove (Seis/Wind) = - - - - - - °'°Thb. of Load = Use Shearwall Type= (Seic/Wind' = with F ITP41 rlinc (ThI1R'"n ,- I for entire length of grid line 13 Strongwail Capacity = 360 360 360 360 18% C C Cu > 0 Steel Strongwalls = on Concrete Load Type = Shear Load (lbs) = Wall DL (psf) = Resis. DLDici (plf) = Resis. DL 051 (lbs) = DLp051 Dist (ft) = Moment (lb-ft) = 'Moment. (lb-ft) Uplift (lbs) = UPlftove = Uplift = Left Holdown = Right Holdown = SSW12x10 SSW12x10 W3 W4 W5 WIS 1 ___ ___ 1 ___ se.j Wid Seis. I Wind 133 302 _133 302 0 0 0 0 0 0 0 0 1334 0 3024 0 1334 0 3024 0 - -, - - - -- - - - - - - - - - - 2667 6048 2667 6048 6048 2667 6048 2667 - - - - - - - - t'er i'ian ver -'ian• Per Plan Per Plan [LowerLevei E-W Line Shearwall Seis Wind Seis. Area (&) 450 L 12 Strength Design Seis. Force: F. = 3.0 - psf Shear Line LenTOI (ft) = 12 p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Parallel SDs = 0.793 VXSeIS (AID) = Area/2*F0*p*0.7 = 480 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 VOWIRd = LH*Lw/2*Px*0.6 = - 1152 lbs LH = Vert.Trib Height (ft) = 'Th 10.0 Lwaii Tot. (ft) = 8 XV0 (Above) = - - lbs L = Dist to Adj Gridline (ft) = F 12.0 12.0 V0 r00i = 480 1152 lbs Shear Above: Line = - - - VxJL = 60 144 plf V,bove (Seis/Wind) = - - - - - 01°Thb. of Load = - - Use Shearwall Type= VbV.Trib. (Seis/Wind) = with[iF1 clips @480.c. 57% for entire length of grid line 12 Wood Shearwálls = Length = Load Type = Shear Load (lbs) = Wall DI-Dist.(psf) = Resis. DL0 (plf) = Resis. °'-Point (lbs) = DLp01 Dist (ft) = Moment (lb-ft) = 1Moment (lb-ft) = Uplift (lbs) = UpliftA 00 = Uplift = W1 W2 W W4 W5 - W6 8 II.1 480 1152 7 0 0 0 0 0 0 0 0 0 0 4801 1095 1344 - - - - 11520 - -- - - - - 494 494 1357 - - - - 1357 TT:11T1 - - - - ::i - - Left Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment DL is reduced by 0.5_0.14*S, for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Lower Level IN-SI Line: 1 Shearwall j Seis. Wind Seis. Area (ft) I 650 LN Strength Design Seis. Force: F. = 3.0 - psf Shear Line Len,TO (ft) = 11 p = 1.0 Maximum Wind Pressure: P. = - 16.0 psf Wind Relative to Ridge = Perpendicul1 SDS = 0.793 VXSe..(ASD) = Area/2*F0*p*0.7 = 693 - lbs Wind Lengths: Left Right Plate Mt. (ft) = 10 VCw fld = LH*Lw/2*Px*0.6 = - 1728 lbs LH = Vert.Trib Height (ft) =E 10.0 10.0 LwOIITOt (ft) = 10 ZV (Above) = - - lbs = Dist to Adj Gridline (ft) = 16.0 20.0 IV, ToWI = 693 1728 lbs Shear Above: Line = - - VXIL = 69 173 plf Vbove (Seis/Wind) = - - - - - 01Thb. of Load = Use Shearwall Type= _______ Vtt bv.Trib. (Seis/Wind) = with[ LT P4 I clips @j 'o.c. L94% I - for entire length of grid line N Wood Shearwalls= W1 W2 W3 W4 W1 W6 Length = Load Type = Shear Load (lbs) = Wall DL0• (psf) = Resis. DLDW (plf) = Resis. DI-point (lbs) = Moment- (lb-ft) = 'Moment (lb-ft) = Uplift (lbs) = Uplift. = 10 ______ I ______ I ______ ______ ____________ I ______ ______ I Seis. I Wind I 693 1728 0 0 0 0 0 0 0 0 0 0 7 DLp0 Dist (ft) 6934 1711 17280 2100 - - - - - - - - - - - - - -. - - - - - 550 1598 550 UpliftAVC = - - - 1598 - - - - - - - Lett Holdown = Per Plan Right Holdown = Per Plan Shearwall 1 Seis. Wind - - Line: L _________J Strength Design Seis. Force F. = - - psf Shear Line Len.TW (ft) = p = 1.0 Maximum Wind Pressure: P. = - - psf Wind Relative to Ridge = I SDS = 0.793 V,60 (0) = Area/2*F0*p*0.7 = - - lbs Wind Lengths: Left Right Plate Ht. (ft) = VOW od = LH*Lw/2*Px*0.6 = - - lbs LH = Vert.Trib Height (ft) = Lwaii Tot. (ft) = XV0 (Above) = - - lbs = Dist to Adj Gridline (ft) = I VX TO I = - - lbs Shear Above: Line = - - VXJL = - - plf V,bene (Seis/Wind) = - - - - - - Use Shearwall Type= C) 01°Idb. of Load =riii.._______________________ - V,fbvTrib (Seis/Wind) = with[ii ] clips @L._.i'o.c. for entire length of grid line WoodShearwalls= W1 W2 W3 W4 W5 W6 Length . -.--.--.-- Load Type Shear Load (lbs)-- Wall DLDW (psf) = Resis. DI-Dist.(plf) = Resis. °'-Point (lbs) = DL 005 Dist (ft) Moment- (lb-ft) 'Moment (lb-ft) Uplift (lbs) Uplif=j UPllftNet Left Holdown = Right Holdown = 'Resisting Moment DL is reduced by 0.60.14*5m for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) E Perforated Shear Wall Analysis Wood Framed Shear Walls with Openings (SEAOC Design Manual Vol. II) Gov. ________ Grid Line: [_Upper Level R J Force: Lseisrnic 2003 lbs SOS = 0.79344 Uniformly Distributed Resisting DL = 1551 plf Wall Dimensions (ft) W1 W, W m7l 16 ft Max Shear = 282 plf 0 Overturning Moment = 20028 lbs*ft 'Resist. Overturning Moment = 9700 lbs*ft Resulting Uplift Force = 645 lbs Holdown Per Plan Header Strap Tension = 422 lbs CS16 Strap 25% Sill Strap Tension = 344 lbs CS16 Strap 20% 'Resisting Moment DL is reduced by 0.6_0.14*Sre ror Seis.(12.14.3.1.3) & 0.6 fbr Wind (2.4.1) Gov. Grid Line: [Upper Level 5 Force: Lseismic.J 1252 lbs SOS = 0.79344 Uniformly Distributed Resisting DL =F'144 plf Wall Dimensions (ft) W, W2 W3 Window 2 6 .2 H2 = I loft lOft Max Shear = 391 plf Overturning Moment = 12518 lbs*ft 'Resist. Overturning Force = 3520 lbs*ft Resulting Uplift Force = 900 lbs Holdown Per Plan Header Strap Tension = 845 lbs C516 Strap 50% Sill Strap Tension = 688 lbs . CS16 Strap 40% 'Resisting Moment DL is reduced by 0.60.14S r Seis.(52.14.3.1.3) & 0.6 for Wind (2.4.1) Vert. Shear Force Above Header I 563 I V (lb) =1 I Header Strap Tension I 422 I I 579 I Shear Above Openin I I I I I v (plf) =1 89 282 89 Horiz. Force @ Opening V(lb)=I 1001 I I 1001 I ___ v (plf) =1 154 I Shear @ Opening I 154 I Vert. Shear Force Below Sill I I T(lb) = 688 V (lb) =1 657 Sill Strap Tension I 44 I I 657 I V (plf)=I 101 I Shear Below Sill I. 229 I 1.101 I T(lb)=l 1252 I Vert. Shear Force - - I -12521 Vert. ShearForce Above Header 563 V(lb)=I (219) I Header Strap Tension I 845 I 1(219) I Shear Above Openin v(plf)=I (110) I I 282 I 1(110) I Horiz. Force @ Opening V (lb) =1 626 I I 626 I V (plf) =1 391 I Shear @ Opening I 391 I Vert. Shear Force Below Sill I I T(lb) = 688 V(lb)=I (63) I Sill Strap Tension I 688 I I (63) I V (plf) =1 (31) I Shear Below Sill I 229 I I (31) I - T(lb)=I 1252 I Vert. Shear Force I -12521 - Gov. Grid Line: L Upper Level 7 I Force: Seismic = 2378 lbs S05 = 0,79344 Uniformly Distributed Resisting DL = 155plf Wall Dimensions (ft) W1 W2 W3 Widow 3 8 31 Hl = 2 lOft L-----------------------' 14 ft Max Shear = 396 plf Overturning Moment = 23783 lbs*ft 1Resist, Overturning Moment = 7427 lbs*ft Resulting Uplift Force = 1168 lbs Holdown Per Plan Header Strap Tension = 1529 lbs CS16 Strap 90% Sill Strap Tension = 1246 lbs CS16 Strap 73% 'Resisting Moment DL is reduced by 0.60.14*Sre for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Gov. Grid Line: L_Upper_Level_9 Force: Seismic = 1127 lbs SOS = 0.79344 Uniformly Distributed Resisting DL = 155!plf Wall Dimensions (ft)W1 W2 W3 Wiow 2 8 =[: Hl = H2 10 ft H3 = 12.5 ft Max Shear = 338 plf AYX Overturning Moment = 11266 lbs*ft 'Resist. Overturning Moment = 5920 lbs*ft Resulting Uplift Force = 428 lbs Holdown Per Plan Header Strap Tension = 811 lbs CS16 Strap 48% Sill Strap Tension = 661 lbs C516 Strap 39% Vert. Shear ForceAbove Header 764 HeaderStrapTension V(lb)=I_(340)I I_1529 I 1(340)1 Shear Above Opening v(plf)=I_(113)I I_382 I 1(113)1 V(lb)=I_1189 I Honz. Force @ Opening - I_1189 1 V (plf) =1_396 I Shear © Opening I_396 I Vert. ShearForceBelow Sill T(lb) = I_934 I V (lb) =1_(57)I Sill StrapTension I_1246 I I_(57)I v(plf)=I_(19)I ShearBelow Sill I_311 I L('9)_I T(lb)=l_1699 I Vert. Shear Force I_-1699 I Vert. Shear ForceAbove Header 406 HeaderStrapTension V (lb) =1(270)_I I_811 I I_(225)I Shear Above Opening v (plf) =1(135) _I I_203 I V (lb) =1_541 I Horiz, Force © Opening I_586 I _______ v (plf) =1_338 I Shear © Opening I_234 I Vert. ShearForceBelow Sill T(lb) = I_496 I V (lb) =1(120)_1 Sill StrapTension I_661 I v(plf)=(60)I ShearBelow Sill I_165 I I_(30)I T(lb)=I901 I Vert. Shear Force I_-901 I 'Resisting Moment DL is reduced by 0.60.14*Ses for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Gov. Grid Line: Upper Level 10 Force: [_Wind= 151 lbs SDS = 0.79344 Uniformly Distributed Resisting DL =, i447 pIf Wall Dimensions (ft) W1 W2 W3 Window 2.25 HI 2 .............. : loft 8.5 ft Max Shear = 40 plf Overturning Moment = 1512 lbs*ft 'Resist. Overturning Moment = 3121 lbs*ft Resulting Uplift Force = (189) lbs No Holdown Required Header Strap Tension = 80 lbs C516 Strap Sill Strap Tension = 65 lbs C516 Strap 'Resisting Moment DL is reduced by 0.60.14*5 fbr 5ei5.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Vert. Shear Force Above Header F-80 I Header Strap Tension V (lb) ml (4) I I 80 I I (4) I Shear Above Opening v(plf)=I (2) I I 40 I 1 (2) I Honz. V(lb)=I 76 I Force @ Opening I 76 I _____ v(plf)=I 34 I Shear @ Opening I 34 I Vert. Shear Force Below Sill T(lb)= I 98 I _-1-0-] _____ V(lb)=I 10 I Sill Strap Tension I 65 I I 10 I ________ v(plf)=I 5 I Shear Below Sill I 33 I I 5 I 5% 4% T(lb)=l 178 I Vert. Shear Force I -178 I 13,300 # Total Load 9275 # Factored Load rri 74?/oTil 31,800 # Total Load 23750 # Factored Load VA Foundation Design Distributed Loads Grid line: [HJ q= [200p3 psf (Note: All loads are psi and lengths are ft) W Ext. Wall*Ht. + mt. Wall*Ht. + Ri*Span/2_+ R2*Span/2 +_F1*Span/2 + F2*Span/2= Total Load w= 16 *OJ+ 7 LiJ1+ 40 *[iOI/2 + 54 * J/2+ 94 * [i40/2+ 7 /2= 1178 plf Gov. Load: D+0.75L+0.75Lr = 1083 plf Use:i5J "Wide x [18] "Deep w/ ( [J) L#4J Bars T&B Loaded:IJ Grid line: i] q= L I psf I (Note: All loads are psi and lengths are ft) W= Ext. Wall*Ht. + mt. Wall*Ht. + R1*Span/2 + R2*Span/2 +_F1*Span/2 + F2*Span/2= Total Load 16 1+ 7 [1+ 40 *c i/2+ 54 JJ/2+ 94 * [j/2+ - *F 7/2= 0 plf plf Use:E i'Widex L.J"Deep w/ ( [J) L#4iBarsT&B Loaded: Grid line: [ q= [_j3 psf (Note: All loads are psi and lengths are ft) w= Ext. Wall*Ht. + mt. Wall*Ht. + Ri*Span/2 + R2*Span/2 +_F1*Span/2 + F2*Span/2= Total Load _____ ______ 94 * L__J/2+ *F7 /2= 0 plf w= 16 [J+ 7 L_]+ 40 *LJ/2 ::T 54 JWidexc:J"Deep w/ ( {TJ) L#4i Bars T&B plf Use _____ Loaded: Concentrated Loads Pad Ftg :Jfl q= 2&51 psf ____ ______ _____ D(L3500J )+Lr(( 0J )+L([ __1)+ W( L fl + E( ET )= Gov. Load: D+Lr = V(144* 6600 /2000 )= 21.8 " Min. Square Dimension Use:j_24Th'Sqr. x[18_j" Deep with (3)JBars Ea. Way Pad Ftg: rFr' q=J 20001 psf ______ D(E'5300J )+Lr(l 22001 )+L(L3iöoj) + W( + E( L2700T) = Gov. Load: D+0.75L+0.75Lr = v'(144* 9275 / 2000 )= 25.8 "Mm. Square Dimension Use:J"Sqr. xL.' Deep with (4)fjBars Ea. Way Pad Ftg: f1 q=20Odpsf D([1370pJ )+Lr(ji6300 )+L() + W( r"J) +.E( 47OO 1) = Gov. Load: D+0.75L+0.75Lr = V(144* 23750 / 2000 )= 41.4 "Mm. Square Dimension Use: 45 "Sqr. x 18" Deep with (5) Bars Ea. Way 6,600 # Total Load 6600 # Factored Load rTrA 83?/o Pad Ftg: J q2000 -psf - - ') + E( 700) = 28,300 # Total Load D( 10600 )+Lr(j3300j )+L([10700j+ W( Gov. Load: D+L= 21300 #Factored Load v'(144* 21300 / 2000 )= 39.2 -" Mm. Square Dimension Use: 457"Sqr. xl 15 " Deep with (4) Bars Ea. Way Pad Ftg: r01 qj 2O6d psf D('i00J )+Lr( 3100 J )+L( p0) + W( L + E( 00J) = Gov. Load: D+0.75L+0.75Lr = V(144* 16750 /2000 )= 34.7 "Mm. Square Dimension Use: L39 "Sqr. x 15" Deep with (4) Bars [a. Way 1TFA7.6?/o1 19,900 # Total Load 16750 # Factored Load rrrR79wo1I SIMPLY STRONG Correction ENGINEERING qcEVEt) Responses 9474 Kearny Villa Rd Suite 215, San Diego, CA 92126 r ç 4 'LOV? October 11, 2017 Evan Coles, P.E. (858) 346-7734 Project #: 17-161 evan@simplystrongeng.com .., Of- Project: Campana Residence jLOlt' Dt' Address: LA COSTA VALLEY UNIT NO.4, CARLSBAD, CA 92009 Correction #6: Please see updated detail 48/S8 and new detail 14/SS1 for glass guardrail detail, per ESR repçrt #3269. Correction #20, 21: The soils report has been incorporated into the plans. See revised Design Criteria, Statement of Special Inspection, notes at sheet S2, Foundation Notes; and revised details. Correction #55,.56: Please see calculation for RB-4 TO RB-14 and also FB-4 to FB-1. Multiple Simple Beam File = Z:\Projects\2017\1GEPW7-Q\CALC\campana.