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Home My WebLink About1204 OAK AVE; ; CB090722; Permit06-26-2009 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB090722 Building Inspection Request Line (760) 602-2725 1204 OAK AVCBAD RESDNTL 1561805000 $542,448.00 Sub Type: SFD2U Status: Lot #: 0 Applied: Construction Type: VN Entered By: Reference #: Plan Approved: 2 Structure Type: MF2-4 Issued: 6 Bathrooms: 6 Inspect Area: SPEC HOME-4002 SF, 640 SF 2DU- Orig PC#: ATTACHED, 1302 SF GAR, 1918 SF ROOF DECK, 336 SF Plan Check # DECK, 63 SF PATIO - SEWER LATERAL & WATER LINES LAID UNDER PRIVATE DRIVE -2ND DWELLING UNIT ADDRESSED AS 1206 OAK AV ISSUED 04/30/2009 RMA 06/26/2009 06/26/2009 Applicant: OAK AVENUE VENTURE LLC Owner: 1821 SOUTH COAST HWY OCEANSIDE CA 92054 760 759-0381 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Cpn. Fee Green Bldg Stands (SB1473) X*v* r -l < Fee $2,234.80 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,452.62 Meter Fee $435.00 SDCWA Fee $0.00 CFD Payoff Fee $54.24 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) . * $0.00 Traffic Impact Fee (4305541) .3 $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $0.00 Housing Credit Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees $20.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $9,872.55 $9,113.13 $0.00 $0.00 $2,180.80 $2,459.20 $0.00 $315.00 $60.00 $160.50 $0.00 $4,515.00 $0.00 $000 $2,192.00 $0.00 $35,064.84 Total Fees. $35,064.84 Total Payments To Date:$35,064.84 Balance Due:$0.00 Inspector: FINAL APPROVAL Date: JJ Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad - 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 Building Permit Application Plan Check No. Est. Value Plan Ck. Deposit Date ,. ,^H,,.»,, y t "T^l*.!. fc 4fcL,/U'lW = SLDV ,)|1204 OAK AVENUE- SUITE#/SPACE#/UNIT# 156 180 50 -0V CT/PROJECT #TENANT BUSINESS NAME CONSTR. TYPEV OCC. GROUP DESCRIPTION OF WORK: Include Square Feet of AKS(S) BUILD A NEW SINGLE FAMILY RESIDENCE ON LOT 4, A TWO STORY BUILDING WITH A ROOF DECK AND A SECOND DWELLING UNIT. SF HEATED = 4642 331 ft** L CONTACT NAME {If Different Fom Applicant)CHARLIE WILSON APPLICANT NAME OAK AVENUE VENTURE, LLC ADDRESS 1821 SOUTH COAST HWY ADDRESS 1821 SOUTH COAST HWY CITY OCEANSIDE STATE CA ZIP 92054 CITY OCEANSIDE STATE CA ZIP 92054 PHONE 7605806616 FAX 7609467817 PHONE 858 759 0381 FAX 7609467817 EMAIL CHARLIE500000@GMAIL.COM EMAIL OAKAVENUELLC@GMAIL.COM PROPERTY OWNER NAME OAK AVENUE VENTURE, LLC CONTRACTOR BUS. NAME ADDRESS 1821 SOUTH COAST HWY ADDRESS CITY OCEANSIDE STATE CA ZIP 92054 CITY STATE ZIP PHONE 858 759 0381 FAX 7609467817 PHONE FAX EMAIL OAKAVENUELLC@GMAIL.COM EMAIL ARCH/DESIGNER NAME & ADDRESS P LONGTON 2909 MESA DR 0-SIDE STATE LIC. # C18797 CLASS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations' LJI 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. I 11 have and will maintain workers' compensation, as required bv Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co Policy No Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. _j Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (4100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. JS$ CONTRACTOR SIGNATURE DATE / hereby affirm that I am exempt from Contractor's License Law lor the following reason: 1 I. as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of comptetion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). |/| 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 properly who builds or improves thereon, and contracts for such projects with conlractor(s) licensed pursuant to the Contractor's License Law). J I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvemenl l~lYes I hlo 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work .(include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): .^PROPERTY OWNER SIGNATURE DATE 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? I I Yes I iNo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air<juality management district? I lYes l\ No Is the facility to be constructed within 1,000feetoftheouterboundaryofaschoolsile? I lYes I INo IF ANY OF THE ANSWERS ARE YES,/ ~ EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for (he performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address 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 ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or vrork 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). > APPLICANTS SIGNATURE DATE City of Carlsbad CB090722 1204 OAK AV I SPEC HOME-4002 SFD, 640 SF 2DU ATTACHED, 1302 SF GAR, 1918 SF ROOF DECK 876 SF DECKS, 63 SF PATIO - SEWER LATERAL & WATER LINES LAID UNDER PRIVATE DRIVE -2ND DWELLING UNIT ADDRESSED AS 1206 OAK AV RESDNTL SFD2U Lot#: 4 OAK AVENUE VENTURE LLC Building Department INSPECTION RECORD INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB CALL PRIOR TO 4:00 P.M. FOR NEXT WORK DAY INSPECTION BUILDING INSPECTION: 760-602-27,25 D TO COVER DATE: Type of Inspection Date Inspector Notes BUILDING FOUNDATION REINFORCED STEEL MASONRY D GROUT D WALL DRAINS TILT PANELS M*xuJT>Wsl _L<sfe -SITE. POUR STRIPS COLUMN FOOTINGS SUBFRAME LOOR D CEILING ROOF SHEATHING ^*£fEXT. SHEAR PANELS FRAME INSULATION EXTERIOR LATH INTERIOR LATH & DRYWALL FINAL PLUMBING D SEWER AND BL/CO D PL/CO FINAL ELECTRICAL JgflJFER^//^D ELECTRIC UNDERGROUND ROUGH ELECTRIC WALLS ROUGH ELECTRIC CEILING MS. ^ELECTRIC SERVICE D TEMPORARY FINAL MECHANICAL UNDERGROUND DUCTS & PIPING PLEM.D REF. PIPING IHEAT - AIR COND. SYSTEMS VENTILATING SYSTEMS FINAL CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE ITEMS ABOVE HAVE BEEN APPROVED FINAL Sign When Appropriate Building Dept. (Inspections) (760) 602-2725 Fire Department (760) 602-4660 Planning Department (760) 602-4602 Engineering Dept. (Inspections) (760) 438-3891 Building Inspectors (7am-4pm) (760) 602-2700 CMWD (760) 438-2722 Ext 7 151 (o/a./ <>9 /b-ft-o^i \o-V\~o<\ luj/'l/t^f 1 * i • 1 to/WW M^ /^X/^V G&. /LfLWlffr JUwnw 1635 Faraday Ave. » Carlsbad, CA 92008 » www.carlsbadca.gov REV 1/2008 SEE BACK FOR SPECIAL NOTES Inspection List _u Permit#: CB090722 Type: RESDNTL SFD2U Date Inspection Item 10/29/200923 10/21/2009 89 10/21/200989 10/20/2009 89 10/20/2009 89 09/30/2009 34 09/30/2009 39 09/01/2009 17 08/28/2009 17 08/27/2009 17 08/27/2009 18 08/27/2009 23 08/27/2009 39 08/26/2009 17 08/26/2009 17 08/25/2009 16 08/25/2009 18 08/25/2009 27 08/25/2009 84 08/21/2009 14 08/20/2009 84 08/19/2009 84 08/18/2009 14 08/17/200984 08/14/2009 14 08/14/2009 17 08/13/2009 14 08/13/2009 17 08/12/2009 13 08/12/2009 15 08/12/2009 17 08/10/2009 13 08/07/2009 15 08/04/2009 13 07/31/2009 21 Gas/Test/Repairs Final Combo Final Combo Final Combo Final Combo Rough Electric Final Electrical Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Gas/Test/Repairs Final Electrical Interior Lath/Drywall Interior Lath/Drywall Insulation Exterior Lath/Drywall Shower Pan/Roman Tubs Rough Combo Frame/Steel/Bolting/Weldin Rough Combo Rough Combo Frame/Steel/Bolting/Weldin Rough Combo Frame/Steel/Bolting/Weldin Interior Lath/Drywall Frame/Steel/Bolting/Weldin Interior Lath/Drywall Shear Panels/HD's Roof/Reroof Interior Lath/Drywall Shear Panels/HD's Roof/Reroof Shear Panels/HD's Underground/Under Floor Inspector Act MC MC - - MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC TP MC MC MC MC MC MC MC MC TP TP MC MC PC MC MC AP Fl Rl Rl PA we AP AP PA PA AP AP NR CO PA AP we AP AP PA CA CA NR CO PA we NR we AP AP we PA PA PA AP SPEC HOME-4002 SFD, 640 SF 2DU ATTACHED, 1302 SF GAR, 1918 SF ROOF Comments re route the gas line per SDG&E ELECTRIC SINGLE RECEPTACLE AT KITCHEN ISLAND MID DAY INSPECTION COMPLETE PUNCH LIST EMR ONLY, OK TO RELEASE METERS FOR 1 204 & 1206 TUB AND SHOWER LATH, 1 ST AND 2ND UNITS EXCEPT MSTR TUB. FACE LAYER AT 1ST & 2ND UNIT PARTY WALL DRYWALL ONLY 1ST & 2ND UNIT 1ST & 2ND UNIT 1ST STOP, COMPLETE WORK 2ND STOP, BASE LAYER, 2ND D.W. LID & BASE LAYER AT WALL, D-1 .0/4 & 6 OK TO INSUL, MC TO SIGN FRM., CORR COMP. PER CONTRACTOR PHONE CALL PER CONTRACTOR PHONE CALL NEED APPROVED REV. TO PLANS NEED APPROVED REVISIONS TO PLANS PRELIM AND 2ND UNIT BATHROOM - CEILING ONLY EXTERIOR OPENINGS ONLY SEE PERMIT CARD FOR LOCATIONS AT ENTRY STAIRS, LINE C & 1 .5 -2 ONLY WATER SERVICE, METER TO BUILDING 07/29/200913 Shear Panels/HD's MC PA 07/23/2009 11 Ftg/Foundation/Piers MC AP Monday, November 02, 2009 ENTRANCE FLOOR SHEAR TRANSFER & DRAG NAILING. BEAM STRAPS AT FLOOR FOOTING FOR DECK COLUMNS ONLY Page 1 of 2 07/10/200911 Ftg/Foundation/Piers TP AP 07/10/2009 12 Steel/Bond Beam TP AP 07/09/200911 Ftg/Foundation/Piers MC CA PER CONTRACTOR PHONE CALL 07/02/2009 21 Underground/Under Floor MC AP WASTE ONLY TO P.O.C. 07/02/2009 98 BMP Inspection MC PA ONGOING Monday, November 02, 2009 Page 2 of 2 City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit#: Project Name: Address: Contact Person: Sewer Dist: Inspected,, By: /&>£ Inspected By: Inspected By: Comments: CB090722 SPEC HOME-4002 SFD, 640 SF 2DU ATTACHED, 1302 SF GAR, 1918 SF ROOF DECK, 1 204 OAK AV CWwU.*^ Phone: 5&O - C>U I (*> CA Water Dist: CA s* Date / / \%LtfMP& Inspected: to /I*} (d*) Date Inspected: Date Inspected: Date: Permit Type: Sub Type: 876 S Lot: 4 Approved: /^ Approved: Approved: 10/07/2009 RESDNTL SFD2U Disapproved: Disapproved: Disapproved: City of Carlsbad Final Building Inspectionm^m Dept: Building Engineering Planning CMWD St Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: Inspected Bv: ( Inspected Bv: Inspected Bv: CB090722 SPEC HOME-4002 SFD, 640 SF 2DU ATTACHED, 1302 SF GAR, 1918 SF ROOF DECK 1204 OAK AV C!rsO*U^ Phone: 5&O -(^U^Q, CA Water Dist: CA S*O Date tj, ^TX Inspected: [V" ry v \ Date Inspected: Date Inspected: Lite Fire Date: Permit Type: Sub Type: ,8765 Lot: 4 MO*AApproved: *MT Approved: Approved: 10/07/2009 RESDNTL SFD2U Disapproved: Disapproved: Disapproved: Comments: Inspection List Permit#: CB090722 Type: RESDNTL SFD2U Date Inspection Item 10/21/2009 89 10/21/2009 89 10/20/2009 89 10/20/2009 89 09/30/2009 34 09/30/2009 39 09/01/2009 17 08/28/2009 17 08/27/2009 17 08/27/2009 18 08/27/2009 23 08/27/2009 39 08/26/2009 17 08/26/2009 17 08/25/2009 16 08/25/2009 18 08/25/2009 27 08/25/2009 84 08/21/2009 14 08/20/2009 84 08/19/2009 84 08/18/2009 14 08/17/200984 08/14/2009 14 08/14/2009 17 08/13/2009 14 08/13/2009 17 08/12/2009 13 08/12/2009 15 08/12/2009 17 08/10/2009 13 08/07/2009 1 5 08/04/2009 13 07/31/2009 21 07/29/2009 13 07/23/2009 1 1 07/10/2009 11 Final Combo Final Combo Final Combo Final Combo Rough Electric Final Electrical Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Gas/Test/Repairs Final Electrical Interior Lath/Drywall Interior Lath/Drywall Insulation Exterior Lath/Drywall Shower Pan/Roman Tubs Rough Combo Frame/Steel/Bolting/Weldin Rough Combo Rough Combo Frame/Steel/Bolting/Weldin Rough Combo Frame/Steel/Bolting/Weldin Interior Lath/Drywall Frame/Steel/Bolting/Weldin Interior Lath/Drywall Shear Panels/HD's Roof/Reroof Interior Lath/Drywall Shear Panels/HD's Roof/Reroof Shear Panels/HD's Underground/Under Floor Shear Panels/HD's Ftg/Foundation/Piers Ftg/Foundation/Piers Inspector Act MC - - MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC TP MC MC MC MC MC MC MC MC TP TP MC MC PC MC MC MC MC TP Fl Rl Rl PA we AP AP PA PA AP AP NR CO PA AP we AP AP PA CA CA NR CO PA we NR we AP AP we PA PA PA AP PA AP AP SPEC HOME-4002 SFD, 640 SF 2DU ATTACHED, 1302 SF GAR, 1918 SF ROOF Comments ELECTRIC SINGLE RECEPTACLE AT KITCHEN ISLAND MID DAY INSPECTION COMPLETE PUNCH LIST EMR ONLY, OK TO RELEASE METERS FOR 1 204 & 1206 TUB AND SHOWER LATH, 1ST AND 2ND UNITS EXCEPT MSTR TUB. FACE LAYER AT 1ST & 2ND UNIT PARTY WALL DRYWALL ONLY 1ST & 2ND UNIT 1ST & 2ND UNIT 1ST STOP, COMPLETE WORK 2ND STOP, BASE LAYER, 2ND D.W. LID & BASE LAYER AT WALL, D-1 .0/4 & 6 OK TO INSUL, MC TO SIGN FRM., CORR COMP. PER CONTRACTOR PHONE CALL PER CONTRACTOR PHONE CALL NEED APPROVED REV. TO PLANS NEED APPROVED REVISIONS TO PLANS PRELIM AND 2ND UNIT BATHROOM CEILING ONLY EXTERIOR OPENINGS ONLY SEE PERMIT CARD FOR LOCATIONS AT ENTRY STAIRS, LINE C & 1 .5 -2 ONLY WATER SERVICE, METER TO BUILDING ENTRANCE FLOOR SHEAR TRANSFER & DRAG NAILING. BEAM STRAPS AT FLOOR FOOTING FOR DECK COLUMNS ONLY Friday, October 23, 2009 Page 1 of 2 07/10/200912 Steel/Bond Beam TP AP 07/09/2009 11 Ftg/Foundation/Piers MC CA PER CONTRACTOR PHONE CALL 07/02/200921 Underground/Under Floor MC AP WASTE ONLY TO P.O.C. 07/02/2009 98 BMP Inspection MC PA ONGOING Friday, October 23, 2009 Page 2 of 2 City of Carlsbad Bldg Inspection Request For: 10/21/2009 Permit* CB090722 Title: SPEC HOME-4002 SFD, 640 SF 2DU Description: ATTACHED, 1302 SF GAR, 1918 SF ROOF DECK, 876 SF DECKS, 63 SF PATIO - SEWER LATERAL & WATER LINES Inspector Assignment: MC Type:RESDNTL Sub Type: SFD2U Job Address: 1204 OAK AV Suite: Lot: 4 Location: APPLICANT OAK AVENUE VENTURE LLC Owner: Remarks: MID DAY INSPECTION Phone: 7605806616 Inspector: Total Time:Requested By: CHARLIE WILSON Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Comments/Notices/Holds Notice 2ND DWELLING UNIT ADDRESSED AS 1206 OAK AV-WILL HAVE SEPARATE UTILITIES Associated PCRs/CVs Original PC# PCR09088 ISSUED CHANGE DETAIL FOR FOOTING FOR; MAIN HOUSE PCR09092 ISSUED BUSBY: ADD 540SF DECK TO HOME; PCR09111 ISSUED VARIOUS CONSTRUCTION CHANGES; Inspection History CommentsDate 09/30/2009 09/30/2009 09/01/2009 08/28/2009 08/27/2009 08/27/2009 08/27/2009 08/27/2009 08/26/2009 08/26/2009 Description 34 Rough Electric 39 Final Electrical 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 23 Gas/Test/Repairs 39 Final Electrical 17 Interior Lath/Drywall 17 Interior Lath/Drywall Act we AP AP PA PA AP AP NR CO PA Insp MC MC MC MC MC MC MC MC MC MC EMR ONLY, OK TO RELEASE METERS FOR 1204 & 1206 TUB AND SHOWER LATH, 1ST AND 2ND UNITS EXCEPT MSTR TUB. FACE LAYER AT 1ST & 2ND UNIT PARTY WALL DRYWALL ONLY 1ST & 2ND UNIT 1ST& 2ND UNIT 1ST STOP, COMPLETE WORK 2ND STOP, BASE LAYER, 2ND D.W. LID & BASE LAYER AT WALL, D- 1.0/4&6 SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION OPTIONAL METHOD NEC 220-30 As an alternative method, the STANDARD METHOD, found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS Dwelling TV*? 2. _ , sq. ft. X 3 VA = y /2(J&<0 VA Small appliance loads -220- 16 (a) 1500 VA x _j-L_circuits Laundry load -220- 16(b) 1500 VA x / circuits a / >roo VA General Lighting Total ifictelf VA 2. COOKING EQUIPMENT LOADS - Nameplatc Value Range ^^ > VA = . _ VA Ox)ktop__iL____VA = - ~ VA Oven(s)__LL__VA = - VA Cooking Equipment Total - ~ VA 3. ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) Dryer <£^f> _ VA » Dryer Total ~ VA 4. FIXED APPLIANCE LOADS 230-30(b3) Dishwasher * Disposal « S'Vfo .VA Compactors VA Water Heater = ...(*si*> VA Hydromassage Bathtub = ... :-- VA Microwave Oven = f/L>O VA Built-in Vacuum = _ VA Fixed Appliance Total ^&ftu VA 5. OPTIONAL SUBTOTAL (Add all of the above totals) 7. HEATING OR AC LOAD - TABLE 220-30 Larger of the Heating or AC Load= /5 :> & 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7)= 6. APPLYING DEMAND FACTORS- TABLE 220-30 ^_ • , c u , ,*~ r « / Fi«t 10,000 VA x 100% « 10,000 VAOpoonal Subtotal (fiom line 5) | Remaining /6BVJ? VA x 40% = */**? VA 9. MINIMUM SERVICE SIZE = « ^_ Ampere (Please put total on front of card under Computed Load) SAN DIEGO AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT TOR THE ROUGH INSPECTION ADDRESS i2<J>1 oA«< AtJ£_ OWNER OAtf (\\St- l/fc/Ji<H& £«L PHONE &!>& J£"j O3&( CONTRACTOR PM^ ZL*UL PHONE ~?t.C> L/lo PAMFI /7 LOCATION /fA/£ /V^t/ /jV'/W/^ /(Wc/y^ r^b-// <£ /?T #VH /Z/2- 7?9rt/ <i>/3? j^ifnA ( 'AlfAfo&V ''B&Wl 2c*)^ "?L/y^, S/^r "Pt^ufa MAIN- D -6?JL .,. BIK. / ^o SERVICE ENTRANCE OR FEI n wqApnpt.-'f'jfftN (XT 1 3 5 7 « 11 U 15 17 19 21 23 25 27 29 31 33 34 37 39 41 BKR SIZE /D To ^;b fo '2& 2o 7v Zo 7-» ?n bilTOC) A_ WIRE SIZE (2- •/ \l 12 fe TYPE Wb> 4/ lirtifr it i - LTD AMPBKR/FUSE {0MLO AMP EDEH CONDUCTORS: TYPE.-IR'cu DAL Tfl CWWffTSW' SERVICE GROUND/BOND: A) BOt:- MO Y ,,. B) C) CLAMP LOCATORS): Q GROUNDHCO D TYPE: Ej CU D*L 2SO-81(C) 2SO-ao(«), •!(•) 2SO-«Q<C) GFCI LOCATIONS 210^8,660-70: & BATHROOM (S) D KITCHEN 0 GARAGE (S) 0 HYDROMASSAGETUB i.e. REC 3iV 2. 1 1 '2- 1 / ^22? I2O/2 REC i 7 6 (p af^-c> 1t ', z? COM SMC BRAr A)U 8) 71 C) \J D) C REM> Icwtit iratru •turn Do Da SIGN! DATE PLf ^ta 4Cr 3H- WO IUN EN1 ^R> LTC 2. **>V h 2- & 7 ^/o TED t ulafan 4 CIRC riNQC SMAL OflYC rRALt « PERMIT* C 6C ^T 0 7 2 7_ CENSUS TRACT * /S& "/&& • -S«3 AREA IN SO. FT. *-/£& %—- 'i/L>t MISC 1 f / nj VOLTS WIRE SIZE 'V ^H TYPE ^ ^ BKR SIZE /£/s /5 /5 /<r />"/? /^ /5 /r/^ /tT p"/r ' (?) ^ WtRF CRT 2 4 6 a 12 14 16 It 20 22 24 26 21 30 32 34 36 3* 40 42 — / /$c& v ^y Wgrkihwl on tauk. UITS REQUIRED:jflcurrs z L APPLIANCE OHCUfTS 25 :tflcurr a HEATING EQUIPMENT 4J ylh rtoi Oil WN DN- iO LOCATION fl}ft<yr&2, feip/J/cr 2?CT> Art3- 7%&T> frFr r j?jrp A/=Z 7: QOD^ fi^^t L i v/X>i ;?toyn. ftflU- U6>HK eWTfof' LV: //r? /(V-fc/feKJ Lr<±tfr< ZftV-fo 'Z>/5/' 77 ^ # vuA*>fJ&2 £r-"D£> CaA^fif^ ' rfift t>7te"h*>rrt t3*> IMPS 5>-3(b). 4(d) I B-40D B-4(c) H-7 • M •« Hrrnnittoni hnw bMfi wqu«d in icoifltara witfi nwnutacluw'c u and tilt M work ihown on thi* circuit cwd r«pr*Mnii lh» hit ho work pcrtonmd und«r thi» ponril PB rRACTQfjy, XX**" "" i^Pft/2 ^ii.'^T^-<— *^(/ ££*- REFERENCE S*nDi*eoEI«*iatl 21S-5 SAN DIEGO AREA RESIDENTIAL CIRCUfT CARD AND LOAD SUMMARY (1990 NEC) ADDRESS OWNER CONTRACTOR DAWpl l"^> LOCATION L. I U;A"'6* jltX)™ l^cTfr Aftj (*> ;p o . (L>f&Q> Vf<?fp<s a (ju/fc/t&v ( {,I,AJ^ Ea.'y^ ^A/LftL?^ f^H/ Lit* l+tf MAm* D sCf TJTK- /p£> SERVICE ENTRANCE OR FEI^ «OT. MO y R, PHONE PHONE 70,/)00 A CKT 1 3 5 7 » 11 13 15 17 19 21 23 25 27 2» 31 33 35 37 39 41 IKR SEE /£ "V /5^ / WIRE SIZE H 4 >Y TYPE (^/^ C7 $L LTC 1 1 i 7 AMPBKWFUSE LkftfljO AMP EDER CONDUCTORS: 01 CONOUfTSBE- — SERVICE GROUNOBOND: . A) «pf- no fc? __ B) TYPEr (V^CU LJ*1- C) CLAMP LOCATORS): D VWTERPPE Q CROUNDROO Q 2SO-81(C) 250- «!(•), S1(«) 2SO-83(e) GFCI LOCATIONS 21 tf*. 680-70: 0^ BATHROOM (S) D {TJ'OJTOOORS Q KITCHEN HYDROMASSAGETUB i.e. REC 3P "? 1 1 \ \ /?<? // REC ( '^ ifi 2. Z COMPU SMCMe BRANO A) UGK 8) TWO C} LAUK D) CEN1 REMARI LTC TED t utaton 4 CIRC nNGC SMAL IORYC rRALI <S PERMfTf CENSUS TRACT * AREA IN SQ.FT. ryb ur MISC WIRE SIZE 12 /^ I'L 12. \T- li >LTS _jL_0 — 2-WIRE TYPE AJA^ 4 BXX SIZE Za 2t- £o 7t> r^f0 ^c CKT 2 4 « 1 10 12 14 16 11 20 22 24 26 2t 30 32 34 36 31 40 42 OAr sg& '~pAi*Utfi^ % LOCATION l4jftS/-h?7Z /3* ^,"j^ly /•' .^ ~T~'"YfJ / i* *^" * '-J' LO^-T ftlhtL, ffrL*. . U£T 3/V><L (^jijUQi /<?A^c/C S/pa MtartulMMontaMk. UfTS REQUIRED: ^RCUfTS ZZO-3(b).4(O 1APPUANCE CIRCUITS 220-40)}:iRCurr 220-4(0 HEATING EQUIPMENT 422-7 1 cartly thai tf Hwnimiont hiv* bMn WqiMd in •ceonlWK* «wtfi nwnufickjro'* iri»lnjct»ru«iiri»nt»»*orttho*nontN*arouitemnlr«(ji»»«n*»»(uI •HUM ol DM *mk pwtanmd und«f Ihi» (wirtt DCON- SIGNED DATE TRACTOi -^ ,'"P/7V2, £5L£-&T12 vC~ /t*^—— REFERENCE Sin PM«O Etactal 215-5 o SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION OPTIONAL METHOD NEC 220-30 As an alternative method, the STANDARD METHOD, '. ~ found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS Dwelling /W/> .sq. ft. x 3 VA • /920 VA Small appliance loads-220-16 (a) 1500 VA x __Z_circuits = goao VA Laundry load-220-16(b) 1500 VA x _L_ circuits = I SCO VA General Lighting Total VA 2. COOKING EQUIPMENT LOADS-Nameplate Value Range—6't>—VA = _____ VA ("!nnlctnp /' VA = ^ ~ _ VA Oven(s) ' ' VA = - VA Cooking Equipment Total VA 3. ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) Dryer—1<? r*-^ VA= Dryer Total ________ VA 4. FIXED APPLIANCE LOADS 230-30(b3) Dishwasher = /Zoo VA Disposal * &1Q VA Compactor = -~ VA Water Heater= £"?5 VA Hydromassage Bathtub = — ._. VA Microwave Oven = i/QQ VA Built-in Vacuum = _______ VA: • • VA Fixed Appliance Total 5. OPTIONAL SUBTOTAL (Add all of the above totals) 6. APPLYING DEMAND FACTORS-TABLE 220-30 r^.- i o u i ^ r « / Firs110,000VAx 100% = 10,000VAOpnonal Subtotal (from line 5) ( Remaining - VA x 40% = ~ VA 7. HEATING OR AC LOAD - TABLE 220-30 /<T<7} Larger of the Heating or AC Load = /->::> VA 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7)= 9. MINIMUM SERVICE SIZE = ^ Total = f Ampere (Please put total on front of card under Computed Load) SAN DIEGO AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) THIS CARD MUST BE FILLED OUT AND AVAILABLE ATTHE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION ADDRESS tjlo€> OAK AUtL/OOf OWNER bAtL A(J4 VGrJTlJiMS tUL wtpNES^rg 7^-7 ^jg/ CONTRACTOR ^AA £<-€<?_ PHONE 7/O l/2v ^i"^ RAfaCf ^>£5 LOCATION /V/2e /3eec_ &Pr&Pt£rtf (~ r3 &J'T^j'j>£ L/c-f^'i^ l\rH.HuO Ll&llft T^fc/Zajnt fo^Cl Ll(f Ur\ *-><-*- <o- D O MATV. Q ^dO SERVICE ENTRANCE OR FE A) SSffi;- W .3, — ,."! C) MR/I ATOP- '2l£&& OCT 1 3 S 7 » 11 U U n 19 21 23 25 27 29 31 33 35 37 39 41 BXR SIZE /t>~ />" /5 ^' f )f Ifaooe A_i WIRE SIZE 'V/v/v H H TYPE /uws " t / 2 LTO 1 fjf f AMPBKK/FUSE (0MLO AMP EDER CONDUCTORS: D) CONCHffTSCE: SERVICE GROUNCMBOND: *, SOT-NO y, , » TYPE: \Y\CU [jAL C) CLAMP LOCATORS): Q WATER PPE Q GROUND ROD O 2SO-81(C) 250 -«0(.), r(.) 250-83(c) GFCI LOCATIONS 210^.680-70: & BATHROOM (5) [ {p^SARAGE (S) [ Q OUTDOORS [ 3 (arete* D HYDROMASSAQETUB I.C. REC .d vI r REC ^/ f l~l V/ / COMPU SwCda BRANO A) UGH1 Q) TWO QIAUN D) CEN1 REMARI LTC TED I ulUion 4 CIRC F1NGC SMAL IOHYC FRALt ** PERMIT*CSOfo 7 jLO. CENSUS TRACT * / 5"^> - / SO " S^5 AREAINSO.FT. 10L/C} MISC /\k .VOLTS / 0 ^ \WIRP WIRE SIZE/y IU 12 fz 12, iZ 1%, TYPE *J7|fl ^ « ya BKR SIZE /•j" /$" Zf •/6' /<> 7^' ^ CKT 2 4 6 » 10 12 14 16 It 20 22 24 26 21 30 32 34 36 31 40 42 < ^- j Wortah«« on back. UtTS REQUIRED: 4RCUITS Z 1 APPUANCE CIRCUITS a;iRCU(r a HEATING EQUIPMENT 4J iMrifyM mwrurtoi •rtwuofl Down QcON" SIGNED DATE LOCATION Ce/MB 7>SP /S-C /T*, CVf5//^?2 m/6/2o A/fu/D]^^>/ A/ •*" c // c'"^ A/'-y-cX/o/u /vfT^ '13+7 H <^F7 MPS »-3(b). 4(0) I 0-4(14 0 * 4{C) B-7 • it Ul Mnriraliont h»» bMn torqiMd in ieson»»ne» wifi nwnulictirv'c u and fftit th* work ihoom on M* circuit cwrf r«pr*Mnh »>• bl h* Mrtt pMtDrmtd und«r M* pwnil FB ,"7^2 ^ wX" <^ f4$-&£Tj2. i C~ REFERENCE S<n Oi*go Etamal N«nl*mr 10/20/2009 08:04 8582749861 PAGE 01 Kramer Engineering Services A\l£ 4901 Morena Blvd., Suite 905 San Diego, CA 92 11 7 Phone (858) 274-9860 Fax (858) 274-9861 October 19, 2009 Calculation of dryer exhaust capacity LG DLG1320W Method 1: Static Pressure Calculation LG Specification, per LG: Exhaust fan: 150CFM Static pressure of exhaust fan, 0.6"wc System 1:16 ft of 6" duct plus two 90 degree elbows. 90 degree elbow of 6" duct = 1.75 ft equivalent Total equivalent length = 19.5 ft System 2: 21 ft of 6" duct plus three 90 degree elbows. 90 degree elbow of 6" duct = 1.75 ft equivalent Total equivalent length « 26.25 ft Use system 2 for comparison since it is worst case. Per ductilator: 150 cfm in 6" rigid duct = 0.18"wc /100 ft, T , 26.25 ft x.18"wc/100ft = O.CM7"wc load on the dryer. Since the load is significantly less than the capacity, this system will work Method 2: Manufacturer's installation guide Page 14 of the attached installation guide shows that the LG DLG1320W can exhaust through 36 ft of duct with 3 elbows. Since the existing system is shorter than the manufacturer's allowable, this system will work. Notes: Contractor shall permanently install a plastic placard on the wall near the dryer transition box that reads: "Warning. Check the manufacturer's installation 18/20/2809 88:04 8582749861 PAGE 02 instructions for any domestic dryer that will be installed at this location. The installation instruction should allow the dryer to be connected to an exhaust duct (vent) that is 26.25 ft." (19.5 ft for system\\\ Lynn Kramer, P.E. PORTER INSPE PH. 760 889 9762 Oak Avenue LLC , . .t 7/23/2009 ARCHITECT Studio 4 Architects 2909 Mesa Drive, Oceanside, Ca. ' ENGINEER Swanson & Associates 17055 Via Del Campo Ste. 100, San Diego, Ca, CONTRACTOR Owner Any where any time Around the world, Around the clock 1536 Downs St. Oceanside. Ca. 92054 DAILY INSPECTION REPORT 1204 & 1206 Oak Avenue-Lot 4 1204 & 1206 Oak Avenue Carlsbad, Ca. 92008 Ghostrider, Inc. PROJECT ADDRESS CITY JOB* BUILDING PERMIT/DSA/OSHPD# CB090722 PLAN FILE # N/A . - / .w.o.# N/A P. T. Concrete SAMPLES QTY.MATERIAL DESCRIPTION P. T. Strands: ASTM A-416/270 K, 1/2" Rebar: Gr/Type: A-615/grade-60 Approved Plans Available Calibrated Pump REMARKS: Inspected stressing of tendons on project as shown on approved drawings. Contractor is stressing tendons to 5500 PSI gage pressure, using a calibrated jacking unit DRC 20 Calibrated 4/4/2009. Tendons were first measured, marked, and finished stressing; measured and cut. All tendons where elongated within 7% + or - of the engineers specs. Contractor will need to grout the enings with in 10 days. Work on project is ongoing.OD( 'f CERTIFICA TION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially specifications and applicable sections of the building codes^U^a^j^^^^^^^tJa^^Uhe work reported only and does not Time in:Time out: Authorization: THE DEPUTYS ignature h approved plans, engineering opinion R. L Motsinger A.W.S. & I.C.C. & San Diego #728 Form: WGASA./GR.OI-ZOOS. Revision (07) os/os SWANSON & ASSOCIATES 17055 Via Del Campo SUITE 100 SAN DIEGO, CA 92127 (858) 487-7600 Q_ O CNi CD Q_I<: co oro CNJ co <S) GO I— GO REVISIONS DESCRIPTION PATE DESCRIPTION DATE ITEM NO. CLIENT! • ATTNTO. CHARLIE u(LSoi4 PHONE' FAX' ITEM TITLE OAK /we DETAIL SCALEi SHEET PORTER INSPE PH. 760 889 9762 L,rtfE ARCHITECT ENGINEER Oak Avenue LLC 7/9/2009 Studio 4 Architects 2909 Mesa Drive, Oceanside, Ca. Swanson & Associates 17055 Via Del Campo Ste. 100, San Diego, Ca, Any where any time Around the world, Around the clock __. 1536 Downs St. Oceanside. Ca. 92054 DAILY INSPECTION REPORT 1204 & 1206 Oak Avenue-Lot 4 1204 & 1206 Oak Avenue Carlsbad, Ca. 92008 Ghostrider, Inc. CONTRACTOR PROJECT ADDRESS CITY JOB* BUILDING PERMIT/DSA/OSHPD# CB090722 PLAN FILE* N/A w.o.O N/A SAMPLES QTY.MATERIAL DESCRIPTION P. T. Concrete P. T. Strands: ASTM A-416/270 K, Rebar: Gr/Type: A-615/grade-60 Approved Plans Available Rebar Clearances Approved Rebar Positions Approved Rebar Sizes Approved Rebar Laps Approved Tendons Approved REMARKS: Inspected rebar and tendons on project as shown on approved plans. Rebar and tendons were found to be of grade, size and in conformity with approved drawings for project. Tendons ends are per approved drawings. Work on project is ongoing. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially specifications and applicable sections of the building cocfes^ttHM^ywM^^^p^iu^^lie work reported only and does Time in:Time out: Authorization: THE DEPUTYS ignature plans, •ring opinion or R. L. Motsinger A.W.S. &Lc.C. & San Diego #728 Form:/WGASA./GR.01-2008. Revision (07) 08/08 TAYLOR GROUP INC PROJECT NAME DATE \1 \1 TRAVEL TIME MILEAGE FIELD TIME F m F^mF m 71 o & IliC T T T F m F m F m CONTRACTORS/SUBCONTRACTORS ON SITE A DAILY FIELD REPORT PROJECT NUMBER BY r> T T T CONTRACTOR EQUIPMENT IN USE /-V(T NOTES/DESCRIPTION OF WORK TGI FIELD INSPECTOR (S g tu )SHEET J.OF :: i ' «l ' ition of Testing «• *5si fltsurts Available fcr Both GJasslVcdgs© Dr; Glaze System and Wet SJaze System •• Sgrnatete SnfarmatJon May B? OownS^adeci from PDF F5ies at cd3urencd.com - riard Copy flwolts Wso AvariaWe wftt? ConsulPog Engineer's Sea! afld Sigoatute fo? a Modest F«e GME CONSULTANTS OF ILLINOIS, INC, CONSULTING ENQNEBS 9924 Industrial drive. Unit C / Sridgevfew, ffllnole 60455 [70S) 430-1071 / Fax [708] 43O98M C.R- Laurence Co., inc 2 100 £.38 tit Street •> FftTxumy20,2004 KB: GME Project No. B-2626A Horizontal Lo«d testing of CR Laurence 48 by 42 inch Glass Balustrade Assembly Gwdenwn; Ai you requested, w» have complefed fee tertng ofibe CJ8- L*OThc«(CRL)«&>*hl>y« inch Glass Balustrade assembly. B«e4 on i design load consisting of a concentrated horizontal (farce of 200 pounds, the loading* in our tettmsprcisrimoftheC&LasseiDUie* *K 2.5 to 4.1 timeif the design criteria. The asjembl ies tested included both H and H inch tempered gtass, mounted in multiple CRL bise sho» profiles, k QM£a »port -No. BW26- A, of FebrtSry] 8, 2004, «« describe ow testing pn0m wtoere sulge^ i oumtartf ORp« gfc^ assemblies, to » cortccatfatted horizontal loading tpplied to Qtf ^pper comer of the jlass. The glass mounting system* to the shoe* iQctoded both wet set systems *n4 CRL Glass Wedge System . The' aluminum sheas were mounted to die test fcciliiy floor using three methods, these three methods inducted daiset mouocioi with recessed anchor bolts, mounting on 1/2-iscfi thick steel plates, and side mounting ro 3-'/a X 3 Vs ty •£ loco angle won. We applied and held «coa<^tratfidhonzc>ntal load to th«upp«cora»r of thetetapeted glas (both 54 »nd % Joen fljickness) of &e 48-inch wide by 42-inch hj^b CR Laurence Gl*» fiituxtrftde AssemblUe. D«?cndiag on. the astetobly details fbe horizontal loaA maiatamed for two minart tanjed fiwft SIX) pbwid& with three l->4 toch wide CM. 'A1LUAW C. KMASNY. BE. TKJMM P VSNEMA. Pt GflEKJRT R FRPIB, RE,, R R. EKC ZIMMERMAN. Ph.a. Rt BEST COPY MELCHIOR LAND SURVEYING INC. JJ- September 23, 2009 IN 3174 Mutual Partners Attn: Charlie Wilson 1821 South Coast Highway Oceanside, CA 92054 Re: 1208 and 1210 Oak Avenue ~ Carlsbad, CA (Upper Pad Forms) C C*> 0*5 IIG Dear Charlie, ^~"—^-* Melchior Land Surveying, Inc. Surveyed the Building Forms on the above referenced project on 9-23-09 and found the Building Location to be in substantial conformance with the approved plans. Please see attached plat. If you have any questions, please feel free to call. Sincerely MELCHIOR LAND SURVEYING, INC. Dale A. Davis, P.L.S. Associate Surveyor MAIN OFFICE 5731 PALMER WAY • SUITE G • CARLSBAD, CA 92010 [760] 438-1726 • FAX (760) 438-3991 mlsi@pacbell.net LS. 4611 poon pos J11 -j c "s, C CD i A > •o 3 )' r— VE. -~j CD < " 1 ?x 12.E 22.000' g ^~C^ ' z 133 r 1 / NiNJ CIO 3 i 3 3 ^ C 05 P OJOJ 24.31 ' — 9.000 ^ p 24.3 ^ ^ n nnn' *\^>~ <i 1 4' fsKc *Sy N 00 00 00 t 1 /O.OJ 110.32' -5 V& ^ V ±j j^ir PARCEL 3 1208 & 1210 0 y \ ^ ^K AVE.C c Wc/7/? ^ '£2,75 NSS'SS'^T 1 fu 5^ D "9 •* [229 Safe i o nn1 »y.uu " \ N is "••.J_ $5 w\ jj" 5.34' 00f^•<j-oo o CM City of Carlsbad Bldg Inspection Request For: 08/10/2009 Permit# CB090722 Title SPEC HOME-4002 SFD, 640 SF 2DU Inspector Assignment: MC Description: ATTACHED, 1302 SF GAR, 1918 SF ROOF DECK, 876 SF DECKS, 63 SF PATIO - SEWER LATERAL & WATER r\r»iwr: Sub Type: SFD2UType: RESDNTL Job Address: 1204 OAK AV Suite: Lot 4 Location: APPLICANT OAK AVENUE VENTURE LLC Owner: Remarks: AM PLEASE Phone: 7605806616 Inspector: Total Time: CD Description 13 Shear Panels/HD's Requested By: CHARLIE WILSON Entered By. CHRISTINE Act Comment FA- Notice Comments/Notices/Holds 2ND DWELLING UNIT ADDRESSED AS 1206 OAK AV-WILL HAVE SEPARATE UTILITIES Date 08/07/2009 08/04/2009 07/31/2009 07/29/2009 Associated PCRs/CVs Original PC# PCR09088 ISSUED CHANGE DETAIL TOR FOOTING FOR; MAIN HOUSE PCR09092 ISSUED BUSBY: ADD 540SF DECK TO HOME; Inspection History Description 15 Roof/Reroof 13 Shear Panels/HD's 21 Underground/Under Floor 13 Shear Panels/HD's Act PA PA AP PA Insp Comments PC SEE PERMIT CARD FOR LOCATIONS MC MC MC 07/23/2009 11 Ftg/Foundation/Piers AP MC 07/10/2009 11 Ftg/Foundation/Piers AP TP 07/10/2009 12 Steel/Bond Beam AP TP 07/09/2009 11 Ftg/Foundation/Piers CA MC 07/02/2009 21 Underground/Under Floor AP MC 07/02/2009 98 BMP Inspection PA MC AT ENTRY STAIRS, LINE C & 1.5 -2 ONLY WATER SERVICE, METER TO BUILDING ENTRANCE FLOOR SHEAR TRANSFER & DRAG NAILING. BEAM STRAPS AT FLOOR FOOTING FOR DECK COLUMNS ONLY PER CONTRACTOR PHONE CALL WASTE ONLY TO P.O.C. ONGOING MELCHIOR LAND SURVEYING INC. [g- August 10, 2009 JN 3174 Mutual Partners Attn: Charlie Wilson 1821 South Coast Highway Oceanside, CA 92054 Re: 1204 and 1206 Oak Avenue ~ Carlsbad, CA / Dear Charlie, Melchior Land Surveying, Inc. Surveyed the Building Forms on the above referenced project on 8-4-09 and found the Building Location to be in substantial conformance with the approved plans. Please see attached plat. If you have any questions, please feel free to call. Sincerely MELCHIOR LAND SURVEYING, INC. Dale A. Davis, P.L.S. Associate Surveyor MAIN OFFICE 5731 PALMER WAY • SUITE G • CARLSBAD, CA 92010 [760) 438-1726 • FAX [76OJ 438-3991 mlsi@pacbell.net LS. 4611 -24.31'- 11.62 o> BUILDING LINE 64.000' ^ •<& PAD 110.5 1204 & 1:7m -9.000' JAK AVERTS 42.000' BUILDING LINE 2.833' 1 22.000'' 64.000' v_ * /I-I / . ino m? ^AX1 ^in1 *?j 8-4-09 n -24.34- J*. D BUILDING LINE 1200 & 1202 OAK PARCEL 2 53.750' AVE. x b. 25. 2009 4:10PM Swanson & Associates Yo.0230 ?. 1 *m?~^*fi+lr<t 1 7093 Vfc 0<l Cmpc Sun. 100 o. CAS21B7 Plxmt [858] -W7-7WW F« [856] 487-7B04 Charlie Wilson Mutual Partners, Inc. 1821 S. Coast Highway Occanside, CA 92054 Attn.: Charlie Wilson Subject: Glass Railing Detail Pacific StreetLot 13 and 14 February 25, 2009 Dear Sir, I understand you have made a change of manufacturers for your glass railing system. You would like to use C.R. Lawrence Co. Inc. glass balustrade rail system. The system will use glass panels in 42.1 /2 x 60" segments. The glass panels will be separated by a 1 /2" to 3/4" gap between the panels. I have reviewed the testing documents from the manufacturer. The wet-set anchorage to the channel and the 1 /2" tempered glass can resist the code applied forces, with adequate safety levels at 42" high guardrail height. If you nave any farther questions, feel free to contact me. Respectfully submi EsGil Corporation In (Partnership with (government for Quitting Safety DATE: JUNE 3, 2009 O^PPLIQANT JURISDICTION: CARLSBAD O~PEANREVIEWER U FILE PLAN CHECK NO.: 09-0722^ SET: HI PROJECT ADDRESS: 1^2OAK AVENUE PROJECT NAME: DUPLEX FOR OAK AVENUE VENTURE LLC XJ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: CHARLIE WILSON 1821 SOUTH COAST HWY., OCEANSIDE, CA 92054 XI 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: CHARLIE Telephone #: 1-760-580-6616 Date contacted: (by: ) Fax #: 1-760-946-7817 Mail Telephone Fax In Person REMARKS: By: ALI SADRE Enclosures: EsGil Corporation n GA n MB n EJ n PC 6/2 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In (partnership with government for (Buidfing Safety DATE: MAY 26, 2009 JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: 09-0722 SET: IIpoyPROJECT ADDRESS: O2i2f OAK AVENUE PROJECT NAME: DUPLEX FOR OAK AVENUE VENTURE LLC The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: CHARLIE WILSON 1821 SOUTH COAST HWY., OCEANSIDE, CA 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: CHARLIE Telephone #: 1-760-580-6616 Date contacted:£l2u>f°?(by£*x) Fax #: 1-760-946-7817 Mail "Telephone Fax-''' In Person REMARKS: Please see attached for remaining items from previous list. By: ALI SADRE Enclosures: EsGil Corporation D GA D MB D EJ D PC 5/20 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4- (858)560-1468 4 Fax (858) 560-1576 CARLSBAD O9-O722 MAY 26, 2O09 PLANS • The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • GENERAL RESIDENTIAL REQUIREMENTS 1. Provide stairway and landing details. Section 1009. Please show stair nosing detail on plans: a) A nosing not less than .75 inch but not more than 1.25 inches shall be provided on stairways with solid risers where the tread depth is less than 11 inches. b) Solid risers are required, or risers shall be sufficiently solid to prevent the passage of a 4" sphere. Section 1009.3.3. 2. For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11.4. The acoustic report was not submitted. • STRUCTURAL 3. The following design loads is not noted on Sheet S8, as per response. (Section 1603.1): • Seismic design data. The following information should be provided. (Section 1603.1.5) o Spectral response coefficients SDs and SD1 o Design base shear o Seismic response coefficient(s), Cs o Response modification factor(s), R CARLSBAD O9-O722 MAY 26, 2OO9 • ELECTRICAL 4. Justify one 200 amp service, as per E-1.0 for both units. • MISCELLANEOUS 5. 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. 6. 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 ALI SADRE at Esgil Corporation. Thank you. EsGil Corporation In (partnership with government for (RuitdinQ Safety DATE: MAY 6, 2009 JURISDICTION: CARLSBAD PLAN CHECK NO.: O9-0722 SET. I PROJECT ADDRESS: rei^OAK AVENUE PROJECT NAME: DUPLEX FOR OAK AVENUE VENTURE LLC ANT LANREVIEWER FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XJ The applicant's copy of the check list has been sent to: CHARLIE WILSON 1821 SOUTH COAST HWY., OCEANSIDE, CA 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed. IXl Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: CHARLIE Telephone #: 1-760-580-6616frfrs/ Date contactedP///$f (by^^) Fax #: 1-760-946-7817 Mail(^Telephone Fax Xln Person REMARKS: By: ALI SADRE EsGil Corporation D GA D MB D EJ Enclosures: PC 5/4 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 CARLSBAD O9-0722 MAY 6, 2OO9 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 09-0722 JURISDICTION: CARLSBAD PROJECT ADDRESS: 1212 OAK AVENUE FLOOR AREA: GARAGE = 1302; LIVING AREA = 4,642, DECK = 336; ROOF DECK 1,918; PORCH = 63 STORIES: TWO REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 4/30 DATE INITIAL PLAN REVIEW COMPLETED: MAY 6, 2009 HEIGHT: 23' DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/4 PLAN REVIEWER: ALI SADRE FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and 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 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 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 2006 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 O9-O722 MAY 6, 2OO9 PLANS • The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. A reminder that the 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). 2. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. 3. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Sec. A106.1.1. I.e., site walls, fences, site lighting, gates, etc. • FIRE PROTECTION 4. Please dimension the eave projections in the side yards on the elevation or section plans. Section 1024.3. • GENERAL RESIDENTIAL REQUIREMENTS 5. Floor assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section 419.3. 6. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in IBC Section 712." CARLSBAD 09-O722 MAY 6, 2O09 7. Walls assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section 419.2. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. Exceptions: a) A fire-resistance rating of 1/2 hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1. b) In California, wall assemblies in duplexes need not extend through attic spaces when the ceiling is protected by not less than 5/8 -inch Type x gypsum board and an attic draft stop constructed as specified in Section 717.3.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than 1/2" gypsum board. CBC Section 708.4, Exception 7. 8. Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207.3. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. 9. For duplexes only: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CBC Section 1207.11.4. 10. For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11.4. • EXITS, STAIRWAYS, AND RAILINGS 11. Guards (Section 1013): a) Shall have a height of 42" (maybe 34" along the sides of stairs). CBC Section 1013. b) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6 inches. i) In California, Section 1013.3 was amended to eliminate the wording which allows the 4" sphere to be changed to a 6" sphere for the upper portion of the guard. c) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. 12. Handrails (CBC Section 1009.10): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. See Section 1012.3 for alternatives. c) Handrails projecting from walls shall have at least 1-1/2" between the wall and handrail. d) Ends of handrails shall be returned or shall have rounded terminations or bends. CARLSBAD 09-O722 MAY 6, 2OO9 13. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side with 1/2-inch gypsum board. Section 1009.5.3. • ROOFING 14. Specify roof slope on the plans. • GARAGE 15. Garage floors shall be sloped to drain to the main vehicle entry door or an approved drainage system. Section 406.1.3. . STRUCTURAL 16. 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. 17. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 18. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1803.3. 19. Sill plate size and anchorage. R3232HS1 Anchor bolts shall be provided with square washers in accordance with Section 2305.3.11. Show the 3" square x 0.229" plate on the plans. 20. Concrete slabs shall have a 6-mil vapor retarder placed between the base course and the slab. Section 1910.1. 21. Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. 22. 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). Section A106.3.4.1. 23. Please submit updated structural plans (with schematics) matching the structural plans for lot # 4. What is submitted does not match the structural plans. CARLSBAD 09-O722 MAY 6, 20O9 24. Please submit calculations for the mat foundation. Show adequate embedment for the interior and exterior footings at the HD locations depending on the required anchor embed length and 3" cover. 25. Please show minimum 12" embedment depth at the perimeter footings below adjoining grade, as per Section 1805.2. 26. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1): Reference to calculations is not acceptable: • Seismic design data. The following information should be provided. (Section 1603.1.5) o Spectral response coefficients SDS and SD1 o Design base shear o Seismic response coefficient(s), Cs o Response modification factor(s), R • MECHANICAL 27. A two dwelling unit building requires a rated separation between units. Detail protection of all mechanical and plumbing penetrations at all rated (unit separation) walls and floor/ceiling assemblies. 28. 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. CMC Section 504.3. 29. Please show the Fau closet is minimum 12" wider that the furnace on A-7.0. • ELECTRICAL 30. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 31. Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and detached garages with electric power; and at the exterior side of outdoor entrances or exits. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.70(A). 32. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." CEC Article 210.12(B). • MISCELLANEOUS 33. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" min. above the roof drain. Policy 84-35. CARLSBAD O9-0722 MAY 6, 2OO9 34. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. 35. "The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35)." 36. All flexible metal conduits, Type AC cables, Type MC cables, Mineral insulated metal sheathed cables, and non-metallic conduit systems shall have equipment ground conductors run with the circuit conductors. 18.12.247. 37. The UFER ground may only be a copper conductor for commercial and industrial electrodes. Rebar is allowed for residential use only up to 200 amperes. 38. The use of flexible metal conduit as a grounding means must comply with City Policy 84-36. 39. No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. (City Policy). 40. All horizontal feeders in multiple-occupancy, combustible frame dwellings shall be installed underground or outside the building unless otherwise approved. (City Policy 84-37). 41. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 42. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 43. All chimneys attached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall be not less than four times the net free area of the outlet of the chimney. The spark arrester screen shall have heat and corrosion resistance equivalent to twelve gauge wire, nineteen gauge galvanized wire or twenty-four gauge stainless steel. Openings shall not permit the passage of spheres having a diameter larger than one-half inch and shall not block the passage of spheres having a diameter of less than three-eight inch. City ordinance. 44. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). CARLSBAD O9-O722 MAY 6, 2009 45. 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. 46. 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 ALI SADRE at Esgil Corporation. Thank you. CARLSBAD O9-O722 MAY 6, 2O09 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: ALI SADRE BUILDING ADDRESS: 1212 OAK AVENUE PLAN CHECK NO.: O9-O722 DATE: MAY 6, 2009 BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VB BUILDING PORTION LIVING AREA GARAGE DECK PATIO Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA I! Valuation ( Sq. Ft.) Multiplier 4642 1302 2254 63 CB RIHn Pormih Fpp hv Orrlinanrp T- By Ordinance Reg. Mod. VALUE ($) ^ 542,448 $2,062.80" [ Plan Check Fee by Ordinance ^| Type of Review: Repetitive Fee Repeats Complete Review l~ Other r Hourly EsGil Fee f~ Structural Only Hr. @ $1,340.82 $1,155.17 Comments: Sheet 1 of 1 macvalue.doc + City of Carlsbad Public W«rks - Engineering DATE BUILDING PLANCHECK CHECKLIST PLANCHECK NO BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR S PARCEL NUMBER 9 /fe?EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans information and/or specifications provided in your submittal therefore any changes to these items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to build D A Right of Way permit is required prior to construction of the following improvements DENIAL Please^see the attached list of outstanding issues markep with D Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to the Building Dept for resubmittal to the Engineering Dept Only the applicable sheets have been sent By By By Date Date Date By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT, Date D D D D D D D ATTACHMENTS Engineering Application Dedication Checklist Improvement Checklist Neighborhood Improvement Agreement Grading Submittal Checklist Right of Way Permit Application and Info Sheet Storm Water Applicability Checklist/Storm Water Compliance Exemption Form ENGINEERING DEPT CONTACT PERSON Name Address Phone KATHLEEN M FARMER City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 (760) 602 2741 NOTE If there are retaining walls associated with your project please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT 1635 Faraday Avenue Carlsbad CA 920O8 7314 <76O) 602 2720 • FAX (760) 6O2 8562 BUILDING PLANCHECK CHECKLIST SITE PLAN 1 . Provide a fully dimensioned site plan drawn to scale. Show:— . (_North Arrow Existing & Proposed Structures Existing Street Improvements^ Property Lines (show all dimensions) I. Easements •"" ^ J. i JK.' Right-of-Way Width & Adj Streets 1 Driveway widths o CJ^ML*. th ci^ Existing or proposed sewer lateral Existing or proposed water service 'Existing or proposed irrigation service Submit on signed approved plans DWG No. D. Show on site plan: rainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: Site address - Assessor's Parcel Number / Legal Description/Lot Number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. BUILDING PLANCHECK CHECKLIST 5RD DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval or ProiectNo. /^ 07--o I Vt_QM \-'f»r—t i-^—^-~fc=*. ."} K Ji'~i £>:O/C--02-- CH 4b. All conditions are in compliance. Date: .0' D D DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 W x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: D D D IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: A.J//i O Q> ~ BUILDING PLANCHECK CHECKLIST 1ST D ND2 D RD3' D D D D D D 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. improvements found adjacent to SPECIAL NOTE: Damaged or defective building site must be repaired to the satisfaction of the City Inspector prior to occupancy. D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the 7b. Grading Permit required. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector _ per the attached list. The Inspector will then provide the Engineering Counter with a release for the Building Permit. D D 7d. No Grading Permit required. CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: PROJECT ID: DATE: GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: N/A= NOT APPLICABLE •/- COMPLETE 0= incomplete or unacceptable 1st ind 1. Site access to requested lots adequate and logically grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 5. 8 1/z x 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). 7. 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. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather road access to site are required. CU Partial release of grading for the above stated lots is approved for 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. CH Partial release of the site is denied for the following reasons: Project Inspector Date Construction Manager Date BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS A ST « D D 8. A RIGHT-OF-WAY PERMIT is required to do work in City Riaht-of-Wav and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: _ D D D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the Citv of Carlsbad sewer service area, you must complete the attached Industrial Wastewater Discharge Permit Screening Survey. Fax or mail to Encina Wastewater Authority, 6200 Avenida Encinas, Carlsbad, CA 92011, (760) 438-3941, Fax (760) 476-9852. STORM WATER COMPLIANCE D GK D 10a. D Requires Project Storm Water Permit: PSP_^lr__2 3 rj Tier I/Tier II (Requires SWPPP) - Please complete attached forms D Exempt - Please complete attached exemption form STORM WATER APPLICABILITY CHECKLIST 10b. D Priority Project D Not required FEES D D 11- D Required fees are attached D Drainage Fee Applicable- fcf Pn^d-b i Added Square Fee _ Added Square Footage in last two years? _ yes _ no Permit No. _ Permit No. Project Built after 1980 Impervious surface > 50% Impact unconstructed fac. yes yes yes no no no D Fire Sprinklers required yes no (is addition over 150' from CL) Upgrade yes no D No fees required BUILDING PLANCHECK CHECKLIST WATER METER REVIEW .. ST 2ND 3RD CH D D 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. • owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. D D D 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". 1. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically the Planning Dept. Landscape Consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection BUILDING PLANCHECK CHECKLIST ^ ST 2ND 3RD CD C] CU 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water then they should be connecting to this line to irrigate slopes within the development For subdivisions this should have been identified and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However if they front a street which the recycled water is there but is not live (sometimes they are charged with potable water until recycled water is available) then the applicant must pay the San Diego Water Capacity Charge If within three years the recycled water line is charged with recycled water by CMWD then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However let the applicant know that we cannot guarantee the refund and they must deal with the SDCWA for this ditional Comments /9 g(o ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Address: ' Prepared by: EDU CALCULATIONS: TvoesofUse: ^ ' Tvoes of Use: APT CALCULATIONS: Tvoes of Use: ' ^ Tvoes of Use: FEES REQUIRED: / / ^~ *- u£ I^K^ B|da permjt NcT •-^•/X Date: Checked by: List types and square footages for all uses. ^ ~f~~ ^ O2^— S(J Ft /Units: EDU-s: Sa. Ft./Units: EDU's: List types and square footages for all uses. /^P-^^C- Sa. Ft./Units: ADTs: Sa. Ft./Units: ADPs: ~ /^-^^ Date: -^ / \ .'sfa% WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)D NO D 1. PARK-IN-LIEU FEE PARK AREA & #:. FEE/UNIT: X NO. UNITS:_ Reso No. Line Item: D 2. TRAFFIC IMPACT FEE ADT's/UNITS: D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ADT's/UNITS:X FEE/ADT:=$ D 4. FACILITIES MANAGEMENT FEE ZONE: UNIT/SQ.FT.: D 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: D 6. DRAINAGE FEES PLDA_ ACRES: X FEE/SQ.FT./UNIT: X FEE/EDU^ X FEE/EDU: .: HIGH X FEE/AC: =$_ =$ =$ D 7. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION TOTAL OF ABOVE FEES*: $ Word\Docs\Misforms\Fee Calculation Worksheet Rev. 7/14/00 S£T EROSION CONTROL NOTES ON THIS SHEET EROSION CONTROL NOTES KROSION CONTROL '(continued) 1. IN CASE EMERGENCY WORK IS REQUIRED. CONTACT GEN£ BUSBY AT 760-845-2679. 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT AU-TOES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BESTOCKPILED ON SITE AT CONVENENT LOCATIONS TOCONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT.FACILITATE RAPID DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUONGRAINFALL THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE . REQUIRED BV THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE AHAZARDOUS CONDITION. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY »NEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40Z). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 10. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGRATE. 11. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SLOPES (90% COVERAGE) PRIOR TO NOVEMBER 15. THE SLOPES SHALL BE STABILIZED BY PUNCH STRAW INSTALLED H ACCORDANCE WITH SECTION 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE DEPARTMENT OF CONSERVATION. STATE OF CALIFORNIA. TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION ALL PERMANENT AND TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION SHALL BE INSTALLED AND MAINTAINED AS REQUIRED IN SECTION 212 OF THE STANDARD SPECIFICATIONS AND THE FOLLOWING: HYDROSEEDING SHALL BE APPLIED TO:ALL SLOPES THAT ARE GRADED 6:1 (HORIZONTAL TO VERTICAL) OR STEEPERWHEN THEY ARE: a. THREE FEET OR MORE IN HEIGHT AND ADJACENT TO A PUBLIC WALL OR b. ALL SLOPES 4 FEET OR MORE IN HEIGHT. 2. AREAS GRADED FLATTER THAN 6:1 WHEN ANY OF THE FOLLOWING CONDITIONS a. NOT SCHEDULED FOR IMPROVEMEHTS(CONSTRUCnON OR GENERALLANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADING. b. IDENTIFIED BY THE PARKS AND RECREATION DIRECTOR AS HIGHLY VISIBLE TO THE PUBLIC. c. rttVE ANY SPECIAL CONDITION IDENTIFIED BY THE CITY ENGINEER THAT WARRANTS IMMEDIATE TREATMENT. HYDROSEEDED AREAS SHALL BE IRRIGATED IN ACCORDANCE WITH THE FOLLOWINGCRITERIA: 1. ALL SLCPES THAT ARE GRADED 6:1 OR STEEPER AND THAT ARE: o. THREE TO EIGHT FEET IN HEIGHT SHALL BE IRRIGATED BY HAND CATERING FROM QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL SYSTEM -f LOW PRECIPITATION SPRINKLER HEADS PROVIDING 1COX COVERAGE, b. GREATER THAN 8 FEET IN HEIGHT SHALL BE WATERED BY A CONVENTION-Ai. SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100XCOVERAGE. AREAS S OPED LESS THAN 6:1 SHALL BE IRRIGATED AS APPROVED BY THE CITYENGINEF'. PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL SUBMIT APROPOS. D SCHEME TO PROVIDE IRRIGATION TO THE CITY ENGINEER. THE PROPOf.«L SHALL BE SPECIFIC REGARDING THE NUMBERS.TYPES AND COSTS OF THE ELEMENTS OF THE PROPOSED SYSTEM. IRRIGATKIfl SHALL MAINTAIN THE MOISTURE LEVEL OF THE SOIL AT THE OPTMUf LEVEL FOR THE GROWTH OF THE HYDROSEEDED GROWTH. HYDROSEEDINC UX SHALL CONSIST OF ALL OF THE FOLLOWING: 1. SEED UX SHALL CONSIST OF NO LESS THAN: o. 20 Ibs. PER ACRE OF ROSE CLOVER b. 2C Ibs. PER ACRE OF ZDRRO FESCUE c. 3 lb>. PER ACRE OF E SCHOOL CIA CALFORNICA 4 Ibs. PER ACRE OF ACBLLEA MILLEFOUA ELEVATION. FINISH SURFACE. ELEVATION. FINISH GRADE- ELEVATION, TOP OF GRATE.ELEVATION. HIGH POINTELEVATION. LOW PONT ELEVATION, FLOW LINE ELEVATION. FINISHED a aEVATION. TOP OF STRUCTURE ELEVATION. INVERT ELEVATION IE ELEVATION. EXISTING (950.50)ELEVATION. PROPOSED 950.50 DETAIL REFERENCE /CT^OETAIL LABEL \7X/5HEET NO. .3 Ibs. PER ACRE OF ALYSSUM (CARPET OF SNOW)1/2 Ib. PER ACRE OF DIMORPHOLECA ITEMS c.d... AND f OF THIS SUBSECTION MAY BE OMITTED ON LOCATIONS WHERE THE AREA BEING HYDROSEEDED IS NOT VISIBLE FROM EITHER A PUBLIC STREET OR RESIDENTIAL STRUCTURES. ITEM o OF THIS SUBSECTION MUST BE INOCULATED WITH A NITROGEN nXING BACTERIA AND APPLIED DRY EITHER BY DRILLING OR BROADCASTING BEFORE HYCROSEEDWG. ALL SEED MATERIALS SHALL BE TRANSPORTED TO THE JO6SITE IN UNOPENED CONTAINERS WITH THE CAUFORNIA DEPARTMENT OF FOOD /NO AGRICULTURE CERTIFICATION TAG ATTACHED TO. OR PRINTED ON SAID CONTAINERS. NON-PHYTO-TOXIC WETTING AGENTS MAY BE ADDED TO THE HYDROSEEDSLURRY AT THE DISCRETION OF THE CONTRACTOR. TYPE 1 MULCH APPLIED AT THE RATE OF NO LESS THAN 2000 Ibs PER ACRE. TYPE 3 MULCH (STRAW) MAY BE SUBSTITUTED, ALL OR PART. FOR HYORAIIUCALLY APPLIED FIBER MATERIAL WHEN STRAW IS USED IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN SOX OF THE STRAW INTO THE SOIL 3 FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFATE. 16-20-0. WITHI5X SULPHUR APPUEO AT THE RATE OF 500 Ibs. PER ACRE. AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING BY:1 ROUGHEMNG THE SURFACE TO BE PLANTED BY ANY OR A COMBINATION OF: a TRACK WALKING SLOPES STEEPER THAN 6:1 b HARROWING AREAS 6:1 OR FLATTER THAT ARE SUFFICIENTLY FRIABLE, c. RIPPING AREAS THAT WILL NOT BREAK UP USING ITEMS a OR b ABOVE. 2. CONOmONING THE SOILS SO THAT IT IS SUITABLE FOR PLANTING BY: o. ADJUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BUT NOT SATURATED SEED BED. b THE ADDITION OF SOL AMENDMENTS. PH ADJUSTMENT. LEACHING OR COVERING SALME SOILS TO PROVIDED VIABLE CONDITIONS FOR GROWTH. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNTILTHE PROJECT IS PERMANENTLY LANDSCAPED OR. FOR AREAS WHERE HYDROSEEDING ISTHE PERMANENT LANOSCAPWG. UNTIL THE PROJECT IS COMPLETED AND ALL BONOS RELEASED. I. SET POSTS AND EXCAVATE A < BY 4 IN (<0 BY W CU) TRENCH UPSLOPE FROM AMD ALONG THE LIW OF POSTS. 2. STAPLE WRE FENCWC TOTHE POSTS. 1 ATTACH THE FILTER FABRIC TO THE WRE FENCE AND EXTEND IT INTO THE TRENCH. 4 IN 00 CU) . BAOOTU. AND COMPACT THE EXCAVATED SOIL SILT FENCE NOT TO SCALE SUPPLY WATER TO VASH ' VHEELS IF NECESSARY USE GRAVEL MS, STRAW BALESDR OTHER APPROVED METHODS CHMKUZE RUNOFF TO BASH AS REBUKED (PER CASH DVt Ml SE-3 ORDtEMsnE DWC. M-a>, <50-75nfOAGGREGTHICK - -nf/B-. /COURSE AGGREGATErj**VHIN. 12' CORRUGATED STEEL—PAICLS "XFILTER FAKICSECTION 'A'-'A'HOT TTJ SCALE OEHJGATEl STEEL ALL «EAS Of SUWFIOWT VEHICLE TRAFFIC (SITE ENTRANCES. ACCESS ROWS, PARKING LOT. ETC) SHJJLD BE STAIIUZEI IMCIIATELr ATTEI GBADTJG TO PREVENT EROSION AND JUST CONTROL SITE ENTRANCES AKD EXITS ME ESPECIALLY WDRTAKT. USE (XAVEL APPROAOCS TD LIMIT TRACKING OF SE1»€NT DTTSnE. SECTION -V--B- «T TO SCALE TABIUZED CONSTRUCTION ENTRANCE / EXIT NOT TO SCALE PREBARE^UNDER THE iUPERVISIDN DF. GARY LIPSKA RCE 33080 EXPIRES 13/31/04 0810. W (CffiHK) IS Ed 00=000=03000 CMP BETWEEN SAGS ACTS AS SPttllMr 7HREF LEVERS OF GRAVEL BAGS M7H DBS OVEW.APPETJ CMI. ENGINEERING • UNO PLANNINGEngineering Inc. 1843 Campesino Place Oceanside, CA 92054Tele: (TOO; 439-2802 ftuc f7flO> 439-2888 JGRAVEL BAG CHEVRON NOT TO SCALE DESCRIPTION, CITY DF CARLSBAD CONTROL HONUHENT Hlgg.AS SHDVN ON ROS 17g71 LOCATION, ii pa rat tmll vn I or nm/r u rr HIM um nm/r RECORDED. NfA'n ?1 ' ELEVATION. lg7.Ma DATUM, Jl^OKHCER Of WORK REVISION DESCRIPTION COT APPROVAL EROSION COHTBOL PLANS FOR BUSBY PARCEL MAP 1212 OAK AVENUE SHEET 3 'AS BUILT' REVIEWED BY- CITY OF CARLSBAD ENGINEERING DEPARTMENT APPROVED DA' J3TY ENGINEER I OWN BY:.CHKD BY:RVWO !ES 6/30/08 DATE PROJECT NO. KS M-fli; PCI 65-02 I DRAWING NO. 438-6A Ibl O O £. CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR:.DATE:. PROJECT m PERMIT NO LOTS REQUESTED FOR RELEASE:. N/A= NOT APPLICABLE •^COMPLETE 1st. ^/JlJlj 7 /y ^/Ay 2nd. 1. 2. 3. 4. 5. 6. 7. 8. 9. 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. x 1 1" 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 lota for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (a) is graded to within a tenth (.1) of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits Is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: Date Construction Manager Date J:."!LEMA5T'ER.rCRMS.'FARTSrTE.FRM CITY OF CARLSBAD STANDARD FORM - TIER 1 STORM WATER POLLUTION PREVENTION PLAN STORM WATER COMPLIANCE CERTIFICATE My project is not in a category of permit types exempt from the Construction SWPPP requirements My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). My project does not requires g grading plan pursuant to the Carlsbad Grading Ordinance) (Choptor-15.1G of the Corlnbad Municipal Codo) My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND. (2) ADHERE TO. AND AT ALL TIMES. COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. DAW) OVNERlSVQWKER'S ACEKT NAMg (PRINT) ,* OWNER(5VOWKER-5 XOENT NAME (SIGNATURE)ATE 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. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN- OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES , '083 PROJECT INFORMATION Site Address: IZll Assessor's Parcel Number: JS&- )3Q'35 Project ID: WSffll "0 \ Construction Permit No.: Estimated Construction Start Date Project Duration Emergency Contact: Name: 'I? M-is-T 6P Months 24 hour Perceived Threat to Storm Water Quality Medium Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: .c *<-- Date: Page 1 of j The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. I-ou OQO KJ O activity description boxes provided for that purpose and place a check in the box immediatelypractices (BMPs) from the list located alon the top of the form. Then place an X in the box at tlfor each of the selected BMPs selected from the list. For Example - If the project includes sit«that applies such as "Stabilized Construcion Ingress/Egress" under Tracking Control. Follow aplace an X in the box where the two meet. As another example say the project included a stocl"Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then plac<Tn Uam more ahnui what each BMP descriotion means, you may wish to review the BMP Refto the left of the added activity description. For each activity descrribed, pick one or more best managementie place where the activity row intersects with the BMP column. Do this for each activity dial was checked off and, access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for somethingong the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column andcpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then wnte in: an X in the box where "Stockpiling" row intersects the new "Cover with Plastic" column,erence Handout Dreoared to assist applicants in the selection of anoroDriate Best Management Practice measures.Ift 1 00nm in by reviewing the list of construct!O3 n>y.es and checking the box tcf eft of anyR - •? f £ c-11 € n•a•1 S. OO3 §a § 1 u3a ? ftg.>< 0. •a en 5' 5-n £ET g-Other (fist):Site Access Across DirtDewateringHazardous Substance Use/StorageJ i i I 01 -n 1 Staging/Lay Down AreaWaste Disposalf Stucco/Mortar Work* ,»•'Conduit/Pipe InstallationX xy r x x (^ 1 x /; J( V x X <Concrete flatworkX x X X X X )< <!Concrete/Asphalt SawcuttingX / Xy x ^ X 1<Stockpiling>; XxK K )< X X ^ S i i X xx X \ x\ x S, i x ^ X Ky X r x K X CASQA Designation -&Construction ActivityEC-7 EC-8 EC-9 EC-11 SE-1 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 Best Management Practice(BMP) Description ->Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barrier Storm Drain Inlet Protection Stabilized Construction Ingress/Egress Stabilized Construcion Roadway Water Conservation Practices Paving and Grinding Operations Potable Water/Irrigation Vehicle and Equipment Cleaning Material Delivery and Storage Material Use Stockpile Management Spill Prevention and Control Solid Waste Management Hazardous Waste Management Concrete Waste Management Erosion ContraBMPsSediment Control BMPsTrackingControl BMPsNon -Storm aterManagement BMPsWaste ManagemPollution CIt3 5. rjj a. TJ uin £^5 S «T , « ' Hi * S 8% % -SQ <D 0),C -C -Co o o PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB090722 Address 1204 Oak Avenue Planner GINARUIZ Phone (760) 602- 4675 APN: 156-180-50-00 Type of Project & Use: SFR &SDU Net Project Density: 1.0 DU/AC Zoning: R-1 General Plan: RM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_ Circle One (For non-residential development: Type of land used created by this permit: Legend:[X] Item Complete/ D/'tem Incomplete - Needs your action Environmental Review Required: YES Q NO [X] TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES D NO [X] TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO M CA Coastal Commission Authority? YES Q NO M If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES D NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES [X] NO Q (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ^ NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: n n D Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO E3 2. Project complies: YES D NCQ Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20^ Shown 20' Required 9! Shown 9^ Required N/A Shown N/A Required 1£ Shown 18' Required N/A Shown N/A 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: Required Required Required Required Required Shown Shown Shown Shown Shown 3. Lot Coverage: 4. Height: Required LESS THAN 40% Shown 32% Required 30' OR LESS IF ROOF PITCH IS 3:12 LESS THAN 3:12 PITCH=24' MAX Shown 28.6'w/3:12 Roof Deck Required LESS THAN 24' Shown LESS THAN 24' 5. Parking: Spaces Required 2 Shown 4 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments #1. Please sign the attached Affidavit of Compliance for a Second Dwelling Unit. #2. Please show lot coverage in a percentage on sheet 1. #3. Call-out the roof )itch PLANCHECK 2: #1. Please sign the Affidavit of Compliance for a Second Dwelling Unit. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category: RESDNTL , SFD2U y^\^/Date of Report: 06-08-2009 Reviewed by: ^ _S I/^--^ Name: OAK AVENUE VENTURE LLC Address: 1821 SOUTH COAST HWY OCEANSIDE CA 92054 Permit #: CB090722 Job Name: SPEC HOME-4002 SF, 640 SF 2DU- Job Address: 1204 OAK AV CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003482 [MET] APPROVED: (LOT 4) THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 06/08/2009 By: df Action: AP BLDG. DEPT COPY Carlsbad Fire Department Plan Review Requirements Category: RESDNTL , SFD2U Date of Report: 05-27-2009 Reviewed by: Name: OAK AVENUE VENTURE LLC Address: 1821 SOUTH COAST HWY OCEANSIDE CA 92054 Permit #: CB090722 Job Name: SPEC HOME-4002 SF, 640 SF 2DU- Job Address: 1204 OAK AV CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003482 [NOT MET] Plans do not indicate location of nearest fire hydrant. Please identify nearest fire hydrant in relationship to the proposed driveway apron. The Proposed driveway is of sufficent width for fire response. Please note on plans and Crosshatch intended fire lane. Sprinklers shall be required CMC 17.04.230 Structure exceeds 5,000 sqaure feet. Please note on plans. Single or multiple-station smoke alarms shall be installed and maintained in R-3 occupancy C.F.C. 907.2.10.2 (please note on plan) Premises Identification: Single family dwelling 4" in hieght, minimum illuminated during all hours of darkness. May require an additional sign at the street when dwelling is set back from the street and visibility is poor, (please note on plans) Entry: 05/27/2009 By: df Action: CO V| ( EXHIBIT . PUT FOR DRAINAGE AND SEWER COVENANT FOR Raenette Abbey Citv of Carlsbad .im.M»«i.Bi«iumm PARCEL 2 FOR THE BENEFIT OF PARCEL 4, ALL IN A N ss'se'se'^E i7a (750)502-2718 • FAX (760) 602-8558easi* N SSSftS" E 21.49' p» PARCEL LP.O.B.,/""EXHIBIT 'B* f e n«'5.00' N 5558*41" E 30100' 1635 Faraday Avenue Carlsbad, California 92008 PARCEL 3 M.S. 04-01 % s N 55-58'4l' E 75.00* 5.0' DRAINAGE AND SEWER EASEMENT TO BENEFIT PARCEL 4 PARCEL JS CO 5.00' j.p,o.a EXHIBIT "A" N SSSeftf E 95.34' D=90WOO" R=15.00" -3.00* L=23.56' 3.00' D=90TJO'00"i • / 75.00' 5.00" PARCEL 1 M.S. 04-01 T.P.O.B. » INDICATES TRUE POINT OF BEGINNING 95.36' 15.00* 15.00' N 55'58'4r E 200.36'OifiT AVENUE_£ . BUSBY HUE 92008 c.^,» N55'58'4rESCALE BASIS Of30THE BASS OF BEARINGS FOR THIS SURVEY IS A LINE BETWEEN CITY OF CARLSBAD FRST ORDER CONTROL POSITIONS CL5B 121 J^= 30 fSJST 4 OLSB122. PER ROS 17271. IE: N OIUTOB" W 1925.22" GRID DRAINAGE AND SEWER EASEMENTEASEMENT PLAT CITY OF CARLSBAD 5731 PALMER WAY. SUITE G CARLSBAD, CALIFORNIA 92010 (760) 438-1726.N 97DTO T-F SHEET 1 OF 1 SHETS PR 06 - 01 AP.N. 156-180-36 DATE 03-13-2006 LK ni_m prn n^ STRUCTURAL CALCULATIONS P/C 05-- //-»<} ISSUE DATE May 11 2009 PROJECT Description: 2-Story R3 Building with Roof Deck Client: 1212 Oak Ave. LLC Name: LOT 4 Oak Ave R-3 Const. DESIGN CRITERIA Building Type: Bearing wall system Construction: Stud walls, sawn lumber wood timbers, plywood sheathing Codes: 2007 California Building Code 2006 IBC, ASCE 07-05, 2005 NDS Wood: Studs - Stud grade, Standard & btr. Posts - Standard d better Beams - DF#2 or better Joists - I-Joists GLBs - 24F-1.8E LSL - laminated strand rims and beams LVL - laminated veneer microlam beams and joists PSL - parallel strand beams Concrete: 2,500 psi at 28 days, U.N.O. Higher strength where noted Soils & bearing: 2000 psf Soil Bearing TGI no 609.00519 April 27 2009 mjWDING LOADS Roof Loads Roofing (tile) Sheathing Rafters or trusses Ceiling Misc. A insulation Total Roof DL Roof Live Load (less than 6:12 pitch) Roof Live Load (6:12 and 7:12 pitch) Roof Live Load (8:12 pitch or steeper) Exterior Walls Stucco or siding Studs Gypsum board Misc. & insulation Total Wall DL psf 9.5 1.4 3.2 2.2 1.7 . . . 18.0 psf 20 psf 18 psf 16 psf psf 8.0 1.1 2.2 2.7 14.0 psf ,- - Floor Loads Floor Finish (carpet) Sheathing Joists Ceiling Misc. & insulation Floor Live Load Balcony Live Load Exit Live Load Interior Walls Shear panel Studs Gypsum board Misc. & insulation Total Wall DL - psf 1.2 2.0 2.6 2.6 3.6 12.0 psf 40 psf 60 psf 100 psf psf 1.1 4.4 2.5 8.0 psf Lt. wt. topping 1.2 2.0 2.6 2.6 3.6 psf 2.0 1.1 4.4 2.5 10.0 psf Swanson & Associates 17055 Via Del Campo, Suite 100, San Diego, CA 92127 (858) 487-7600 Section Properties <£ Design Loads 2007 CBC (s> r>-+ 5' T0 c\> C7 COtr> O D OL to N ( — 0 1 H-* ro8 Nominal Size Actual Size (b)x(d) inches Area (A) Section Modulus (S) in3 Moment of Inertia (I) Roof Loads LDF =1.25 Allowable Shear Moment (Ibs) (Ib-ft) Floor Loads LDF = 1.00 Allowable Shear Moment (Ibs) (Ib-ft) (w) Allowable Uniform Loads (Plf) 3ft. Span in feet for beam or joist sizes Normal duration. Laterally fully braced, repetitive member increase for 2x members. 4ft. 5ft. 6ft. 7ft. 8ft. 9ft. 10ft. lift. 12ft. 13ft. 14ft. 15ft. 16ft. 17ft.18ft. 19ft. 2x4 :,2x6 Zxj 1.5 x 3.5 5.25 3.06 788 211 630 169 • •• - ' - '"• • •' 13.14 47.63 2x12 2x14; 15x1123 1,631 1,700 11 87543322.. ; -. .' , .,-'.• ,:', ,.v.:r_;i;;:,: fbfr^ibb ;;-'"8f- 63 48 37 29 23 19 15 13 11 9 1,094 2,531 3/411 2,025 2,729 1,094 820 656 547 ; 1,094 820 656 547 469410 . 3.5 X 3.5 35x7.25 3.5Vll.25 3.5 x*15JZ5 7.15 12.51 1,838 1,005 1,470 804 ,/.tf. - .40V.:, ..... ;:q7/i 176 111 ' - 111 74 52 38 H 29 in 22 86 17 67 14 54 11 44 9 36 8 30 7 25 6 22 2,188'S/Sr!:;IyUSF'r''ws''y:^^.. '."'-" -:•"-'-; ' • • • ' -".• ••' • ••"•;• • • • - " ' • •. -• y ---'.. --. .-. .. .-100 83 69 58 49 SlfililSH 4,375 3,28] ;.2,166:: 4,375 3,281 " 89.38 135.66 1,034.42 8,006 14,131 6,405 11,305 4,375 3,281 2,625 747..-' 6 1535 273 11 23 27.73 76.26 4,285 3,466 :l;Q2.2:.y",5.7.,- C68 175 117 82 60 45 35 27 22 18 15 12 10 3,428 2,773 82.73 167.06 392.96 1,127.67 1/mfa ,;«/; -^f,. 2-;ii7» 1;;650 • 1,146 ."0 5,922 9,307 205 175 10,519 23,188 18,550 6,875 5,156 4,125 3,438 2,946 ba/,319 1,«3?,; !;484.sJ,Z26 6,875 5,156 4,125 3,438 2,946"^78 ' ;_. : 'i,"/",':'..=>K4/'- t" Timberstrand LSL rim board 4 1 Timberstrand LSL IJ-xM LSL • ->4^A-T j,, s;.. HxieTsT" 40.83 1.75 x 16.0 285.83 244.21 5,368 9,971 597.33 7,233 17,611 8,692 10,534 1,808 1,356 1,085 904 775 678 592 432 325 250 197 157 128 105 88 74 63 1,808 1,356 1,085 904 775 678 603 543 493 410 322 258 210 173 144 121 103 1,808 1,356 1,085 904 775 678 603 543 493 452 417 385 313 258 215 181 154 1,633 1,225 980 817 700 613 544 490 445 404 318 254 207 170 142 120 102 1,633 1,225 980 817 700 613 544 490 445 408 377 350 327 279 233 196 167 1,633 1,225 980 817 700 613 544 490 445 408 377 350 327 306 288 272 249 3 £" Timber strand LSL 1,736 28,178 176 118 83 350 235 165 60 120 45 90 35 70 28 55 22 44 18 36 15 29 12 24 10 21 9 18 2,380 1,785 1,428 _ 2,380 1,785 1,428 1,190 538 378 i8H 275 207 159 463 348 268 125 100 82 211 169 137 67 113 56 94 47 79 40 68 5,600 4,200 5,600 4,200 3,360 980 714 537 413 i;a>l?i 891 687 325 260 212 540 432 352 174 145 290 242 123 104 203 173 5,600 4,200 3,360 2,800 2,400 1,'!V*; ?,5/& J^/S:j 1,048 808 635 509 413 341 284 239 203 5,600 4,200 3,360 2,800 2,400 2400 i,867~ 1^680%: :V i, • < | •.nsM 833 678 558 465 392 333 5,600 4,200 3,360 2,800 2.400 2,100 1,867 1,680 1,527 1,400 1,292 »,'«' M'ife 833 695 585 498 1. At roof loading conditions where shear or bending governs, use a 1.25 LDF adjustment to the above values. 2. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. 3. Shading in the span/allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right. Section Properites A Design Loads 2007 c&c Nominal Size Actual Size (b)x(d) inches Area (A) in2 Section Modulus (S) in3 Moment of Inertia (D in4 Roof Loads LDF=1.25 Allowable Shear Moment (Ibs) (Ib-ft) Floor Loads LDF=1.00 Allowable Shear Moment (Ibs) (Ib-ft) (w) Allowable Uniform Loads Span in feet for beam or joist sizes Normal duration. Laterally fully braced, repetitive member increase for 2x members. 10ft. lift. 12ft. 13ft. 14ft. 15ft. 16ft. 17ft. 18ft. 19ft. 20ft. 21ft. 22ft. 23ft. 24ft. 25ft. 26ft. 1J" Microllam LVL ;WS*ilffi Ifxllf LVL :v:-i4xl4 LVU; Hxl6 LVL | Uxistvtl ^M; 1.75 x 11.88 1.75x14.0 1.75 x 16.0 1PK18.0 ; 16.63. 20.78 ;:24.50; 28.00 S3i;50'i 41.13 74.67 244.21 597.33 4,936 11,155 6,650 19,446 llliff.24^: 3,948 8,924 5,320 15,557 ' 5,985 ::i§,377 453 340 262 206 165 134 110 92 78 66 57 49 42 37 33 29 26 v-714 / ::-590 "•;496i»j 402 322 262 216 180 152 129 110 95 83 73 64 57 50 970: 802, 674. 574 : 495" 429 354 295 248 211 181 156 136 119 105 93 82 1,245 ,1,029 864 : 736: 635 553 486 431 371 315 270 233 203 178 156 138 123 7,5Tl*'1i,14&r"919 766 656" "574 510™' °459 ' 418 383 353 328 289 253 223 197 175 2.69" (2 11/16") Parallam P5L HSiSS^i2.69x111 PSL 2.69x14 PSL 2.69x16 PSL ;2.69xl8PSlJ ZJH x;9.5 2.69 x 11.88 ;2;69:xi4i 2.69 x 16.0 ;:2^69::xl85 sss 31.91 43.00 ':48.38' 63.16 114.67spiBf 375.03 917.33 ii®,';12-53^ 7,713 19,103 10,392 33,550 11,691. ";v40irK HP ,10,026 6,170 15,282 7,274:52d;856l 8,313 26,840 :9,353" 33J528 731 550 423 333 267 217 179 149 125 107 91 79 69 60 53 47 42 1,223 1,010 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 1,669 1,379 1,159 :.:987; 851?. 694 572 477 401 341 293 253 220 192 169 150 133 2,147 1,775 1,491- 1,271.- 1,096 "954,- 839 :•- 711 599 509 437 377 328 287 253 224 199 2,682 2,217 1,863 1,587 1,369 1,192 1,048 ;';928 828 725 622 537 467 409 360 318 283 3f Parallam PSL ,3£x9£PSjj 3txll| PSL t;3ixi£l?Sf0 3|xl6 PSL /3£xl8:pSLV ;.3.5-x9.5;:. 3.5 xTl'ss" :::3;5^14,0- 3.5 x 16.0 ,'3.5 j< 18.0 33.2,5 41.56 49.00 56.00 -63.00 82.26 14933 488.41 i,mo7 Siofip ;8,035 ,16,3215; 10,044 24,878 13,533 43,693 l5,225-:3pil 6,428/13,057- 8,035 19,902 10,827 34,955 12,180 43,665- 953 716 551 434 347 282 233 194 163 139 119 103 89 78 69 61 54 i;592.| 1,316; 1.077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 2,173 1;796 1,509 '••;: 1;2 86", 1,109 .; 903 744 621 523 445 381 329 286 251 221 195 173 2,796 >2,:i n li:>4;::: '/,55:, 1,427, 1,243.1,092:; 926 780 664 569 491 427 374 329 291 259 3,493-2,C!.i/ |42l X,ii67-:i,782:i,553: 'i;365/l209 1;078 945 810 700 609 533 469 415 369 5f Parallam PSL Hx9fPSL. 5}-xllf PSL "SixWPSL 5*xl6 PSL 5^X18 P5L": ;5.25 x 9.5 5.25 x 11.88 5.25x14.0 5.25 x 16.0 'SksxiBia 49.88 62.34 l^M"94.00 ::94.50: 7" Parallam PSL ;-:-:7X?fcpSI|i 7xllf PSL /:7xl4:P5L;::v 7x16 PSL 7xl8PSL:{: . 7,0x9,5 7.0 x 11.88 7.0x14.0 7.0 x 16.0 7.0xl§'.6 iHil$843 •96M 112.00 126;.00 i:Z?uffi: 123.39 224.00 283:50= 164.52 298.67 378.00 732.62 1,792.00 llftfcSo'; 976.83 2,389.33ifJIill 12,053:. 24;482,: 15,066 37,317 ||||||S'50,928;: 20,300 65,540 ~2p38^8i;87j2:: ^BpB. 19,585 12,053 29,854 16,240 52,432 IS, 270 ~' 65/497 16,071 ,32;642, 20,089 49,756 27,067 87,387 30,450 :'>iOS»®l 12,857 ;'.6,114:- -., v* .;-( ..•,•;. ; ,,i. •.' , ., .". 16,071 39,805 21,653 69,909 24,360 87,330 1,429 1,074 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 2,38.8, ,1,974. 1,615 1,270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 3;259 ' 2^694 ;;2';26¥Ji^29 ' 1,663: 1,355 1,117 931 784 667 572 494 430 376 331 293 260 4,195:3";467::2,913.;:2;482;2,140 1,864 1,639 1,390 1,171 995 853 737 641 561 494 437 388 5^246"4i330;:3,639::3,100;2,673 2;;329 :2,047; 1,813 ;X^17:; 1,417 1,215 1,050 913 799 703 622 553 1,905 1,431 1,103 867 694 565 465 388 327 278 238 206 179 157 138 122 108 3-184 iZ^SZ,' 2,153 1,694 1,356 1,103 909 757 638 543 465 402 349 306 269 238 212 4;346J:3,592 3,018 2,572 -2:,2l7i 1,807 1,489 1,241 1,046 889 762 658 573 501 441 390 347 5;593, 4,622 3,884:3,309 2,853 2,48;612:i85: 1,853 1,561 1,327 1,138 983 855 748 658 583 518 6,986 5774 4,852 4,134:;3i564i3;105 2729 2,417 2,156U,889 1,620 1,399 1,217 1,065 938 829 737 6| eiu-lam Girders <4 Seams (24F-1.8E or 24F-V4 with standard camber) •£%XUitgt$i; 6Jxl8 GIB 6$x2i eU'6?' 6.75 x 18.0 6.75:xi2lib iHUl12X50 ::14l:75; I1Q6||§ 364.50 3,280.50 26,831 84,732 31.303.3HPH 19,676. 57,456 21,465 67,786 : 043- -.• 90,852 ' 4,597.,3-,799;:3,192::2,7,20 2,345:2,043: l,796vl,59Pil,419, 1,263 1,083 935 814 712 627 554 493 5;,423-:4 ,482 3,766 3,209 2,767 2,410 2,118,1,876 1,674 1,502 1,356; 1,214 1,056 924 814 720 640 7,268 '6 ;007:: 5:047 4;301 3,708^3,230 2,839 2 -515 2,243 2,013 1,817 -1,648 "1,502 1;374 ' l,262:i 1,143 1,016 I-Joists, Single use as headers &. beams -lljr'OTJ|lg 14" TOT 210 2.06x11.88 2.06 x 14.0 IBB femsiSiESuBMHBB EI=415 |li225-; 4,525 •j^g—'-^gQ*" 980 IfoW-iSitfssw*.^.;, : T ;.• /,..•.„•_;,/. 980 4,280 :29Q: :Z,- ,:>a :17r,;.148;:;:129 113 :o;: , 89 - '. 