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.29. Ver:6.17.3.29 Description: LOWER ROOF BEAMS Wood Beam Design: !RB-4. - - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x11.875, Parallam PSL, Fully Braced 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 29000 psi Fc PrIl 29000 psi Fv 2900 psi Ebend xx 2000 Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi ' " Applied Loads Beam self weight calculated and added to loads DEC 0 4 2017 Unif Load: 0 = 0.0160 k/ft, Trib= 4.250 ft Unit Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 ft Unit Load: D = 0.020, Lr = 0.020 k/ft, Trib= 7.50 ft CITY OF CARLSBAD Design Summa n BUILDING DIVISION Max fb/Fb Ratio = 0.581 1 R188 fb : Actual: 2,106.02 psi at 9.625 ft in Span # 1 Fb: Allowable: 3,625.00 psi Load Comb: +D+Lr+H . . Max fv/FvRatio = 0.269: 1 fv : Actual : 97.44 psi at 18.288 ft in Span # 1 19.250 ft. 5.25x11.875 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H _________________________________________________________________ Max Deflections Max Reactions (k) 2 I. ff Downward L+Lr+S 0.403 in Downward Total 0.991 in Left Support 2.67 1.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.67 1.83 Live Load Defi Ratio 573 >240 Total Defi Ratio 233 >11 Wood Beam Design: R(LlNE 2015, IBC 2015, CBC 2016, AS( Calculations per NDS BEAM Size: 6x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.2 Fb - Cdmpr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi A 0 Applied Loads Beam self weight calculated and added to loads Unif Load: D= 0.020->0.080, Lr = 0.020->0.080 k/ft, 0.0 to 6.50 ft Unit Load: D= 0.080->0.020, Lr = 0.080->0.020 k/ft, 6.50 to 13.0 ft Design Summary Max fb/Fb Ratio 0.256 1 fb : Actual: 279.59 psi at 6.500 ft in Span # 1 Fb : Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.076: 1 fv : Actual: 16.11 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P I Ir a W E Left Support 0.41 0.33 Right Support 0.41 0.33 0(0 020 0 0801 10.020.0.080 13.0 ft, 6x12 ft Downward L+Lr+S 0.042 in Downward Total 0.093 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 3747 >240 Total Defi Ratio 1676 >180 Mood seam DesIgn: RB-6 (LINE C) Calculations peiNDS 20151BC 2015,CBC2016ASCE 7-10. BEAM Size: 6x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr = 0.020 k/ft, 0.0 ft to 1.750 ft, Trib= 7.50 ft Point: D=0.70, Lr=0,70k@ 1.750 ft Unit Load: D= 0.080->0.020, Lr = 0.080->0.020 k/ft, 1.750 to 8.0 ft Design Summary Max fb/Fb Ratio = 0.259 1 fb : Actual: 283.12 psi at 1.760 ft in Span #1 Fb: Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.180: 1 fv : Actual : 38.33 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) P i, LE Left Support 0.98 0.93 Right Support 0.40 0.35 8.0 ft. 6x12 ft Downward L+Lr+S 0.016 in Downward Total 0.033 in Upward L+Lr+S 0.000 in Upward Tot ti zal 0.000 2937 > Live Load Deft Ratio , Multiple I - Simple earn File= Z:\Projects\2017\1GEPW7-Q\CALC\campana.ec6 ENERCALC, INC. 1983-2017;Build:6.17.3.29, Ver.6.17.3.29 It!tYA!E,IisIs1I.1I.Engineering Wood Beam Design I _. ____ - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x16, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension • 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 kift, Trib= 7.250 ft Design summary - Max lb/Fb Ratio = 0.738 1 fb : Actual : 1,210.19 psi at 12.000 ft in Span #1 Fb: Allowable: 1,640.19 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.274: 1 fv : Actual: 58.18 psi at 22.720 ft in Span #1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q 1. kr a iN E ti Downward L+Lr+S 0.398 in Downward Total 0.848 in Left Support 1.96 1.74 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.96 1.74 Live Load Defi Ratio 722 >240 Total Defi Ratio 339 >180 Wood Beam Design [(LINE K)_____________________ _____ -- 01 - Calculations per NDS 25, lBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x14, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Li = 0.020 klft, 0.0 ft to 7.750 ft, Trib= 16.0 ft Point: D = 1.30, Lr = 1.30k @7.750 ft Unif Load: D= 0.080->0.020, Liz 0.080->0.020 klft, 7.750 to 14.0 ft Design Summary Max fb/Fb Ratio 0.831 1 fb : Actual: 1,383.82 psi at 7.653 ft in Span # 1 Fb: Allowable: 1,665.56 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.408: 1 fv : Actual : 86.73 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q 1. i,r a V E hi Downward L+Lr+S 0.172 in Downward Total 0.352 in Left Support 2.57 2.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support .1.75 1.63 Live Load Defi Ratio 974 >240 Total Defi Ratio 476 >180 Wood Beam Design I RB 9 (LINE S)_ _____ Calculations per NDS 2015, lBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x14, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Li = 0.020 klft, 0.0 ft to 5.750 ft, Trib= 16.0 ft Point: Dr 1.30, Lr= 1.30 k@5.750ft Unif Load: Dr 0.080->0.020, Lr = 0.080->0.020 klft, 5.750 to 11.50 ft a, Design Summary Max fb/Fb Ratio = 0.605 1 fb : Actual: 1,007.25 psi at 5.750 ft in Span # 1 Fb: Allowable: 1,665.56 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.342: 1 fv : Actual: 72.64 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 9 k 1r Left Support 2.21 2.12 Right Support 1.40 . 1.31 0(0.320) Lr(O.320) 11.500, 6x14 li Downward L+Lr+S 0.081 in Downward Total 0.166 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1698 >240 Total Defi Ratio 831 >180 Multiple Simple Beam File Z:\Projects\2017\1GEPW7-Q\CALC\campana.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29,Ver.6.17.3.29 I Wood Beam Design: Lk (LI~EL1 _____ ____ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x16, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, 7.0 ft 1023.0 ft, Trib= 5.50 ft Unif Load: 0= 0.020->0.080, Lr = 0.020->0.080 k/ft, 0.0 to 7.0 ft Unif Load: D= 0.080->0.020, Lr = 0.080->0.020 k/ft, 23.0 to 29.0 ft Design Summav Max fb/Fb Ratio = 0.762 1 fb : Actual: 1,250.26 psi at 14.597 ft in Span #1 Fb: Allowable: 1,640.19 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.217: 1 fv : Actual: 46.21 psi at 27.743 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 k Left Support 1.45 1.19 Right Support 1.49 1.22 010 1101 Lr(0 110) 1.2 29.09, 6x16 U Downward L+Lr+S 0.575 in Downward Total 1.259 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 604 >240 Total Deft Ratio 276 >180 Wood Beam Design i1([INE7)________________ ____ ._::ii:i Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - PrIl 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Beam sell weight calculated and added to loads Unif Load: 0 = 0.020, Lr = 0.020 k/ft, Trib= 12.0 ft Design Summary Max fb/Fb Ratio = 0.325 1 fb : Actual: 355.59 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.158: 1 fv : Actual: 33.48 psi at 4.383 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q i !,,r a iN E II Downward L+Lr+S 0.013 in Downward Total 0.027 in Left Support 0.62 0.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.62 0.60 Live Load Deft Ratio 4445 >240 Total Deft Ratio 2181 >180 Wood Beam Design LRB-12 (LINE 8 9) ____ - - - . - Calculations per NDS 2015 IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.020, Li = 0.020 k/ft, Trib= 9.250 ft Unit Load: 0 = 0.0160 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.364 1 fb : Actual: 1,319.20 psi at 6.250 ft in Span # 1 Fb : Allowable: 3,625.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.244: 1 fv : Actual : 88.42 psi at 0.000 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) 12 1. Lr a W Left Support 1.74 1.16 Right Support 1.74 1.16 D0.1l(I.1930) I 12.50 It, 3.5x11.875 U Downward L+Lr+S 0.105 in Downward Total 0.262 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1434 >240 Total Deft Ratio 573 >180 File = Z:\Projects\2017\1 GEPW7-Q\CALC\campana.ec6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Wood Beam Design: L Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0160, Lr =0.020 k/ft, 0.0 ft to 16.50 ft, Trib= 5.50 ft Unif Load: D = 0.0160, Lr = 0.020 Oft, 0.0 to 12.0 it, Trib= 5.0 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, 16.50 to 26.50 It, Trib= 7.0 ft Design Summary Max fb/Fb Ratio = 0.308 1 fb : Actual: 1,116.01 psi at 16.500 ft in Span #1 Fb: Allowable: 3,625.00 psi Load Comb: +D+Lr+H, LL Comb Run (LL) Max fv/FvRatio = 0.167: 1 fv : Actual : 60.59 psi at 15.593 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H, LL Comb Run (LL) Max Reactions (k) Q fl Downward L+Lr+S 0.495 in Downward Total 0.790 in Left Support 1.05 1:67 Upward L+Lr+S -0.311 in Upward Total -0.096 in Right Support 3.45 3.17 Live Load Defi Ratio 484 >240 Total Defi Ratio 302 >180 Wood Beam Design ij (LINE 1()__________________ ____ - - Calculations per NDS 2015,'11136-20-i 5, CBC 2016, ASCE 7-10 BEAM Size: 6x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - PrIl 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcI Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.020, Lr = 0.020 k/ft, 6.50 ft to 10.0 It, Trib= 10.0 ft Point: D = 0.80, Lr = 0.80 k @6.50 ft Unif Load: D= 0.020->0.080, Lr = 0.020->0.080 k/ft, 0.0 to 6.50 ft ues,gn summary Max fb/Fb Ratio = 0.568 1 lb : Actual : 621.20 psi at 6.500 It in Span # 1 Fb: Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.238: 1 Iv : Actual: 50.54 psi at 9.067 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 1 Li Left Support 0.67 0.60 Right Support 1.29 1.22 D(0.20) Lri0 201 10.00, 6x12 U Downward L+Lr+S 0.052 in Downward Total 0.108 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 2299 >240 Total Defi Ratio 1113 >180 Steel Beam Design:. (-i(UN 9) ALTERNATE - Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: W10x30, Fully Braced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending ADD/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 k/ft, 0.0 ft to 16.50 ft, Trib= 5.50 ft Unif Load: D = 0.0160, Lr = 0.020 k/ft, 0.0 to 12.0 It, Trib= 5.0 ft Unif Load: 0 = 0.020, Lr = 0.020 k/ft, 16.50 to 26.50 ft, Trib= 7.0 ft Fy = 50.0 ksi E= 29,000.0 ksi Design Summary Max fb/Fb Ratio = 0.170:1 Mu : Applied 15.500 k-ft at 16.500 ft in Span # 1 Mn! Omega: Allow 91.317 k-ft Load Comb: +D+Lr+H, LL Comb Run (LL) Max fv/FvRatio = 0.057: 1 Vu: Applied 3.606 k at 16.500 ft in Span # 1 Vri I Omega: Allow 63.0 k Load Comb: +D+Lr+H, LL Comb Run (LL) Max Reactions (k) Q L Li Left Support 1.07 1.67 Right Support 3.54 3.17 Downward L+Lr+S 0.196 in Downward Total 0.316 in Upward L+Lr+S -0.123 in Upward Total -0.038 in Live Load Defi Ratio 1222 Total Defi Ratio 758 1 io l(0.140)Lr(O.140) - .-,---- -,,.,- ---, ' - I 16.501t 10.0 ft W Max Deflections Wood Beam Design: jLiNE 0) _ - Caitjiation___s per NDS 2015, IBC 2015, CBC 2016,-ASCE 740 BEAM Size 3.5x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160 klft, Trib= 10.0 ft Unit Load: D = 0.020, Lr = 0.020 kift, 2.50 to 8.250 ft, Trib= 11.50 ft Unit Load: D = 0.0140, L = 0.040 k/fl, Trib= 2.0 ft Point: D = 1. 10, Lr= 0.80, L = 0.20k @2.50 ft Point: D = 0.90, Lr = 0.90 k @ 5.750 ft Point: 0 = 2.0, Li = 0.60, L = 0.60, E = 3.50 k @ 14.250 ft Unit Load: D= 0.080-4.0, Lr = 0.080->0.0 kift, 8.250 to 14.250 ft Design Summary' Max fb/Fb Ratio = 0.525 1 tb : Actual: 1,871.45 psi at 5.738 ft in Span # 1 Fb: Allowable: 3,563.50 psi Load Comb: +D+Lr+H, LL Comb Run (L*) Max fv/FvRatio = 0.418: 1 fv : Actual : 151.53 psi at 0.000 ft in Span #1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H, LL Comb Run (L*) Max Reactions (k) Q L. ki a W Left Support 3.23 0.67 1.95 -0.41 Right Support 5.23 1.35 1.98 3.91 Dl0.230lL.8 ii 12.750 ft 1.50 ft. 3.514.0 II Downward L+Lr+S 0.124 in Downward Total 0.296 in Upward L+Lr+S -0.059 in Upward Total -0.091 in Live Load Defi Ratio 848 >360 Total Defi Ratio 396 >240 Wood Beam Design: IFB-5(LINE 10) - -. - ____ - Cllions per NDS 2015lBC2015CBC 2OI6TASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced 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 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi . Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160 kift, Trib= 10.0 ft Unit Load: D = 0.0140, L = 0.040 k/fl, Trib= 2.0 ft Unit Load: D = 0.020, Li = 0.020 kift, Trib= 2.0 ft Point: D = 0.40, Li = 0.20, L = 0.30 k @ 8.750 ft Design Summary' Max f'olFb Ratio = 0.089 1 tb : Actual: 252.49 psi at 3.840 ft in Span # 1 Fb : Allowable: 2,850.80 psi Load Comb: +Di-L+H, LL Comb Run (L*) Max fv/FvRatio = 0.145: 1 fv : Actual : 41.95 psi at 8.000 It in Span #1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H LL Comb Run (LL) Max Reactions (k) a I,. ki Left Support 0.93 0.32 0.16 Right Support 1.60 0.71 0.41 8.0 8 0.750 8, 3.5x14.0 Downward L+Lr+S 0.005 in Downward Total 0.018 in Upward L+Lr+S -0.001 in Upward Total -0.005 in Live Load Defi Ratio 13026 >360 Total Defi Ratio 3680 >240 File = Z:\Projects\2017\1GEPW7-Q\CALC\campana.ec6 Multiple Simple Beam - ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 IUt'a'EII.iSIu5I.1L. -- -Licensee: Sim, i. Wood Beam Design: (LINE L) - 13L/M Size: i.5x11.875, Parallam PSL, Fully Braced 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 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc- Perp 625.0 psi - Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160 k/ft, 8.250 ft to 12.0 ft, Trib= 12.0 ft Unif Load: D = 0.0140, L = 0.040 klft, 8.250 to 12.0 ft, Trib= 4.0 ft Unit Load: 0 = 0.020, Li = 0.020 klft, 8.250 to 12.0 ft, Trib= 2.0 ft Unit Load: D = 0.020, Lr = 0.020 klft, 0.0 to 8.250 ft, Trib= 2.0 ft Point: D= 1.0, Lr=0.20, L0.40k@9.250ft - Design Summary Max fb/Fb Ratio = 0.284; 1 fb : Actual: 824.17 psi at 9.200 ft in Span #1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.279: 1 fv: Actual : 81.04 psi at 11.040 ft in Span #1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) 12 L Li a W E H Downward L+Lr+S 0.034 in Downward Total 0.139 in Left Support 0.69 0.19 0.29 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 0.81 0.39 Live Load Defi Ratio 4262 >360 Total Defi Ratio 1035 >240 Wood Beam Design FB 7 (LINE L) Calculations per NDS 2015, iBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x14, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist 'Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Pc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 kift, Trib= 10.0 ft Unif Load: 0 = 0.020, Lr = 0.020 klft, Trib= 2.0 ft Unif Load: 0 = 0.020, Li = 0.020 kift, 7.750 to 18.250 ft, Trib= 11.0 ft Point: D = 0.90, Lr = 0.90 k @7.750 ft Point: D= 1.80, Lr= 1.20k@9.50ft Unif Load: 0= 0.0-'0.080, Li = 0.0->0.080 klft, 0.0 to 7.750 ft Design Summary Max fb/Fb Ratio = 0.680 1 fb : Actual: 2,421.94 psi at 9.497 ft in Span # 1 Fb: Allowable: 3,563.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.318: 1 fv : Actual : 115.39 psi at 17.390 ft in Span #1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Li a W Left Support 4.44 2.39 Right Support 5.14 3.07 Wood Beam Design: (B-8(uNE5)_______ 0 801 D(0.220)Lr(O.220) , 1i 18.50 ft, 7x14 lx Downward L+Lr+S 0.311 in Downward Total 0.823 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 713 >360 Total Defi Ratio 269 >240 Caicuiations per NDS 2015, iBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2. OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0340, L = 0.060 kItt, Trib= 1.330 ft Point: 0 = 0.90, Li = 0.90 k @ 1.750 ft Density 45.050 pcf File Z:\Projects\2017\1GEPW7-Q\CALC\campana.ec6 Multiple Simple Beam - , ENERCALC, INC. 1983-2017, Build:6.17.3.29,Ver.6.17.3.29 Design Summary Max fb/Fb Ratio = 0.384 1 fb Actual : 1,11300 psi at 6.700 ft in Span #1 Fb: Allowable: 2900.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.277: 1 fv : Actual : 100.49 psi at 0.000 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+0750Lr+0750L+H Max Reactions (k) Q 1. Lr a w E H Downward L+Lr+S 0.198 in Downward Total 0.430 in Left Support 1.21 0.60 0.80 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.60 0.11 Live Load Defi Ratio 909 >360 Total Defi Ratio 418 >240 Wood Beam Design (LINE 5)_____ Caicuiations per NDS 2015 iBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, Trib= 10.0 ft Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 1.330 ft Unif Load: D = 0.020, Lr 0.020 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.102 1 fb : Actual : 292.13 psi at 4.125 ft in Span # 1 Fb: Allowable: 2,850.80 psi Load Comb: +D+L+H Max fv/FvRatio = 0.103: 1 fv : Actual : 29.74 psi at 0.000 It in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) Q I. Li a iN E E Downward L+Lr+S 0.005 in Downward Total 0.024 in Left Support 1.13 0.22 0.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.13 0.22 0.33 Live Load Deft Ratio 18903 >360 Total Deft Ratio 4045 >240 Wood Beam Design IfB_lo (LINE5) ____ 1 1 Calculations per NDS 2015, iBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x14, Parallam PSL Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Density 45.050 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, 0.0 ft to 17.0 if, Trib= 10.0 ft Unif Load: D = 0.0140, L = 0.040 k/ft, 0.0 to 17.0 if, Trib= 1.330 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, 0.0 to 17.0 ft, Trib= 4.0 ft Point: D = 0.80, Li = 0.70, E = 4.50k @ 1.250 ft Point: D = 3.20, Li = 1.40, L = 1.90k @16.250 ft Design Summary Max fb/Fb Ratio = . 0.583 1 fb : Actual : 11661.83 psi at 13.370 ft in Span #1 Fb: Allowable: 2,850.80 psi Load Comb: +D+L+H Max fv/FvRatio = 0.339: 1 fv : Actual : 98.38 psi at 19.880 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) Q I,, Li Left Support 4.42 0.97 1.78 4.23 Right Support 4.63 1.84 1.68 0.27 K.'X'1i.IJtr... r flZMj I-.-- . - - nn E Downward L+Lr+S 0.207 in Downward Total 0.895 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1219 >360 Total Defi Ratio 281 >240 Multiple Simple Beam File = Z:\Projects\2OlAlGEPW7-Q\CALC\campana.ec6 ENERCALC, INC. 1963-2017, Build:6.17.3.29, Ver.6.17.3.29 Description: FLOOR BEAMS (FB-11 TO FB-14) Wood Beam Design: ftBH(UNEi 11 - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x14, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoølied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0140, L = 0.040 k/ft, 0.0 ft to 6.0 ft, Trib= 12.0 ft Unif Load: D = 0.020, Lr 0.020 k/ft, 6.0 to 15.0 ft, Trib= 14.0 ft Point: D=5.70, Lr=2.20, L= 1.30, E4.30k@6.oft Design Summary Max fb/Fb Ratio = 0.701 1 fb : Actual: 1,999.60 psi at 5.998 ft in Span # 1 Fb: Allowable: 2,850.80 psi Load Comb: +D+L+H Max fv/FvRatio = 0.403: 1 fv : Actual: 116.77 psi at 0.000 It in Span #1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D 1 Li 5 W 5 Downward L+Lr+S 0.162 in Downward Total 0.517 in Left Support 5.29 3.10 2.12 2.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.41 1.08 2.60 1.69 Live Load Defi Ratio 1127 >360 Total Defi Ratio 353 >240 Steel Beam Design FB 12(LJNEL) - J Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: W1 2x53, Fully Braced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.0340, L = 0.060 k/ft, Trib= 7.50 ft Unif Load: D=0.0140, L = 0.040 k/f), 0.0 to 4.50 ft, Trib= 2.0ff Unif Load: D =0.0140, L = 0.040 k/fl, 4.50 to 12.50 if, Trib= 4.0 ft Unif Load: D 0.020, Lr = 0.020 kift, 12.50 to 22.0ff, Trib= 4.0 ft Point: D =4.40, Lr = 2.90, L=0.90, E = 4.50k @ 12.50 ft Point: D =0.50, Lr = 0.30, L 0.40 k @4.50 ft Unit Load: D = 0.160 k/ft, 0.0 to 12.50 ft Unit Load: D = 0.0560 k/ft, 12.50 to 22.0 ft Design Summary Max fblFb Ratio = 0.491: 1 Mu , Applied 95.387 k-ft at 12.467 ft in Span # 1 Mn / Omega: Allow 194.361 k-ft Load Comb: +D+0.750Lr+0750L+H Max fv/FvRatio = 0.174:1 Vu: Applied 14.550 k at 0.000 ft in Span # 1 Vn/ Omega: Allow 83.490 k Load Comb: +D+L+H Max Reactions (k) Q 1 Lr S W S Left Support 7.78 6.77 1.66 1.94 Right Support 7.76 6.07 2.31 2.56 D(O 160) • D(O.0560) 080)' 22.0 ft Downward L+Lr+S 0.267 in Downward Total 0.634 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 990 Total Defi Ratio 416 Multiple Simple Beam File Z:Projects\2017\1GEPW7-0\CALC\campana.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.3.29 Steel Beam Design: IFB-13(uNE7) -- - Calculations per AlSC 360.10, IBC 2015, CBC 2016, ASCE 7.10 STEEL Section: W12x53, Fully Braced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Li = 0.020 k/ft, 6.0 ft to 14.50 ft, Trib= 8.0 ft Unif Load: 0 = 0.0160 k/ft, 0.0 to 14.50 ft, Trib= 10.0 ft Unif Load: D = 0.020, Li 0.020 k/ft, 0.0 to 14.50 ft, Trib= 4.50 ft Unif Load: 0 = 0.0140, L = 0.040 klft, 14.0 to 18.50 ft, Trib= 8.0 ft Point: D = 7.80, Li = 1.70, L = 6.80k @ 14.50 ft Point: 0 = 5.20, Li = 3.10k @ 14.50 ft Point: D= 1.60, Lr= 1.60, E6.ok@ 14.50 ft Unif Load: D= 0.0->0.080, Li = 0.0->0.080 k/ft, 0.0 to 6.0 ft Design Summa Max fb/Fb Ratio = 0.483: 1 Mu : Applied 93.939 k-ft at 14.492 ft in Span # 1 Mn/omega : Allow 194.361 k-ft Load Comb: +D+075OLr+0750L+H Max fv/FvRatio = 0.291: 1 Vu: Applied 24.299 k at 18.500 ft in Span # 1 Vn / Omega: Allow 83.490 k Load Comb: +D+0750Lr+0750L+H d l.O9O) D120)0.32O) D(0.16O)Lri18O) IIIiIIIIIII 18.50 ft Max Reactions (k) 0 L Lr S W S H Max Ijellections Left Support 6.71 1.65 2.97 1.30 Downward L+Lr+S 0.116 in Downward Total 0.407 in Right Support 14.60 6.59 6.33 4.70 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1920 Total Defi Ratio 545 Steel Beam Design: -14 (UNEH) ii Calculations per AISC 360-10, lBC 2015, CBC 2016, ASCE 7-10 STEEL Section: W12x40, Fully Braced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi AøIied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0340, L = 0.060 k/ft, 8.750 ft to 14.0 ft, Trib= 7.250 ft Unif Load: 0 = 0.0160 k/ft, 8.750 to 14.0 ft, Trib= 10.0 ft Unif Load: 0 = 0.020, Li = 0.020 k/ft, 8.750 to 14.0 ft, Trib= 3.0 ft Unif Load: D = 0.020, Li = 0.020 k/ft, 0.0 to 8.750 ft, Trib= 4.50 ft Point: D = 6.70, Li = 3.0, L= 1.70, E = -1.30k @8.750 ft Design Summary Max fblFb Ratio 0.308: 1 Mu : Applied 43.845 k-ft at 8.727 ft in Span # 1 Mn / Omega: Allow 142.216 k-ft Load Comb: +D+0750Lr+0750L+H Max fv/FvRatio= '0.152:1 Vu: Applied 10.674 k at 14.000 ft in Span # 1 Vn I Omega: Allow 70.210 k Load Comb: +D+0750Lr+0750L+H Max Reactions (k) 2 L Lr S W Left Support 3.79 1.07 1.73 -0.49 Right Support 6.70 2.92 2.38 -0.81 D(0.090)Lr(0.090) D6 70) Lr(3 0) L(1.70) O6O) D.2 V 44 (43J) ; 14.0 ft Downward L+Lr+S 0.039 in Downward Total 0.145 in Upward L+Lr+S -0.013 in Upward Total 0.000 in Live Load Defi Ratio 4352 Total Deft Ratio 1162 RECEIVED NOV CITY OF CARLSBAD BUILDING DIVISION AS}RiED GEOTECHNICAL REPORT Proposed Single-Family Residence 139 Alga Road La Costa Valley Unit No. 4, Lot 56 APN: 215-220-059 Carlsbad, California HETHERINGTON ENGINEERING, INC HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY November 9, 2017 Project No. 7150.3 Log No. 19519 Mr. Manuel Campana do SoCal Management LLC 3702 Via De La Valle, Suite 202C Del Mar, California 92014 Attention: Mr. Kevin Daizell Subject: AS-GRADED GEOTECHNICAL. REPORT Proposed Single-Family Residence 2139 Alga Road La Costa Valley Unit No. 4, Lot 56 APN: 215-220-059' Carlsbad, California References: Attached Dear Mr. Daizell: In accordance with your request, we have performed geotechnical services in conjunction with grading at the subject site. Our services consisted generally of the' following: Observation and density testing during grading. Engineering and geologic analyses. The preparation of this report, which presents the results of our testing and observations, and our conclusions and recommendations. GRADING OPERATIONS Grading was performed during the period October 23 through October 27, 2017. Grading consisted generally. 3-feet of overexcavation down to approved fill and placement of compacted fill to design site grades. The attached Plot Plan, Figure 1 indicates the approximate limits of grading addressed by this report. Grading has not been completed within the driveway and parking areas adjacent to the building pad. The earthwork was performed by Pacific Coast Grading, Inc. utilizing grading plans prepared by Greene Consulting, Inc (Reference 2). 