79 67 58 51 44 39 34 31 V342^?283: -'.238 203-175 152 134- ' 118 106 - "• 95 ,".; ;":86': .feTSV ,•: "71' :' 65 : 57 51 45 1. At roof loading conditions where shear or bending governs, use a 1.25 LDP adjustment to the above values. 2. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. 3. Shading in the span / allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right. COfto o' 3 T3T O-oft-5 ft'w Qo C7fi>(A10'3 5"Da.tn 00 o roOo\o LOT 4 May 112009 Typical Framing Elements 4 Roof Framing Trusses @ 24" o/c (DL = 18 psf, LL = 20 psf) Factory Manufacturer's design by others 2x Convetional Rafters & Fill Framing w = (24/12) (18 psf + 20 psf) = 76 psf 2x4 @ 24" o/c spans to 2x6 @ 24" o/c spans to 2x8 @ 24" o/c spans to 2x10 @ 24" o/c spans to 2x12 @ 24" o/c spans to Floor Framing 4'-8" 13'-0" 16'-4" I-Joist floor joists (TrusJoist by (Level or equal) (Allowable spans per the latest span tables from iLevel, see the latest catalog <& ICC-ES ESR-1387 & ESR-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. w = (16/12) (12 + 40 psf) = 69 psf w = (19.2/12)(12 psf * 40 psf) = 83 psf Opening Headers <& Misc. Beams HI 4x4 (Max. Span =) 4x6 4x8 4x10 4x14 Roof 6'-4" 10 '-0" 13'-2" 16'-3" 22 '-4" w s 170 plf Floor 6'-0" 8'-ll" ll'-lO" 14'-6" 20' -0" H2 4x4 (Max. Span -) 4x6 4x8 4x10 Roof 4' -7" 6 '-9" 8'-ll" ll'-O" w s 370 plf Floor 4 '-2" 6'-l" 8'-0" 9'-10" H3 4x4 (Max. Span =) 4x6 4x8 4x10 4x12 3^x111 LSL Roof 3'-9" 5 '-5" 7' -2" 8'-10" 10' -10" 14' -2" w £ 570 plf Floor 3 '-4" 4'-10" 6 '-5" 7I-11" 9 '-8" 13'-5" H4 4x4 (Max. Span =) 4x6 4x8 4x10 4x12 3ix9i LSL 3£xll* LSL H5 4x4 (Max. Span =) 4x6 4x8 4x10 4x12 3ix9KSL 3ixll| LSL H6 4x10 (Max. Span =) 3i-x9i LSL 3*xllf LSL ws Roof 3 '-2" 4' -8" 6'-2" T-7" 9 '-4" 10'-3" 12'-10" ws Roof 2' -10" 4' -2" 5'-6" 6 '-9" 8 '-4" 9' -6" ll'-lO" w< Roof 6'-2" 8'-ll" ll'-l" 770 plf Floor 2 '-10" 4'-2" 5'-6" 6 '-9" 8'-4" 9 '-9" 12'-2" 970 plf Floor 2'-6" 3 '-9" 4'-ll" 6'-l" 7'-5" 9'-0" ll'-3" 1,170 plf Floor 5'-6" 8 '-5" 10'-5" See uniform loads table on page 2 and 3 for additional spans or load conditions not specifically addressed here. LOT 4 May 112009 Stud Column Capacity 2007 CBC 3i" Stud Wall Sill/Top Plate Nominal Size Max. Load 6 Ft. (1) 2x4 Standard (2) 2x4 Standard (3) 2x4 Standard (1) 2x4 Stud (2) 2x4 Stud (3) 2x4 Stud (1) 2x4 DF#2 (2) 2x4 DF#2 (3) 2x4 DF#2 (1) 4x4 Standard (1) 4x4 DF#1 (1) 4x6 bF#l (1) 4x8 DF#1 (1) 4x10 DF#1 (1) 4x12 OF#1 3,281 Ibs 6,563 Ibs 9,844 Ibs 3,281 Ibs 6,563 Ibs 9,844 Ibs 3,281 Ibs 6,563 Ibs 9,844 Ibs 7,656 Ibs 7,656 Ibs 12,031 Ibs 15,859 Ibs 20,234 Ibs 24,609 Ibs 4,136 Ibs 8,272 Ibs 12,409 Ibs 3,401 Ibs 6,801 Ibs 10,202 Ibs 4,666 Ibs 9,331 Ibs 13,997 Ibs 9,651 Ibs 11,783 Ibs 18,252 Ibs 23,676 Ibs 29,670 Ibs 36,085 Ibs 7 Ft. 3,288 Ibs 6,577 Ibs 9,865 Ibs 2,890 Ibs 5,781 Ibs 8,671 Ibs 3,721 Ibs 7,441 Ibs 11,162 Ibs 7,673 Ibs 9,353 Ibs 14,565 Ibs 19,005 Ibs 23,972 Ibs 29,155 Ibs 8 Ft. 2,413 Ibs 4,826 Ibs 7,239 Ibs 2,983 Ibs 5,965 Ibs 8,948 Ibs 6,141 Ibs 7,479 Ibs 11,681 Ibs 15,294 Ibs 19,363 Ibs 23,550 Ibs Stud Height 9 Ft. 2,010 Ibs 4,019 Ibs 6,029 Ibs 2,424 Ibs 4,847 Ibs 7,271 Ibs 4,985 Ibs 6,068 Ibs 9,494 Ibs 12,454 Ibs 15,804 Ibs 19,221 Ibs 10 Ft. 1,683 Ibs 3,367 Ibs 5.050 Ibs 1,999 Ibs 3,999 Ibs 5,998 Ibs 4,110 Ibs 5,001 Ibs 7,833 Ibs 10,288 Ibs 13,073 Ibs 15,900 Ibs 12 Ft. 1,419 Ibs 2,838 Ibs 4,257 Ibs 2,914 Ibs 3,545 Ibs 5,560 Ibs 7,312 Ibs 9,306 Ibs 11,318 Ibs 14 Ft. 1,055 Ibs 2,110 Ibs 3,165 Ibs 2,166 Ibs 2,635 Ibs 4,134 Ibs 5,441 Ibs 6,931 Ibs 8,429 Ibs 16 Ft. N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 5i" Stud Wall Sill/Top Plate Nominal Size Max. Load 8 Ft. (1) 2x6 DF#2 (2) 2x6 DF#2 (3) 2x6 DF#2 (1) 6x4DF#l (1) 6x6 DF#1 (1) 6x8 DF#1 (1) 6x10 DF#1 (1) 6x12 DF#1 5,156 Ibs 10,313 Ibs 15,469 Ibs 12,031 Ibs 18,906 Ibs 25,781 Ibs 32,656 Ibs 39,531 Ibs 8,683 Ibs 17,367 Ibs 26,050 Ibs 22,097 Ibs 24,795 Ibs 33,812 Ibs 40,425 Ibs 48,936 Ibs 9 Ft. 7,653 Ibs 15,306 Ibs 22,959 Ibs 19,379 Ibs 22,955 Ibs 31,303 Ibs 37,734 Ibs 45,678 Ibs 10 Ft. 6,669 Ibs 13,338 Ibs 20,007 Ibs 16,821 Ibs 20,918 Ibs 28,525 Ibs 34,689 Ibs 41,992 Ibs Stud Height 12 Ft. 5,035 Ibs 10,070 Ibs 15,106 Ibs 12,641 Ibs 16,823 Ibs 22,941 Ibs 28,322 Ibs 34,285 Ibs 18 Ft. 2,430 Ibs 4,860 Ibs 7,290 Ibs 6,074 Ibs 8,657 Ibs 11,804 Ibs 14,837 Ibs 17,960 Ibs 20 Ft. 1,989 Ibs 3,977 Ibs 5,966 Ibs 4,968 Ibs 7,134 Ibs 9,728 Ibs 12,251 Ibs 14,830 Ibs 22 Ft. 1,655 Ibs 3,311 Ibs 4,966 Ibs 4,134 Ibs 5,966 Ibs 8,136 Ibs 10,259 Ibs 12,419 Ibs 24 Ft. N/A N/A N/A N/A N/A N/A N/A N/A LSL Studs Sill/Top Plate Nominal Size Max. Load 8 Ft. (1) 3|x3i (1) 3|x41 (1) 3|x5l (1) 3|x7* (1) 3*x8f 1.3E LSL 1.3E LSL 1.3E LSL 1.3E LSL 1.3E LSL 7,656 Ibs 9,570 Ibs 12,031 Ibs 15,859 Ibs 18,867 Ibs 7,444 Ibs 9,304 Ibs 11,697 Ibs 15,419 Ibs 18,343 Ibs 9 Ft. 6,108 Ibs 7,635 Ibs 9,598 Ibs 12,652 Ibs 15,051 Ibs 10 Ft. 5,069 Ibs 6,336 Ibs 7,966 Ibs 10,500 Ibs 12,492 Ibs Stud Height 12 Ft. 3,622 Ibs 4,527 Ibs 5,691 Ibs 7,502 Ibs 8,925 Ibs 18 Ft. N/A N/A 2,609 Ibs 3,439 Ibs 4,091 Ibs . 20 Ft. N/A N/A 2,122 Ibs 2,798 Ibs 3,328 Ibs 22 Ft. N/A N/A 1,759 Ibs 2,319 Ibs 2,759 Ibs 24 Ft. N/A N/A N/A N/A N/A PSL Studs Sill/Top Plate Nominal Size Max. Load 8 Ft. (1) 3|x3| 1.8E PSL (1) 3|x5i 1.8E PSL (1) 3^x7 1.8E PSL (1) 5*x5i 1.8E PSL (1) 5^x7 1.8E PSL (1) 7x71.8EPSL 7,656 Ibs 11,484 Ibs 15,313 Ibs 17,227 Ibs 22,969 Ibs 30,625 Ibs 10,730 Ibs 16,095 Ibs 21,460 Ibs 44,269 Ibs 59,026 Ibs 100,192 Ibs 9 Ft. 8,702 Ibs 13,052 Ibs 17,403 Ibs 38,114 Ibs 50,818 Ibs 92,677 Ibs 10 Ft. 7,169 Ibs 10,754 Ibs 14,339 Ibs 32,639 Ibs 43,519 Ibs 84,376 Ibs Studjteight 12 Ft. 5,081 Ibs 7,622 Ibs 10,162 Ibs 24,142 Ibs 32,189 Ibs 67,757 Ibs 18 Ft. N/A 3,466 Ibs 4,621 Ibs 11,432 Ibs 15,243 Ibs 34,806 Ibs 20 Ft. N/A 2,816 Ibs 3,755 Ibs 9,336 Ibs 12,448 Ibs 28,678 Ibs 22 Ft. N/A 2,333 Ibs 3,110 Ibs 7,760 Ibs 10,347 Ibs 23,982 Ibs 24 Ft. N/A N/A N/A N/A N/A N/A Lot 2 & 4 Oak Ave 4/30/2009 SEISMIC ANALYSIS Seismic Loads ss = S,= ^MS ~ (1.00)(1.28) = SM1= (1.32)(0.48) = Sbs= (2/3)(1.28) = SM= (2/3)(0.64) = Design Loading, Allowable Base Shear Eh = (p)(Cs)(W) = Ev = (0.2)(SDS)(b) = 1.284 min 0.484 min 1.284 0.637 0.856 0.425 Stress Design p=1.0 p=1.3 0.132W 0.171W 0.171W 0.171W 1 = Design Category = Site Class = R = n0 = cd = Eh/1.4 = Ev/1.4 = 1.00 D C 6.5 2.5 4.00 o=1.0 0.094W 0.122W 2007 CBC, Alt. Basic Load Co 6nb T=Ta= 0.22s (max.) Ts = 0.50 s TL = 8.0 s Cs= 0.132 Eq. 12.8-2 CS1 0.292 E,.IZ.8-3/4 Cs > 0.038 Eq. U.8-5/6 P=1.3 0.122W 0.122W Used 0.159W 0.122W Component Interconnection FP = 0.133p(SDS)W = 0.114W 0.148W E/1.4= 0.081W 0.106W Distribution of Forces 1-Story Weight Roof 26.4 psf x 0.159 = 4.19 psf min. force Roof Floor Weight Height (WxKHxk) 26.4 psf 19.1ft 503.66 23.4 psf 11.2 ft 262.08 765.74 Vbase = 49.8 psf x 0.159 = 7.90 psf % Force Force to element 66% 5.20 psf 34% 2.70 psf 7.90 psf Lot 2 & 4 Oak Ave 4/30/2009 WIND ANALYSIS, Worst Case ?m7,R,/,lt ,«.,,,„-,2007 CBC, Alternate Basic Load Combinations Wind Speed = 85 Importance = 1.0 Exposure = B Kd = 0.85 Enclosure = Enclosed Kzt = 1.0 Wind Pressures Element "L Kh & KT gh & gT Windward Walls 21.4' 0.64 10.00 Floor Height = 11.4' Windward Walls 11.4' 0.57 9.04 Eave Height = 21.4' (not used) Roof Height (h) = 23.2' Leeward Wall 23.2' 0.65 10.23 Width (B) = 60.0' Roof to ridge (a) 23.2' 0.65 10.23 Length(L) = 60.0' Roof to ridge (b) 23.2' 0.65 10.23 Roof Angle (9) = 18.4° Roof -Leeward 23.2' 0.65 10.23 qh = 10.23 (not used) (not used) Windward overhang bottoms 21.4' 0.64 10.00 Note: (not used) PI has internal pressure (not used) P2 has internal suction Interior Pressure 23.2' 0.65 10.23 Wind Left to Right Roof Elements Length Pla(plf) Plb(plf) P2afplf) P2b(plf) Left Overhang 1.1' -14.5 -9.8 -14.5 -9.8 Left Sloping 11.6' -84.7 -32.9 -29.2 22.6 Flat Section 36.0' -317.7 -317.7 -145.3 -145.3 Right Sloping 11.6' -102.3 -102.3 -46.8 -46.8 Right Overhang 1.1' -0.8 -0.8 -0.8 -0.8 Roof Totals Horiz, Vert. Vertical Elements Pla (Lef t to Rt) 1.2 -509.7 Length Plb (Left to Rt) 19.1 -456.2 Left Walls-Upr 5.2' P2a (Left to Rt) 1.2 -231.9 Left Wai Is-Lwr 11.2' P2b (Lef t to Rt) 19.1 -178.4 (not used) Pla (Rt to Left) 1.2 -509.7 Rt Walls-Upr 5.2' Plb (Rt to Left) 19.1 -456.2 Right Walls-Lwr 11.2' P2a (Rt to Left) 1.2 -231.9 (not used) P2b (Rt to Left) 19.1 -178.4 (not used) (not used) Code Min. Horizontal Forces (10 psf ) From Roof This section 260 plf Total Horiz. Forces Summary of Results Wind Load Design Force = (1.3)W = Left to Right = 260 plf Seismic Force = E/1.4 = (60.00) (7.90) = 474 plf z9 = a = 6- Cp 0.80 0.80 -0.50 -0.43 -0.04 -0.57 0.80 ±0.18 (1.3)pl {psf) 6.45 5.59 -8.05 -7.31 -2.84 -8.83 8.84 (2.39) 1,200 7.0 0.85 (1.3)p2 (psf) 11.24 10.38 -3.26 -2.52 1.95 -4.04 8.84 (-2.39) 7 Wind Right to Left Plafplf) -0.8 -102.3 -317.7 -84.7 -14.5 Plb(plf) -0.8 -102.3 -317.7 -32.9 -9.8 Left to Right PI (plf) 33.5 62.6 41.9 90.2 19.1 247 Right to P2 fplf) 58.4 116.3 17.0 36.5 19.1 247 Left = P2a(plf) P2b(f>!D -0.8 -0.8 -46.8 -46 8 -145.3 -145.3 -29.2 22.6 -14.5 -9.8 Right to Left PI (plf) P2(F If} 41.9 17.0 90.2 36. 33.5 58. 62.6 116 5 4 3 19.1 19.1 247 247 260 plf Seismic Governs LOT 4 May 11 2009 Typical Shear Panel 2007 CBC 8 TYPICAL ELEMENTS OF RESISTIVE MOMENT AT SHEAR PANELS: A A A A A A AA A A \ fj \f V \/V V V V w y V FLUSH BEAM. OR HOR. WHERE OCCURS- 'V \/_y V V \> V \M/ \M/ V \ \ \ \ \ \/ \/S' / / / / / Ws \(\t \i_\i \ \ \ \ \ ^It--LL_lLL Jl_ CO NT. DBL. TOP PL. WHERE OCCURS DROP'D 0M OR HDR. WHERE OCCURS .a..an P =• LOAD FROM HEADER OR BEAM Wr ~ UN I FORM LOAD OF ROOF A&OYE Ww = UNIFORM LOAP OF WALL AdOVE Wf = UNIFORM LOAD OF FLOOR ABOVE W5 = UNIFORM LOAD OF WALL SELF WEIGHT U = UPLIFT FROM O.7E, W, E/1.4, OR \vW WALL ,ROOF & PARTITION WIEGHTS (w) 9'1O' ROOF TRUSS SPAN 72 PLF S>1 PLF 9O PLF EXTERIOR 112 PLF 126 PLF 14O FLF INTERIOR WOOP 72 PLF 81 PLF 9O PLF INTERIOR GYP. ' 64 PLF 72 PLF 8O PLF LOT 4 May 11 2009 Shearwall Schedule 2007 CBC 9. SHEARWALL SCHEDULE O 1 2 3 4 5 6 7 8 9 SHEARWALL DESCRIPTION (See footnote 1) '/>" gypsum wallboard, unblocked */ od cooler or wallboard e 7" o/c (See footnote 6.) %" gypsum wallboard, unblocked w/ 6d cooler or wallboard e 4" o/c %" stucco & 18 ga. mesh, unblocked w/ 16 ga. x 7/e" leg staples 8 6" o/c '/21' gyp. board both sides, unblocked w/ 5d cooler or wallboard e 7" o/c %" ply- C-D or C-C sheathing, (1) side w/ 8d e 6" o/c edge, 12" o/c field (See footnote 2) %" ply- C-D or C-C sheathing, (1) side w/ 8d e 4" o/c edge, 12" o/c field (See footnote 2) ys" ply. C-D or C-C sheathing, (1) side w/ 8d 6 3" o/c edge, 12" o/c field 3x abutting panel studs (See footnotes 2, 3, & 4) '/211 rated STRUCT 1 panel, (1) side w/ 10d 6 3" o/c edge, 12" o/c field 3x abutting panel studs 8c foundation sill (See footnotes 2, 3, & 5) 1/2" rated STRUCT 1 panel, (1) side w/ 10d 6 2" o/c edge, 12" o/c field 3x abutting panel studs & foundation sill (See footnotes 2, 3, b 5) fyl.ls3 C/7> OO 3 § O8 XOa i 1 XinCOCO X£CO ANCHOR BOLT SPACING %" a 48" %" e 48" %" e 48" %" 6 48" 5/8" fi 32" %" e 24" %" a 16" %" e 16" %" a 12" 16d (0.148") SILL NAILING 12" or (2) 6 16" 8" or (2) e 16" 8" or (2) 6 16" 8" or (2) a 16" 6" 4" 3/2" 2" !/2" LAG 8 8" o/c 1212 Oak Ave 05/11/09 ROOF Typical Roof FRAMING, LOT 4 Framing: Factory Trusses @ 24" o/c 10 2007 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" o/c, see calcs pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS Grid line A/E 3/5 1 B-10 wl (x<8) = w2 (x>8) = Rl- R2 = Moment - Deflection = B-ll wl = Rl- R2 = Moment = f^pf |p»rfinn - Uniform load (roof) (wall) (floor) (misc.) (2X56) + 20 (9)(56) +20 (11X38) + 20 Span = 16.5' (roof) (wall) (floor) (misc.) (11X56) + 20 (17X56) + 20 (Critical Rl / 1.00 LDF = 5,983 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 7,367 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 27,921#f t) Moment (max.) = (ALL = L/411) 676/1 = 0.69' ' = Span = 18.5' (roof) (wall) (floor) (misc.) (3)(38) + (17/2)(56) +20 (Critical Rl / 1.00 LDF = 5,088 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 5,088 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 23,530#ft) Moment (max.) = CAM - 1 /RA^ 77^/r- n/ir1 - Header (see 132 plf HI 524 plf H3 438 plf H3 pg.4) Grid 4 Dropped Beam 636 plf 972 plf 5,983 Ibs 7,367 Ibs 2/'921*ft 7x111 610 plf 5,088 Ibs 5,088 Ibs 23,530#ft PSL Grid 3.1 PSL 1212 Oak Ave 05/11/09 FLOOR FRAMING, LOT 4 Typical Floor Framing: 14" I Joists at 16" / 19.2" o/c See plans & calcs pg. 4 for options 11 2007 CBC, Basic Load Combinations TYPICAL BEAMS & HEADERS AT OPENINGS Grid line interior brg E 1 2 5 B-12 wl = Rl = R2 = Moment = Deflection = B-13 wl (x<5.2) = w2 (x>5.2) = PI (x=5.2) = Rl = R2 = Moment = Deflection - B-14 wl = PI (x=2) = Rl = R2 = Moment = ^«>f|prtirm = Uniform load (roof) (wall) (floor) (misc.) (10X8) +(16X52) +20 (4)(38) + (10)(14) +(1.5)(52) +20 (11)(38) +(10)(14) +(8)(52) +20 (4)(52) +20 Span = 21.0' (roof) (wall) (floor) (misc.) (10)(14) + (9+4+l)(54) +20 (Critical Rl / 1.00 LDF = 9,618 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 9,618 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 50,494#f t) Moment (max.) = (ALL=L/525) 2,004/1= 0.79" = Span = 16.2' (roof) (wall) (floor) (misc.) (2X52) + 35 (10)(14) +(11X52) +35 = 9618 [Reaction From B-12] = (Critical Rl / 1.00 LDF = 9,927 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 8,631 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 49,742#f t) Moment (max.) = /A||_iycrQO\ A f\~r~7 IT _ r\ z/v 'lALL - L/O3O) 1,U///I- U.OU Span = 16.2' (roof) (wall) (floor) (misc.) (10)(14) +(H)(52) +35 10332 [Reaction From B-21] = (Critical Rl / 1.00 LDF = 15,107 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 7,326 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 35,926#ft) Moment (max.) = CAM -\/hAA\ RAfi/Tr fl AR" - Header (see 932 plf H5 390 plf H3 994 plf H6 228 plf H2 pg.4) Grid 3 Above Garage 916 plf 9,618 Ibs 9,618 Ibs 50,494#ft ^PSL Garage Door Header 139 plf 747 plf 9,618 Ibs 9,927 Ibs 8,631 Ibs 49,742#ft ,PSL Garage Door Header 747 plf 10,332 Ibs 15,107 Ibs 7,326 Ibs 35,926*ft 5^16 PSL 1212 Oak Ave 05/11/09 FLOOR B-15 wl = Rl = R2 = Moment = Deflection = B-16 wl (x<5) = w2 (x>5) = Rl = R2 = Moment = Deflection - B-17 wl (x<4.5) = w2 (x>4.5) = PI (x=4.5) = Rl = R2 = Moment = Deflection = B-18 wl = Rl = R2 = Moment = Reflection = FRAMING, LOT 4 (Continued) Span = 21.0' (roof) (wall) (floor) (misc.) (10X8) +(17X52) +20 (Critical Rl / 1.00 LDF = 10,332 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 10,332 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 54,243#f t) Moment (max.) = Span = 12.0' (roof) (wall) (floor) (misc.) (22/2)(52) + 20 (33/2)(52) +20 (Critical Rl / 1.00 LDF = 4,136 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 4,970 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 14,067#ft) Moment (max.) = /All 1 /I On/I \ 1 ~7Q /T f~\ 1 K1 ' —(ALL = L/1,294) 178/1 - U.lD = Span = 14.0' (roof) (wall) (floor) (misc.) (22/2)(52) +20 (10X8) + (22X2+33/2)(52) +20 = (33/2x5/2)(52) [Reaction from end of beam above] = (Critical Rl / 1.00 LDF = 8,623 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 10,721 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 37,563#f t) Moment (max.) = (ALL =17426) 651/1= 0.54" = Span = 12.2' (roof) (wall) (floor) (misc.) (3X38) + (12)(14) +(4X52) +20 (Critical Rl / 1.00 LDF = 2,745 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 2,745 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 8,372#ft) Moment (max.) = CAM -1 /? 1371 151/1- 019" = 984 plf 10,332 Ibs 10,332 Ibs 54,243#ft 7 lg 592 plf 878 plf 4,136 Ibs 4,970 Ibs 14,067#ft 51 14 592 plf 1,530 plf 2,145 Ibs 8,623 Ibs 10,721 Ibs 37,563#ft Kl .„ 12 Grid 4 PSL Grid 4 PSL Grid 4 DClroL Above 1 Car Garage 510 plf 3,041 Ibs 3,041 Ibs 9'275#ft 3ixl4 LSL 1212 Oak Ave 05/11/09 FLOOR FRAMING, LOT 4 (Continued)13 B-19 Span = 11.0' wl = (roof)(wall)(floor) (misc.) (4/2+7/2)(52) + 20 892 plf Rl = R2 = Moment = Deflection = B-20 wl (x<5) = w2 (x>5) = PI (x=5) = Rl = R2 = Moment - Deflection = B-21 wl = (Critical Rl / 1.00 LDF = 3,696 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 3,696 Ibs) R2 (max.) = (Critical M / 1.00 LDF = 10,164#ft) Moment (max.) = (ALL = L/1,458) 172/1= 0.21" = Span = 15.0' (roof) (wall) (floor) (misc.) (10)(8) +(2X52) +20 (20/2)(38) +(12X14) + (9/2)(52) +20 (20/2xl9/2)(38) + 4673.9 [Girder Truss and Adj. Beam] (Critical Rl / 1.25 LDF = 6,465 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 5,985 Ibs) R2 (max.) = (Critical M / 1.25 LDF = 30,482#f t) Moment (max.) = (ALL=L/728) 710/1= 0.59" = Span = 16.4' (roof) (wall) (floor) (misc.) (10)(8) +(23/2)(52) +20 = 4,674 Ibs 4,674 Ibs 12-853#ft 3|xl4 LSL 204 plf 802 plf 8,284 Ibs 8,789 Ibs 7,993 Ibs 41'41I*ft 5*xl4 PSL Garage Grid B 698 plf Rl = Moment = (Critical Rl / 1.00 LDF = 5,724 Ibs) Rl (max.) = 5,724 Ibs (Critical R2 / 1.00 LDF = 5,724 Ibs) R2 (max.) = 5,724 Ibs (Critical M / 1.00 LDF = 23,467#ft) Moment (max.) = 23,467#ft (ALL = L/942) 568/1= 0.32"= L/621 Job Name 5/11/2009 LATERAL Seismic Base Shear Vupper = Viewer = Vlow roof = DISTRIBUTION Upper Grid Roof Line Area (5-2 psf ) UPPER LEVEL A 374 B 1,020 C 126 D 396 E 897 1 434 3/3.1 898 4 1,020 5 480 DISTRIBUTION-SEISMIC, Lot 4 14 2,850 sf x 5.2 psf = 14,809 Ibs 3,175 sf x 2.7 psf = 8,585 Ibs Osf x 4.3 psf = Olbs 23,394 Ibs Lower Load Floor Roof From Total Area Area Above Force (2.7 psf) (4.3 psf) (Ibs) (Ibs) 1,943 5,300 655 2,058 4,661 2,255 4,666 5,300 2,494 LOWER A B C D E 1 2 3/3.1 4 5 374 1,943 2,955 1,020 5,300 8,058 416 655 1,780 450 2,058 3,274 897 4,661 7,086 498 2,255 3,602 110 297 990 4,666 7,343 1,020 5,300 8,058 480 2,494 3,792 cur L sure PNB. not /—W WDE Kr.fflEET JW /TEJi. TO COHtHJQUS "'"™V : g J *J«Jag / COT L S(W£ P«L FBOU /T+B-*EE H.T.9fiET JW \7E A TO CW(TKJDUS ICWQl^— © FLOOR FRAMING PLAN i '/('.HP SECOND FLOOR FRAMING PLAN Grid Line Shear Force (Its) UPPER LEVEL A 1,943 S 5,300 C 655 D E 1 3/3.1 4 5 LOWER A B C D E 1 2 3/3.1 4 5 2,058 4,661 2,255 4,666 5,300 2,494 2,955 8,058 1,780 3,274 7,086 3,602 297 7,343 8,058 3,792 Wall Lengths (feet) 18.6 2 17.2 14.5 10.2 »•" 9 18 " 18.4 " 12 " 13.4 13.4 12 9.5 18 " 14 " 2.8 3 4 2.8 3 8 11 3.82 3 8 16 ' 17 ' 16 8 10 19.5 8 10 12 16 '•> Net Length (feet) 13.2 31.7 5.4 9.0 16.0 6.4 26.8 21.5 7.7 8.2 19.0 3.6 8.0 20.0 16.0 8.0 29.5 18.0 15.9 Wall Shear (Plf) 147 167 122 229 292 352 174 247 324 361 424 488 409 354 225 37 249 448 239 SHE Wall Height (feet) 10 10 10 10 10 10 10 10 10 7.5 10 8 10 10 10 10 10 10 10 ARW Wall H/B Ratio 0.5 0.7 1.0 1.1 0.6 0.8 0.7 1.1 0.7 2.7 1.3 2.1 1.3 0.6 0.6 1.3 1.0 1.3 0.8 ALL Pier H/B Ratio 2.0 3.0 2.8 2.5 3.3 1.4 3.1 Footnotes: (2) Net Length reduced-Force Transfer /(round Openingfs) Comments: AN/ WAIL TYPE 5 5 5 5 6 7 5 5 6 7 7 7 7 7 5 5 5 7 7 \LYSI O.T. Moment (#-FT) 24,243 6,547 20,577 27,272 22,551 23,331 23,419 9,059 10,834 33,928 14,236 32,744 38,975 36,016 2,974 24,891 35,813 28,684 S-SEISMIC Resisting Elements (plf) End Self Roof Walls Floor Loads Wt. Above Above Above (Ibs) 112 72 112 24 280 140 36 112 36 280 154 24 280 168 198 280 112 36 280 112 252 280 154 42 108 154 24 154 24 280 140 72 168 24 98 24 140 36 168 24 140 198 168 96 280 140 48 140 154 216 280 112 112 48 140 140 108 280 (0.9-0.12)x Uplift Resisting from Moment Above 29,406 7,141 6,641 27,521 23,175 13,291 14,887 23,238 1,111 6,190 2,299 3,045 41,477 63,598 4,692 22,074 6,789 24,411 Uplift Uplift (plf) (Ibs) (356) (58) 1,548 (14) (52) 168 749 284 898 (1,013) 2,431 3,467 3,125 3,712 (147) (1,724) (215) 85 3,628 89 Holdown Hardware (Simpson or Eq.) none none none CS16 none none CS16 @ Srid 3.1 CS16 @ 9.5 ft panel none HTT4 HTT4 STHD10 HTT5 none none none Sill Anchorage HTT4 Sill Anchorage (2) Net length reduced-Perforated Shearwall (3) Net Length reduced-H/B between 2:2 and 3f:l <r [>X SHEARWALL ANALYSIS-SEISMIC, Lot 4I— * 01 -00 t-loCrj re Ul •x.roOOvo CONVENTIONAL FOUNDATIONS 16 UNIFORM LOAD CAPACITY BASED ON SOIL BEARIN6. <\ ^j—J (200 psf INCREASE FOR 24" DEEP) T ^ 1500 12" WIDE x UP TO 18" DEEP 1,500 plf 24" DEEP 1,700 plf 15" WIDE x UP TO 18" DEEP 1,875 plf 24" DEEP 2,125 plf CONCENTRATED LOADS TO FTSS FTGSIZE h BRG. AREA 1500 psf 12"xl2" 18 3.33 5,000 Ib. 12"xl5" 21 3.83 5,750 Ib. 12"xl8" 24 4.33 6,500 Ib. 12"x24" 30 5.33 8,000 Ib. 15"X18" 24 4.79 7,185 Ib. 15"x24" 30 6.67 10,001 Ib. 18"SQPAD 18 2.25 3,375 Ib. 24"SQPAD 18 4.00 6,000 Ib. 30"SQPAD 18 6.25 9,375 Ib. 36"SQPAD 18 9.00 13,500 Ib. 42"SQPAD 18 12.25 18,375 Ib. FROM REPORT, SOILS BEARING ] 2000 psf 2000 \ / 2,000 plf v /?>\ // 2,200 plf ^X/'''' "\ VK^y//2,500 pif i\ \ XX\K i\ \ v> f 2,750 plf \\ / ^S.1 '' / /vv\i / ^ 2000 psf 6,666 Ib. 7,666 Ib. BEARING AREA - 8,666 Ib. b (L) 2 10,666 Ib. 144 ft 9,580 Ib. b (2h + 4) 2 13,334 Ib. 144 ft 4,500 Ib. 8,000 Ib. 12,500 Ib. 18,000 Ib. 24,500 Ib. BEAM DESCRIPTION LOAD FTG 1 B-12 @ B-21 intersecting beams at grid B/3 15,342 Ibs 36" PAD 2 B-13 Garage Door Header 9,927 Ibs Cont. Ftg B-14 Garage Door Header Left Support 15,107 Ibs 36" PAD B-15 @ B-21 Intersecting beams at grid B 16,056 Ibs 36" PAD B-16 @ B-15 Includes Stacked load from B-10 Abv 13,619 Ibs 36" PAD B-20 Right End, includes Stacked force from B-ll 12,859 Ibs 30" PAD STRUCTURAL CALCULATIONS ISSUE DATE April 30 2009 PROJECT Description: (2) 2-Story R3 buildings with Roof Deck Client: 1212 Oak Ave LLC Name: 1212 OAK AVE R3 construction DESIGN CRITERIA Building Type: Bearing wall system Construction: Stud walls, sawn lumber wood timbers, plywood sheathing Codes: 2007 California Building Code 2006 IBC, ASCE 07-05, 2005 NbS Wood: Studs - Stud grade. Standard & btr. Posts - Standard & better Beams - bF#2 or better Joists - I-Joists eiBs - 24F-1.8E LSL - laminated strand rims and beams LVL - laminated veneer microlam beams and joists PSL - parallel strand beams Concrete: 2,500 psi at 28 days, U.N.O. Higher strength where noted Soils & bearing: 2000 psf Soil Bearing TCI no. S09.00519 April 27 2009 BUILDING LOADS Roof Loads Roofing (tile) Sheathing Rafters or trusses Ceiling Misc. A insulation Total Roof t>L Roof Live Load (less than 6:12 pitch) .... Roof Live Load (6:12 and 7:12 pitch) Roof Live Load (8:12 pitch or steeper) Exterior Walls Stucco or siding Studs Sypsum board Misc. & insulation Total Wall C>L psf 9.5 1.4 3.2 2.2 1.7 ... . 18.0 psf 20 psf 18 psf 16 psf psf 8.0 1.1 2.2 2.7 14 0 psf Floor Loads Floor Finish (carpet) Sheathing Joists Ceiling Misc. A insulation Floor Live Load Balcony Live Load Exit Live Load Interior Walls Shear panel Studs Gypsum board Misc. & insulation Total Wall &L .... *•*'.. psf 1.2 2.0 2.6 2.6 3.6 12.0 psf 40 psf 60 psf 100 psf psf 1.1 4.4 2.5 80 psf Lt. wt. topping 1.2 2.0 2.6 2.6 3.6 psf 2.0 1.1 4.4 2.5 10.0 psf Swanson & Associates 17055 Via Del Campo, Suite 100, San biego, CA 9212^ Section Properties A Design Loads 20070* Nominal Size 2x4 2x8 2x12 4x4 4x6 4x8 4x12 7.." -4x14 '":;;.; 4x16 . ;::;.6X4W 6x6 ;;:'---.; 6x8. 'f:\\ 6x10 6x14 Actual Size (b)x(d) inches 1.5 x 3.5 "li'xVH" i 1^5 x 9,25 1.5x11,25 3.5 x 3.5 3.5.x 5.5 3.5 x 7.25 3.5x9:25; 3?5 x 11.25^ 3.5x15.25 5.5 x5.5 "5.5x13.5" 5.5xl6:5£ Area in2 5.25 = 19,88, 12.25 25.36 "39.38' '46138 53.38 19.25' 30.25 : 41,25; 52.25 63.25, 74.25 Section Modulus (S) in3 3.06 13.14 111!!!"SIM" 43.89 7.15 1a66~ 49:91 73.83 135.66 "~ir~7T 82.73 167.06 ^249,56 Moment of Inertia (I) in4 5.36 47.63 12,51 111.15 " 415.28 76.26 I,127j67 Roof Loads LDF = 1.25 Allowable Shear Moment (Ibs) (Ib-ft) 788 211 1,631 1,700 1,838 1,005 3,806 3,737 8,006 14,131 4,285 3,466 Floor Loads LDF =1.00 Allowable Shear Moment (Ibs) (Ib-ft) 630 169 Vqgn R4R '•"'"yyy B4B 1,305 1,360 2,025 2,729 2,385 3,407 1,470 804 ; 2,310 1,720 3,045 2,989 --3,885 ";' 4,4.92 4,725 6,768 '5,565 :, 8,534 6,405 11,305 2,310 1,150- 3,428 2,773 ,4,675 5,156 5,922 9,307 '7,168 13,638 8,415 18,550 10,285 27,100- (w) Allowable Uniform Loads (Plf) Span in feet for beam or joist sizes Normal duration, Laterally fully braced, repetitive member increase for 2x members. 3ft. 4ft. 5ft. 6ft. 7ft. 8ft. 9ft. 10ft. lift. 12ft. 13ft. 14ft. 15ft. 16ft. 17ft. 18ft. 19ft. 150 84 54 38 ;28 21 \ 17 14 : 11 87543322 754 424 V 271 188 138: 106 84. 63 48 37 29 23 19 15 13 11 9 1,094 :|£l,iu : .4:« :302 222 170 134 : 109; : 90; •-.-• •'. 76y. ; -64;yi 53 43 35 30 25 21 1,094" 8Zo764$>7,.45l7:33i;, ,254. 200 162.7-.i:.<4. g : 96 - 83 ;72 " 63 : ::- 56 .:". : 50 - 44 1,094 820 656 547 446 , 341 270 218 18!! i'iV. •.... 129,- 111 ; '97 •. 85 '.': :: 76. •'•;• 67 . 60 1,094 820 656 547 "*469~" 410 7:!336 273 225 189 161 139 121 106' . 94' ":; 84 76 -'715:-: :'402 ' -,, 2.57;;fj 176 111 74 52 38 29 22 17 14 11 9 8 7 6 1,529 860 551 382 :>281 215 " 'l7o7:vl38^1 111 86 67 54 44 36 30 25 22 2,188 1,495 957: : ;664, 488-; 374.: 295;:. ;;^39: ;:198:; il66.:.-;142 :; ;122M 100 83 69 58 49 3,993 2,246 M37-998" 733 ::>562;:444:-':359 '297-: 250' f'213 "••": 183-S 160 .140 124 111 100" 4,375 3,281 v2>166j:l,504: 1,105 846 ,668 541,^^7 376:- ;;320 ,i 276 ,241 ;. 211 : 187 .167 v 150 . 4,375 3,281 '2^625 5^8977 i;393: i,067: 843 683 , "56477 474- K404S 3487-.303 267: 236 211 V189? 4,375 3,281 2,625 2,188 4,846--lv413 ;1,117 904 :- 747!=628:/: 535 461 ,402 353 - 313 .:279iff=25ti ;1,022 ; 575 : 368 ± -255 :•,: 175 117 82 60 45 35 27 22 18 15 12 10 9 2,465 1,386 887 616, ,,453,:: ,347 _274 222,; 175 134 106 85 69 57 47 40 34 3,438S,*-/> !/-iO 1,146 ',842; ;645i:;,509..i 413;: V341 286 ,244'- 210 : 175 144 120 101 86 6,875 s4;<.--,: ••..,-.9 ;z,068 1,520 1,163 : 919 YW ta:.^ 517 441 380 / ; 331. ^291ii 244 205 175 6,875 5,156 47l25 73,031-: 2,227 :1,705 ,1,34?: -1,0','i 9!« ' /W-! 646 557 485 4/;v ; /;: -337 : J:3p2;:; 6,875 5,156 4,125 3,438 2,946 2,319 1,832 5/;!:-1 ';/?(< -,031 ' .'; ,878 -: . 757 .. ,6,60, ;: ';.S»(' ,-- IH3'. i;.8;-:4ll 6,875 5,156 4,125 3,438 2,946 ¥,578 2,292 2,063 : 1,792 1,506 1,283 1,106' 964 847 750 669 601 U" Timberstrand LSL rim board & 1T" Timberstrand LSL IJxllfjSS; Uxl4 LSL "HxiljLSL Uxl6 LSL 1.25x11,88 1.25 x 14.<T 1.75 x 11.88 1:75 x 14:6 " 1.75 x 16.0 3f " Timberstrand LSL 3|x4 j LSL sfxiiiisl- ;;3ixl4LSLr 3|xl6 LSL 3.5 x 4.38 -• 3.5-.X.5.5,.- 3.5x7.25' :3,57>H1,25 35x11.88 ; 3.5 x 14.6;, 3.5 x 16.0 17.50 v20.0P, 20.78 i:24.50 "Vs.OO 40.83 41.13 57.17 7467 15.31 311 25.38 30.19 "33.25 41.56 56.00 11.17 30.66 52.65 82J86 149.33 ~*285.83~ 3iRi 597.33 24.42 111.15 " 250.07 aSE3aU3lata8» 488.41 *U94.67 9,215 9,618: 10,865 13,168 5,368 9,971 7,233 17,611 5,104 2,170tmmm$* 8,458 5,687 8,590 13,027 10,737 19,941 14/i67~J35,222 7,372. 7,695:, ' - , , - "' ' , J- ' 8.692 10,534 9,933 13;59i; 4,295 7,977 5,063 - ,10,920 5.787 14,089 4,083 1,736 ;5,i33 7,2,686: 6,767 4,550 6,872 10,422 ;8,138 14,389 8,590 15,953 10,127 21,840 11,573 28,178 1,808 1,356 1,085 904 775 678 592 432 325 250 197 157 128 105 88 74 63 1,808 1,356 1,085 904 775 678 603 543 493 410 322 258 210 173 144 121 103 1,808 1,356 1,085 904 775 678 603 543 493 452 417 385 313 258 215 181 154 1,633 1,225 980 817 700 613 544 490 445 404 318 254 207 170 142 120 102 1,633 1,225 980 817 700 613 544 490 445 408 377 350 327 279 233 196 167 1,633 1,225 980 817 700 613 544 490 445 408 377 350 327 306 288 272 249 ;i,543f|86|! 484 280 176 118 83 60 45 35 28 22 18 15 12 10 9 2,380sp43.i7;859i 556 350 235 165 120 90 70 55 44 36 29 24 21 18 2,380 1785 1,428 ; 1,011 743J 538 378 275 207 159 125 100 82 67 56 47 40 2,380 1,785 1,428 1,190 1,020 ,792:f:; 626; ! 463 348 268 211 169 137 113 94 79 68 5,600 4,200=3,335 2,316 1,702: 1,303: 980 714 537 413 325 260 212 174 145 123 104 5,600 4,200 *3 ,3~66 2,800 .2,349 • i'799 1,421 i,151; 891 687 540 432 352 290 242 203 173 5,600 4,200 3,360 2,800 2,400 rl,994 1,576 1,276 1,048 808 635 509 413 341 284 239 203 5,600 4,200 3,360 2,800 2,400 2,10o" 1^867 1,680 ffi;444 1)213 1,0345 833 678 558 465 392 333 5,600 4,200 3,360 2,800 2,400 2,100 1,867 1,680 1,527 1,400 1,292 1;150 1,002; 833 695 585 498 O o'3 OTJ T I' C7 u5'3 OOQ.(A ro »—ro §7S 1 >-a-i COOro8VO 1. At roof loading conditions where shear or bending governs, use a 1.25 LDF adjustment to the above values. 2. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. 3. Shading in the span / allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right. Nominal Size Section Proper ites & Design Loads 2007 ae Actual Size (b) x (d) inches Area W In* Section Modulus (S) in3 Moment of Inertia (D in4 Roof Loads LDF =1.25 Allowable Shear Moment (Ibs) (Ib-ft) Floor Loads LDF = 1.00 Allowable Shear Moment (Ibs) (Ib-ft) (w) Allowable Uniform Loads Span in feet for beam or joist sizes Normal duration, Laterally fully braced, repetitive member increase for 2x members. 10ft. lift. 12ft. 13ft. 14ft. 15ft. 16ft. 17ft. 18ft. 19ft. 20ft. 21ft. 22ft. 23ft. 24ft. 25ft. 26ft. 1|" Microllam LVL :;iix9|LVL; Hxlli LVL ;; 1-JX14.LV12; Ijxl6 LVL •l}xi8LVli3 1.75jX9.5j: 1.75 x 11.88 1.75:xl4:0; 1.75 x 16.0 1.75 x 18:0 16:63 20.78 •2450; 28.00 'sisb; 41.13 l§|i|i 74.67 :;9'4,50J: 244.21 597^33* i*5Qi5b,i 3^948 ;j7;,35?'; 4,936 11,155 6,650 19,446 7-v48V:.;''?t4'ii&B 3.159 ,5,887 , 3,948 8,924 4,655 iv'12,129'; 5,320 15,557 ..5-36.5 '.' 19,377: 453 340 262 206 165 134 110 92 78 66 57 49 42 37 33 29 26 714 590 496K 402 322 262 216 180 152 129 110 95 83 73 64 57 50 v.970:;:'::802vi^674;i ':.;574; :;495i; 429 354 295 248 211 181 156 136 119 105 93 82 1,245 .1,02? .864.^736:; 635 553; 486 :;:431.i 371 315 270 233 203 178 156 138 123 1,531 1,148 919 766 656 574 510 459 418 383 353 328 289 253 223 197 175 2.69" (2 11/16") Parallam PSL 3£gjM?S§ 2.69xlljf PSL •;2.69xl4PsE 2.69x16 PSL 2.69xl8PSL 2.69 x 9.5•• " v.. ••-,;^,::~^s JH 2.69 x 11.88 2.69x14.6 2.69 x 16.0 ;2;69 x 18-6 3 1" Parallam PSL : 3fx9*PSH 3$xllf PSL 3ixi47SL:; 3|xl6 PSL :: 3fXl8>Psi* ; 3.5x9.5;; 3.5 x 11.88 r3:S:x"i4.#i 3.5 x 16.0 33x18161 25:53MMBKltHffi 31.91 37:63; 43.00 48,38 63.16 114.67 S145J3!1 375.03 917.33 •i,3o£l3 7,713 19,103 10,392 33,550 :;lJt9ff'¥4l$ti?: 4,936 10,026 6,170 15,282 :7;274.---I&!8^ 8,313 26,840 9,353. "-33,528- 33.25 41.56 ^4930: 56.00 "Moo1. ;52^§? 82.26 ;: 114,33} 149.33 189.00; / 250.07 488.41 isbbS^;. 1,194.67 iirolli 8,035 v;16,321^ 10,044 24,878 ;;i|;^4.2j§53;i9jM 13J533 43^693giligiB 6,428 : 13,057 8,035 19,902 9^473 27,162:; 10,827 34,955 12,180 •• 43,665 731 550 423 333 267 217 179 149 125 107 91 79 69 60 53 47 42 1,223 1,010,- 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 1,669; 1,379 1;159 ,987 ; 851;>: 694 572 477 401 341 293 253 220 192 169 150 133 2,147 1,775 Vl,491 1,271 1,096 954 839 711 599 509 437 377 328 287 253 224 199 2,682, 2,217 ^,663:.i;587:,l;369 1492 1,048\, ""928; "!828:; 725 622 537 467 409 360 318 283 953 716 551 434 347 282 233 194 163 139 119 103 89 78 69 61 54 1,592 1,316 1,077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 2,173" 4,796;:: 1,509 ' 1,286-; lilb'll 903 744 621 523 445 381 329 286 251 221 195 173 t96 2,311. 1,942 1,655 1,427 1,243 1,092 926 780 664 569 491 427 374 329 291 259 . 93 2,887 2,426 2,067 1,782 1,553 T,365 1,209 1,078: 945 810 700 609 533 469 415 369 5$-" Parallam PSL £5M£j|iPSlfc 5ixli| PSL rSfxii4PSLf 5^x16 PSL :-5jxl8>si5 ;525-x9.5 5.Z5 x 11.88 sJefxHb 5.25x'l610 5.25:xicy:> 29i88j 62.34 84.00 :945b- 123.39 SJHiBOl 224.00 .183:50 732.62 1,792.00 2,55150 15,066 37,317 20,300 65,540 9,643 19,585 12,053 29,854 14,210 •' 40,743-' 16,240 52,432 l8',270 65,49T 1,429 1,074 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 §3 1,974: 1,615 1,270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 ?'2,694 2,263r 1,929 1,663' 1^355 1,117 931 784 667 572 494 430 376 331 293 260 4,195 3,467 2,913 2,482 2,140 1,864 1,639 1,390 1,171 995 853 737 641 561 494 437 388 5;24'6'.''4;330 3,639 3400 2,673 ''2^29: 2^)47 ^ii813:ri;6ir; 1,417 1,215 1,050 913 799 703 622 553 7" Parallam PSL 7x9iPSlS " 7xlif PSL 7x14 PSC; : 7x16 PSL 7xl8P5L! 7,0x9.5 7.0 x 11.88 : 7.ax 14.6J 7.0 x 16.0 7.0 x isio" 66.50•MMbSttM 83.13 112.00 I2pl6o 105.29 164.52 298.67 976.83 2,389.33Slblbtf 16,071Jg||6^ 20^89 49,756 27,067 87,387 3a450:;5:109llil? 12,857 26,114. 16,071 39,805 21,653 69,909 24',360 ;87.330 1,905 1,431 1,103 867 694 565 465 388 327 278 238 206 179 157 138 122 108 3,184 2,632. 2,153 1,694 1,356 1,103 909 757 638 543 465 402 349 306 269 238 212 4,346: 3,592: 3,018 2,572 'Z,&. 1.807 1,489 1,241 1,046 889 762 658 573 501 441 390 347 5,5934.6;,: '.,;:,34 3,309. 2,853, 2,486 ..2,185 1,853 1,561 1,327 1,138 983 855 748 658 583 518 6^8i'-'5774; 4,8§2 :4,134::3:;56¥:3;ib5 2729 ;2;417 2';i56'i 1,889 1,620 1,399 1,217 1,065 938 829 737 6-} Slu-lam Girders A Beams (24F-1.8E or 24F-V4 with standard camber) 6}xl6i6L* 6ixl8 SL8 6fx21SLB 6.75 x 16.5 6.75 x 18.0 £75x2lib 121.50 ; 141575 364.50 ^pff 3,280.50 ^^^71,821i 26,831 84,732 3i;30iSll3,565' 19,676 57,456 21,465 67,786 4,597;: 3,7,99^3,192'; 2720 '2345 ':2;043 1796 ;i,590.: '1,419: 1,263 1,083 935 814 712 627 554 493 5,423 4/m<' :!, /fVS 3,209 2,767 2,410.2,118 1,876 1,674 1-,502 .1,3561 1,214 1,056 924 814 720 640 7,268 V.007 ^5,647: 4 J01 3708 3:230:-2:S39 "^is" 2:243-;:2;oi3^1,8i7^648::;:l',5Q2';: l,37V£li&! 1,143 1,016 I -Joists, Single use as headers & beams llf ' Tjr.210 14" TJI 210 2.p6x:l£88 2.06 x 14.0 .fHSMSS; EI=415 |^25Jf;4i525j};. 1,225 5,350 '980 '3,620* 980 4,280 r290: 23,9:^ 201; : 171'-i:i48: -129 v -113 '100 /:89 79 67 58 51 44 39 34 31 :342: :283?.'?238«' ;203' ,-175 ,152 134 : 118, •- -106 ; :95 . .;, 86 78 71 . 65 ;; 57 51 45 1. At roof loading conditions where shear or bending governs, use a 1.25 LDF adjustment to the above values. 2. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. 3. Shading in the span / allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right.Section Properties A Design LoadsCO 1212 OAK AVE April 30 2009 Typical Framing Elements Roof Framing Trusses @ 24" o/c (DL = 18 psf, LL = 20 psf) Factory Manufacturer's design by others 2x Convetional Rafters & Fill Framing w = (24/12) (18 psf Floor Framing + 20 psf) = 2x4 @ 24" o/c 2x6 @ 24" o/c 2x8 @ 24" o/c 2x10 @ 24" o/c 2x12 @ 24" o/c 76 psf spans to spans to spans to spans to spans to 4' -8" 9 '-10" 13 '-0" 16' -4" 18'-11" I-Joist floor joists (TrusJoist by (Level or equal) (Allowable spans per the latest span tables from iLevel, see the latest catalog & ICC-ES ESR-1387 A ESR-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. w = (16/12) (12 + 40 psf) = 69 psf w = (19.2/12)(12 psf + 40 psf) = 83 psf Opening Headers <& Misc. Beams HI 4x4 (Max. Span =) 4x6 4x8 4x10 4x14 Roof 6 '-4" 10 '-0" 13 '-2" 16'-3" 22' -4" w < 170 plf Floor 6'-0" 8'-ll" ll'-lO" 14'-6" 20 '-0" H2 4x4 (Max. Span =) 4x6 4x8 4x10 Roof 4' -7" 6 '-9" 8'-ll" 11 '-0" w < 370 plf Fjggr 4' -2" 6'-l" 8'-0" 9'-10" H3 4x4 (Max. Span =) 4x6 4x8 4x10 4x12 31x111 LSL Roof 3 '-9" 5' -5" 7' -2" 8'-10" 10 '-10" 14'-2" w < 570 plf Floor 3'-4" 4'-10" 6 '-5" 7'-ll" 9'-8" 13 '-5" H4 4x4 (Max. Span =) 4x6 4x8 4x10 4x12 3£x9i LSL 3|xlli LSL H5 4x4 (Max. Span =) 4x6 4x8 4x10 4x12 3ix9| LSL 31-xlll LSL H6 4x10 (Max. Span =) 3|x9i LSL Sixlli LSL w s Roof 3'-2" 4'-8" 6 '-2" T -7" 9' -4" 10' -3" 12'-10" w < Roof 2 '-10" 4 '-2" 5'-6" 6 '-9" 8 '-4" 9'-6" ll'-lO" w < Roof 6'-2" 8'-ll" ll'-l" 770 plf Floor 2 '-10" 4'-2" 5 '-6" 6'-9" 8 '-4" 9 '-9" 12'-2" 970 plf Floor 2 '-6" 3'-9" 4'-ll" 6'-l" 7' -5" 9'-0" ll'-3" 1,170 plf Floor 5 '-6" 8 '-5" 10 '-5" See uniform loads table on page 2 and 3 for additional spans or load conditions not specifically addressed here. 1212 OAK AVE April 30 2009 Stud Column Capacity 2007 CBC 3i" Stud Wall Sill/Top Plate Nominal Size Max. Load 6 Ft. (1) (2) (3) (1) (2) (3) (1) (2) (3) (1) (1) (1) (1) (1) (1) 2x4 Standard 2x4 Standard 2x4 Standard 2x4 Stud 2x4 Stud 2x4 Stud 2x4 DF#2 2x4 bF#2 2x4 DF#2 4x4 Standard 4x4 bF#l 4x6 DF#1 4x8 bF#l 4x10 DF#1 4x12 DF#1 3,281 Ibs 6,563 Ibs 9,844 Ibs 3,281 Ibs 6,563 Ibs 9,844 Ibs 3,281 Ibs 6,563 Ibs 9,844 Ibs 7,656 Ibs 7,656 Ibs 12,031 Ibs 15,859 Ibs 20,234 Ibs 24,609 Ibs 4,136 Ibs 8,272 Ibs 12,409 Ibs 3,401 Ibs 6,801 Ibs 10,202 Ibs 4,666 Ibs 9,331 Ibs 13,997 Ibs 9,651 Ibs 11,783 Ibs 18,252 Ibs 23,676 Ibs 29,670 Ibs 36,085 Ibs 7 Ft. 3,288 Ibs 6,577 Ibs 9,865 Ibs 2,890 Ibs 5,781 Ibs 8,671 Ibs 3,721 Ibs 7,441 Ibs 11,162 Ibs 7,673 Ibs 9,353 Ibs 14,565 Ibs 19,005 Ibs 23,972 Ibs 29,155 Ibs 8 Ft. 2,413 Ibs 4,826 Ibs 7,239 Ibs 2,983 Ibs 5,965 Ibs 8,948 Ibs 6,141 Ibs 7,479 Ibs 11,681 Ibs 15,294 Ibs 19,363 Ibs 23,550 Ibs Stud Height 9 Ft. 2,010 Ibs 4,019 Ibs 6,029 Ibs 2,424 Ibs 4,847 Ibs 7,271 Ibs 4,985 Ibs 6,068 Ibs 9,494 Ibs 12,454 Ibs 15,804 Ibs 19,221 Ibs 10 Ft. 1,683 Ibs 3,367 Ibs 5,050 Ibs 1,999 Ibs 3,999 Ibs 5,998 Ibs 4,110 Ibs 5,001 Ibs 7,833 Ibs 10,288 Ibs 13,073 Ibs 15,900 Ibs 12 Ft. 1,419 Ibs 2,838 Ibs 4,257 Ibs 2,914 Ibs 3,545 Ibs 5,560 Ibs 7,312 Ibs 9,306 Ibs 11,318 Ibs 14 Ft. 1,055 Ibs 2,110 Ibs 3,165 Ibs 2,166 Ibs 2,635 Ibs 4,134 Ibs 5,441 Ibs 6,931 Ibs 8,429 Ibs 16 Ft. N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 5V Stud Wall Sill/Top Plate Nominal Size Max. Load 8 Ft. (1) (2) (3) (1) (1) (1) (1) (1) 2x6 DF#2 2x6 DF#2 2x6 DF#2 6x4 DF#1 6x6 DF#1 6x8 DF#1 6x10 DF#1 6x12 bF#l 5,156 Ibs 10,313 Ibs 15,469 Ibs 12,031 Ibs 18,906 Ibs 25,781 Ibs 32,656 Ibs 39,531 Ibs 8,683 Ibs 17,367 Ibs 26,050 Ibs 22,097 Ibs 24,795 Ibs 33,812 Ibs 40,425 Ibs 48,936 Ibs 9 Ft. 7,653 Ibs 15,306 Ibs 22,959 Ibs 19,379 Ibs 22,955 Ibs 31,303 Ibs 37,734 Ibs 45,678 Ibs 10 Ft. 6,669 Ibs 13,338 Ibs 20,007 Ibs 16,821 Ibs 20,918 Ibs 28,525 Ibs 34,689 Ibs 41,992 Ibs Stud Height 12 Ft. 5,035 Ibs 10,070 Ibs 15,106 Ibs 12,641 Ibs 16,823 Ibs 22,941 Ibs 28,322 Ibs 34,285 Ibs 18 Ft. 2,430 Ibs 4,860 Ibs 7,290 Ibs 6,074 Ibs 8,657 Ibs 11,804 Ibs 14,837 Ibs 17,960 Ibs 20 Ft. 1,989 Ibs 3,977 Ibs 5,966 Ibs 4,968 Ibs 7,134 Ibs 9,728 Ibs 12,251 Ibs 14,830 Ibs 22 Ft. 1,655 Ibs 3,311 Ibs 4,966 Ibs 4,134 Ibs 5,966 Ibs 8,136 Ibs 10,259 Ibs 12,419 Ibs 24 Ft. N/A N/A N/A N/A N/A N/A N/A N/A LSL Studs Sill/Top Plate Nominal Size Max. Load 8 Ft. (1) 3ix31 (1) 34x41 (1) 3|x5i (1) 3|x7i (1) 3|x8f 1.3E LSL 1.3E LSL 1.3E LSL 1.3E LSL 1.3E LSL 7,656 Ibs 9,570 Ibs 12,031 Ibs 15,859 Ibs 18,867 Ibs 7,444 Ibs 9,304 Ibs 11,697 Ibs 15,419 Ibs 18,343 Ibs 9 Ft. 6,108 Ibs 7,635 Ibs 9,598 Ibs 12,652 Ibs 15,051 Ibs 10 Ft. 5,069 Ibs 6,336 Ibs 7,966 Ibs 10,500 Ibs 12,492 Ibs Stud Height 12 Ft. 3.6ZZ Ibs 4,527 Ibs 5,691 Ibs 7,502 Ibs 8,925 Ibs 18 Ft. N/A N/A 2,609 Ibs 3,439 Ibs 4,091 (fas 20 Ft. N/A N/A 2,122 Ibs 2,798 Ibs 3,328 Ibs 22 Ft. N/A N/A 1,759 Ibs 2,319 Ibs 2,759 Ibs 24 Ft. N/A N/A N/A N/A N/A PSL Studs Sill/Top Plate Nominal Size Max. Load 8 Ft. (1) 3|x3| 1.8E PSL (1) 3|x5J 1.8E PSL (1) 3^x7 1.8E PSL (1) 54*5$ 1.8E PSL (1) 5£x7 1.8 E PSL (1) 7x71.8EP5L 7,656 Ibs 11,484 Ibs 15,313 Ibs 17,227 Ibs 22,969 Ibs 30,625 Ibs 10,730 Ibs 16,095 Ibs 21,460 Ibs 44,269 Ibs 59,026 Ibs 100,192 Ibs ' 9 Ft. 8,702 Ibs 13,052 Ibs 17,403 Ibs 38,114 Ibs 50,818 Ibs 92,677 Ibs 10 Ft. 7,169 Ibs 10,754 Ibs 14,339 Ibs 32,639 Ibs 43,519 Ibs 84,376 Ibs Stud Height 12 Ft. 5,081 Ibs 7,622 Ibs 10,162 Ibs 24,142 Ibs 32,189 Ibs 67,757 Ibs 18 Ft. N/A 3,466 Ibs 4,621 Ibs 11,432 Ibs 15,243 Ibs 34,806 Ibs 20 Ft. N/A 2,816 Ibs 3,755 Ibs 9,336 Ibs 12,448 Ibs 28,678 Ibs 22 Ft. N/A 2,333 Ibs 3,110 Ibs 7,760 Ibs 10,347 Ibs 23,982 Ibs 24 Ft. N/A N/A N/A N/A N/A N/A Lot 2 & 4 Oak Ave 4/30/2009 SEISMIC ANALYSIS Seismic Loads Ss = Si = SMS= (1.00)(1.28) = SMi = (1.32)(0.48) = SDS= (2/3)(1.28) = Sw = (2/3)(0.64) = Design Loading, Allowable Base Shear Eh = (p)(CS)(W) = Ev = (0.2XSbs)(D) = 1.284 min 0.484 min 1.284 0.637 0.856 0.425 Stress Design p=l.Q o=1.3 0.132W 0.171W 0.171W 0.171W r = Design Category = Site Class = R = n0 = Cd = Eh/1.4 = Ev/1.4 = 1.00 D C 6.5 2.5 4.00 p=1.0 0.094W 0.122W ZOQ7 CBC, Alt. Basic Load Comb T=Ta= 0.22s (max.) Ts = 0.50 s TL = 8.0 s C5 = 0.132 Eq. 12.8-2 CS< 0.292 Eo. 12.8-3/4 Cs > 0.038 Eq. 12.8-5/6 2£U 0.122W 0.122W Used 0.159W 0.122W Component Interconnection FP = 0.133p(Sbs)W = 0.114W 0.148W E/1.4= 0.081W 0.106W Distribution of Forces 1-Story Weight Roof 26.4 psf x 0.159 = 4.19 psf min. force 2-Story k = 1.00 Roof Floor Weight Height (Wx)(Hxk) 26.4 psf 19.1 ft 503.66 23.4 psf 11.2 ft 262.08 765.74 Vbase = 49.8 psf x 0.159 = 7.90 psf % Force Force to element 66% 5.20 psf 34% 2.70 psf 7.90 psf Lot 2 A 4 Oak /We 4/30/2009 WIND ANALYSIS, Worst Case „«„«.„.„«..«_ Wind Speed = 85 Importance = 1.0 Exposure = B Kj = 0.85 Enclosure = Enclosed Kzt - 1.0 Wind Pressures Element Z Ku A 1C q>. AqT Windward Walls 21.4' 0.64 10.00 Floor Height = 11.4' Windward Walls 11.4' 0.57 9.04 Eave Height = 21.4' (not used) Roof Height (h) = 23.2' Leeward Wall 23.2' 0.65 10.23 Width (B)= 60.0' Roof to ridge (a) 23.2' 0.65 10.23 Length(L)= 60.0' Roof to ridge (b) 23.2' 0.65 10.23 Roof Angle (0) = 18.4° Roof -Leeward 23.2' 0.65 10.23 qh = 10.23 (not used) (not used) Windward overhang bottoms 21.4' 0.64 10.00 Note: (not used) PI has internal pressure (not used) P2 has internal suction Interior Pressure 23.2' 0.65 10.23 Wind Left to Right Roof Elements Length Pla(plf) Plb(plf) P2a(plf) P2b(plf) Left Overhang 1.1' -14.5 -9.8 -14.5 -9.8 Left Sloping 11.6' -84.7 -32.9 -29.2 22.6 Flat Section 36.0' -317.7 -317.7 -145.3 -145.3 Right Sloping 11.6' -102.3 -102.3 -46.8 -46.8 Right Overhang 1.1' -0.8 -0.8 -0.8 -0.8 Roof Totals Horiz. Vert. Vertical Elements Pla (Lef t to Rt) 1.2 -509.7 Length Plb (Left to Rt) 19.1 -456.2 Left Walls-Upr 5.2' P2a (Lef t to Rt) 1.2 -231.9 Left Wai Is-Lwr 11.2' P2b (Lef t to Rt) 19.1 -178.4 (not used) Pla (Rt to Left) 1.2 -509.7 Rt Walls-Upr 5.2' Plb (Rt to Left) 19.1 -456.2 Right Wai Is-Lwr 11.2' P2a (Rt to Lef t) 1.2 -231.9 (not used) P2b (Rt to Left) 19.1 -178.4 (not used) (not used) Code Min. Horizontal Forces (10 psf ) From Roof This section 260 plf Total Horiz. Forces Summary of Results Wind Load Design Force = (1.3)W = Left to Right = 260 plf Seismic Force = E/1.4 = (60.00) (7.90) = 474 plf Z9 = a = 6 = CP 0.80 0.80 -0.50 -0.43 -0.04 -0.57 0.80 ±0.18 a.3)pl (psf) 6.45 5.59 -8.05 -7.31 -2.84 -8.83 8.84 (2-39) 1,200 7.0 0.85 (1.3)p2 (psf) 11.24 10.38 -3.26 -2.52 1.95 -4.04 8.84 (-2.39) 7 Wind Right to Left Pla(plf) -0.8 -102.3 -317.7 -84.7 -14.5 Plbfplf) -0.8 -102.3 -317.7 -32.9 -9.8 Left to Right PI fplf ) 33.5 62.6 41.9 90.2 19.1 247 Right to P2 fplf 1 58.4 116.3 17.0 36.5 19.1 247 Left = P2a(plf) PZbft>if) -0.8 -0.8 -46.8 -46 8 -145.3 -145.3 -29.2 22.6 -14.5 -9.8 Right to Left PI (plf) P2(pIf) 41.9 17.0 90.2 36.5 33.5 58.4 62.6 116 3 19.1 19.1 247 247 260 plf Seismic Governs 1212 OAK AVE April 30 2009 Typical Shear Panel 2007 CBC 8 TYPICAL ELEMENTS OF RESISTIVE MOMENT A T SHEAR PANELS: rAAAAAA/lwrAA \t \l \l M M V V V V \l Wr WHERE OCCURS/~\ R HDR. \/? 1 *1 Y \ \ \ \ S \ / ' / f \ t \ I N , > / i / \ / \ \ \ / \ / / rf f \ ^ \ \ \ / \ / / / h / N / \ \ \ / \ / / / / \ / \ / / > / \ / / N/ V\ \\\ fft\_L / \ / \ j // w& f \ \ \ f \ / \ i 11 j / \ \ \ / f t/ / \ \ \ /t ^\ t t ft ^\ Ww /CO NT. DBL. TOP PL. f WHERE OCCURS / x" — DROP D BM OR H I / WHERE OCCURS Wf \ / I\ TT— \— FT- —IT- TTf ^_LL_1_LL 11 J.V \ 1__|| ^1 III III 11 i 1 1 1 11 1 1 1 1 1Ml- P = LOAP FKOM HE A PEK OR BE A M Wr = UNIFORM LOAD OF ROOF A50YE Ww = UNIFORM LOAD OF WALL ABOVE Wf = UNIFORM LOAD OF FLOOR ABOVE Ws = UNIFORM LOAD OF WALL SELF WEIGHT U = UPLIFTFROM O.7E, W, E/1.4, OR WALL ,ROOF &PARTITION WIEGHTS (iv) ROOF TRUSS SPAN EXTERIOR INTERIOR WOOD INTERIOR GYP. &' 72 PLF 112 PLF 72 PLF 64 PLF 9' 81 PLF 126 PLF &1 PLF 72 PLF f 0' &O PLF 140 PLF 9O PLF &O PLF 1212 OAK AVE April 30 2009 Shearwall Schedule 3007 CRC 9. SHEARWALL SCHEDULE a 1 2 3 4 5 6 7 8 9 SHEARWALL DESCRIPTION (See footnote 1) !/a" gypsum wallboard, unblocked */ 5d cooler or wallboard Q 7" o/c (See footnote 6.) %" gypsum wallboard, unblocked w/ 6d cooler or wallboard 6 4" o/c %" stucco & 18 ga. mesh, unblocked w/ 16 ga. x %" leg staples 8 6" o/c /z" gyp- board both sides, unblocked w/ 5d cooler or wallboard e 7" o/c 3/8" ply. C-D or C-C sheathing, (1) side w/ 8d e 6" o/c edge, 12" o/c field (See footnote 2) %" ply- C-D or C-C sheathing, (1) side w/ 8d e 4" o/c edge, 12" o/c field (See footnote 2) %" ply. C-D or C-C sheathing, (1) side w/ 8d e 3" o/c edge, 12" o/c field 3x abutting panel studs (See footnotes 2, 3,& 4) "A" rated STRUCT 1 panel, (1) side w/ lOd e 3" o/c edge, 12" o/c field 3x abutting panel studs & foundation sill (See footnotes 2, 3, & 5) /z" rated STRUCT 1 panel, (1) side w/ 10d e 2" o/c edge, 12" o/c field 3x abutting panel studs & foundation sill (See footnotes 2, 3, & 5) §!£ iJJS oe m ^ § 8CM sCM Sto XoCD I1OCOCO § ANCHOR BOLT SPACING %" a 48" %" a 48" %" a 48" %" a 48" %" a 32" %" a 24" %" a 16" %" e 16" %" a 12" 16d (0.148") SILL NAILING 12" or (2) 6 16" 8" or (2) B 16" 8" or (2) 8 16" 8" or (2) B 16" 6" 4" 3'/2" 2" yz" LAG 8 8" o/c 0 FLOOR FRAMING PLAN SECOND FLOOR FRAMING PLAN 1212 Oak Avenue 04/30/09 ROOF FRAMING, LOT 2 Typical Roof Framing: Factory Trusses @ 24" o/c 10 2007 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" o/c, see calcs pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS Grid line Uniform load (sloped roof) (rail) (rf deck) A (3.5)(7) + (7X56) C (10)(38) 1 (11)(38) 2 (12X38) 4 (4X38) * (3.5X7) B-l Span = 19.0' (roof) (wall) (deck) wl (x<6) = (26/2)(56) w2 (x>6) = (32/2)(52) Rl = (Critical Rl / 1.00 LDF = 7,569 Ibs) R2 = (Critical R2 / 1.00 LDF = 7,995 Ibs) Moment = (Critical M / 1.00 LDF = 37,516#f t) f\n£ 1 4-Tn» — / Al 1 1 /£.f~\~7\ 1 O1 A IT —Deflection = (ALL - L/607) 1,214/1 = B-2 Span = 12.0' (roof) (wall) (deck) wl = (26/2)(56) Rl = (Critical Rl / 1.00 LDF = 4,488 Ibs) R2 = (Critical R2 / 1.00 LDF = 4,488 Ibs) Moment = (Critical M / 1.00 LDF = 13.464#ft) Deflection = (ALL = L/1,418) 174/1 = B-3 Span = 16.5' (roof) (wall) (deck) wl (x<9) = (22/2)(38) + (23/2)(56) w2 (x>9) = (4X38) + (23/2)(56) PI (x=9) = (22/2x4)(38) + 50 [Girder Truss] Rl = (Critical Rl / 1.00 LDF = 7,279 Ibs) R2 = (Critical R2 / 1.00 LDF = 6,841 Ibs) Moment = (Critical M / 1.00 LDF = 30,737#f t) IVf lortion - f Al 1 -\lf\7~f\ R1A/T - (misc.) + 20 + 10 = + 10 = + 10 = + 10 = Header (see 437 plf H3 390 plf H3 428 plf H3 466 plf H3 187 plf H2 pg.4) Above Great Room (misc.) + 20 = + 20 Rl (max.) = R2 (max.) = Moment (max.) = n K1 ' 'U.D1 (misc.) + 20 = Rl (max.) = R2 (max.) = Moment (max.) = 0.15" = 748 plf 852 plf 7,569 Ibs 7,995 Ibs 37,516#ft j. Above 748 plf 4,488 Ibs 4,488 Ibs 13'464*ft 3ixl6 PSL Kitchen , PSL Above Great Room (misc.) + 20 = + 20 Z Rl (max.) = R2 (max.) = Moment (max.) = OAR" = 1,082 plf 816 plf 1,722 Ibs 8,336 Ibs 7,461 Ibs 35,731#ft 3i 16 fidP5L 1212 Oak Avenue >04/30/09 FLOOR FPMMIN6, LOT 2 Typical Floor Framing: 14" I Joists at 16" / 19.2" o/c 12 2007 CBC, Basic Load Combinations See plans & calcs pg. 4 for options TYPICAL BEAMS & HEADERS AT OPENINGS Grid line A C 1 2 3 4 B-5 wl = Rl = R2 = Moment = bef lection ~ B-6 wl (x<8) = w2 (x>8) = Rl = R2 = Moment = Reflection ~ B-7 ivl = w(canti lever )= °3 (y=4.9) = *1 = *2 = Moment = Uniform load (roof) (wall) (0) + (10)(14) (11)(38) + (10)(14) (12X38) + (10X14) (9X8) (9X8) (10)(14) (roof) (wall) (Critical Rl / 1.00 LDF = (Critical R2 / 1.00 LDF = (Critical M / 1.00 LDF = /All 1 /~7f\A \(ALL - L/701) (roof) (wall) (4X38) + (10X14) (11X38) + (10X14) (Critical Rl / 1.00 LDF = (Critical R2 / 1.25 LDF = (Critical M / 1.00 LDF = /All 1 /* A \ ^J\(ALL - L/1,413) (roof) (wall) (8)(9) (8X9) 7904.4 [B-6 Reaction] (Critical Rl / 1.00 LDF = (Critical R2 / 0.90 LDF = (Critical M / 0.90 LDF = (floor/deck) + (17X52) + (1X52) + (9X52) + (8)(52) + (15X52) + (12X52) Span = 15.2' (floor) (13X52) 5,290 Ibs) 5,290 Ibs) 20,100#ft) A 1 Q /T —41o/£ - Span = 14.2' (floor) + (2X52) + (2X52) 2,556 Ibs) 3,031 Ibs) 9,723#ft) 0 1 A IT —214/1 = Span = 17.0' (floor) + (1.33)(52) 10,986 Ibs) -1,048 Ibs) -35,142#ft) (misc.) + 20 + 20 + 20 = + 20 = + 20 = + 20 Header (see 1,044 plf H6 630 plf H4 1,084 plf H6 508 plf H3 872 plf H5 784 plf H5 pg.4) Grid 3 Flush Beam (misc.) + 20 Rl (max.) = R2 (max.) = Moment (max.) = r\ OF*' '(J.30 696 plf 5,290 Ibs 5,290 Ibs 20,100#ft ^PSL Grid 1 Cantilvered rim (misc.) + 20 + 20 Rl (max.) = R2 (max.) = Moment (max.) = 0 -3C i • „.35 - A 5.0' Cantilever (misc.) + 20 = + 20 = - Rl (max.) = R2 (max.) = Moment (max.) = 416 plf 682 plf 3,280 Ibs 4,153 Ibs 12-^I 2.69X.4 PSL Supports 161 plf 161 plf 7,904 Ibs 12,518 Ibs -1,302 Ibs (Max Uplift = -40,782#ft _, ,„ B-6 Rim 1,302) DCI 1212 Oak Ave 4/30/2009 LATERAL Seismic Base Shear Vupper = Vlower = Vlow roof = DISTRIBUTION Upper Grid Roof Line Area (5.2 psf) UPPER LEVEL A 960 B 1,800 C 840 1 660 2 1,800 4 1,140 DISTRIBUTION-SEISMIC, LOT 2 \*h 3,601 sf x 5.2 psf 3,400 sf x 2.7 psf 0 sf x 4.3 psf Lower Load Floor Roof From Area Area Above (2.7 psf) (4.3 psf) (Ibs) 18,711 Ibs 9,193 Ibs Olbs 27,904 Ibs Total Force (Ibs) 4,988 9,353 4,365 3,429 9,353 5,924 LOWER A B C 1 2 3 4 960 4,988 7,584 1,800 9,353 14,220 840 4,365 660 3,429 856 6,547 550 2,806 780 5,924 6,636 5,214 8,862 Resists 70% of grid 2 above 4,293 Resists 30% of grid 2 above 8,033 Grid Line Shear Force (Ibs) UPPER LEVEL A 4,988 B 9,353 C 4,365 1 2 4 LOWER A B C 1 2 3 4 3,429 9,353 5,924 7,584 14,220 6,636 5,214 8,862 4,293 8,033 Wall Lengths (feet) 22 2 16 12 14.3 " 13.3 " 20 " 12 " 11 13.4 10.8 27.5 * 18.5 15.2 " 20 20 18.9 ! 12.2 * 12 ' 12 ' 1.5 3 7.6 13.4 15.8 16 7.7 13.4 *•' Net Length (feet) 14.1 28.0 17.6 13.2 35.2 21.9 24.3 40.0 19.3 14.0 21.0 31.8 15.2 Wall Shear (plf) 354 334 247 260 266 270 312 LJ56 343 372 422 135 528 SHE Wall Height (feet) 10 10 10 10 10 10 10 10 10 10 10 10 10 ARW/ALL Wall Pier H/B H/B Ratio Ratio 0.5 2.0 0.8 0.8 2.2 0.8 3.1 0.9 0.4 2.0 0.7 3.0 0.5 0.8 2.0 6.7 1.7 1.3 0.6 1.3 3.0 Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) Comments: x\N/ WALL TYPE 7 6 5 5 6 6 7 7 7 9 7 5 8 \LYSI O.T. Moment (#-FT) 49,883 40,085 20,710 7,986 28,697 59,236 57,741 71,100 28,132 44,691 32,071 21,330 40,627 S-SEISMIC Resisting Elements (plf) End Self Wt. 140 98 140 140 112 154 154 112 154 154 98 98 140 Roof Walls Floor Loads Above Above Above (Ibs) 90 300 252 98 198 198 280 54 280 24 280 126 140 24 280 180 224 48 280 162 126 24 162 126 96 56 72 280 192 280 36 140 120 280 (0.9-0.12)x Uplift Resisting from Uplift Uplift Moment Above [ (plf) (Ibs) 48,438 9 66 25,095 312 1,249 23,258 (192) 21,547 (1,130) 9,885 1,742 58,355 3 32 63,142 92,115 (1,051) 26,981 23 471 6,733 3,334 31,604 11,733 3,752 Holdown Hardware (Simpson or Eq.) none CS16 at 12 ft. Panel none none CS16 none Sill Anchorage none Sill Anchorage ISB18 at Garage, side HDQ8/HTT4 Sill Anchorage HDQ8 / STHD10 (2) Net Length reduced-Perforated Shearwall (3) Net Length reduced-H/B between 2:1 and 3|-:1 SHEARVIMLL ANALYSIS-SEISMIC, LOT 25. s M ODPT 1> § £CO 5ro8\O FLOOR FRAMING PLAN SOU- W • NT Itl SECOND FLOOR FRAMING PLAN 1212 Oak Ave 04/30/09 ROOF Typical Roof FRAMING, LOT 4 Framing: Typical Conventional Framing: Factory Trusses @ 24" o/c 2x rafters @ 24" o/c, see cafes pg. 4 15 2007 CBC, Basic Load Combinations TYPICAL BEAMS & HEADERS AT OPENINGS Grid line A/E 3/5 1 B-10 wl (x<8) = w2 (x>8) = Rl = R2 = Moment = Clef lection = B-ll wl = Rl = R2 = Moment = f)e>f Ip.r+inn = Uniform load (roof) ("X38) (roof) (Critical (Critical (Critical (roof) (3X38) (Critical (Critical (Critical (wall) (wall) Rl / 1.00 LDF = R2 / 1.00 LDF = M / 1.00 LDF = (ALL = L/411) (wall) Rl / 1.00 LDF = R2 / 1.00 LDF = M / 1.00 LDF = CAM - 1 JRA1\ (floor) (misc.) (2X56) +20 (9X56) + 20 + 20 = Span - 16.5' (floor) (misc.) (11)(56) +20 (17)(56) +20 5,983 Ibs) Rl (max.) = 7,367 Ibs) R2 (max.) = 27,921#ft) Moment (max.) = 676/1= 0.69" = Span = 18.5' (floor) (misc.) + (17/2)(56) +20 5,088 Ibs) Rl (max.) = 5,088 Ibs) R2 (max.) = 23,530#ft) Moment (max.) = 7?