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com AS-GRADED GEOTECHNICAL REPORT Project No. 7150.3 Log No. 19519 November 9, 2017 Page 2 SITE PREPARATION Prior to grading, the site was cleared of existing surface obstructions, vegetation and debris. Within the areas of proposed construction, existing fill was removed to a depth 3- feet. Following removals, the exposed soils were scarified, to a depth of 6 to 8-inches, brought to near 'optimum moisture conditions and compacted to at least 90-percent relative compaction as determined by ASTM: D 1557. SOIL TYPES The soils utilized as fill consisted of on-site soils. The on-site soil was composed generally of yellow clayey sand. FILL PLACEMENT Fill soils were placed in 6 to 8-inch thick, near horizontal lifts, moisture conditioned to near optimum moisture content, and compacted to at least 90-percent relative compaction as determined by ASTM: .D 1557. Compaction was achieved by mechanical means using a rubber tired loader and a large vibratory roller. A fire hose was used for moisture conditioning. Density tests were performed in accordance with ASTM: D 6938 (Nuclear Method). The results of the density tests are presented on the attached Summary of Field Density Tests, Table I. The approximate locations of the field density tests are indicated on the accompanying Plot Plan, Figure 1. Maximum dry density/optimum moisture content determinations are presented on, the attached Summary of Maximum Dry Density/Optimum Moisture Content Determinations, Table II. CONCLUSIONS AND RECOMMENDATIONS Based on our observations and the results of our testing, it is our opinion that the grading of the site has been performed in general conformance with our recommendations and the requirements of the city of Carlsbad. The portion of the site addressed by this report is considered suitable for the intended use. Grading has not been completed within the driveway and parking areas adjacent to the building pad. The recommendations for the proposed construction provided in the "Geotechnical Investigation. . ." (Reference 1) remain applicable. HETHERINOTON ENGINEERING, INC. AS-GRADED GEOTECHNICAL REPORT Project No. 7150.3 Log No. 19519 November 9, 2017 Page 3 LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable, Geotechmcal Consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. This opportunity to be of service is sincerely appreciated. If you ,have any questions, please call this office. Sincerely, HETHERThJGTON ENGINEERING, INC. C' ZPaul A. Bogseth Professional Geologist 3772 Certified Engineering Geologi Certified Hydrogeologist 591 (expires 3/31/18) eu,II A. Emilio A. Aguayo Staff Engineer 00 Mark Civil O.Het er308 Geotechnical Engineer 39 A (expires 3/31/18) 9I -tjo. -391 Attachments: Plot Plan Figure 1 Summary of Field Density Tests Table I Summary of Maximum Dry Density/ Table II Optimum Moisture Content Determinations Distribution: 5-Addressee 1-via e-mail (kevindalze11grop.com) HETHERINGTON ENGINEERING, INC. REFERENCE "Preliminary Geotechnical Investigation, Proposed Single-Family Residence, La Costa Valley Unit No 4, Lot 156, APN 215-220-59, Carlsbad, California", by Hetherington Engineering, Inc., dated July. 2, 2013. "Grading Plans for 2139 Alga Road SF.D", by dk Greene Consulting, Inc., plot date June 29, 2017 (5-sheets). "Geotechnical Update, Proposed Single-Family Residence, 2139 Alga Road, La. Costa Valley Unit No 4, Lot 56, APN 215-220-59, Carlsbad, California", by Hetherington Engineering, Inc., dated July 25, 2017 "Foundation Plan Review, Proposed Single-Family Residence, 2139 Alga Road, La Costa Valley Unit No 4, Lot 56, APN 215-220-59, Carlsbad, California", by Hetherington. Engineering, Inc., dated'. July 2.5, 2017. Project No. 7150.3 Log No. 19519 HETHERINGTON ENGINEERING, INC. EX15Th'1G T8° cIP PER COL4VTY OF SAN DIEGO IMPROVEME!VT OF REAR LOT OO DRAINS-DETAILS IN LA GOSr VALLEY UMT NO, 4 RLE NO. 168-9 SHE Ln f6 OF 21 Ln D PER:MAP 5781 RAINAGE ESNT - EXDRIN INLET V'P E. C INLET 1L / AI/rcH\Ex. __IRE1PEREXI5flNGcCRETE ORIVLAY / hr I _ V. _ (BQT 72 pNRY Ty tip, BA W C) . . . . . . . . . . . . .cjTh__3916ç _ ç P,ROXIMATE LIMIT SOF_GRAD"ING' G' 'CONCRETE ORlVE VIA Al Pik ESkT 5. E WATER PER TM2643-4 70 PROPOSED SER 9 01 2 I PAD EL 7550 TS 1 PROPOSED SEWER LATERAL ______ FF EL=7617' / I 0 10 20 30 40 ____ ..: •.y1.. 11 41cc\ DS , 2/HI FE 'EWER II LA rQ LA LEGEND I j U 0 7617 EXISTING SLOPES - P POSED — . ..- PER Th2643 APPROXIMATE LOCATION OF DENSITY TEST I I 2Y <( F EL=76.17' r• I ,71p ,, t. EXIST;NEE51H%LQE I WATER DISTRICT SEWER PLANS 2643-4 0 . .:1 ,.LJ LID TO BE BROUGHT TO I FINAL SURFACE AS NEEDED I 1 .. - 7 ------- _ / 2 _______ 1 APPROXIMATE LIMITS OF GRADING I 0 co c c2 I I I . PLOT PLAN 9II 2139 Alga Road HETHERINGTON ENGINEERING, INC. Carlsbad, California rn ______CA __\ I GEOTECHNICAL CONSULTANTS PROJECT NO. 7150.1 FIGURE NO. TABLE I SUMMARY OF FIELD DENSITY TESTS (ASTM: D 6938) Test No. TestDate Soil Type Elevation (feet) Dry Density (pci) Moisture Content Relative Compaction 1 10/23/17 1 72.5 109.9 10.7 92 2 10/23/17 1 72.5 110.9 11.7 97 3 10/23/17 1 73.0 109.2 14.2 95 4 10/23/17 1 73.0 112.8 14.9 98 5 10/23/17 1 73.5 110.9 15.0 94 - 6 10/23/17 1 73.5 108.4 13.7 92 7 10/24/17 1 74.0 111.1 12.6 91 8 10/24/17 1 74.5 113.1 13.5 92 9 10/24/17 1 75.5 107.2 14.4 91 10 10/25/17 1 72.5 107.5 14.7 91 11 10/25/17 1 74.0 108.6 13.5 91 12 10/25/17 1 74.5 110.4 13.7 92 13 10/26/17 1 72.5 111.6 15.5 91 14 10/26/17 1 73.5 108.2 13.8 91 15 10/26/17 1 74.2 109.0 13.9 91 16 10/27/17 1 75.5 108.0 13.0 91 17 10/27/17 1 72.5 108.4 13.3 91 18 10/27/17 1 73.5 1 117.2 12.8 95 19 10/27/17 1 1 75.0 1 106.0 12.6 91 TABLE II SUMMARY OF MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT DETERMINATIONS (ASTM:D 1557A) Soil Type Description Maximum Dry Optimum Moisture - Density (pci) Content (%) 1I Yellow clayey sand 123.0 10.0 Project No. 7150.3 Log No. 19519 GEOTECHNICAL UPDATE Proposed Single-Family Residence 2139 Alga Road La Costa Valley Unit No. 4, Lot 56 APN 215-220-59 Carlsbad, California HETHER!GTON ENGINEERING, INC. CenoQ qs 141 HETHERNGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY July 25, 2017 Project No. 7150.2 Log No. 19158 Mr. Manuel Campana do SoCal Management LLC 3702 Via De La Valle, Suite 202C Del Mar, California 92014 Attention: Mr. Kevin Daizell Subject: GEOTECHNICAL UPDATE Proposed Single-Family Residence 2139 Alga Road La Costa Valley Unit No. 4, Lot 56 APN 215-220-59 Carlsbad, California References: Attached Dear Mr. Dalzell: In accordance with your request, we have performed a geotechnical update for the subject site with respect to the proposed development. The scope of our geotechnical update included a site reconnaissance performed by an Engineering Geologist from this office on July 10, 2017, review of the referenced documents, and the preparation of this update to current 2016 California Building Code requirements. Our previous geotechnical investigative work at the site is described in the "Preliminary Geotechnical Investigation..." attached as Appendix A. The location of the site is shown on the attached Location Map, Figure 1. A Plot Plan using the current grading plan (Reference 2) as a base map is attached as Figure 2. A Geologic Cross-Section is attached as Figure 3. CONCLUSIONS AND RECOMMENDATIONS General Our site reconnaissance indicates that the property is in generally the same condition as during our previous work and proposed development remains as described in our "Preliminary Geotechnical Investigation..." (Appendix A). The proposed construction is considered feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 ° (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 o Laguna Beach, CA 92651-2306 • (949) 715-5440 o Fax (760) 931-0545 www.hetheringtonengineering.com ADAPTED FROM: The Thomas Guide, San Diego County, 57th Edition, Page 1127 - - $ I SCALE: 1"- 2000 (1 Grid Equals: 0.5 x 0.5 miles) LOCATION MAP 2139 Alga Road HETHERINGTON ENGINEERING, INC. Carlsbad, California PROJECT NO. 7150.2 FIGURE NO. GEOTECHNICAL CONSULTANTS ,r DISCOVERY PD LETOIU. VITA ' o 1. r i '5 gg ly ' LEO C4RR Hl5rOR;c.• I O AITI FO AITE ... -. .. _... I OSRO — I I O1T1 A RRDiCO B, I . R5ILL 23 , 4' - &RO .5t.5 : ç'c- • VII IIUP'O .24 I" LA COSTA iD RIDOT , , p AVUID ORt ISO / T GR I U 001 ' L.A EIbOW R$QS• OIITT - 0 CT I 411 • PACIRCA CO . 1 CO0I PAL 30 'SCo MMAA I 10 COP.DRRO .Q(4, 0 ( rf W40 Sr ' • LOW . / 31 I CAUL LIMA W _ LICANTE I 35 EAU M PA RFSORT& SPA : YON PARK. GEOTECHNICAL UPDATE Project No. 7150.2 Log No. 19158 July 25, 2017 Page 2 geotechnical features of the site. Provided that the recommendations presented in this report and good coristruction7ractices are utilized during design and construction, the proposed development of the site is not expected to adversely impact adjacent properties from a geotechnical standpoint. The conclusions and recommendations provided in our "Preliminary Geotechnical Investigation..." remain generally applicable with minor revisions. Where differences exist between the "Preliminary Geotechnical Investigation..." and this update, the recommendations included herein should govern. 2. Seismic Parameters Seismic considerations that should be used for structural design at the site include the following: Ground Motion - The proposed structure should be designed and constructed to resist the effects of seismic ground motions as provided in Section 1613 of the 2016 California Building Code. Site Address: 2139 Alga Road, Carlsbad, California Latitude: 33.101380 N Longitude: 117.259410 W Spectral Response Accelerations - Using the location of the property and data obtained from the U. S. G. S. Earthquake Hazard Program (Reference 12), short period Spectral Response Accelerations Ss (0.2 second period) and Si (1.0 second period) are: Ss= 1,051g Si = 0.407g Site Class - In accordance with Chapter 20 of ASCE 7-10 and the underlying geologic conditions, a Site Class D is considered appropriate for the subject property. Site Coefficients Fa and F,'- In accordance with Table 1613.3.3 and considering the values of Ss and Si, Site Coefficients are: Fa= 1.080 F= 1.593 HETHERINGTON ENGINEERING, INC. GEOTECHNICAL UPDATE Project No. 7150.2 Log No. 19158 July 25, 2017 Page 3 Spectral Response Acceleration Parameters Sm and Smi - In accordance with Section 1613.5.3 and considering the values of S and Si, and Fa and Fv, Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sms = 1. 135g Smi = 0.648g Design Spectral Response Acceleration Parameters Sds and Sd1 - In accordance with Section 1613.3.4 and considering the values of Sms and Smi, Design Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sds = 2/3 Sm = 0.757g Sd1 = 2/3 Smi 0.432g Long Period Transition Period - A Long Period Transition Period of TL = 8 seconds is provided for use in San. Diego County. Seismic Design Category - In accordance with Tables 1604.5, 1613.3.5, and ASCE 7-10, a Risk Category II and a Seismic Design Category D are considered appropriate for the subject property. Foundations and Slabs The foundation and slab system should be designed by the project Structural Engineer for expansive soil conditions in accordance with Section 1808.6.2 of the 2016 California Building Code. Design in accordance with WRL/CRSI Design of Slab-on-Ground Foundations should utilize an effective plasticity index of 25. Post-tensioned slab design parameters can be provided upon request. The following recommendations are considered geotechnical minimums and may be increased by structural requirements. The proposed structure may be supported by conventional continuous footings founded at least 24-inches into compacted fill. Continuous footings should be at least 18-inches wide and reinforced with a minimum of four #5 bars, two top and two bottom. Foundations located adjacent to utility trenches should extend below a 1:1 plane projected upward from the bottom of the trench. Foundations located on or adjacent to slopes should extend to a sufficient depth to provide a horizontal setback of H13 between the outer edge of the footing and slope face, where H is the slope height in. feet. HETHER!JGTOI ENGINEERING, INC. GEOTECII-INICAL UPDATE Project No. 7150.2 Log No. 19158 July 25, 2017 Page 4 Foundations bearing as recommended may be designed for a dead plus live load bearing value of 2000-pounds-per-square-foot. This value may be increased by one-third for loads including wind and seismic forces. A lateral bearing value of 250-pounds-per-square-foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.35 may be assumed. These values assume that footings will be placed neat against the foundation soils. Footing excavations should be observed by the Geotechnical Consultant prior to the placement of reinforcing steel in order to verify that they are founded in suitable bearing materials. Total and differential settlement of the proposed structure due to foundation loads is considered to be less than 3/4 and 3/8-inch, respectively, for footings founded as recommended. Slab-on-grade floors should have a minimum thickness of 5-inches and should be reinforced with #4 bars spaced at 12-inches, center-to-center, in two directions, and supported on chairs so that the reinforcement is at mid-height in the slab. A 4-inch layer of clean sand should underlie slabs with at least a 10-mil moisture vapor retarder placed at mid-height in the sand. The vapor retarder should be placed in accordance with ASTM: E 1643. Slab subgrade soils should be thoroughly moistened prior to vapor retarder placement. Vapor retarders are not intended to provide a waterproofing function. Should moisture vapor sensitive floor coverings be planned, a qualified consultant/contractor should be consulted to evaluate moisture vapor transmission rates and to provide recommendations to mitigate potential adverse impacts of moisture vapor transmissions on the proposed flooring. 