*>/T - n AV - Header (see 132 plf HI 524 plf H3 438 plf H3 pg.4) Grid 4 Dropped Beam 636 plf 972 plf 5,983 Ibs 7,367 Ibs 27,921#ft , 610 plf 5,088 Ibs 5,088 Ibs 23.530.ft 3,xl8 PSL Grid 3.1 PSL 1212 Oak Ave 04/30/09 FLOOR FRAMING, LOT 4 Typical Floor Framing: 14" I Joists at 16" / 19.2" o/c 16 2007 CBC, Basic Load Combinations See plans A calcs pg. 4 for options TYPICAL BEAMS 4 HEADERS AT OPENINGS Grid line interior brg E 1 2 5 B-12 wl = R1-- R2 = Moment = Reflection = B-13 wl (x<5.2) = w2 (x>5.2) = PI (x=5.2) = Rl = R2 = Moment = Deflection = B-14 wl = PI (x=2) = ^1 = ^2 = Moment = *>p.f Icrtinn r Uniform load (roof) (wall) (floor) (10X8) + (16)(52) (4X38) * (10X14) + (1.5)(52) (11X38) +(10)(14) +(8X52) (4X52) Span = 21.0' (roof) (wall) (floor) (10)(14) + (9+4+1X54) (Critical Rl / 1.00 LDF - 9,618 Ibs) (Critical R2 / 1.00 LDF = 9,618 Ibs) (Critical M / 1.00 LDF = 50,494#f t) (ALL = L/525) 2,004/1 = Span = 16.2' (roof) (wall) (floor) (2X52) (10X14) + (H)(52) 9618 [Reaction From B-12] (Critical Rl / 1.00 LDF = 9,927 Ibs) (Critical R2 / 1.00 LDF = 8,631 Ibs) (Critical M / 1.00 LDF = 49,742#ft) (ALL = L/538) 1,077/1 = Span = 16.2' (roof) (wall) (floor) (10)(14) + (11)(52) 10332 [Reaction From B-21] (Critical Rl / 1.00 LDF = 15,107 Ibs) (Critical R2 / 1.00 LDF = 7,326 Ibs) (Critical M / 1.00 LDF = 35,926#f t) CM 1 =1 /A441 RAR/T - (misc.) + 20 + 20 + 20 + 20 = Header (see 932 plf H5 390 plf H3 994 plf H6 228 plf H2 pg.4) Grid 3 Above Garage (misc.) + 20 Rl (max.) = R2 (max.) = Moment (max.) = 0.79" = 916 plf 9,618 Ibs 9,618 Ibs 50,494#ft j PSL Garage. Door Header (misc.) + 35 = + 35 r Rl (max.) = R2 (max.) = Moment (max.) = 0.60" = (misc.) + 35 r = Rl (max.) = R2 (max.) = Moment (max.) = fi4R" = 139 plf 747 plf 9,618 Ibs 9,927 Ibs 8,631 Ibs 49,742#ft gA 16 Garage Door 747 plf 10,332 Ibs 15,107 Ibs 7,326 Ibs 35.926*ft ^ PSL Header PSL 1212 Oak Ave 04/30/09 FLOOR B-15 wl = Rl = R2 = Moment = Deflection - B-16 wl (x<5) = w2 (x>5) = Rl = Moment = Deflection - B-17 wl (x<4.5) = w2 (x>4.5) = PI (x=4.5) = Rl = R2 = Moment = Reflection = B-18 wl = ^1 = ^2 = Moment = 'V/flp.rtinn = FRAMIN6, LOT 4 (Continued) Span = 21.0' (roof) (wall) (floor) (10X8) +(17)(52) (Critical Rl / 1.00 LDF = 10,332 Ibs) (Critical R2 / 1.00 LDF = 10,332 Ibs) (Critical M / 1.00 LDF = 54,243#ft) (ALL = L/3/6) c., lad/1 - Span = 12.0' (roof) (wall) (floor) (22/2)(52) (33/2)(52) (Critical Rl / 1.00 LDF = 4,136 Ibs) (Critical R2 / 1.00 LDF = 4,970 Ibs) (Critical M / 1.00 LDF = 14,067#f t) (ALL = L/1,294) l/o/l - Span = 14.0' (roof) (wall) (floor) (22/2)(52) (10)(8) + (22/2+33/2)(52) (33/2x5/2)(52) [Reaction from end of beam ab (Critical Rl / 1.00 LDF = 8,623 Ibs) (Critical R2 / 1.00 LDF = 10,721 Ibs) (Critical M / 1.00 LDF = 37,563#ft) /Al I - 1 /A?f,\ AR1/T - Span = 12.2' (roof) (wall) (floor) (3X38) +(12X14) +(4X52) (Critical Rl / 1.00 LDF = 2,745 Ibs) (Critical R2 / 1.00 LDF = 2,745 Ibs) (Critical M / 1.00 LDF = 8,372#ft) Ml 1 = 1 /? 1371 t*5t/T = (misc.) + 20 = Rl (max.) = R2 (max.) = Moment (max.) = 0.63" = (misc.) + 20 + 20 = Rl (max.) = R2 (max.) = Moment (max.) = 0.15" = (misc.) + 20 = + 20 = ove] = Rl (max.) = R2 (max.) = Moment (max.) = 0.54" = (misc.) + 20 Rl (max.) = R2 (max.) = Moment (max.) = n IQ" - 984 plf 10,332 Ibs 10,332 Ibs 54,243#ft 7 lg 592 plf 878 plf 4,136 Ibs 4,970 Ibs 14,067#ft Ri 14 592 plf 1,530 plf 2,145 Ibs 8,623 Ibs 10,721 Ibs 37,563#ft 17 Grid 4 Grid 4 PSL Srid4 PSL Above 1 Car Garage 510 plf 3,041 Ibs 3,041 Ibs 9'275#ft 3|xl4 LSL 1212 Oak Ave 04/30/09 FLOOR B-19 wl = Rl = R2 = Moment = Deflection = B-20 wl (x<5) = w2 (x>5) = PI (x-5) = Rl = R2 = Moment = Deflection = B-21 wl = Rl = R2 = Moment = FRAMING, LOT 4 (Continued) Span = 11.0' (roof) (wall) (floor) (11X38) +(12X14) + (4/2+7/2X52) (Critical Rl / 1.00 LDF = 3,696 IBs) (Critical R2 / 1.00 LDF = 3,696 Ibs) (Critical M / 1.00 LDF = 10,164#f t) /Al 1-1/1 -sIRf^ 1TO/T(.ALL - L/i/tDoJ 1/ri/J. - Span = 15.0' (misc.) + 20 = Rl (max.) = R2 (max.) = Moment (max.) = 0.21" = (roof) (wall) (floor) (misc.) (10X8) +(2X52) +20 (20/2)(38) +(12)(14) + (9/2)(52) +20 (20/2xl9/2)(38) + 4673.9 [Girder Truss and Adj. Beam] (Critical Rl / 1.25 LDF = 6,465 Ibs) Rl (max.) = (Critical R2 / 1.00 LDF = 5,985 Ibs) R2 (max.) = (Critical M / 1.25 LDF = 30,482#ft) Moment (max.) = (ALL = L/728) 710/1 = 0.59' ' = Span = 16.4' (roof) (wall) (floor) (10X8) + (23/2)(52) (Critical Rl / 1.00 LDF = 5,724 Ibs) (Critical R2 / 1.00 LDF = 5,724 Ibs) (Critical M / 1.00 LDF = 23,467#ft) /AI i - i /QA?\ RAR/T - (misc.) + 20 = Rl (max.) = R2 (max.) = Moment (max.) = n 3?" - 18 892 plf 4,674 Ibs 4,674 Ibs 12'853#ft 3ixl4 LSL 204 plf 802 plf 8,284 Ibs 8,789 Ibs 7,993 Ibs 41-411#ft 5*xl4 PSL Garage Grid B 698 plf 5,724 Ibs 5,724 Ibs 23,467#ft ^ psL Job Name 4/30/2009 LATERAL Seismic Base Shear Vupper = Viewer = Vlow roof = DISTRIBUTION Upper Grid Roof Line Area (52 psf) UPPER LEVEL A 374 B 1,020 C 126 D 396 E 897 1 434 3/3.1 898 4 1,020 5 480 DISTRIBUTION-SEISMIC, Lot 4 19 2,850 sf x 5.2 psf = 14,809 Ibs 3,175 sf x 2.7 psf = 8,585 Ibs 0 sf x 4.3 psf = 0 Ibs 23,394 Ibs Lower Load Floor Roof From Total Area Area Above Force (2.7 psf) (4.3 psf) (Ibs) (Ibs) 1,943 5,300 655 2,058 4,661 2,255 4,666 5,300 2,494 LOWER A B C D E 1 2 3/3.1 4 5 374 1,943 2,955 1,020 5,300 8,058 416 655 1,780 450 2,058 3,274 897 4,661 7,086 498 2,255 3,602 110 297 990 4,666 7,343 1,020 5,300 8,058 480 2,494 3,792 Grid i Shear Line ! Force i (Ibs) UPPER LEVEL A 1,943 B 5,300 C 655 D 2,058 E 4,661 1 2.Z55 3/3.1 4,666 4 5,300 5 2,494 LOWER A 2,955 B 8,058 C 1,780 D 3,274 E 7,086 1 3,602 2 297 3 / 3.1 7,343 4 8,058 5 3,792 Wall Lengths (feet) 18.6 * 17.2 14.5 10.2 " 9 18 " 18.4 " 12" 13.4 13.4 12 9.5 18 " 14 " 2.8 3 4 2.8 3 8 11 3.82 3 8 16 ' 17 ' 16 8 10 19.5 8 10 12 16 '•» Net Length (feet) 13.2 31.7 5.4 9.0 16.0 6.4 26.8 21.5 7.7 8.2 19.0 3.6 ,8.0 20.0 16.0 8.0 29.5 18.0 15.9 Wall Shear (Plf) 147 167 122 229 292 352 174 247 324 361 424 488 409 354 225 37 249 448 239 SHE- Wall Height (feet) 10 10 10 10 10 10 10 10 10 7.5 10 8 10 10 10 10 10 10 10 ARW Wall H/B Ratio 0.5 0.7 1.0 1.1 0.6 0.8 0.7 1.1 0.7 2.7 1.3 2.1 1.3 0.6 0.6 1.3 1.0 1.3 0.8 ALL Pier H/B Ratio 2.0 3.0 2.8 2.5 3.3 1.4 3.1 Footnotes'. (1) Net Length reduced-Force Transfer Around Opening(s) Comments: AN/ WALL TYPE 5 5 5 5 6 7 5 5 6 7 7 7 7 7 5 5 5 7 7 M.YSI, O.T. Moment (#-FT) 24,243 6,547 20,577 27,272 22,551 23,331 23,419 9,059 10,834 33,928 14,236 32,744 38,975 36,016 2,974 24,891 35,813 28,684 5-SEISMIC Resisting Elements (plf) End Self Roof Walls Floor Loads Wt. Above Above Above (Ibs) 112 72 112 24 280 140 36 112 36 280 154 24 280 168 198 280 112 36 280 112 252 280 154 42 108 154 24 154 24 280 140 72 168 24 98 24 140 36 168 24 140 198 168 96 280 140 48 140 154 216 280 112 112 48 140 140 108 280 (0.9-0.1Z)x Uplift Resisting from Moment Above 29,406 7,141 6,641 27,521 23,175 13,291 14,887 23,238 1,111 6,190 2,299 3,045 41,477 63,598 4,692 22,074 6,789 24,411 Uplift Uplift (plf) (Ibs) (356) (58) 1,548 (14) (52) 168 749 284 898 (1,013) 2,431 3,467 3,125 3,712 (147) (1,724) (215) 85 3,628 89 Holdown Hardware (Simpson or Eq.) none none none CS16 none none CS16 @ Grid 3.1 CS16 @ 9.5 ft panel none HTT4 HTT4 STHD10 HTT5 none none none Sill Anchorage HTT4 Sill Anchorage (2) Net Length reduced-Perforated Shearwall (3) Net Length reduced-H/B between 2:1 and 3 J-'.l SHEAfcWALL ANALYSIS-SEISMIC, Lot 4roo f~\oD-1 ft tCO 5l\)8\o POST-TENSION DESIGN*~ ~~"~ ........ ~^~~^~^~~^m~~~ "*"" ................. .............................U D DESIGN CALCULATIONS for POST TENSIONED SLAB ON GRADE OAK AVE. LOT #4 Project Number: 2571 2/2/09 Prepared for; DAVIDSON REINFORCING COMPANY, INC. Post-Tension ing & Reinforcing Steel Contractor POST-TENSION DESIGN UNLIMITED OAK AVE. LOT #4 Project #2571 Table of Contents Design Criteria & Parameters Slab Design- FNDN Program Output c1 38x13 c1 60x42 c1 64x30 HANSON TRUSS INC OAK AVENUE SFR LOTS 2 & 4 OCEANSIDE, CA 05/05/2009 • WfcT-STAMPED SUBMITTAL SET BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS © TRUSS PLATE INSTITUTE, INC., 1976 INTRODUCTION In recognition of the inherent safety of a properly braced roof system, the apparent lack of knowledge of how, when, and where to install adequate bracing, and in the interest of public safety, the Truss Plate Institute, Inc., in consultation with its Component Manufacturers Council membership, has undertaken the preparation of these recommendations. Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies, representatives of the academic community, and independent consulting engineers) have devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing practical field handling and erection problemsinto a sharper focus. Inclusion of the tentative recommendations for on-site handling and erection procedures is one direct result of the conultations. It is planned to study further and enlarge upon these tentative recommendations. While the recommendations for bracing contained herein are technically sound, it is not intended that they be considered the only method for bracing a roof system. Neither should these recommendations be interpreted as superior to or a standard thatwould necessarily be preferred in lieu of an architect's or engineer'sdesign for bracing for a particular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. Thus, the Truss Plate Institute expressly disclaims any responsibility for damagesarising from the use application, or reliance on therecommendations and information contained herein by building designer or by erection contractors. Figure 1 (a) j— Compression webs: \ -S7 before and after #S/ buckling. Figure 1(b) - Continuous lateral bracing maintains spacing, but permits lateral buckling of all web members at the same time Bearing for trusses It is recommended that diagonal bracing (minimum 2-inch thick nominal lumber) be installed at approximately a 45 degree angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the same member required lateral bracing. This bracing may be continuous or intermittent at the building designer's option; however, it is recommended that intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. 4 However carefully wood trusses are designed and fabricated, all this is at stake in the final erection and bracing of a roof or floor system. It is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If ignored, the consequences may result in a collapse of thestructure, which at best is a substantial loss of time and materials, and which at worst could result in a loss of life. The Truss Plate Institute "Design Specifications for Light Metal Plate Connected Wood Trusses" are recommended for the design of individual wood trusses as structural components only. Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood truss design and is the only bracing that will be specified on thetruss design drawings. Lateral bracing is to be supplied in the size specified and installed at the location specified on the truss design drawings by the builder or erection contractor. The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement. Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to the wood trusses mustbe considered separately by the building designer. He shalldetermine size, location, and method of connecting for diagonal bracing as needed to resist these forces. Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members, as needed for the overall stability of the entirestructure. Truss bracing and connection details should be shownon the building designer's framing plan as part of the design drawings. Bracing materials are not usually furnished as part of the wood truss package, and should be provided by the builder or erection contractor. The builder or erection contractor is responsible for proper wood truss handling and for proper temporary bracing. He must assure that the wood trusses are not structurally damaged during erection and that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be limited to, the building designer's framing plan. It is recommended that erection bracing be applied as each truss is placedin position. 2 Bathing Figure \ \ i 1(c f ) { V designer) into solid end wall - restrains lateral bracing, thereby preventing > Continuous lateral bracing -— Ceiling \ Figure 1(d) Srs "v_ ., Compression web-sloping *^ or vertical / Continuous lateral bracing. opposite side of web prevents lateral movement and should ' be repealed at approximately Ceiling STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick-up points, where required, is necessary to prevent damage during handling; tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the building securely. All other trusses are tied to the first truss, thus the The design of wood trusses in accordance with TPI design criteria assumes: 1. Truss members are initially straight, uniform in cross section, and uniform in design properties. 2. Trusses are plane structural components, installed vertically, braced to prevent lateral movement, and parallel to each other at the design spacing. 3. Truss members are pinned at joints for determination of axial forces only. 4. There is continuity of chord members at joints for determination of moment stresses. 5. Compression members are laterally restrained at specific locations or intervals. 6. Superimposed dead or live loads act vertically, wind loads are applied normal to the plane of the top chord, and concentrated loads are applied at a point. 7. In addition to the lateral bracing specified by the truss designer, the building designer will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. 8. The building designer (not the truss designer) will specify sufficient bracing and connections to withstand lateral loading of the entire structure. The theory of bracing is to apply sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. This theory must be applied at three stages. STAGE ONE: During Building Design and Truss Design individual truss members are checked for buckling, and lateral bracing is specified as required for each truss member. The building designer must specify how this lateral bracing is to be anchored or restrained to prevent lateral movement should all truss members, so braced, tend to buckle together as shown in Figure 1(b). This may be accomplished by: 1. Anchorage to solid end walls (Figure 1 (c)). 2. Diagonal bracing in the plane of web members (Figure 1 (d)). 3. Other means as determined by the building designer. NOTE:Locate ground braces fdirectly in line with all re top chord continuous I; (either temporary or pe Figure 2(a) End diagonals to ground slakes Figure 2(b) bracing system depends to a great extent on how well the first truss is braced. One satisfactory method is for the first truss top chord to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or it is apt to buckle. Additional ground braces, in the opposite direction, inside the building are also recommended. The ground braces should be located directly in line with all rows of top chord continuous lateral bracing. Otherwise, the top chord of the first truss can bend sideways and allow the trusses to shift. This shift, however slight, puts a tremendous strain on all connections of the bracing system, i.e., the weight of the trusseswould then be added to any wind force or construction load such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommended to nail scabs to the end of the building to brace the first truss. These scabs can break off or pull out, thus allowing a total collapse. As trusses are set in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment and in a safe condition until the permanent bracing, decking and/or sheathing can be installed. Temporary bracing should be not less than 2x4 dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses is not recommended, unless used temporarily in preparation for immediate installation of longer continuous bracing (8-feet minimum length). Temporary bracing lumber should be nailed with two double headed 16d nails at every intersection with the braced member. Pre-assembly of groups of trusses, on the ground, into structurally braced units which are then lifted into place as assemblies is an acceptable alternate to the one-at-a-time method. Exact spacing between trusses should be maintained as bracing is installed to avoid the hazardous practice of removing bracing to adjust spacing as sheathing is applied. This act of"adjusting spacing" can cause trusses to topple if a key connection is removed at the wrong time. Truss bracing must be applied to three planes of reference in the roof system to insure stability: 1. Top chord (sheathing) plane, 2. web member plane or vertical plane perpendicular to trusses, and 3. bottom chord (ceiling) plane. 1. Top Chord Plane. Most important to the builder or erectioncontractor is bracing in the plane of the top chord. Truss top chords are susceptible to lateral buckling before they are braced or sheathed. It is 7 Recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line and at approximately 8 feet to 10feet intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 feet to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability in the plane ofthe top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer intervals betweendiagonals. Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses If possible, the continuous lateral bracing for the top chord should be placed on the underside of the top chord so that it will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important for the builder or erection contractor to install bracing in the plane of the top chord for flat roof or floor trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure3(b). 2. Web Member Plane. It is also necessary to install temporary bracing in the plane of the web members. This bracing is usually 2-16d double For single membe For doubl (1 Vi inch thickness) iber truss (3 inch thickness) - Located within 6 inches of ridge \ NOTE: Long span trusses may require closerspacing. Figure 3{a) Repeat diagonalsat approximately20 feet intervals. Figure 3(b) installed at the same locations specified on the architectural plan for permanent bracing, and may become part of the permanent bracing. It is recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. If none is specified, it is recommended that it be placed at no greater than 16 feet intervals along the truss length for roof trusses and 8 feet intervals for floor trusses. It is not generally necessary for diagonal bracing to runcontinuously for the full length of the building but it is recommended that the spacing between sets of diagonal bracing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. Rows of 2x6 strong-backs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(a) illustrates diagonal bracing in the plane of the web members; Figure 4(b) illustrates the lateral movement that may occur if lateral bracing is used without diagonal bracing. 3. Bottom Chord Plane. In order to hold proper spacing on the bottom chord, temporary bracing is recommended in the plane of the bottom chord. Continuous lateral bracing at no greater than 8 feet to 10 feet on centers along the truss length is recommended full length of the building, nailed to the top of the bottom chord. Diagonal bracing 9 MAY 0 5 2009 /• ALIGN 2-PLY-^ ,'W/1800# DRAG v////////////////, NOTE: 4:12 ROOF PITCH, TYP..U.N.O. 18" OVERHANG, TYP..U.N.O. SIMPSON OR EQUAL HANGERS TO BE PROVIDED B/O. ALL BEAMS TO BE B/O. SEE STRUCTURAL PLANS FOR RIDGE AND SHEAR BLOCKING. DENOTES INT. BEARING WALL B/O. FAU IS IN THE GARAGE 24" OAHS, TYP. (UNO) FRONT 0 o CD I I I HANSON TRUSS INCORPORATED DEVELOPER: PROJECT NAME: DAK AVENUE S FR LOCATION:DCEANSIDE, DA. TRACT No: j l 39 5D YORBA STREET CHINO, CA 9 1 71 D 9D9/ 59 1-9256 FAX: 9O9/62B-7352 [3J4-DB 1 CALLE TESQRQ, SUITE A CAMARILLQ, CA 93D1 2 BD5/3BB-2D55 FAX: BD5/3BB-1913 Q3D52D RANCHO CALIFORNIA RDAD SUITE l D7-75, TEMECULA, CA 92591 951 /240-76BS FAX: 951/240-7837 Q447S SKYWAY DRIVE DLIVEHURST, CA 959D1 53D/74D-775D FAX: 53D/74D-7754 REACH US ON THE WEB AT www.HANsnNTRUSS.CDM DATE: MAY 4, ZDQ9 JOB No: ES D9-D7B REVISIONS: LJM 1 t_LJ t-1 t\ IN U t. S3 ti Y TRUSS ENGINEERING DESIGNED PER THE 2007 CALIFORNIA BUILDING CODE PLATES: TP-5OO - I.C.C ESR REPORT #2765 L. A. CITY RESEARCH REPORT #23996 MT-2D - I.C.C ESR REPORT #1 9BS L. A CITY RESEARCH REPORT # 2537D MINIMUM PLATE DESIGN VALUES HAVE BEEN USED IN THE DESIGN OF THE TRUSSES DATE: SAI WAN Li P.E THE ATTACHED SHOP DRAWINGS, CALCULATIONS AND LAYOUT PLANS ARE DESIGNED FOR THIS SPECIFIC PROJECT AND ARE VALID ONLY IF BOUND, AND THE COVER SHEET BEARS THE ORIGINAL SIGNATURE OF SAI WAN Ll P.E ANY LOOSE SHEETS THAT ARE PART OF THIS SUBMITTAL MUST ALSO BEAR HIS ORIGINAL SIGNATURE HANSON TRUSS, INC. GENERAL NOTES 1. No splices except as noted on truss drawings. 2. Panel point locations shall be equal divisions unless noted or dimensioned otherwise. 3. Gusset plates shall be installed on each side of all joints and shall not be installed where knots or wane are greater than 10% of plate area. A. Gusset plates shall be centered on joints unless noted or dimensioned otherwise. 5. Truss designs shall comply with ANSI/T.P.I - 1-2002 unless noted otherwise. 6. All gusset plates are 20 gauge and stamped TP. Unless noled otherwise. 7. All hangers specified are Simpson strong-tie or equal and are provided by others unless noted otherwise. 8. All trusses are spaced at 24" on center unless dimensioned otherwise. 9. Moisture content in the lumber used may exceed 19% at the time of fabrication. A 20% reduction in plate values lias been used. 10. The Hanson Truss, Inc., engineering program is in compliance with section 2303,4 of the 2007 C.B.C. All heel joint connections are designed using an analysis considering the vector sum of concentric and eccentric loads. 1 1. All nails specified are to be box nails or better. ________ B.C. Bottom Chord B/0 By Others BKG Backing BLK. Blocking BM. Beam BRG. Bearing CBO Conventional framing by others DBL. Double member DR. BM. Drop Beam FILL Vertical @ 16" o.c FL. BM. Flush Beam GET Gable end truss GIR Girder truss GOV. Gable over IIGR Hanger(s) INV. GOV. Inverted gable over JKS Jacks MBKG Mono Backing WjGET Mono gable end truss MGOV. Mono gable over O.A.N.S. Overall heel stand OC On Center PLF Pound per linear foot Ply One truss of a multiple truss assembly Rbtlg Repetitive bending factor S.B Setback Sc. Scissor (sloped or vaulted) ScBKG Scissor Backing ScGET Scissor gable end truss SOF. Soffit (Non-structural) SPL. Splice STB. Stub T.C. Top chord. U.M.O. Unless noted otherwise w/ With w/o With out SPECIES & COMMERCIAL GRADES BASE DESIGN VALUES FOR VISUALLY GRADED LUMBER SIZE CLASSIFICATION X2S.4 for nun bending Fb Tension Parallel To grain FI Shear Parallel to grain fv Compiession Perpendicular to grain F0 Compression Parallel to grain Fc Modulus of Elasticity E DOUGLAS FIR LARCH Select Struct. Nol & Belter Nol No2 Stud Construction Standard 2" to 4" thick 2" and wider 2" to 4" thicker 1,500 1 200 1,000 900 700 1 ,000 575 1000 800 675 575 450 650 375 180 180 '180 180 180 180 180 625 625 625 625 625 625 625 1,700 1550 1500 1350 850 1650 1400 ^jLgop^ooo 1,800.000 L700.000 1,600,000 1,400.000 1,500,000 1.400.000An/NOTEB/OclobBi2007 " " ' ' ' ' GRADING AGENCY in/pi in WWPA Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 3-4 N02 DFL 2x4: P=3879C 0.314 Mm=1962 Mp=2496 0.627- 0.941 BC 11-10 l&B DFL 2x4: P-1859T 0.184 Mm=5684 Mp=3504 0.644- 0.829 WB 6-8 STDB DFL 2x4: P=3819C 0.738 TC AXIAL: 1-2 42, 2-3 -4122, 3-4 -3879, 4-5 -3879, 5-6 4122 6-742 BC AXIAL: 11-103388, 10-94299, 9-83388 WB AXIAL: 11-1-111, 11-2-3819, 2-10568, 10-3332, 10-4-553 4-9-553, 9-5332, 9-6568, 6-8-3819, 8-7-111 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25: 40 28 25: 3-5 174,3 566,5 566 LC2: 250 MOVING LOAD ON BC LC3: 1.6: 0 19 17: 3-5 49,3 160,5 160,1-7 S-62 wind *lx Bracing **2x4 Bracing By Others RCTS: 11 8 MXVRT: 1950 1950 MXUPL: -12 -12 4'-0 5/16" lO'-O 3'-45/16" 12 3/8"=1' 6X10 (panel pts equal division uno) 22'-0" OAK AVENUE SFR-OCEANSIDE\WORKING\A1 Defl @ 4: TL= .38in L/686 LL= .16in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNOGRAD SPEC SIZE TC: N02 DFL 2X4 BC:l&B DFL 2X4 WEB-STDB DFL 2X4 SPCG: PLF OC TCLL: 40 TCDL: 28 BCLL: BCDL: 25 PLF xl.05 DUR LOG FCTR:1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s Al OAK AVE. SFR 0z ww DDC h Z 0 W Z CD LL Q 0> Q Z Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 N02 DFL 2x4: P=1236C 0.015 Mm=1901 Mp=2747 0.532= 0.546 BC 8-7 l&B DFL 2x4: P=870T 0.086 Mm=7561 Mp=4693 0.857= 0.944 WB 8-2 STDB DFL 2x4: P=1584C 0.384 TC AXIAL: 1-2 73, 2-3 -1236, 3-4 -1236, 4-5 73 BC AXIAL: 8-7 1432, 7-6 1432 WB AXIAL: 8-1 -144, 8-2 -1584, 2-7 -363, 7-3 473, 7-4 -363 4-6 -1584, 6-5 -144 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25:4028 10: LC2: 1.25:0282010: LC3: 250 MOVING LOAD ON BC LC4: 1.6:0197: 1-5 S-62 wind *lx Bracing **2x4 Bracing By Others RCTS: 8 6 MXVRT: 863 863 MXUPL: -380 -380 12 3/8"=1' 4X6 (panel pts equal division uno) 22'-0" OAK AVENUE SFR-OCEANSIDE\WORKING\A2 Defl @ 7: TL= .14in L/999 LL= .06in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: N02 DFL 2X4 BC:l&B DFL 2X4 WEB-STDB DFL 2X4 SPCG: 24 OC TCLL: 40 TCDL: 28 BCLL: (20) BCDL: 10 PLF xl.05 DURLDGFCTR: J.25 3.5"MinBrgWdthUNO Plates: TP500 20g vmo Centered on joint UNO Hanson Truss, Inc. andsigning engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricatedby Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s A2 OAK AVE. SFR Uz co CO D DC h Z 0 COz m Q Lit < U LL Q 0> Qz D Z Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 3-4 N02 DFL 2x4: P-1205C 0.014 Mm=1899 Mp=2751 0.532= 0.546 BC 7-6 l&B DFL 2x4: P=856T 0.085 Mm=7562 Mp=4692 0.857= 0.942 WB 8-2 STDB DFL 2x4: P-1514C 0.976 TC AXIAL: 1-2 251, 2-3 -1204, 3-4 -1205, 4-5 266 BC AXIAL: 8-7 1355, 7-6 1784 WB AXIAL: S-l -134, 8-2 -1514, 2-7 -440, 7-3 456, 7-4 -451 4-6-1556, 6-5-144 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25:4028 10: LC2: 1.6: 0 25 9: 1-5 +-84H,6 -+1800H •LC3: 1.25:0282010: LC4: 250 MOVING LOAD ON BC LC5: 1.6:0197: 1-5 S-62 wind *lx Bracing **2x4 Bracing By Others RCTS: 8 6 MXVRT: 851 851 MXHOR: 1 0 6+1800H 6-1800H MXUPL: -374 -374 NOTE: TRUSS TO TRANSFER 1800 LBS MAX LATERAL FORCE CO CO o'-3 i/r 3/8"=1'(panel pts equal division uno) 22'-0" OAK AVENUE SFR-OCEANSIDE\WORKING\A3 Defl @ 7: TL= . 12in L/999 LL= .05in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: N02 DFL 2X4 BC:l&B DFL 2X4 WEB: STDB DFL 2X4 SPCG:24 oc TCLL: 40 TCDL: 28 BCLL: (20) BCDL: 10 PLF Xl.05 DURLDGFCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20guno Centered on^jeint UNO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s A3 OAK AVE. SFR Uz CO Ddh Z 0 QQ LL Q o> Q Z D Z Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 1-2 l&B DFL 2x4: P=4334C 0.137 Mm=4260 Mp=5395 0.783= 0.920 BC 11-10 SS DFL 2x6: P=3911T 0.292 Mm=9826 Mp=9284 0.533= 0.825 WB 4-9 STDB DFL 2x4: P= 1826T 0.742 TC AXIAL: 1-2 -4334, 2-3 -4584, 3-4 -4615, 4-5 -4750, 5-6 4727 6-7 -3785 BC AXIAL: 1-113911, 11-103911, 10-93560, 9-83412, 8-73412 WB AXIAL: 11-2185, 2-10490, 10-3-239, 10-41568, 4-91826 9-5 -216, 9-6 1188, 8-6 -472 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25: 40 28 436: 9-7 120,9 1950 LC2: 1.6: 025 197: 9-7 54,9 885,1-7 +-135H,! -+2800H LC3: 250 MOVING LOAD ON BC LC4: 1.6: 0 19 146: 9-7 40,9 655,1-7 S-62 wind *lx Bracing **2x4 Bracing By Others RCTS: 1 MXVRT: 5494 MXHOR: 10 4408 0 1 +2800H 1-2800H 4'-5 15/16" 2-Ply: Nail TC w/16d @ 9in oc Nail BC w/16d @ 6in oc NOTE: TRUSS TO TRANSFER 2800 LBS MAX LATERAL FORCE 12 Jt: X,Y 1:1,3 7:-1,3 3/8" = 1' \oy\o 10X10 10X10 6X6 (panel pts equal division uno) 20'-11 1/2" lotto OAK AVENUE SFR-OCEANSIDE\WORKING\B1 Defl @ 3: TL= .8in L/310 LL= .33in L/752 Camber 7/16in Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: l&B DFL 2X4 BC:SS DFL 2X6 , STDB DFL 2X4 spec: PLF oc 2-PLY TCLL: 40 TCDL: 28 BCLL: BCDL: 436 PLF Xl.05 DURLDGFCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20guno Centered onjornt UNO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unlessspecifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s Bl OAK AVE. SFR Uz CO D DC h Z 0 COz CO Q111 <yDCDQ < LL h 0z LL Q 6> Q Z _J_J D Z Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 34 N02 DFL 2x4: P=1136C 0.012 Mm-1732 Mp=2472 0.478= 0.491 BC 7-6 l&B DFL 2x4: P=810T 0.080 Mm=7160 Mp=4383 0.812- 0.892 WB 4-6 STDB DFL 2x4: P=1461C 0.939 TC AXIAL: 1-266, 2-3-1135, 3-4-1136, 4-569 BC AXIAL: 8-71266, 7-61317 WB AXIAL: 8-1 -127, 8-2 -1420, 2-7 -282, 7-3 428, 74 -338 4-6-1461, 6-5-138 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25:402810: LC2: 1.25:0282010: LC3: 250 MOVING LOAD ON BC LC4: 1.6:0197: 1-5 S-62 wind *lx Bracing **2x4 Bracing By Others RCTS: 8 6 MXVRT: 810 810 MXUPL: -356 -356 4'-5 15/16" 12 0'-3 III 3/8"=!'(panel pts equal division uno) 20'-11 1/2" OAK AVENUE SFR-OCEANSIDE\WORKING\B2 Defl @ 7: TL= .llin L/999 LL= .05in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: N02 DFL 2X4 BC: l&B DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 TCDL: 28 BCLL: (20) BCDL: 10 PLF Xl.05 DURLDGFCTR: 1.25 3.5"MinBrgWdthUNO Plates: TP500 20g uno Centered on joint UNO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea-ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s B2 OAK AVE. SFR Uz CO CO D DC h Z 0 COz CO Q HI <y DC CD< LL h 0z LL Q 0 Qz Dz Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 4-5 N02 DFL 2x4: P=3566C 0.266 Mm=1457 Mp=1686 0.442= 0.708 BC 9-8 l&B DFL 2x4: P=1731T 0.172 Mm=5682 Mp=3507 0.644= 0.816 WB 6-8 STDB DFL 2x4: P=3536C 0.683 TC AXIAL: 1-238, 2-3-3733, 34-3511, 4-5-3566, 5-6-3791 6-742 BC AXIAL: 11-102899, 10-93840, 9-83138 WB AXIAL: 11-1-92, 11-2-3349, 2-10690, 10-3277, 10-4465 4-9-388, 9-5292, 9-6494, 6-8-3536, 8-7-110 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25: 40 28 25: 3-5 174,3 566,5 566 LC2: 250 MOVING LOAD ON BC LC3:1.6: 0 19 17: 3-5 49,3 160,5 160,1-7 S-62 wind *lx Bracing **2x4 Bracing By Others RCTS: 11 8 MXVRT: 1845 1820 MXUPL: -7 -14 4'-0 5/16 lO'-O" 3'45/16" 12 ^o CO 0'-3 L 3/8"=r 5X12 r 20'-8" (panel pts equal division uno) 20'-11 1/2" OAK AVENUE SFR-OCEANSIDE\WORKING\B3 Defl @ 4: TL= .31in L/789 LL- .13in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: N02 DFL 2X4 BC: l&B DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 TCDL: 28 BCLL: BCDL: 25 PLF xl.05 DURLDGFCTR: L25 3.5"MinBrgWdthUNO Plates: TP500 20g uno Centered on joint UNO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea-ture of this design unlessspecifically fabricatedby Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s B3 OAK AVE. SFR Uz CO CO Dcrh z 0 COz 00 Q LJJ <o DC CD < LL h 0z LL Q o> Q Z D Z Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 N02 DFL 2x4: P=888C 0.010 Mm=1029 Mp=239 0.208- 0.218 BC 1-4 N02 DFL 2x4: P=603T 0.083 Mm=2162 Mp=698 0.327- 0.410 WB 4-2 STDB DFL 2x4: P=35T 0.014 TC AXIAL: 1-2-888, 2-3-888 BC AXIAL: 1-4 805, 4-3 805 WB AXIAL: 4-2254 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25:40285:2290 LC2: 250 MOVING LOAD ON BC LC3: 1.6: 0 19 10: 2 82,1-3 S-62 wind *lx Bracing **2x4 Bracing By Others 7.63 l'-73/4" RCTS: 1 3 MXVRT: 429 429 MXUPL: -81 -81 12 Jt: X,Y 1: 1,0.3 3: -1,0.3 r=r (panel pts equal division uno) OAK AVENUE SFR-OCEANSIDE\WORKING\C1 Defl @ 4: TL= .05in L/999 LL= .02in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNOGRAD SPEC SIZE TC: N02 DFL 2X4 BC: N02 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 TCDL: 28 BCLL: BCDL: 5 PLF xl.05 DURLDGFCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea-ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s Cl OAK AVE. SFR Uz Dcch z 0 COz m Q LU U_ 0 Q Z D Z •ONI 'ssnaj. NOSNVH AB a3_Lvomavd _LON di QIOA aisiv ~nnN § XCO C-4 N Q $Oofc X X 00 a PH S Q UH nJ Qu u03 03 O 3 W'S fl z* O T—l*±l I OS • 0Q 'Al ..EI 3? ?P?C^ ^^ ^O w-T^rco —i cs en<! U U Upq _) _i J Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 N02 DFL 2x4: P=69T 0.012 Mm-1587 Mp=2576 0.498- 0.511 BC 8-7 l&B DFL 2x4: P-577T 0.057 Mm-7125 Mp=4410 0.808- 0.865 WB 8-2 STDB DFL 2x4: P=1132C 0.847 TC AXIAL: 1-2239, 2-3-932, 3-4-931, 4-5227 BC AXIAL: 8-7 938, 7-6 1512 WB AXIAL: 8-1-136, 8-2-1132, 2-7-409, 7-3325, 7-4-393 4-6-1111, 6-5-126 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25:4028 10: LC2: 1.6: 0 25 9: 1-5 +-79H,6 -+1600H LC3: 1.25:0282010: LC4: 250 MOVING LOAD ON BC LC5: 1.6:0197: 1-5 S-62 wind *lx Bracing **2x4 Bracing By Others 5'-5 13/16" RCTS: 8 6 MXVRT: 809 809 MXHOR: -8 0 6+1600H 6-1600H MXUPL: -356 -356 NOTE: TRUSS TO TRANSFER 1600 LBS MAX LATERAL FORCE 12 2X3 OAK AVENUE SFR-OCEANSIDE\WORKING\D2 0'-3 1/4" Defl @ 7: TL= .06in L/999 LL= .02in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNOGRAD SPEC SIZE N02 DFL 2X4TC: BC:l&B DFL 2X4 WEB:.STDB DFL 2X4 SPCG: 24 OC TCLL: 40 TCDL: 28 BCLL: (20) BCDL: 10 PLF Xl.05 DURLDGFCTR: 1.25 3.5"MinBrgWdthUNO Plates: TP500 20guno Centered on joint UNO Hanson Truss, Inc. andsigning engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s D2 OAK AVE. SFR Uz coco D DC h Z 0 COz CD Q LU <y DC DD <LL h 0z LL Q 0 > Q Z D Z ONI 'ssntdx NOSNVH AS ci3_Lvomavd ±ON di QIOA QNV —i ts on < U U UOQ J J •QNI 'ssnaj. NOSNVH xa a3_L.voiaavd _LON di QIOA QNV ~nnN Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 N02 DFL 2x4: P-1405C 0.025 Mm-1211 Mp=0 0.251-0.276 BC 8-7 N02 DFL 2x4: P-1363T 0.188 Mm-3065 Mp=1724 0.463- 0.652 WB 9-3 STDB DFL 2x4: P=1139C 0.905 MOD 2-3 l&B DFL 2x4: P=1328C 0.013 Mm-3881 Mp-6028 0.875= 0.888 TC AXIAL: 1-2 -1405, 2-3 -1328, 3-4 -1328, 4-5 -1405 BC AXIAL: 10-90, 9-82357, 8-72357, 7-60 WB AXIAL: 10-1-1203, 1-91495, 9-2-186, 9-3-1139, 8-3272 3-7-1139, 7-4-186, 7-51495, 6-5-1203 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25: 40 28 5: 2-4 139,2 148,4 148 LC2: 250 MOVING LOAD ON BC LC3: 1.6: 0 19 10: 2-4 39,2 42,4 42,1-5 S-62 wind *lx Bracing **2x4 Bracing By Others 18.04 2-4 l&B DFL 2x4 4'-4 5/16" RCTS: 10 6 MXVRT: 1208 1208 MXUPL: -141 -141 12 4X5 ,2"=r OAK AVENUE SFR-OCEANSIDE\WORKING\E2 Defl @ 8: TL= .16in L/999 LL= ,06in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: N02 DFL 2X4 BC: N02 DFL 2X4 WEB. STDB DFL 2X4 SPCG: PLF OC TCLL: 40 TCDL: 28 BCLL: BCDL: 5 PLF xl.05 DURLDGFCTR: 1.25 3.5"MinBrgWdthUNO Plates: TP500 20guno Centered on joint UNO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unlessspecifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s E2 OAK AVE. SFR Uz COCO DDC h Z 0co Z DO 0LU <yDC CO< LL h 0z LL 9 o> Q Z Multiple Load Cases: Rets, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 N02 DFL 2x4: P=895C 0.010 Mm=1052 Mp=251 0.213= 0.223 BC 4-3 N02 DFL 2x4: P=606T 0.084 Mm-2185 Mp=717 0.330= 0.414 WB 4-2 STDB DFL 2x4: P=37T 0.015 TC AXIAL: 1-2 -895, 2-3 -895 BC AXIAL: 14811, 4-3811 WB AXIAL: 4-2255 BASE LOADS: 1.25: 20 14 10 5 PSF LCI: 1.25:40285:2290 LC2: 250 MOVING LOAD ON BC LC3: 1.6: 0 19 10: 2 82,1-3 S-62 wind *lx Bracing **2x4 Bracing By Others 7.71 l'-7 15/16 RCTS: 1 3 MXVRT: 432 432 MXUPL: -82 -82 12 t: X,Y : 1,0.3 ; -1,0.3 '=!'(panel pts equal division uno)8 -0 OAK AVENUE SFR-OCEANSIDE\WORKING\F 1 Defl @ 4: TL= ,05in L/999 LL= .02in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: N02 DFL 2X4 N02 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF OC TCLL: 40 TCDL: 28 BCLL: BCDL: 5 PLF Xl.05 DURLDGFCTR: 1.25 3.5"MinBrgWdthUNO Plates: TP500 20g uno Centered on joint UNO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 5/4/09 MW DRWG #s Fl OAK AVE. SFR Uz CO CO D DC h Z 0 COz 00 Q LU <o DCm < LJ_ h 0z LL Q 0> Qz _J_J D Z TRUSS CUP OR (l)16d A TRUSS BOTTOM CHORD NON-BEARING PARTITION PERPENDICULAR TO TRUSS BLKG. AT Z'-Q' D.C. TYPICAL \TRUSS BOTTOM CHORD ^ \x Bt- Bf NON-BEARING PARTITION PARALLEL TO TRUSS f3)NAIL TRUSS TRUSSES SPACED AS REQUIRED TO BLOCK— % \ 16d TYP — ^__^' *r/ > / / x X X ©NAIL SPACER^ BLOCK TO TRUSS -j \ (2):SET NEXT TRUSS ^X X Lr ^ JACK NAIL AFTER & TOE-NAIL TO r> /) \ X ALL TRUSSES ARE ERECTED PLATE TRUSS AT EXTERIOR WALL Y TRUSS BOTTOM CHORD -TRUSS CLIP OR (1)16d •IX PLATE -2X PLATE SECTION A-A -2X 8LK - ATTACH W/(2)16d NAILS AT EACH END SECTION B-B CHAMFERED OR SQUARE BLOCK PER ARCH. PLANS EXTERIOR WALL SECTION C-C No. 38409 Exp. 3/31/11 COtoZ)ce \. X-BRACING EVERY THIRD BAY AT 10'-0" O.C. FOR FLAT TRUSSES W/SPANS GREATER THAN 2Q'-0" o III <~n ffId LJ Zo: u. O sit 0. 5>isy,< a §ss a oz y.oO m oz o< Qim 2-8d NAILS 74 Ibs. EACH 1X4 BRACING- TRUSS PER ENGINEERING- COMPRESSION WEB BRACE NOTE= COMPRESSION WEBS MAY OCCUR AT ANY ANGLE, THEREFORE THE 45 DIAGONAL IS NAILED TO THE WEB ON THE SAME PLANE THAT THE WEB OCCURS. PLEASE SEE FIGURE 1(d) IN THE COMMENTARY AND RECOMMENDATIONS FOR BRACING WOOD TRUSSES BY T.P.I Inc. FOUND IN THE INSIDE FRONT COVER OF OUR SHOP DRAWINGS. -2-16d X X X -2-16d OMPRESSION WEB -LATERAL BRACING X -2X4 -2-16d END OF COMPRESSION BRACING DETAIL 2X4 SCAB 16d's @ 12" O.C. 2X4 SCA TRUSS WEB 16d @12" O.C. SECTION A-A »-!-!— I— "TEE" BRACING O III =£ < o oc ~z.~Z.\jJ < Q. O >-LJ mu > 020 < < UJ a g§< illla o LU Q m LU OD Cfl LU DCD_ ^O O 00cr Ld IEi—o CD UJat Q cr LJ O 2 O < C£ CQ 1 1/2" NOTCH BY OTHERS-x AS SPECIFIED UQN PLANS 2x4 ADD ON BY OTHERS IF NOTCHES DO NOT FALL ON STUDS 3x4 •2x3 TYPICAL (OPT. TOE NAIL W/(3)16d) TYPICAL GABLE END TRUSS 1 1/2" NOTCH BY OTHERS' AS SPECIFIED UON PLANS SEE SPECIFIC TRUSS DRAWINGS FOR WOOD AND PLATE SPECIFICATIONS- IF STUD HEIGHT EXCEEDS 5'-9" BRACE PER SECTION 'A-A'- IF WEB LENGTH EXCEEDS 7-6 BRACE AT MID PANEL W/8'-0" LONG MEMBER TO WEBS BEYOND 2x4 ADD ON 8/0.- IF NOTCHES DO NOT FALL ON STUDS •r*~TYPICAL 2x3 TYPICAL (OPT. TOE NAIL W/(3)16d) TYPICAL FILL TRUSS 2x4 BRACE AT 48" O.C.RIDGE BLOCKS' I in CROSS BRACE AT RIDGE \ (FOR TRUSS STACKING OR 16'-0" O.C. MAX. —i ONLY. SEE STRUCTURAL DETAILS SECTION A-A FOR WALL BRAaNG-) GABLE STUD •2x4 BRACE AT 48" O.C. 2x4 CONT. (2)16d A) CQNNECTiON DETAIL 2x4 SOLID BLOCK (3)16d TRUSS -2x4 BRACE W/(4)16d'S TO TRUSS -(3)16d -TRUSS ® CONNECTION DETAIL S°c/iMinK? a o«2 UJ - Q. O ; O 8^ < < L 0. |>| a of; <_IL O s|l o ^s^ 2p z < _J U.-J UJ QQH < O o to" ID3CI- 0 < QIUh < 0 ; U- I Q I U1 TRUSS PER ENGINEERING TRUSS PER ENGINEERING 2x4 LADDER BLOCKING AT 24" O.C. BY CONTRACTOR. ATTACH W/2-16d END NAILS, TYP. MAX. 6'-0* TOP & BOTTOM CHORDS 30' OPENING . 2X4 HEAD-OUT O T&B • 2X4 RAFTER OR CJ. -(2) T6d's @ EA. END, TYP. DETAIL @ 30X30 ATTIC ACCESS CVJ o hi <^M °§I; a |>f tt o§- <t _) L Q MgE l^3C gSJt o ^5^OSisZ x < uo TC: DFL #1 & BETTER BC: DFL #2 SPCG.: 24" O.C. 1-PLY DUR LOG FCTR.: 1.25 2X4 2X4 TCLL TCDL BCLL BCDL 20 PSF 14 PSF 10 PSF 10 PSF TOP CHORD LL DEFLECTION BOT. CHORD LL DEFLECTION L/180 L/240 NOT TO SCALE • SEE "CA HIP DETAIL" DESIGN FOR TOE NAILING PATTERN IN THIS PACKAGE. 0 111 t- tt ~j £C < 0 -Gf t/l" 2 C, a: ^ = 0 §"'" 2 - O- < O)O1 00 T<NO O 0< yo ^O< (5)8d's STAGGERED 01 1/2" O.C. (EACH SIDE 190 (5)8d's STAGGERED O 1 1/2" O.C. (EACH SIDE) 1/2" PLYWOOD GUSSET (EACH SIDE) MOMENT CAPACITY OF NAILS: 78#/NAIL 5-NAILS \, e = (5.5 - 1 M = 3.5 x 5 x 78 x 2 = 2730"# NOTE: NAILS DOMINATE OVER IPLYWOOD VALUES - 1) = 3.5 6'2' 12 1 188 SPAN =8V2" * 11-3 T 32PLf Tpltt6 6' 4' t 32 PLF t64 PLF 194 6' 6' 331 32 PLF |64 PLF 156|1 M = 190 L = 2730 L = 14.4 +1 r/2" BRG =16 o III -0i- t/1UJo: a <CO O i^in gSz o o: 2Z|< a o > < < UJ 0 ggE l/l" 2 (, ^ J/) ^ a g^~ z is LJa ujo-i CL aoo a. a. NOTE: TRUSS WEB CONFIGURATION MAY VARY. SEE SHOP DRAWING FOR ACTUAL WEB CONFIGURATION. FRAMING OF FIREPLACE STACK SHOWN FOR DEMONSTRATION PURPOSES ONLY. FOLLOW ARCHITECTURAL/STRUCTURAL PLANS FOR TYPICAL FRAMING. •SHEATHING PER PLANS SCAB ON 2x4 ONE SIDE W/16d'S AT 9" O.C. B/0 WHEN CHIMNEY STACKS ON TRUSS CO O tr zZ UJ <X X < < UJ 3K < iol a §?g a sg' t/)"^ L a ^>{=si LJ O O LJ O Q. UJ DC GABLE OVERSTACK VALLEY FILL TO 36'-0" 2x4 VALLEY RAFTERS W/(3) 16d NAILS - TOE NAIL TO RIDGE (TYP) 2x6 #3 DFL RIDGE SUPPORTED AS SHOWN NOTE! FOR SHORTER VALLEY FILLS. ESTIMATE LONGER MEMBERS AND RESPECTIVE DETAILS. 2x4 POST TO PURLIN UNDER RAFTER AT 8'-0" 2x4 POST TO BEARING, GABLE END OR GIRDER (TYP) 2x4 SCAB ON IF RAFTER BEARS ON TOP CHORD AND IS 2'-0" OR GREATER FROM THE PANEL POINT NOTCH POST FOR PURLIN (TYP) 2X FULL BEARING WIDTH NAILER W/(2)l6d NAILS PER TRUSS BELOW NOTES: 1. ROOF LIVE LOAD + DEAD LOAD = 34 PSF. 2. VALLEY RAFTERS TO BE WIN. 2x4 N02 GRADE DOUG-FIR. CLEAR SPANS NOT TO EXCEED 7'-0" FOR 34 PSF LOADING. 3. ALL NAILING PER C.B.C. 2007 EXCEPT AS NOTED. 4. PROVIDE SOLID BLOCKING BETWEEN TRUSSES TO "SUPPORT RIDGE 5. ALL POST & PURLIN MATERIALS TO BE PROVIDED BY OTHERS. RIDGE HIP COMMON SOFFIT RETURN IF GREATER THAN 2'-0 2X SLEEPERS HIP OVERSTACK o 111 < (X L ino o: zZ|< Q. O >-UJ1 CDO >• O o Z So- < ••M•MM ^fr^ LJ 0 •t lj zrL_ JJ ^ 01 OLu ^^^O o> O)1 CN 1cs I _1 c 0z o01 3 Ct- z HANBO^ffl QHI 0£ID IL 0Z JL Q < 18o ! >i C/1 Jt UJ zUJ_J z< Jiz AS SPECIFIEDi,ON PLANS 2x4 ADD ON BY OTHERS IF NOTCHES DO NOT FALL ON STUDS 3x4 TYPICAL 2x3 TYPICAL (OPT. TOE NAIL W/(3)16d) TYPICAL GABLE END TRUSS 1 1/2" NOTCH BY OTHERS1 AS SPECIFIED PLANS SEE SPECIFIC TRUSS DRAWINGS FOR WOOD AND PLATE SPECIFICATIONS' IF STUD HEIGHT EXCEEDS 5'-9" BRACE PER SECTION 'A-A'- IF WEB LENGTH EXCEEDS 7'-6 BRACE AT MID PANEL W/8'-0" LONG MEMBER TO WEBS BEYOND 2x4 ADD ON B/0.- IF NOTCHES DO NOT FALL ON STUDS TYPICAL •2x3 TYPICAL (OPT. TOE NAIL W/(3)16d) TYPICAL FILL TRUSS 2x4 BRACE AT 48" O.C. f/V) CROSS BRACE AT RIDGE \ (FOR TRUSS STACKING OR 16'-0" O.C. MAX. —* ONLY. SEE STRUCTURAL DETAILS SECTION A-A FOR WALL BRAClNGO GABLE STUD 2x4 BRACE AT 48" O.C. 2x4 CONT. (2)T6d A) CONNECTION DETAIL 2x4 SOLID BLOCK (3)16d TRUSS -2x4 BRACE W/(4)16d'S TO TRUSS B) CONNECTION DETAIL -(3)16d -TRUSS D ui O 2 Q< < UJ i<5< -j u. U..J LJ QQ -ICC OH- <O FIRE SPRINKLER NOTES: IF PIPE ATTACHMENT OCCURS 8" OR LESS FROM A JOINT, NO SCAB-ON IS REQUIRED. • IF PIPE ATTACHMENT OCCURS GREATER THAN 8" FROM A JOINT. PROVIDE 2X4 SCAB-ON TO ONE SIDE W/16d NAILS Q 12 O.C. FIRE SPRINKLER CONTRACTOR TO DESIGN ATTACHMENT CONNECTION TO TRUSS. DESIGN SHALL BE APPROVED BY HANSON TRUSS, INC. PRIOR TO INSTALLATION. ~ 2X4 SCAB-ON BY OTHERS W/16" @ 12" O.C. TYPICAL TOP CHORD SCAB-ON DETAIL FOR 250 Ib. SPRINKLER PULL LOAD FIRE SPRINKLER PIPE TRUSS PER PLAN ^—FIREN SPRINKLER PIPE v////////////////, LESSTHAN TYPICAL BOTTOM CHORD 2X4 SCAB-ON BY OTHERS- W/16d @ 12 O.C. ,GREATER THAN MATERIAL AND HARDWARE BY OTHERS DETAILS SHOWN ARE CONCEPTUAL AND DO NOT NECESSARILY REFLECT ACTUALCONOTIONS. CONSULT DRAHHCS 9V OESCN ENONEER FOB ACTUAL CONDITION. ATTACHMENT. SIZE * QUANTITY ARE RECOMMENDED CUOEUNES. REFER TO OE5ENDRAWNCS FOR ACTUAL CONDITIONS. APPUCAaLE USE * ATTACHMENT. A34 CLIP (ALTERNATE @ ENDS) 2X4 @ B.C. W/2-16d TOE NAIL OR A34 EA. END OR "LU" TYPE HANGER. 0 111 h < I— l/l a: c a. o >uj mo >•U 2 Q< < Lu 0 a >—SPACING DETERMINED BY FIRE SPRINKLER CONTRACTOR (MAX 15'-0" O.C. W/2" DIA. PIPE) PLAN X I X X FIRE SPRINKLER ATTACHMENT B/0. i X 2X4 @ T.C. WHERE OCCURS (SIMILAR ATTACHMENT AS BOTTOM CHORD) 2X4 FLAT O.C. @ 2 W/2-16d B/0. @ 8'-0" ' DIA. PIPE EA. END TO B.C. ALTERNATE SUPPORT -2X4 @ B.C. W/2-16d TOE NAIL OR A34 OR "LU" TYPE HANGER .SECTION Lu G DC. LU Z t£ Q. (^ UJ ^Lu roO Ii*} 7ID O C£.a.en L_ I00 3 Y X JT: X , Y 1: 1 , .3 TYPICAL HEEL CONDITION D=1.5 OFF SET CONDITIONS LJ_J CL 2 < 00 00 LJI—o LJ 2 LJ O o LJ L_ LJcr 01 a s-s£ = ££Sz£H U. OCD a o >UJ CDO >-o z a < < LJ £ o2;z f- O -J' O £K^ CENTERLINE ON JOINT CENTERLINE ON JOINT TYPCAL CENTERLINE ON JOINT OFF SET CONDITIONS LJ 2 LJ O < a. u Multiple Load Cases: Rets, Forces & Csi's are worst case Code: PSA Rbdg:Y 2-Ply ' TC 4-5 N02 DFL 2x4: IP=4415CI 103681 IMm= 10241 IMp=691lla289l = TC AXIAL: BC AXIAL: WB AXIAL 0.657 -FORCE IN COMPRESSION -TOP CHORD AXIAL STRESS INDEX-MID PANEL MOMENT ILC1: 1.25: 32 32 10:118-5 356.1187801 j mils i fuiuu HVJnDl* 11 PANEL POINT MOMENT IP=4072TIIO.<341 Mm=7759 Mp=2518 [0.4501 =0.884 1 71 1-2 -3721, 2-3 -3049, 3-4 -3057, 4-5 -4415 1-8 3412, 8-7 3412, 7-6 4072, 6-5 4072 8-2 541, 2-7 -769, 7-3 2136, 7-4 -1397, 6-4 900 -TOP CHORD BENDING STRESS INDEX COMBINED STRESS INDEX-BOT. CHORD BENDING STRESS INDEX-BOT. CHORD AXIAL STRESS INDEX-FORCE IN TENSION LOAD CASE 1 DURATION LOADING FACTOR & LOADS IN PLF UNIFORM LOADS FROM JOINTS 8 TO 5-CONCENTRATED LOADS AT JOINT 8 *1x Brocing By Others ILC2JL33: 0 32 10:111-3 120H.3-5 120H.1-5 178.8 390 LOAD CASE 2 (LATERAL CALCS) DURATION LOADING FACTOR —4 LOADS IN PLF HORIZONTAL LOADS APPLIED TO TOP CHORDS-)UNIFORM & CONCENTRATED LOADS (WITHOUT LIVE LOADS H 2-Plv: Nail TC w/16d f 12in oc Nail BC w/16d @ 6in oc NOTE: TRUSS TO TRANSFER 120 PLF LATERAL FORCE RCTS: 1 5 MX VRT: 3164 4610 MX HOR: -2724 0 12 3/8""=!' PANEL POINT LOCATIONS SHALL BE EQUAL DIVISIONS UNLESS NOTED OR DIMENSIONED OTHERWISE TL Defl @ 7= .3in UNO GRAD SPEC SIZE TC: N02 DFL 2X4 8C: N02 DFL 2X8 WEB:STDB DFL 2X4 SPCG: PLF 2-PLY TCLL: 32 TCDL: 32 BCLL: BCDL: 10 sss. OUR LOG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP-500 IC80:5039 LA:23996 Centered on joint UNO Hanson Truss, Inc. and signing Engineer accept no responsibility for the accuracy, structural adequacy or any other feature of this design unless specifically fabricated by Honson Truss, Inc. HANSON TRUSS. INC. DATE: 8/23/00 PO DRWG js SAMPLE CALC 0Z (if (I) D C h Z 0 CD Z > CD Q111 h 0 ffi IL h 0z IL Q 0 Qz jj D Z »SUMMARY OF I.G.C. EVALUATION REPORT ESR-2765 REISSUED ON NOVEMBER 1, 2OO8 TP-500 TRUSS PLATES LATERAL RESISTANCE VALUES DIRECTION OF GRAIN & LOAD WITH RESPECT TO LENGTH GAGE SPECIES AA EA AE EE 20 20 20 20 18 18 18 DFL HF SPF LVL DFL HF SPF 153 112 120 1 18 1 14 108 128 151 117 113 96 126 103 119 91 87 88 112 85 71 85 108 87 98 134 102 68 70 -Values are pounds per square inch of plate contact area -Plates are installed in pairs on opposite faces of truss member -Values are based on gross area method TENSION VALUES DIRECTION OF LOAD WITH RESPECT TO LENGTH GAGE 0* 90" 20 18 1246 1367 880 1086 -Values are pounds per inch per pair of plates SHEAR VALUES DIRECTION OF LOAD WITH RESPECT TO LENGTH GAGE O4 30° 60° 90° 120° 150° 20 18 545 554 650 676 1064 1228 626 649 357 438 401 497 -Values are pounds per inch per pair of plates *NOTE = FULL COPY AVAILABLE UPON REQUEST TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY Timber Products Inspected (TP) anfl General Testing ana inspection («T1) are code recognized lay me International Conference of Building Officiate (ICEO E.S.) which as =f januarv 1, 2003 became the imematonal Accreditation Service. Inc (IAS) with (he new assnansdnumber O1 AA-664 Ths S to verify that. HANSON TRUSS, INC CHIMO.CA Is curranty an actr/e member in good standing in the TP Third Party Truss Audiltng Program and hss been since BRIAN HENS LEY TRUSS MANAGER - WESTERN DIVISION TIMBER PRODUCTS INSPECTION L.A.CITY R.R. £23996 I.C.C. ESR-2765 o Uf =; L- oSiQ- i± >— o cr 2 y|g O -G« Z §S . co £ h o 1 CE 0.iUo: 0 CD 0 f ooCO Diagonal bracing-repeal at approximately 20 feet intervals in length of building. Added diagonal bracing in the plane ol the web members, prevents lateral movement. Space: 12 feet to 16 feet on center across building for roofs. Space: 8 feet on center across building for floors Figure 4(a) sfe Figure 4(b) \Continuous lateral bracing maintains spacing, but permit trusses to move laterally. between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building, but it is recommended that it be located at least at each end of the building. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefore, left in place as permanent bracing. Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This construction load should be limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingles) 10 „ Diagonals form braced bay at approximately 20 feet intervals, repeat at both ends. ' Continuous lateral bracing spaced 8 feet to 10 feet ' located at or near a panel point. Bottom chord of truss (typical)cr" Figure 5 should be placed on the trusses in any one area; they should be or even set temporarily any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams, etc.) to achieve total integrity. 11 — All top chords can buckletogether if there is no diagonal bracing •—— - Top chords can buckle despite frequent purlins Figure 6{a) Permanent bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. In addition, permanent bracing must be designed to resist lateral forces imposed on the completed building by wind or seismic forces. Permanent bracing may be subdivided into three logical components: 1. Top Chord Plane. This bracing is designed to resist lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggered joints and adequate nailing, a continuous diaphragm action is developed and additional bracing in the plane is generally not required. -Diagonals form braced bay. Repeat at both ends and at approximately 20 feet intervals Diagor nailed to under side of top chord prevents lateral movement of top chord ing Top chord (typical) Purlins continuous Figure 6(b) If purlins are used, spaced not exceed the buckling length of the top chord, and adequately attached to the top chord, it is recommended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the purlins. Figures 6(a) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. It is recommended that this diagonal bracing, as shown in Figure 6(b), be installed on both sides of the ridge line in all end bays. If the building exceeds 60 feet in length, this bracing should be repeated at intervals no greater that 20 feet. 2. Web Master Plane. The purpose bracing is to hold the trusses in a vertical position and to maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling 13 length of a web member. As described earlier in the discussion of building design and truss design (STAGE ONE), diagonal bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a matter of judgment to be made by the building designer, and will depend upon the truss span, truss configurations, type of building, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the top chord. For floor trusses the cross bracing should be approximately 8 feet on centers. Lateral 2x6 strong-backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chord Plane. This bracing is required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls, hear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each end of any building, and additionalsuch bays be located at specified intervals no to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must, due to the nature of responsibilities involved, be presented only as a gmteforthe use of a qualified building designer, builder, or erection contractor. 14 APPENDIX It is intended that this appendix contain only tentative recommendations that may be used as a guide for on-site handling and erection until a more complete statement can be prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relatively smooth ground. They shall not be unloaded on rough terrain that would cause undue lateral strain that might result in distortion of truss joints. Dumping of trusses is an acceptable practice providedthat the trusses are not damaged or excessively stressed in the act of dumping. The builder shall provide protection from damage that may be caused by on-site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending of trusses or to allow tipping or toppling while the trusses are banded or when the banding is removed. If trusses fabricated with fire retardant treated wood must be stored prior to erection, they should be stored in a vertical position to prevent water containing chemicals leached from the wood from standing on the plates. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct contact with the trusses and which can be ventilated to prevent condensation. ERECTING TRUSSES. The truss erector or builder shall take the necessary precautions to insure that handling and erection procedures do not reduce the load-carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in- plane (i.e..trusses will be properly aligned). Figure A(1) A suggested procedure for lifting trusses is illustrated in Figure A(1) if the truss span does not exceed 30 feet. -J=T f i Tagline Figure A(2) ^.Approximately 1/2 to 2/3 ^J of truss length For truss spans between 30 feet and 60 feet a suggested lifting procedure is shown in Figure A(2). It should be noted that the lines from the ends of the spreader bar 'toe-in." If these lines should 'toe- out," they will tend to cause buckling of the truss. Figure A (3) For lifting trusses with spans in excess of 60 feet, it is recommended that a strong-back be used as illustrated in Figure A(3}. The strong-back should be attached to the top chord and webmembers at intervals of approximately 10 feet. Further, the strong- backs should be at or above the mid-height of the truss so as to prevent overturning. The strong-back can be of any material with sufficient rigidity to adequately resist bending of the truss. 