4. Recommended Observation and Testing During Construction The following tests and/or observations by the Geotechnical Consultant are recommended during grading and construction: Observation and testing of site grading. Foundation excavations prior to placement of forms and reinforcing steel. Utility trench backfill. Flatwork subgrade. Driveway subgrade and aggregate base. HETHERINGTON ENGINEERING, INC. Geotechnical & (expires 3/31/1 GEOTECHNICAL UPDATE Project No. 7150.2 Log No. 19158 July 25, 2017 Page 5 5. Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions, as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in our excavations, the Geotechnical Consultant should be promptly notified for review and reconsideration of recommendations. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Engineers and Engineering Geologists practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. This opportunity to be of service is appreciated. If you have any questions please contact the undersigned at your convenience. Si Proéjnal Geologist 3772 Certified Engineering Geolo Certified Hydrogeolo gist 591 (expires 3/31/18) Attachments: Location Map Figure 1 Plot Plan Figure 2 Geologic Cross-Section Figure 3 Appendix A "Preliminary Geotechnical Investigation" Distribution: 5-Addressee 1-via e-mail (kevindalzellgroup.com) INC 53 E.G. 1153 E)P. HETHERINGTON ENGINEERING, INC. REFERENCES "Preliminary Geotechnical Investigation, Proposed Single-Family Residence, La Costa Valley Unit No. 4, Lot 156, APN: 215-220-59, Carlsbad, California", by Hetherington Engineering, Inc., dated July 23, 2013. "Grading Plans for 2139 Alga Road SFD", by dk Greene Consulting, Inc., plot date June 29, 2017 (5-sheets). "Probabilistic Seismic Hazard Assessment for the State of California," DMG Open-File Report 96-08 and USGS Open-File Report 96-706, 1996. 2007 Working Group and California Earthquake Probability, "The Uniform California Earthquake Rupture Forecast, Version 2 (UCERF-2)," USGS Open File Report 2007-1437 and California Geological Survey Special Report 203, dated 2008. American Society of Civil Engineers/Structural Engineers Institute, "Minimum Design Loads for Buildings and Other Structures," ASCE 7-10, dated May 2010. California Division of Mines and Geology, "Probabilistic Seismic Hazard Assessment for the State of California", Open-File Report 96-08 and USGS Open-File Report 96-706, dated 1996. California Division of Mines and Geology, "Seismic Shaking Hazard Maps of California", Map Sheet 48, dated 1999. Cao, Tianqing, and Bryant, William A., et al., "The Revised 2002 California Probabilistic Seismic Hazard Maps," dated June 2003. ICBO, "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," California Division of Mines and Geology, 1998. ICBO, California Building Code, 2016 Edition. Peterson, Mark P., et al, "Documentation for the 2008 Update of the United States National Seismic Hazards Maps," USGS Open File Report 2008-1128, dated 2008. USGS, Earthquake Hazard Program, Design Maps website. Project No. 7150.2 Log No. 19158 HTHERINGTON ENGINEERING, INC. LEGEND B-3 S APPROXIMATE LOCATION OF BORING A A' I EXISTING GROUND SURFACE I ii 130 I- w w z 0 I- w -J w ii EXISTING GROUND SURFACE GOLF B-I COURSE It (PROJECTED) FILL B-2 (PROJECTED) LIMITS OF PROPOSED RESIDENCE I (PROJECTED) I I I 00 FILL I I Tc TO = 14 - PROPOSED PAD GRADE 8" VCP SEWER LINE I BEDROCK (SANTIAGO FORMATION) 110 70 50 50 TD = 26 BEDROCK (SANTIAGO FORMATION) 30 30 TREND: N39E SCALE: 1= 20 0 1 2 0 10 20 30 40 APPENDIX A Preliminary Geotechnical Investigation Dated July 23, 2013 GEOTECHNICAL INVESTIGATION Proposed Single Family Residence La Costa Valley Unit No. 4, Lot 156 Carlsbad, California HETHERINGTON ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY July 23, 2013 Project No. 7150.1 Log No. 16169 Mr. Matthew Focht 2153 Alga Road Carlsbad, California 92009 Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single Family Residence La Costa Valley Unit No. 4, Lot 156 APN: 215-220-59 Carlsbad, California References: Attached Dear Mr. Focht: In accordance with your request, we have performed a geotechnical investigation for a proposed single-family residence at the subject site. Our work was performed in May through July 2013. The purpose of our investigation was to evaluate geologic and soil conditions within the area of the proposed improvements, and to provide grading and foundation recommendations for the proposed construction. Our scope of work included the following: Research.and review of readily available geotechnical reports and plans pertinent to the site. Subsurface exploration consisting of three hollow-stem auger borings to a maximum depth of approximately 26-feet for the purposes of soil/bedrock sampling and geologic observation. Laboratory testing of soil samples obtained during the subsurface exploration. Engineering and geologic analysis. Preparation of this report providing the results of our field and laboratory work, analyses, and our conclusions and recommendations. SITE DESCRIPTION The subject property, Lot 156 of the La Costa Valley Unit No. 4 subdivision, is a "flag lot" located southwest of Alga Road, Carlsbad, California (see Location Map, Figure 1). The site consists of a southwest sloping driveway from Alga Road to a relatively level graded building pad. The building pad is bounded by a descending approximately 20-feet 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 327 Third Street • Laguna Beach, CA 92651 • (949) 715-5440 • Fax (949) 715-5442 www.hetheringtonengineering.com --1--k+- I23 .LACOSTA. RES S ± AF \ I'.APLX4iC f 0 W'OM&Wu 1N1 .e; cW St 5" LA COSTA Y mESORTI SPA -i- PLA 'MEADOW'?! OSQ( FAL 30 H I I€50 H PAM Wk 2 CA UJIA I 4JA ANTA 1I 4 Ck22 MGO ADAPTED FROM: The Thomas Guide, San Diego County, 57th Edition, Page 1127 I SCALE: V-2000' (1 Grid Equals: 0.5 x 0.5 miles) LOCATION MAP La Costa Valley Unit No. 4, Lot 156 HETHERINGTON ENGINEERING, INC. Carlsbad, California GEOTECHNICAL CONSULTANTS PROJECT NO. 7150.1 1 FIGURE NO. 1 GEOTECI-[NICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 2 high, 1.5:1 (horizontal to vertical) slope on the southwest and ascending approximately 16-feet and 8-feet high, 1.5:1 (horizontal to vertical) slopes on the northeast and southeast, respectively. The property is bounded by similarly developed residential properties to the northwest, southeast and northeast, and by the La Costa Resort and Spa golf course to the southwest. PROPOSED DEVELOPMENT We understand that proposed development consists of a new, two-story, custom, single- family residence with an attached garage, and associated yard improvements including a swimming pool/spa. We anticipate wood-frame construction founded on conventional continuous/spread footings with slab-on-grade ground floors. Building loads are expected to be typical for this type of relatively light construction. Grading will apparently consist of cuts and fills on the order of approximately ito 2-feet and less. No new slopes are anticipated as part of proposed construction. A concrete ramp with retaining walls up to 2-feet high is proposed on the slope at the rear of the lot to provide access to the golf course. PREVIOUS SITE GRADING Based on review of the available "Final Report on Compacted Filled Ground..." (Reference 1), it appears the subject lot was graded as part of the mass grading for the La Costa Valley Unit No. 4 subdivision in 1966. Grading of the site appears to have consisted primarily of fill placement with the approximate depths of fill ranging from 10- feet on the north to 25-feet on the south. SUBSURFACE EXPLORATION Subsurface conditions were explored by drilling three small diameter borings to depths of approximately 2.5 to 26 below existing site grades. The approximate locations of the borings are shown on the attached Plot Plan, Figure 2. The subsurface exploration was supervised by an engineer from this office, who visually classified the soil, and obtained bulk and relatively undisturbed samples for laboratory testing. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the attached Boring Logs, Figures 3 through 5. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 3 LABORATORY TESTING Laboratory testing was performed on samples obtained during the subsurface exploration. Tests performed consisted of the following: Dry Density/Moisture Content (ASTM: D 2216) Sulfate Content (Cal. Test 417) Maximum Dry Density/Optimum Moisture Content (ASTM: D 1557) Direct Shear (ASTM: D 3080) Expansion Index (ASTM: D 4829) Single Point Consolidation (ASTM: 2435) Results of the dry density and moisture content determinations are presented on the Boring Logs, Figures 3 through 5. The remaining laboratory test results are presented on the attached Laboratory Test Results, Figures 6 and 7. SOIL AND GEOLOGIC CONDITIONS 1. Geologic Setting The subject site lies within an area that transitions from the relatively level marine terrace that is contained within the coastal plain region to the igneous mountainous terrain of the southern California batholith of northern San Diego County, California. The coastal plain region is characterized by numerous regressive marine terraces of Pleistocene age that have been established above wave-cut platforms of underlying Eocene bedrock and were formed during glacio-eustatic changes in sea-level. The terraces extend from areas of higher elevations that consist of igneous rocks east of the site and descend generally west-southwest in a "stairstep" fashion down to the present day coastline. These marine terraces increase in age eastward. The site area is contained within the northeast portion of the USGS Encinitas 7-1/2 minute quadrangle. As observed in the subsurface excavations, the site is underlain by fill and marine sedimentary bedrock of the Santiago Formation. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 4 2. Geologic Units Fill - Fill was encountered in the borings to depths of 10 to 25-feet. The fill consists of yellow brown clayey sand in the upper 5± feet and mottled green, brown, orange and tan sandy clay to clayey sand to the maximum depth explored. The fill was found to be moist and very dense/stiff. Bedrock (Santiago Formation) - Bedrock of the Eocene Santiago Formation was encountered underling the fill in borings B-i and B-3. The bedrock consists of dark brown, gray and black sandy claystone and claystone that is moist and stiff to hard. 3. Groundwater Seepage was not encountered in the borings. It should be noted, however, that fluctuations in the amount and level of groundwater might occur due to variations in rainfall, irrigation and other factors that may not have been evident at the time of our field investigation. SEISMICITY The following table lists the known active faults that would have the most significant impact on the site: Maximum Probable Fault Earthquake Slip Rate Fault Type (Moment Magnitude) (mm/year) Rose Canyon 7.0 1.5 B (10-kilometers southwest) Elsinore (Julian Segment) 7.3 3 A (38-kilometers northeast) Coronado Bank (50-kilometers southwest) 7.4 3 B HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 5 SEISMIC EFFECTS Ground Accelerations The most significant probable earthquake to effect the property would be a 7.0 magnitude earthquake on the Rose Canyon fault. Based on Section 1613.5.12 of the 2010 California Building Code, peak ground accelerations of 0.32g are possible for the design earthquake. Landsliding Review of the referenced geologic literature indicates that the subject property has no previously mapped landslide deposits. The risk of seismically induced landsliding effecting the site is considered low. Ground Cracks The risk of fault surface rupture due to active faulting is considered low due to the absence of an active fault on site. Ground cracks due to shaking from seismic events in the region are possible, as with all of southern California. Liquefaction The risk of seismically induced liquefaction within the site is considered low due to the very dense/stiff nature of the underlying fill and absence of shallow groundwater. Tsunamis The site is not within a mapped tsunami inundation area (Reference 1). The risk of the site being adversely effected by a tsunamis is considered low. CONCLUSIONS AND RECOMMENDATIONS 1. General The proposed development is considered feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate geotechnical features of the site. Assuming that the recommendations presented in this report and good construction practices are utilized during design and construction, the proposed HETHERINGTON ENGINEERING. INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 6 construction is not anticipated to adversely impact the adjacent properties from a geotechnical standpoint. 2. Seismic Parameters for Structural Design Seismic considerations that may be used for structural design at the site include the following: Ground Motion - The proposed structure should be designed and constructed to resist the effects of seismic ground motions as provided in Section 1613 of the 2010 California Building Code. Latitude: 33.101 Longitude: -117.26° Spectral Response Accelerations - Using the location of the property and data obtained from the U.S.G.S. Earthquake Hazard Program, short period Spectral Response Accelerations S (0.2 second period) and S (1.0 second period) are: S= 1.143 S, =0.431 Site Class - In accordance with Table 1613.5.2 and the underlying geologic conditions, a Site Class D is considered appropriate for the subject property. Site Coefficients Fg and F - In accordance with Table 1613.5.3 and considering the values of S and S1 , Site Coefficients for a Class D site are: Fa= 1.043 F = 1.569 Spectral Response Acceleration Parameters Sm and Sm1 - In accordance with Section 1613.5.3 and considering the values of Ss and S, and Fa and F, Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sms (Fa)(Ss) = (1.043) (1.143) = 1.192 Sm1 = (F)(S1) = (1.569) (0.431) 0.676 HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 715 0. 1 Log No. 16169 July 23, 2013 Page 7 Design Spectral Response Acceleration Parameters Sd and Sd1 - In accordance with Section 16 13.5.4 and considering the values of Sm and Smi,Design Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sd=2/3 Sm=2/3 (1.192)0.795 Sd1 = 2/3 Sm1 = 2/3 (0.676) = 0.451 Long Period Transition Period - A Long Period Transition Period of TL = 8 seconds is provided for use in San Diego County. Seismic Design Category - In accordance with Tables 1613.5.6(1) and 1613.5.6(2), and ASCE 7-05, an Occupancy Category II and a Seismic Design Category D are considered appropriate for the subject property. 3. Site Grading Prior to grading, the site should be cleared of existing surface obstructions, vegetation and debris. Materials generated during clearing should be disposed of at an approved location off-site. Any loose, disturbed or dry/desiccated fill should be removed down to approved compacted fill and replaced with compacted fill in order to achieve design finish grades. Removal depths on the order of 2-feet below existing grades are anticipated. Following removals, the exposed surface should be scarified to a depth of 6 to 8-inches, moisture conditioned to about optimum moisture content and compacted to at least 90-percent relative compaction. The recommended removals and recompaction should extend to at least 5-feet outside the proposed improvements including the swimming pool/spa and flatwork. Actual removal depths should be determined in the field by the Geotechnical Consultant based on conditions exposed during grading. Fill should be compacted by mechanical means in uniform horizontal lifts of 6 to 8- inches in thickness. All fill should be compacted to a minimum relative compaction of 90-percent based upon ASTM: D 1557. The on-site materials are suitable for use as compacted fill provided all vegetation and debris are removed. Rock fragments over 6-inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be observed and tested as necessary by the Geotechnical Consultant. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 8 4. Foundation and Slab Recommendations The foundation and slab system should be designed by the project Structural Engineer for expansive soil conditions in accordance with Section 1808.6.2 of the 2010 California Building Code. Design in accordance with WRI/CRSI Design of Slab-on- Ground Foundations should utilize an effective plasticity index of 25. Post-tensioned slab design parameters can be provided upon request. The following recommendations are considered geotechnical minimums and may be increased by structural requirements. The proposed structure may be supported by conventional continuous footings founded at least 24-inches into compacted fill. Continuous footings should be at least 18-inches wide and reinforced with a minimum of four #5 bars, two top and two bottom. Foundations located adjacent to utility trenches should extend below a 1:1 plane projected upward from the bottom of the trench. Foundations located on or adjacent to slopes should extend to a sufficient depth to provide a horizontal setback of H/3 between the outer edge of the footing and slope face, where H is the slope height in feet. Foundations bearing as recommended may be designed for a dead plus live load bearing value of 2000-pounds-per-square-foot. This value may be increased by one-third for loads including wind and seismic forces. A lateral bearing value of 250-pounds-per-square-foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.35 may be assumed. These values assume that footings will be placed neat against the foundation soils. Footing excavations should be observed by the Geotechnical Consultant prior to the placement of reinforcing steel in order to verify that they are founded in suitable bearing materials. Total and differential settlement of the proposed structure due to foundation loads is considered to be less than 3/4 and 3/8-inch, respectively, for footings founded as recommended. Slab-on-grade floors should have a minimum thickness of 5-inches and should be reinforced with #4 bars spaced at 12-inches, center-to-center, in two directions, and supported on chairs so that the reinforcement is at mid-height in the slab. A 4-inch layer of clean sand should underlie slabs with at least a 10-mil polyvinyl chloride moisture vapor retarder placed at mid-height in the sand. The vapor retarder should be placed in accordance with ASTM: E 1643. Slab subgrade soils should be thoroughly moistened prior to vapor retarder placement. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 9 Vapor retarders are not intended to provide a waterproofing function. Should moisture vapor sensitive floor coverings be planned, a qualified consultant/contractor should be consulted to evaluate moisture vapor transmission rates and to provide recommendations to mitigate potential adverse impacts of moisture vapor transmissions on the proposed flooring. Concrete Flatwork Concrete flatwork should be at least 5-inches thick (actual) and reinforced with No. 4 bars spaced at 12-inches on-center (two directions) and placed on chairs so that the reinforcement is in the center of the concrete. The subgrade should be thoroughly moistened prior to concrete placement. Contraction joints should be provided at 10- feet spacing (maximum). Joints should create square panels where possible. For rectangular panels (where necessary) the long dimension should be no more than 1.5 times the short dimension. Joint depth should be at least 0.25 times the flatwork thickness. Expansion joints should be thoroughly sealed to prevent the infiltration of water into the underlying soils. Sulfate Content A representative sample of the on-site soils was submitted for sulfate testing. The result of the sulfate content test is summarized on the Laboratory Test Results, Figure 5. The sulfate content is consistent with a negligible sulfate exposure classification per Table 4.2.1 of the American Concrete Institute Publication 318, consequently, no special provisions for sulfate resistant concrete are considered necessary. Other corrosivity testing has not been performed, consequently, on-site soils should be assumed to be severely corrosive to buried metals unless testing is performed to indicate otherwise. Retaining Walls Retaining walls free to rotate (cantilevered walls) should be designed for an active pressure of 45-pounds-per-cubic-foot (equivalent fluid pressure) for level backfill and 80-pounds-per-cubic-foot (equivalent fluid pressure) for 1.5:1 (horizontal to vertical) sloping backfill. These values are based on backfill consisting of onsite soils. Any additional surcharge pressures behind retaining walls should be added to these values. Retaining wall foundations should be designed in accordance with the foundation recommendations provided previously in this report. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 10 Retaining walls should be provided with adequate drainage to prevent buildup of hydrostatic pressure and should be adequately waterproofed. The subdrain system behind retaining walls should consist at a minimum of 4-inch diameter Schedule 40 (or equivalent) perforated (perforations "down") PVC pipe embedded in at least 1- cubic-foot of 3/4 inch crushed rock per lineal foot of pipe all wrapped in an approved filter fabric. The subdrain system should be connected to a solid outlet pipe with a minimum of 1-percent fall that discharges to a suitable drainage device. Recommendations for wall waterproofing should be provided by the Project Architect and/or Structural Engineer. Temporary Slopes Temporary slopes in compacted fill may be excavated vertically up to 5-feet and at a slope ratio no steeper than 1:1 (horizontal to vertical) over 5-feet in height. Shoring is not anticipated at this time. Field observations by the Engineering Geologist during grading of temporary slopes are recommended and considered necessary to confirm anticipated conditions and provide revised recommendations if warranted. Retaining Wall and Utility Trench Backfill All retaining wall and utility trench backfill should be compacted to at least 90- percent relative compaction (ASTM: D 1557). Backfill should be tested and observed by the Geotechnical Consultant. Site Drainage The following recommendations are intended to minimize the potential adverse effects of water on the structure and appurtenances. Consideration should be given to providing the structure with roof gutters and downspouts that discharge to an area drain system and/or to suitable locations away from the structure. All site drainage should be directed away from the structure and not be allowed to flow over slopes. No landscaping should be allowed against the structure. Moisture accumulation or watering adjacent to foundations can result in deterioration of building materials and may effect foundation performance. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 11 Irrigated areas should not be over-watered. Irrigation should be limited to that required to maintain the vegetation. Additionally, automatic systems must be seasonally adjusted to minimize over-saturation potential particularly in the winter (rainy) season. All yard and roof drains should be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or, in the case of subsurface drains, by placing a hose at the inlet and checking the outlet for flow. 11. Recommended Observation and Testing During Construction The following tests and/or observations by the Geotechnical Consultant are recommended: a. Observation and testing of grading. Foundation excavations prior to placement of forms and reinforcement. Utility trench backfill. d. Retaining wall backdrains and backfill. 12. Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations, the Geotechnical Consultant should be promptly notified for review and reconsideration of recommendations. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 7150.1 Log No. 16169 July 23, 2013 Page 12 Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. This opportunity to be of service is sincerely appreciated. If you have any questions, please call this office. Sincerely, I TO Z ENGINE, ERING, HETHE 5Z 1,, INC. ogseth Professional Geologist 3772 Certified Engineering Geologist 1153 Certified Hydrogeologist 591 (expires 3/31/14) Civil Enginèf38' Geotechnical Enifler 397 (expires 3/31/14) TH4 No. 397 2 Attachments: Location Map Plot Plan Boring Logs Laboratory Test Results Distribution: 4-Addressee Figure 1 Figure 2 Figures 3 through 5 Figures 6 and 7 1-via e-mail (allan@tarchitecture.com) HETHEIflNGTON ENGINEERING, INC. REFERENCES Benton Engineering, Inc., "Final Report on Compacted Filled Ground, Lots 148 to 169, inclusive, 171, 174 to 179, inclusive, 182 to 195, inclusive, 206 to 224, inclusive, 227, Culvert and Headwall, La Costa Valley Unit No. 4, San Diego County, California," dated December 16, 1966. California Emergency Management Agency, "Tsunami Inundation Map for Emergency Planning, Encinitas Quadrangle," dated June 1, 2009. ICBO, California Building Code, 2010 Edition. ICBO, "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," California Division of Mines and Geology, 1998. Peterson, Mark P., et al, "Documentation for the 2008 Update of the United States National Seismic Hazards Maps," USGS Open File Report 2008-1128, dated 2008. Tan, Siang S. and Kennedy, Michael P., "Geologic Maps of the Northwestern Part of San Diego County, California," California Division of Mines and Geology, Open-File Report 96-02, dated 1996. Tan, Siang S., "Landslide Hazards in the Encinitas Quadrangle, San Diego County, California," California Division of Mines and Geology, Open-File Report 86-8LA, dated 1986. Weber, F.H. Sr., "Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California," California Division of Mines and Geology, Open-File Report 89-12LA, dated 1982. 2007 Working Group and California Earthquake Probability, "The Uniform California Earthquake Rupture Forecast, Version 2 (UCERF-2)," USGS Open File Report 2007-1437 and California Geological Survey Special Report 203, dated 2008. Project No. 7150.1 HETHERINGTON ENGINEERING, INC. Log No. 16169 ALGA ROAD\ o 1 2 I I I 0 20 40 60 80 LEGEND B-3& APPROXIMATE LOCATION OF BORING GOLF COURSE DRILLING COMPANY: Scott's Drilling RIG: Rig DATE: 05/23/13 BORING DIAMETER: 6" DRIVE WEIGHT:140 DROP:30"ELEVATION:75' _t E- S E- lP Ct)- BORING NO. B-I : U) F4 U) 0- Z Z E C 00 ,-) H 0 > 0 U) E- Hz 4 U) H. 0 ,-) 04 04 00 E 0 SOIL DESCRIPTION - - . Eihhi Yellow brown clayey sand, damp, very dense i 87 123 10.9 SC - 5.0- 67 117 13.6 CL @5': Sampled into mottled tan, brown and orange sandy clay, - - - moist, firm - 10.0 i 36 113 15.9 @ 10': Sampled into mottled green and gray gravelly sandy - - - clay, moist to very moist, firm - 15.0— j 40 117 14.3 @ 15': Sampled into mottled green yellow and gray sandy clay, - some brown clay, moist, firm - 20.0- 57 114 15.4 SC @20': Sampled into gray green clayey sand, moist, dense 25.0- 1 40 104 17.8 - _____________________________________________________ BEDROCK(SantiagoFormation):Blackclaystone,moist,hard - - Total depth: 26-feet - No seepage - No caving - 30.0---- - BORING LOG La Costa Valley Unit No. 4, Lot 156 HETHERINGTON ENGINEERING, INC. Carlsbad, California PROJECT NO. 7150.1 FIGURE NO. 3 GEOTECHNICAL CONSULTANTS DRILLING COMPANY: Scott's Drilling RIG: Rig DATE: 05/23/13 BORING DIAMETER: 6" DRIVE WEIGHT: 140 DROP: 30" ELEVATION: 77' t E- El 0 Q E- Cl) (I BORING NO. B-2 Cl) Cl) 44 • W U) Z D Z 00 > - 0 44 >1 0 Cl) El -1 Z 1.4Cf) I-I. - 0.0 - D 14 14 0 00 o 00 - SOIL DESCRIPTION ____ ______ FILL: Yellow brown clayey sand, moist, dense - 54 118 8.3 SC refusal - Total depth: 2.5-feet - No seepage 5.0— No caving 10.0- 15.0- 20.0- 25.0- 30.0----- BORING LOG La Costa Valley Unit No. 4, Lot 156 HETHERINGTON ENGINEERING, INC. Carlsbad, California PROJECT NO. 7150.1 FIGURE NO. 4 GEOTECHNICAL CONSULTANTS DRILLING COMPANY: Scott's Drilling RIG: Rig DATE: 05/23/13 BORING DIAMETER: 6" DRIVE WEIGHT: 140 DROP: 30" ELEVATION: 77' t 14 04 E- S E- 114 o Cl)— BORING NO. B-3 i: U) co Cl) U) r 0 - ) E D Z E Cl) 00 - 1-4 0 44 > 0 CO E- I-I Z ,-)Cl) I-I - 0.0- 0Z 04 00 OD CI)- SOIL DESCRIPTION - ____ SC FILL:Yellow brown clayey sand; moist, medium dense 5.0- 60 115 14.4 CL @5': Sampled into mottled brown and green brown sandy clay, - - - moist, firm - - @ 8.5': Sampled into green brown sandy clay, moist, firm - 45 110 13.5 - 10.0— BEDROCK (Santiago Formation): Dark brown and gray sandy - claystone, moist, stiff - - 36 112 15.5 - 15.0— Total depth: 14-feet - - No groundwater - - No caving - 20.0- 25.0--!- 30.0 1 1 - BORING LOG La Costa Valley Unit No. 4, Lot 156 HETHERINGTON ENGINEERING, INC. Carlsbad, California PROJECT NO. 7150.1 FIGURE NO. 5 GEOTECHNICAL CONSULTANTS LABORATORY TEST RESULTS SULFATE TEST RESULTS (Cal. Test 417) Sample Location Soluble Sulfate in Soil (%) B-1 —i— @1-5' 0.031 MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT (ASTM: D 1557A) Sample Location Description Maximum Dry Optimum Moisture Density (pci) Content (%) B-i (a-) I -5' Yellow clayey sand 123.0 10.0 DIRECT SHEAR (ASTM: D 3080) Sample I Angle of Internal I Cohesion (psi) I . Remarks Location I Friction (°) B-I@1 -5' 30 25 Remolded to 90% @ optimum moisture I content, aturated, consolidated, drained EXPANSION INDEX (ASTM D: 4829) Sample Location Initial Compacted . Final Expansion Expansion Moisture (%) Dry Moisture Index Potential Density (%) (pci) B-1@i-5' 9.6 111.6 16.6 41 Low Figure 6 Project No. 7150.1 Log No 16169 LABORATORY TEST RESULTS SINGLE POINT CONSOLIDATION TESTS (ASTM: D 2435) Sample Location - Normal Load . at Saturation (psi) % Expansion (+) or % Consolidation (-) at Saturation B-i @5' 675 +0.11 B-i @15' 2006 +0.06 B-i @25' 3291 -0.20 ATTERBERG LIMITS (ASTM: D 4318) Sample Location Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) U.SC.S. Class B-I @1-5' 30 17 13 CL B-1@5—io 32 15 17 CL Figure 7 Project No. 7050. I Log No 16169 4ty of Carlsbad Community & Economic Development RECE!VED DEC 04 2017 This form must be City prior to issuing form. CERTIFICATION OF SCHOOL FEES PAID CITY OF CARLSBAD BUILDING "'-a •_ V IR.JJ\J completed by the City, the applicant, and the appropriate schoo l d i s t r i c t s a n d r e t u r n e d t o t h e a building permit. The City will not issue any building permit with o u t a c o m p l e t e d s c h o o l f e e Project No. & Name: Plan Check No.: Project Address: Assessor's Parcel No.: Project Applicant: (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: CBR2017-1415 2139 ALGA RD 2152205900 TRUST CAMPANA FAMILY TRUST 4,081 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760)331-5000 Encinitas Union School District 101. South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) Sari-Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) [] Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 *2222 Commercial- Square Feet: New/Additions.- City Certification: City of Carlsbad Building Division Date: 06/22/2017 Certification of ApplicantlOwners. The person executing this declaratio n ( ' O w n e r " ) c e r t i f i e s under penalty of perjury that (1) the information provided abOve is corre c t a n d t r u e t o . t h e best of the Owner's knowledge, and that the Owner will file an amend e d c e r t i f i c a t i o n o f payment and pay the additional fee if Owner requests an increase in t h e n u m b e r o f dwelling units or square footage after the building permit is issued o r ' i f t h e i n i t i a l determination of units or square footage is found to be incorrect, and t h a t ( 2 ) t h e O w n e r i s the owner/developer of the above described project(s), or that the person e x e c u t i n g t h i s deálaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED: The undersigned, being duly authorized by the applicable Sch o o l D i s t r i c t , c e r t i f i e s t h a t t h e d e v e l o p e r , b u i l d e r , o r 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 det e r m i n e d b y t h e S c h o o l D i s t r i c t . T h e City may issue building permits for this project A Signature of Authorized School District Official: Title: Date: Name of School District: 306 hL, CLLL UO Phone:Z() 9'O? c4' Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 760-602-2719 760-602-8558 fax I buifding@carlsbadca.gov & COC No. 004695 SAN MARCOS UNIFIED SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE WITH FEE PROVISIONS ("COC") Education Code Section 17620 and Government Code Section 65995, et seq. Facilities Planning & Development, 255 Pico Avenue, Suite 250, San Marcos, CA 92069 - (760) 290-2649 Project Description: AJ&) CIMë( EV j-tj Tract No.: Project Mailing Address(es): Jet? 4fr.i kJ c'kiYc1I (A C,00ç, Assessor's Parcel No(s): ' Project-Applicant:' I Project Owner: I Applicant Phone No: i (t4,gL4 4,e1 I7 QrLxo? Owner Mailing Address:' Scr l I I Owner Phone No.: Ed. Code 17620 and Gov. Code 65995, et seq. El Existing Mitigation Agreement or CFD No.: D Not subject to fee requirements Note: Applicant Declaration: The person executing this declaration ("Applicant") hereby declares, under penalty of perjury under the laws of California, that the following is true and correct: (1) Applicant is acting on behalf of the owner of the above-referenced project ("Project") and is authorized, by such owner, to agree to the terms for issuance for this COC; (2) to the best of the Applicant's knowledge, the information provided herein is true; (3) the square foot amounts used in the fee calculation below were determined by the building department that will issue a building permit for the construction; and (4) Applicant or owner of the Project will obtain an amended COC and pay any additional amounts due if there is an increase in the number of dwelling units ("DU") or the square footage of any DU or commercial/industrial structure in the Project increases after Applicant has obtained any COC. If the initial determination of the number of units or the square footage is found to be incorrect, Applicant shall be responsible to pay any costs of collection thereof including attorneys' fees and legal costs. frAA J - 4Applicant Signature: --4' II - Print Name: f-'/ -1 Date: V" New Construction D Room Additions/Cony. (500Sq. Ft) 0 Commercial/Industrial D Qualified Senior Housing I x 4kI Fee per sq. ft. = $ I , € f3, _________ x Fee per sq. ft. = $__________________ Ji Number and Type pfLJ.nits: ac r. Number and Type of Units: I_/Si )__ Total: $_i_6_' _4__'1I / Total: $ DISTRICT CERTIFICATION: The San Marcos Unified School District ("District") hereby certifies that the Anolicant has naid the above-specified amount, which was determined according to the information presented by the Applicant, and that the COC is issued to Applicant as a prerequisite to the issuance of a building permit(s) for the Lots/DUs specified above. Received From: ('j __A4(1i( .jiw+.LLC Check No.: 9 a Total Amount Collected: $ Received / Authorized. By: /LP.('7'it 4sc.+reh _C''1 1// _3'../204...) w District ntire Title Date of Issuance' NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Government Code Section 66020 requires that a district provide: (1) written notice to the Project applicant, at the time of payment of school fees, or other exactions ("Fees"), of the ninety (90) day period to protest the imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest period in regard to such Fees or the validity thereof, commences with the payment of the Fees or performance of any other requirement as described in Government Code Section 66020. Additionally, the amount of the Fees imposed is as stated here, whether payable at this time in whole or in part, prior to the issuance of a Certificate of Compliance. As in the latter instance, the ninety (90) day protest period starts on the Date of Issuance. EXPIRATIONOFCERTIFICATE This COC is valid for one hundred eighty (180) days from the Date of Issuance. Extensions will be granted only for good cause, as determined by the Facilities Planning & Development Department of the District, and one (1) sixty (60) day extension may be granted. At such time as this COC expires, if a building permit has not been issued for the Project that is the subject of this COC, the Owner of the Project at the time this COC was issued will be reimbursed all Fees that were paid to obtain this COC without interest. Owner must submit a request for reimbursement in writing to the District Facilities Planning & Development Department. THIS COC EXPIRES: 5/2_.CJI) THE EXPIRATION DATE IS EXTENDED TO! SIGNATURE VERIFYING AUTHORIZED EXTENSION: Date: **COC Continued on the Back of This Page** Distribution: Facilities - White Customer - Green Agency - Canary Accounting - Pink Audit - Goldenrod FEE REGULATIONS 1. Residential Fees Fees can be charged on any new square footage within the perimeter of a residential structure, excluding carports, walkways, garages, overhangs, patios, enclosed patios, detached accessory structures, or similar structures (Government Code Section 65995 (b)(l)). Fees on room additions are limited by the restrictions above. Additionally, fees on room additions cannot be assessed unless the increase in the assessable square footage of the residence is more than five hundred (500) square feet. If the room addition creates a net increase of greater than five hundred (500) square feet, the fee is charged on the entire net increase in square footage (Education Code Section 17620 (a)(l)(c)(i)). Commercial/Industrial Fees Government Code Section 65995(b)(2) specifies the type of commercial/industrial space that may be charged. Fees can be charged on covered and enclosed space within the perimeter of the commercial/industrial structure, not including storage areas incidental to the principal use of the construction, garages, parking structures, unenclosed walkways, or utility or disposal area. Exemptions From Fees Government Code Section 65995(d) states that the following cannot be charged: (1) structures that are tax exempt and used exclusively for religious purposes; (2) private full-time day schools as described in Education Code Section 48222; and (3) structures owned and occupied by a governmental agency. Education Code Section 17626 and Government Code Section 66011 together prohibit charging fees on structures replacing those damaged or destroyed by a natural disaster. However, if the functioning, size, or use of the previous structure is changing, then the resulting increase or change in function, size or use may subject allor part of the new structure to the applicable Fees. Senior-Only Facilities Although senior-only facilities are residences, Government Code Section 65995.1(a) limits the fees on certain senior-only facilities to that of Commercial/Industrial Fees. The Commercial/Industrial Fee applies to Senior housing, as described in Civil Code Section 51.3, Health and Safety Code Sections 1569.2(k) and Government Code Section 15432(d)(9), as well as mobile home parks where residency is limited to older persons, as provided by Government Code Section 65995.2. Applicants will be required to provide proof that their development satisfies the applicable code section by bringing in their recorded Covenants Conditions &Restrictions or deed restriction. Mitigation Payments Mitigation Payments will only be refunded pursuant to the terms of the applicable Mitigation Agreement. None of the provisions herein related to expiration or refund apply to payments made pursuant to a Mitigation Agreement. NOTICE OF SCHOOL FEE APPEAL/PROTEST PROCEDURE Pursuant to the Resolution adopting this COC, the following summarizes the District's School Fee Appeal/Protest Procedure for protesting Commercial/Industrial Fees and Residential Fees (collectively referred to as "School Fees') in order to provide a process that permits the Applicant an opportunity for a hearing to appeal the imposition of School Fees ('Hearing') and to consider the required notice of protest filed pursuant to Government Code Section 66020: a. Within ninety (90) calendar day of being notified of the School Fees to be imposed or paying the School Fees, Applicant(s) shall file a written request: 1. By personal delivery, certified or registered mail or overnight mail (i.e., FedEx or similar service) ("Allowable Method') for a Hearing. 2. That contains a statement that payment has been tendered or will be tendered when due, or that any conditions which have been imposed are provided for or satisfied, under protest. 3. That contains a statement(s) informing the Governing Board ('Board') of the factual elements of the dispute and the legal theory forming the basis for the protest. The possible grounds for appeal include, but are not limited to: For Commercial Fees - the inaccuracy of including the Project within the category pursuant to which the Commercial Fees are to be imposed, or that the employee generation or pupil generation factor utilized under the applicable category are inaccurate as applied to the Project. The Applicant appealing the imposition of Commercial Fees shall bear the burden of establishing that the Commercial Fees are improper ('Commercial Grounds for Appeal'). For Residential Fees - the inaccuracy of the pupil generation factors, land cost, development or square footage projections used. The Applicant appealing the imposition of Residential Fees shall bear the burden of establishing that the Residential Fees are improper ("Residential Grounds for Appeal') (Commercial Grounds for Appeal and Residential Grounds for Appeal collectively referred to as "Grounds for Appeal.'). 4. The written request shall be served on the Assistant Superintendent, Business Services, of the School District ("Assistant Superintendent'). b. Within ten (10) calendar days of receipt of the written request for a Hearing, the Assistant Superintendent, or designee, shall give notice in writing of the date, place and time of the Hearing to Applicant(s). The Assistant Superintendent, or designee, shall schedule and conduct said Hearing within fifteen (15) calendar days of receipt of the written request. The Assistant Superintendent, or designee, shall render a written decision within ten (10) calendar days following the Hearing and serve it by an Allowable Method to Applicant's / Applicants' last known address. C. Within ten (10) calendar days of receipt of the Assistant Superintendent or designee's written decision, Applicant(s) may appeal the Assistant Superintendent or designee's decision to the Board. Applicant(s) shall state in the written appeal the Grounds for Appeal and said written appeal shall be served by an Allowable Method on the Assistant Superintendent. d. Within ten (10) calendar days of receipt of the written request for a Hearing, the Assistant Superintendent, or designee, shall give notice in writing of the date, place and time of the Hearing to the Applicant(s). The Board shall schedule and conduct said Hearing at the next regular meeting of the Board, provided that the Applicant(s) is given notice at least five (5) calendar days prior to the regular meeting of the Board. The Board shall render a written decision within ten (10) calendar days following the Hearing on the Applicant's / Applicants' appeal and serve the decision by an allowable Method to the Applicant's last known address. REFUND POLICY If construction does not commence as provided in Education Code Section 17624 and Government Code Section 65995, the amount of the Fees paid, minus a Fifty and no/100 Dollar ($50.00) application charge, will be refunded to the Owner of the Project at the time this COC was issued. An authorized written notice from the building department responsible for issuing the building permit declaring that the building permit has been cancelled and no construction has commenced must be delivered to the District's Facilities Planning & Development Department. Refunds will be processed thirty (30) days after receipt of notification. READ AND REVIEWED: APPLICANT SIGNATURE PRINTED NAME C(7'city- Of CEdlsbadCommunity RECEWED & Econom ic Development SEWER DISTRICT CERTIFICATION DEC 04 2017 CITY OF CARLSBAD Leucadia Wastewater District Vallecitos Water DistriU INC DIVISION 1960 La Costa Ave. 201 VaIIeôitosde Oro Carlsbad CA 92009 San Marcos CA 92069 (760) 753-0155 (160)74'' 47,0460 The following project has been submitted for building permits: Plan Check No.: Permit No.: C8R2017-1415 PropertyOwñer: TRUST CAMPANA FAMILY TRUST Project Address: 2139 ALGA RD Assessors Parcel No 2152205900 Project Description CAMPANA NEW SF0 /14 081 SF LIV Ill 002 SF GARAGE II1,6818F PATIO City Certification: City of Carlsbad Building Division Datë: June 22, 2017 Please indicate in the space below that the owner has entered into an agreement to hav e y o u r a g e n c y p r o v i d e public sewer service to the premises and/or if the existing service is adequate for this pr o j e c t a n d a l l r e q u i r e d conditions have been satisfied. Permits will not be issued until this form is cothIeted and returned to Our office. ThIs space to be completed by District Personnel I certify the district requirements for sewer service have been satisfied. Approved by tQ,ctA.4_.- Date U. Title FIELD SERVI SPECIALIST Building Division 1635 Faraday Avenue I Carlsbad, CA 92008,1 760-602-2719 1 760-602-8558 faxl buiiding@carlsbadca.gov BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Contra Non-Storm Water Waste Management and Materials BMPs - Sediment Control BMPs , . Control BMPs Management BMPs Pollution Control BMPs I . co F CL 0 _ .2 U) U) O• Best Management Practice* 0 . .- - tO - - a) .•-, (BMP)DesCription - - a): - . CU 2w$ -o Li E a) - L € tO -u >a) c c0 'O _ - _'-o 0 tOo - o 0 0 , _ 0 a) Q) 0 — 0 0 00 .4-i L. -4-. 0 .- 0 0 0 L.. 0 C ' 0 a) - 0 ._, 0 0 .._ U) C) 0' Cl) 0 0 0 Cl) 0 0 0 0 0 (9 0 _ 1.W CD - U) ' U) U) 0 L . (9 U)> U) Cl) D. (1) cc, a Q Q 0 0 > 0 CASQA Designation N 00 ' 2 I I I I , I I I LJLJ WLJ L LiJ ljJ O ' I co (I) Cl) U) Construction Activity Lii W W Lii C!) Cl) Cl) C!) Cl) Cl) Cl) Cl) . . . . 'G'rading/SoilDisturbance . '' Trènching/Exàavation i X I' ~ X - Stockpiling - - - - - - - Drilling/Boring - Concrete/Asphalt Sawcutting Concrete Flatwork - - - - - - - - - - - - - - - - - - - - - - - - - - - - : Paving Conduit/Pipe Installation - - - Stucco/Mortar Work X Waste Disposal . I, . Staging/Lay Down Area - - Equipment Maintenance and Fueling. -. Hazardous Substance Use/Storage -. ' - - Dewutering - Site Access Across Dirt - Other (list):' - - . -------- - - - - ------'.--- - -.•. - - - - Z Instructions: Check the box to the left of all applicable constructi?n activity (first column) expected to occur, during construction. Located along the top of the BMP Table is a list of BMPs with it'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. Refer to the CASQA construction handbook for infornation and details of the 'chosen BMPs and how to apply them to the project. STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP cOi1.,'i(5 STORM WATER POLLUTION PREVENTION NOTES ALL. NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. 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. 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. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 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. OWNER'S CERTIFICATE:, I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (aMPS) DURING CONSTRUC11ON 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 ACTI'VlllES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OR(S)/OWNE AGENT NAM (PRINT) 7 '2/il'2 OR(S)7OWNERA\IAtJSIGNATURE) / DTE E-29 PROJECT INFORMATION £.1 Site Address:4tl,.6 Assessor's Parcel Number: 7-I0 - Odb Emergency, Con tact: Name: 24 Hour Hour Phone: Construction Threat to Storm Water Quality (Check Box) E MEDIUM E LOW Page 1 of. 1 REV 02/16