16 17 18 POST-TENSION DESIGN. TJ N I M T D 2t Pacific Street, Suite A San Marcos. CA 92069 pldunlimitedCft'icnl.net Phone:760-591-3260 Fax:760-591-3239 Project: OAK AVE. LOT #4 Project Number: 2571 Client: Pages: 1 of By: MFS Date: 2/2/09 Design Criteria and Summary of Results Structural Design Criteria Codes: California Building Code 2007 PTI 2004 Third Edition- Standard Requirements for; -Analysis of Shallow Concrete Foundations on Expansive Soils (with addendums) -Design of Shallow Post-Tensioned Concrete Foundation on Expansive Soils as referenced in the CBC 1805.8.2 Geotechnical Parameters reference: Geotechnical Report by- Taylor Group Inc. #G09.00519 4/27/2009 Corrosion Allowable Bearing Pressure: 450 psf Soil Site Class: D Expansion Index (El): Foundation Category(s): 7VT 1 Subgrade Friction Coefficient u: 0.30 Soil Modulus of Elasticity Es: ksi Encapsulation: no PH: Soluble Salt Content: Chloride: Conductivity (Ohm): Sulfates: Vapor barrier/ Capillary break: 15 mil stego over 4" compacted aggregate base. Categories Expansion Index Settlement- Dynamic Static IA I II 1"/40' III IV Soil Design Parameters, Embedment Slab Thickness Category I El moisture emc 4.5 dist. (ft) ®me 2.0 diff. A (in) ymc | yme 0.1 | 0.05 Slab Design Results 2500 psi Beam Dimansions (inches) Category I Exterior Embed. 12 Total He Exterior 20 jight Interior na Slabt 9 POST-TENSION DESIGN. U N I M I T D 1 . Pacific Street, Suite , San Marcos, CA 92069 ptdiinlimiledfeicnt.net Phone:760-591-3260 Fax:760-591-3239 Project: Oak Ave. Lot #4 Project Number: 2571 Geotech. Report: Taylor Group, #G09.00519, 4-27-09 CAT1 Pages: 1 of 6 By: MFS Date: 6/5/09 PTFD Version 2.1 PT SLAB DESIGN BY THE PTI METHOD (3rd EDITION) with Addendums #2 and #3 Design Values Soil Allowable Soil Bearing Edge Moisture Variation Distance Differential Soil Movement Structural qan= 450 psf em= 4.5 ft center lift 2 ft edge lift ym= 0.6 in center lift 1.2 in edge lift H= 0.75 (Slab Subgrade Coefficient) SLAB; Length (Long direction) Width (Short direction) thickness Perimeter Loading Max. Internal Loading Dead Load Live Load Avg beam spacing, Long Dir. (min. 6' for calcs) Avg beam spacing, Short Dir. (min. 6' for calcs) Interior Beam depth Perimeter Beam depth Beam width Concrete strength f'c Number of slab tendons Long direction Number of slab tendons Short direction Beam tendons (per interior beam)LONG Beam tendons (per exterior beam)LONG Beam tendons (per interior beam)SHORT Beam tendons (per exterior beam)SHORT Section Properties (inches) Long Direction k= Ls= t= P= Pb= DL= LL= SL= SB= h= hP= b= f'c- nL= nebt= nebt= 38 13 5 ft ft in 1100 plf CA= 360 Center Lift 720 Edge Lift for stucco 5 0 40 kips psf psf 6.50 ft 7.60 ft 12 in 12.0 in 12.0 in 2500 psi 4 10 1 1 1 1 short direction (Mat slab calcs) h= hp= 12 in 12.0 in b= 12.0 in conc= 145 pcf Aps= 0.153 in" Effective Prestress fe= 174 ksi Concrete top cover= 2.25 in Beam bottom cover= 3.00 in Short Direction # of beams; A= 3 1032 ^>t= 2,399 l= 9,511 Sb*= 1,184 yt= 3.97 e= -1.21 cb= 8.03 Tendon CG (from top)= 5.18 Beta Distance (3L= 5.12 heq= 12 # of beams; A= 2784 6 S,= l= 21,667 yt= 3.59 6,042 ib*= 2,575 e= -1.26 cb= 8.4 Tendon CG= 4.84 Ps= 6.29 heq= 12 for calculations use h= 12.00 for calculations use h= 12.00 POST-TEN alON DESIGN U N L I M I T D 26 Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 pldunlimited@icnl.net Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #609.00519, 4-27-09 Pages: 2 of 6 By. MFS Date: 6/5/09 DTFD V2.1 PT SLAB DESIGN continued Moments PTI section 6.8 Center Lift (PTI 4.3.2) em= 4.5 2.0 5.0 A _/i 0.013C 0.306K0.688D0-534,, 0.193A0-(L bB n K ym B=1 for em<5 or (ym-1 )/3 for em>5 C=0 for em<5 or (8- (P-613)/255)(4-ym)/3 for em>5 ML=A0(Bem 1238 + C) Ao= 0.539 B= -0.133 C= 6.902 ML= 3.26 USE ML= 0.539 1.0 0.0 1.27 3.95 k-ft/ft = 0.539 1.0 0.0 3.95 616.6 k-in Short (B) Direction Ms=(58+em)/60 * ML MS=ML forLL/Ls>1.1 forLL/Ls<1.1 Ms= 3.39 Ms= 4.15 Ms= 3.95 Ms= 4.15 k-ft/ft= 1892 k-in (forem= 4.5 ) (for em= 5.0 ) Edge Lift- 0.0065p0.04 Ms=ha35(19+em)/57.75*ML MS=ML forLL/Ls>1.1 forLL/Ls<1.1 ML= 1.66 k-ft/ft= 259 k-in Ms= 1.44 Ms= 1.66 Ms= 1.44 k-fl/ft= 658 k-in Concrete Flexural Stress Checks allowables Tension- f, = 6sqrt(f c)= -300 psi Compression; fca=0.45f'c= 1125 psi Short Direction _ # of total tendons= 1 6 Long Direction SG=Wslab(.i/2000= 17 kips # of total tendons= 7 Pe = feAps = 427 kips Pr = Pe-SG= 410 kips calculated at beta distance; Pe = SGS= 17 use; Pr= 410 k Mpt=Prep= -516 k-in Stresses (psi) Short Direction Pr= 410 , = 187 kips Pr = Pe-SG= 170 kips SGL= 5 Pr= 182 Pr= 182 k Mpt= -221 k-in f = P/A + ML,s/Stib ± Prep/St,b %of capacity Long Direction %of capacity Edge Lift Center Lift Top 171 15.2% Bottom 92 8.2% Top -251 83.7% Bottom 1082 96.2% Edge Lift Center Lift Top 192 17.1% Bottom 144 12.8% Top -173 57.6% Bottom 884 78.6% POST-TEN blON DESIGN U N L I M I T D 26. .'acific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 pldunlimitedfgicnl.net Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Pages: 3 of C By: MFS Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued Check Foundation Stiffness Ecrl > 12,OOOMLCAz (section 6.10 of PTI) Ecr= 1,500,000 psi P - Relative Stiffness Length, defined in Appendix A.1 of PTI p=(1/12)*(Ecrl/1000)A0.25= 5.12 ft long direction LL= 38 ZL= 30.7 6.29 ft short direction Ls= 13 zs=13.0 ls= Edge Lift 9511 21667 CA= 720 EcrlL= 1.43E+10 Ecrls= 3.25E+10 Long ML= 1.66 Short Ms= 1.44 Center Lift CA= 360 Long ML= 3.95 Short Ms= 4.15 d/c 12,OOOMLLsCAz= 5.74E+09 <Ecrl ? 0.40 12,OOOMsLLCAz= 6.16E+09 <Ecrl ? 0.19 12,OOOMLLsCAz = 6.82E+09 <Ecrl ? 0.48 12,OOOMsLLC&z= 8.86E+09 <Ecrl ? o.27 Shear Capacity vc=2.4*sqrt(f c)+0.2fp (PTI 6.5.4) Long Direction fp= 0.164 PL= 170 Short Direction fp= 0.147 Ps= 410 Center Lift W -/-IMQCnM 0.19c0.45u0.20D0.54v, 0.04^ 0.97VS-(1/1350)LS S h P ym em VL=(1/1940)LL° Edge Lift VL=Vs=L(Lors) yrr 0.93 0.91 0.64 vc= 0.153 ksi vc= 0.149 ksi k/ft k/ft 0.07k0.4D0.03^ 0.16,, 0.67//oc0.015n P em ym /(3S Applied Shear stress Center Lift v=VW/nhb ) Vs= 1.76 Edge Lift vs= VL= 0.040 0.019 ksi ksi Soil Bearing 27% 13% Loads vs= Vi = 0.077 0.049 ksi ksi V,= 1.63 52% 32% z=min(L,6p) I 3,826 4,106 4,547 5,904 qan= 450 psf foundation DL LL Perimeter 46,086 o 19,760 112,200 SUM 178,046 Total Rib Length= 192 ft Bearing Width = rib w + 6xt = 3.5 ft Soil Load = 265 psf POST-TENSION DESIGN.261 S. Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 U N L I M I T D Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Pages: 4 of 6 By: MFS Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued Internal Point Load / Bearing Partitions directly on slab (PTI 6.14) Mmax=PbP1/4 with (31=(4Ecrt3/12ks)a25 x= 4.7 Pb t°'75 P= 1.1 klf Pb= 5.0 kips Mmax= 12.2 ft-kips/ft slab maximum tensile stress f,=P,/A - (ft= 51 psi and Ecr= 1,500,000 psi ks=4pci CP= 2.35 (table 6.1) t= 5.00 in allowable; -300 psi Cracked Section Analysis Center Lift ML= 3.95 k-ft/ft= 51 k-ft Ms= 4.15 k-ft/ft = 158 k-ft Cracked Section Capacity (k-ft) Mn=Apsfps(d-0.5a) with a=Apsfps/0.85bfc, <|>=1.0 and fps = minimum (fse+1 Oksi+fc/(300*pp), fe + 30ksi) (ACI 18.7.2) Long <)>Mn= 84 Short <j)Mn= 205 Edge Lift Mu= 1.66 k-ft/ft = 22 k-ft Cracked Section Capacity (k-ft) Long <t>Mn= 65 Short <|>Mn= 131 V2 ML = 26 30% 1/2 MS = 79 38% Ms= 1.44 k-ft/ft = 55 k-ft V2 ML = 11 17% V2 MS = 27 21% . POST-TENSION DESIGN,261 S. Pacific Street, Suite A San Marcos, CA 92069 Phone:760-591-3260 Fax:760-591-3239 U N L I M I T D Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #609.00519, 4-27-09 Pages: 5 of ( By: MFS Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued MAT SLAB Calculations Uniform Thickness Conversion for Mat Slab (PTI 6.12)0.3333 Long Short H= 9.01 H= 8.29 in in Section Properties (inches) Short H = ( I / W )' USE 9.00 in (round to the nearest 0.25 inch) Long S= zs= 13.0 4,104 27,702 6,156 %= 4.50 W= 13.00 L= 38 p=(1/12)*(Ecrl/1000)A0.25= 6.69 SG=Ws,abn/2000= 20.1 (at midspan) SGat (3 distance= 20.7 number of tendons #T= 23 1.64 ft A= 1,404 I = 9,477 S= 2,106 P= 5.117 5.4 #T= 9 L= 30.7 1.38 Concrete Flexural Stress Checks Short Direction f =± ML,s/St,b ± Prep/St,b Long Direction (psi) Allowables Edge Lift Center Lift Top 251 Bottom 37 Top -163 Bottom 452 Edge Lift Center Lift Top 290 Bottom 44 Top -126 Bottom 460 Tension -300 Compression 1125 Cracked Section Analysis Center Lift Edge Lift Cracked Section Capacity (k-ft) Long Short ML= ML= 51 22 Ms= 158 Ms= 55 (k-ft) Mn=Apsfps(d-0.5a) with a=Apsfps/0.85bf'c and fps = minimum( fse+1 Oksi+fc/(300*pp) , fe + 30ksi) (ACI 18.7.2) <j>Mn= 80 V2 ML = 26 (max. of center & edge) <|>Mn= 208 V2MS= 79 (<j>Mn center = $Mn edge) . Of^QT"1 TT71VrC!"FY'\N.T T^\T7QT/^^"\T 26 IS. Pacific Street, Suite A Phone:760-591-3260 , _L V^O JL ~ JL J_/lN tJjLvvlN J_xJ[_/^J-VjiN San Marcos, CA 92069 Fax:760-591-3239 "^ TJ N L I M I T E JJT"^ ptdun h m itedtgacnlnet Project: Oak Ave. Lot #4 CAT 1 Pages. Project Number: 2571 By: Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Date: PTFDV2.1 PT SLAB DESIGN continued MAT SLAB Calculations Page 2 LL= 38 ft Ls= 13 ft IL= 9477 in4 Ls= 27702 Check Foundation Stiffness Ecr= 1,500,000 psi EcrlL= 1.42E+10 Ecrls= 4.16E+10 required; EcrlL= 12,OOOMLLsCAz EcrlL= 5.734E+09 Edge 1=3,823 Ecrls= 12,OOOMsLsCAz EcrlL= 6.814E+09 Center 1=4,543 Ecrls= 6.159E+09 Edge 1=4,106 Ecrls= 8.856E+09 Center l= 5,904 Shear Capacity vc=2.4*sqrt(fc)+0.2fp (PTI 6.5.4) vcL= 153 psi vcs= 149 psi shear demand (page 3) Center VL= 0.64 k/ft VL= 6 psi 3.9% Vs= 0.91 k/ft vs= 8 psi 5.7% Edge VL= 1.76 k/ft VL= 16 psi 10.6% Vs= 1.76 k/ft vs= 16 psi 10.9% 6 of 6 MFS 6/5/09 in4 40% 48% 15% 21% POST-TENoiON DESIGN. U N L I M I D 1 Pacific Street, Suite A San Marcos, CA 92069 pKiunlimileU'aiicnl.net Phone:760-591-3260 Fax:760-591-3239 Project: Oak Ave. Lot #4 Project Number: 2571 Geotech. Report: Taylor Group, #G09.00519, 4-27-09 CAT1 Pages: 1 of 6 By: MFS Date: 6/5/09 PTFD Version 2.1 PT SLAB DESIGN BY THE PTI METHOD (3rd EDITION) with Addendums #2 and #3 Design Values Soil Allowable Soil Bearing Edge Moisture Variation Distance Differential Soil Movement Structural qaii= 450 psf em= 4.5 ft center lift 2 ft edge lift ym= 0.6 in center lift 1.2 in edge lift H= 0.75 (Slab Subgrade Coefficient) SLAB; Length (Long direction) Width (Short direction) thickness Perimeter Loading Max. Internal Loading Dead Load Live Load Avg beam spacing, Long Dir. (min. 6' for calcs) Avg beam spacing, Short Dir. (min. 6' for calcs) Interior Beam depth Perimeter Beam depth Beam width Concrete strength f c Number of slab tendons Long direction Number of slab tendons Short direction Beam tendons (per interior beam)LONG Beam tendons (per exterior beam)LONG Beam tendons (per interior beam)SHORT Beam tendons (per exterior beam)SHORT Section Properties (inches) Long Direction k= LS= t= P= Pb= DL= LL= h= hP= b= f'c= nL= ns= nbt= nebt= nbt~ 60 42 5 1100 5 0 40 6.00 ft 6.00 ft 12.5 12.5 12.0 2500 psi 11 14 1 1 1 1 ft ft in plf kips psf psf in in in CA= 360 Center Lift 720 Edge Lift for stucco short direction (Mat slab calcs) ~h^ 12.5 in 12.5 in b= 12.0 in hp= conc= 145 pcf Aps= 0.153 in* Effective Prestress fe= 174 ksi Concrete top cover= 2.25 in Beam bottom cover= 3.00 in Short Direction # of beams; A= 8 3240 S,= # of beams; 11 l= yt= 30,500 3.89 7,843 3,542 -1.45 8.61 Tendon CG (from top)= 5.34 Beta Distance PL= 6.85 heq= 12.5 e= cb= A= 4590 l= 42,471 yt= 3.85 St- 11,037 Sb*= 4,909 -1.62 8.7 e = cb= Tendon CG= 5.47 Ps= 7.44 heq= 12.5 for calculations use h= 12.50 for calculations use h= 12.50 POST-TEN oION DESIGN. U N L I M I T D 2t Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 ptclunlimited(ft' icnl.net Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #GQ9.00519, 4-27-09 Pages: 2 of 6 By: MFS Date: 6/5/09 PTFDV2.1 PT SLAB DESIGN continued Moments PTI section 6.8 Center Lift (PTI 4.3.2) em= 4.5 2.0 5.0 A _/I 0.013o 0.306K0.688r>0.534 , 0.193AO-(L oB n K ym B=1 for em<5 or (ym~1 )/3 for em>5 C=0 for em<5 or (8- (P-613)/255)(4-ym)/3 for em>5 ML=A0(Be 1'238 C) Ao= 0.544 B= -0.133 C= 6.902 ML= 3.29 0.544 1.0 0.0 1.28 0.544 1.0 0.0 3.99 USE ML= 3.99 k-ft/ft = 2011 k-in Short (B) Direction Ms=(58+em)/60 * ML MS=ML for LL/LS> 1.1 forLL/Ls<1.1 (forem= 4.5 ) (forem= 5.0 ) Ms= 3.43 Ms= 4.19 Ms= 3.99 Ms= 4.19 k-ft/ft = 3017 k-in Edge Lift- M — O °-1/^^ \°-78/ \°-66 / 7 Ol 0.0065DL-SB (hem) (yj / 7.2L P0.0065D0.04 Ms=h°-35(19+em)/57.75 * ML MS=ML ML= 1.70 k-ft/ft = 856 k-in forLL/Ls>1.1 Ms= 1.49 forLL/Ls<1.1 Ms= 1.70 Ms= 1.49 k-ft/ft = 1076 k-in Concrete Flexural Stress Checks allowables Tension- ft = 6sqrt(fc)= -300 psi Compression; fca=0.45fc= 1125 psi Short Direction # of total tendons= 25 Long Direction SG=Wslabn/2000= 89 kips # of total tendons= 19 Pe = feAps = 667 kips Pr = Pe-SG = 578 kips calculated at beta distance; SGS= 32 P use; Pr= 635 k Mpt=Prep= -1031 k-in = 635 Pe = feAps = 507 kips Pr = Pe-SG= 418 kips SGL= 20 F Pr = 487 k MPt= -707 k-in r= 487 f =± MLiS/Stb ± Prep/Stb Stresses (psi) Short Direction %of capacity Long Direction %of capacity Edge Lift Center Lift Top 143 12.7% Bottom 129 11.5% Top -228 76.1% Bottom 963 85.6% Edge Lift Center Lift Top 169 15.0% Bottom 1 08 9.6% Top -196 65.5% Bottom 918 81.6% TTjy^xQinp nPT^TV 1 T/'~V\.T T^MI7 C!1 ~[/~~* TVT 2t Pacific Street, Suite A Phone:760-591-3260 , -L VVJ^ -L "" -L J-/1N w5JLv_/lN J_^/Jt!/kJ_LvjI > . San Marcos, CA 92069 Fax:760-591-3239 «,T -VT T T » , T ^, ,-, „ * pldunlimitedfft'ient.netUNLlMIlbD Project: Oak Ave. Lot #4 CAT 1 Pages: Project Number: 2571 By: Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Date: PTFD V2.1 PT SLAB DESIGN continued Check Foundation Stiffness Ecrl > 12,OOOMLCAz (section 6.10 of PTI) Ecr= 1,500,000 psi P - Relative Stiffness Length, defined in Appendix A.1 of PTI p=(1/12)*(Ecrl/1000)A0.25= 6.85 ft long direction LL= 60 zL=41.1 7.45 ft short direction Ls= 42 zs= 42.0 IL= 30500 EcrlL= 4.57E+10 ls= 42471 Ecrls= 6.37E+10 Edge Lift CA= 720 d/c Long ML= 1.70 12,OOOMLLsCAz = 2.53E+10 <Ecrl ? 0.55 Short Ms= 1.49 12,OOOMsLLCAz = 3.25E+10 < Ecrl ? 0.51 Center Lift CA= 360 Long ML= 3.99 12,OOOMLLsCAz = 2.98E+10 <Ecrl ? 0.65 Short Ms= 4.19 1 2,OOOMsLLCAz = 4.56E+10 <Ecrl ? 0.72 Shear Capacity vc=2.4*sqrt(fc)+0.2fp (PTI 6.5.4) Long Direction fp= 0.129 PL= 418 vc= 0.146 ksi Short Direction fp= 0.126 Ps= 578 vc= 0.145 ksi Center Lift Vs=(1/1350)Ls0-19Sa45h020P°-54ym004ema97 1.03 k/ft VL=(1/1940)LL 009Sa71h0-43P04V16em 093 0.64 k/ft Edge Lift w _\/ _i 0.07h0.4D0.03,, 0.16W 0.67//oc;0.015\ \/ - •( oc V - -1 onVL-Vs-L(LorS) n P em ym /(6b ) Vs-1.85 VL- 1.80 Applied Shear stress v=VW/nhb Center Lift Edge Lift vs= 0.038 ksi 26% vs= 0.067 ksi 46% VL= 0.022 ksi 15% VL= 0.063 ksi 43% Soil Bearing Loads qair 450 psf foundation 237,619 Total Rib Length= DL o Bearing Width = rib w + 6xt = LL 100,800 Perimeter 224,400 SUM 562,819 Soil Load = 3 of 6 MFS 6/5/09 z=min(L,6p) I 16,891 21,694 19,847 30,406 942 ft 3.5 ft 171 psf 'POST-TENSION DESIGN U N" L I " M I T E D 261 S. Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 Project: Oak Ave. Lot #4 CAT 1 Pages: 4 of 6 Project Number: 2571 By: MFS Geotech. Report: Taylor Group, #G09.Q0519, 4-27-09 Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued Internal Point Load / Bearing Partitions directly on slab (PTI 6.14) Mmax=PbPi/4 with p1=(4Ecrt3/12ks)025 and Ecr= 1,500,000 psi Mmax=4.7Pbt075 P= 1.1 klf ks=4pci CP= 2.35 (table 6.1) Pb= 5.0 kips t= 5.00 in Mmax= 12.2 ft-kips/ft slab maximum tensile stress ft=P/A - CpPb/t1-25 ft= -167 psi allowable; -300 psi Cracked Section Analysis Center Lift ML= 3.99 k-ft/ft = 168 k-ft Ms= 4.19 k-ft/ft = 251 k-ft Cracked Section Capacity (k-ft) Mn=Apsfps(d-0.5a) with a=Apsfps/0.85bf'C] <(>=1.0 and fps = minimum (fse+10ksi+fc/(300*Pp), fe + 30ksi) (ACI 18.7.2) Long (|>Mn= 245 1/2 ML = 84 34% Short (|>Mn= 314 V2 Ms = 126 40% Edge Lift ML= 1.70 k-ft/ft = 71 k-ft Ms= 1.49 k-ft/ft = 90 k-ft Cracked Section Capacity (k-ft) Long <|>Mn= 185 1/2 ML = 36 19% Short <|>Mn= 255 1/2 Ms = 45 18% | POST-TENSION DESIGN, u N L I M I T D 261 S. Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 ptduiilimilediaucnt.net Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #609.00519, 4-27-09 Pages: 5 of 6 By: MFS Date: 6/5/09 PTFDV2.1 PT SLAB DESIGN continued MAT SLAB Calculations Uniform Thickness Conversion for Mat Slab (PTI 6.12)0.3333 Long Short H= 8.99 H= 8.91 in in Section Properties (inches) V 4.50 W= 42.00 L= 60 p=(1/12)*(Ecrl/1000)A0.25= 7.50 Short A= 6,480 I = 43,740 S= 9,720 3= 42.0 H = ( I / W ) USE 9.00 in (round to the nearest 0.25 inch) Long SG=Wslabn/2000= 102.8 (atmidspan) SG at p distance= 36.7 A= 4,536 I = 30,618 S= 6,804 P= 6.86 23.5 ZL= 41.16 number of tendons #T= 35 1.71 ft #T= 26 @ 1.60 Concrete Flexural Stress Checks Short Direction f = P/A + MLiS/S,.b ± Prep/St,b Long Direction (psi) Allowables Edge Lift Center Lift Top 253 Bottom 31 Top -168 Bottom 452 Edge Lift Center Lift Top 277 Bottom 25 Top -144 Bottom 447 Tension -300 Compression 1125 Cracked Section Analysis Center Lift Edge Lift Cracked Section Capacity (k-ft) Long Short ML= ML= 168 71 Ms= 251 Ms= 90 (k-ft) Mn=ApSfps(d-0.5a) with a=Apsfps/0.85bfc and fps = minimum( fse+10ksi+fc/(300*pp) , fe + SOksi) (ACI 18.7.2) (()Mn= 234 V2 ML = 84 (max. of center & edge) <|>Mn= 317 1/2MS = 126 (<|)Mn center = <|>Mn edge) 'POST-TENSION DESIGN UNLIMITED 261 S. Pacific Street, Suite A Plione:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 ptdunlimitcd;g.;iciit.nct Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Pages: 6 of 6 By: MFS Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued MAT SLAB Calculations Page 2 LL=60 Ls= 42 ft IL= 30618 in Ls= 43740 in Check Foundation Stiffness EcrlL= 4.59E+10 Ecrls= 6.56E+10 required; EcrlL= 12,OOOMLLsCAz Ecrls= 12,OOOMSLSCAZ Ecr= 1,500,000 psi Shear Capacity shear demand (page 3) Center Edge vc=2.4*sqrt(fc)+0.2fp VCL= 150 psi vcS= 148 psi VL= 0.64 k/ft Vs= 1.03 k/ft VL= 1.85 k/ft Vs= 1.85 k/ft EcrlL= 2.536E+10 Edge EcrlL= 2.980E+10 Center Ecrls= 3.254E+10 Edge ECrls= 4.561 E+10 Center (PTI 6.5.4) l= 16,908 l= 19,866 l= 21,694 l= 30,406 55% 65% 50% 70% VL= 6 psi vs= 10 psi VL= 17 psi vs= 17 psi 3.9% 6.5% 11.4% 11.5% POST-TEN DESIGN U N I M I T D . Pacific Street, Suite A Phone:760-59!-3260 San Marcos, CA 92069 Fax:760-591-3239 pldunlimitedfeicnt.net Project: Oak Ave. Lot #4 Project Number: 2571 Geotech. Report: Taylor Group, #G09.00519, 4-27-09 CAT1 Pages: 1 of 6 By: MFS Date: 6/5/09 PTFD Version 2.1 PT SLAB DESIGN BY THE PTI METHOD (3rd EDITION) with Addendums #2 and #3 Design Values Soil Allowable Soil Bearing Edge Moisture Variation Distance Differential Soil Movement Structural Pair em= 450 4.5 2 0.6 1.2 psf ft center lift ft edge lift in center lift in edge lift H= 0.75 (Slab Subgrade Coefficient) SLAB; Length (Long direction) Width (Short direction) thickness Perimeter Loading Max. Internal Loading Dead Load Live Load Avg beam spacing, Long Dir. (min. 6' for calcs) Avg beam spacing, Short Dir. (min. 6' for calcs) Interior Beam depth Perimeter Beam depth Beam width Concrete strength f'c Number of slab tendons Long direction Number of slab tendons Short direction Beam tendons (per interior beam)LONG Beam tendons (per exterior beam)LONG Beam tendons (per interior beam)SHORT Beam tendons (per exterior beam)SHORT Section Properties (inches) Long Direction # of beams; 6 A= 2340 S,= 5,709 1= 22,507 Sb*= 2,630 yt= 3.94 e= -1.45 cb= 8.56 Tendon CG (from top)= 5.39 Beta Distance PL= 6.35 heq= 12.5 LL= Ls= t= P= Pb= DL= LL= S|_= SB= h= ft ft 64 30 5 in 1100 plf CA=360 720 Center Lift Edge Lift for stucco kips psf psf 5 0 40 6.00 ft 6.40 ft 12.5 in 12.5 12.0 fc= 2500 psi nL= 8 15 1 1 1 hp= b= in in ns= nbt= nebt= nbt= short direction (Mat slab calcs) h= 12.5 in hp= 12.5 in b= 12.0 in conc= 145 pcf Aps= 0.153 ^ Effective Prestress fe= 174 ksi Concrete top cover= 2.25 in Beam bottom cover= 3.00 in nebt= 1 Short Direction # of beams; 11 A= 4830 l= 43,386 y,= 3.78 St- 11,474 Sb*= 4,976 e= -1.57 cb= 8.7 Tendon CG= 5.36 Ps= 7.48 heq= 12.5 for calculations use h= 12.50 for calculations use h= 12.50 POST-TEN oION DESIGN. u N L I M I T D 26 Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 pldunlimitedffiionl.net Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Pages: 2 of 6 By: MFS Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued Moments PTI section 6.8 Center Lift (PTI 4.3.2) em= 4.5 2.0 5.0 -i\ 0.013o 0.306L,0.688D0.534 O-^L OB n r y B=1 for em<5 or (ym-1 )/3 for em>5 C=0 for em<5 or (8- (P-613)/255)(4-yJ/3 for em>5 ML=A0(Bem1-238 + C) Ao= 0.545 B= -0.133 C= 6.902 ML= 3.29 0.545 1.0 0.0 1.28 USE ML= 3.99 k-ft/ft = 0.545 1.0 0.0 3.99 1438 k-in Short (B) Direction Ms=(58+em)/60 * ML MS=ML forLL/Ls>1.1 forLL/Ls<1.1 (for em= 4.5 ) (for ern= 5.0 ) Ms= 3.43 Ms= 4.19 Ms= 3.99 Ms= 4.19 k-ft/ft = 3220 k-in Edge Lift- 0.0065p0.04 Ms=h°35(19+em)/57.75*ML MS=ML ML= 1.70 k-ft/ft = 611 k-in forLL/Ls>1.1 Ms= 1.49 forLL/Ls<1.1 Ms= 1.70 Ms= 1.49 k-ft/ft = 1147 k-in Concrete Flexural Stress Checks allowables Tension- ft = 6sqrt(fc)= -300 psi Compression; fca=0.45fc= 1125 psi Short Direction # of total tendons= 26 Long Direction SG=Ws,abn/2000= 68 kips # of total tendons= 14 Pe = feAps = 694 kips Pr = Pe-SG = 626 kips calculated at beta distance; SGS= 34 Pr= 660 use; Pr= 660 k Mpt=Prep= -1039 k-in f = P,/A + Mus/Stib ± Prep/St,b Pe = feAps = 374 kips Pr = Pe-SG = 306 kips SGL= 13 Pr= 360 Pr = 360 k Mpt= -522 k-in Stresses (psi) Short Direction %of capacity Long Direction %of capacity Edge Lift Center Lift Top 146 13.0% Bottom 115 10.2% Top -235 78.2% Bottom 993 88.2% Edge Lift Top 169 15.1% Bottom 120 10.7% Center Lift Top -189 63.1% Bottom 899 79.9% POST-TENSION DESIGN. U N L I M I T D 26 Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 pldunlimitedjiri'icnt.nel Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #609.00519, 4-27-09 Pages: 3 of 6 By: MFS Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued Check Foundation Stiffness Ecrl > 12,OOOMLCAz (section 6.10 of PTI) Ecr= 1,500,000 psi p - Relative Stiffness Length, defined in Appendix A.1 of PTI p=(1/12)*(Ecrl/1000)A0.25= 6.35 ft long direction LL= 64 ZL= 38.1 7.48 ft short direction Ls= 30 zs=30.0 IL= 22507 ls= 43386 EcrlL= 3.38E+10 Ecrls= 6.51 E+10 Edge Lift CA= 720 Long ML= 1.70 Short Ms= 1.49 Center Lift CA= 360 Long ML= 3.99 Short Ms= 4.19 12,OOOMLLsCAz = 1.68E+10 <Ecrl 12,OOOMsLLCAz = 2.48E+10 <Ecrl 12,OOOMLLsCAz= 1.97E+10 <Ecrl 12,OOOMsLLCAz = 3.48E+10 <Ecrl d/c 0.50 0.38 0.58 0.53 Shear Capacity vc=2.4*sqrt(fc)+0.2fp (PTI 6.5.4) Long Direction fp= 0.131 PL= 306 Short Direction fp= 0.130 Ps= 626 Center Lift Vs=(1/1 350)Ls°-19S°-45h0 20P° 54ym° 04em 0'97 VL=(1/1940)LL Edge Lift V[_=Vs=L(L0rs) Applied Shear stress Center Lift °-09S071h°-43Pa4V-16em093 1 .00 0.64 vc= 0.146 ksi vc= 0.146 ksi k/ft k/ft vs= VL= 0.039 0.021 ksi ksi .tpu.uo u'la>/r cm Ym v=VW/nhb 27% 15% 0.67 ) Vs= 1.86 Edge Lift vs= VL= 0.072 0.059 ksi ksi VL= 1.76 49% 40% Soil Bearing Loads z=min(L,6p) 11,178 16,522 13,150 23,186 qan= 450 psf foundation DL LL Perimeter 180,706 0 76,800 206,800 SUM 464,306 Total Rib Length= 714 ft Bearing Width = rib w + 6xt = 3.5 ft Soil Load = 186 psf ^POST-TENSION DESIGN,261 S. Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 U ~^~ I^^JVl Y^^^P^^^T^^i)* PJdu.n.limitedtoLicnU}et Project: Oak Ave. Lot #4 CAT 1 Pages: 4 of 6 Project Number: 2571 By: MFS Geotech. Report: Taylor Group, #609.00519, 4-27-09 Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued Internal Point Load / Bearing Partitions directly on slab (PTI 6.14) Mmax=PbPi/4 with p1=(4Ecrt3/12ks)°'25 and Ecr= 1,500,000 psi Mma*= 4.7 Pb t°-75 P= 1.1 klf ks=4pci CP= 2.35 (table 6.1) Pb= 5.0 kips t= 5.00 in Mmax= 12.2 ft-kips/ft slab maximum tensile stress ft=P,/A -CpPb/t1'25 ft= -78 psi allowable; -300 psi Cracked Section Analysis Center Lift ML= 3.99 k-ft/ft= 120 k-ft Ms= 4.19 k-ft/ft = 268 k-ft Cracked Section Capacity (k-ft) Mn=Apsfps(d-0.5a) with a=Apsfps/0.85bfc, <|>=1.0 and fps = minimum (fse+10ksi+fc/(300*pp), fe + SOksi) (AC118.7.2) Long <|)Mn= 178 1/2 ML = 60 34% Short <|>Mn= 334 V2 Ms = 134 40% Edge Lift ML= 1.70 k-ft/ft = 51 k-ft Ms= 1.49 k-ft/ft = 96 k-ft Cracked Section Capacity (k-ft) Long <|>Mn= 139 1/2 ML = 25 18% Short <|>Mn= 255 V2 Ms = 48 19% ' POST-TENSION DESIGN U N L 1 M I T D 261 S. Pacific Street, Suite A San Marcos, CA 92069 ptduiilimited(a;icnyi.ct. Phone:760-591-3260 Fax:760-591-3239 Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #609.00519, 4-27-09 Pages: 5 of 6 By: MFS Date: 6/5/09 PTFD V2.1 PT SLAB DESIGN continued MAT SLAB Calculations Uniform Thickness Conversion for Mat Slab (PTI 6.12)H = ( I / W )'0.3333 Long Short H= 9.09 H= 8.78 in in Section Properties (inches) Short USE 9.00 in (round to the nearest 0.25 inch) Long A=6,912 I = 46,656 S= 10,368 V 4.50 W= 30.00 L= 64 P=(1/12)*(Ecrl/1000)A0.25= 7.62 zs= 30.0 SG=Ws,abn/2000= 78.3 (atmidspan) SGat p distance= 39.8 number of tendons #T= 37 1.72 ft A= 3,240 I = 21,870 S= 4,860 P= 6.307 15.4 #T= 19 Concrete Flexural Stress Checks Short Direction f = P/A ± ML,s/S,,b ± Prep/S,,b Long Direction (psi) Edge Lift Center Lift Top 251 Bottom 29 Top -171 Bottom 451 Edge Lift Center Lift Top 280 Bottom 28 Top -142 Bottom 450 L= 37.84 1.56 Allowables Tension -300 Compression 1125 Cracked Section Analysis Center Lift Edge Lift Cracked Section Capacity (k-ft) Long Short ML= 120 ML= 51 Ms= 268 Ms= 96 (k-ft) Mn=Apsfps(d-0.5a) with a=Apsfps/0.85bfc and fps = minimum( fse+10ksi+fc/(300*pp) , fe + SOksi) (ACI 18.7.2) <t>Mn= 171 1/2 ML = 60 (max. of center & edge) <|>Mn= 336 1/2MS= 134 ((|)Mn center = <j>Mn edge) • | POST-TENSION DESIGN, U N I M I T D 261 S. Pacific Street, Suite A Phone:760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 ptdunliinitedialicnt.net Project: Oak Ave. Lot #4 CAT 1 Project Number: 2571 Geotech. Report: Taylor Group, #609.00519, 4-27-09 Pages: 6 of 6 By: MFS Date: 6/5/09 PT SLAB DESIGN continued MAT SLAB Calculations Page 2 LL= 64 ft Ls= 30 ft l,= 21870 in 46656 in4 Check Foundation Stiffness Ecr= 1,500,000 psi EcrlL= 3.28E+10 Ecrls= 7E+10 required; EcrlL= 12,OOOMLLsCAz Ecrls= 12,OOOMsLsCAz EcrlL= 1.665E+10 Edge l= 11,098 51% EcrlL= 1.958E+10 Center 1=13,056 60% Ecrls= 2.478E+10 Edge l= 16,522 35% Ecrls= 3.478E+10 Center 1=23,186 50% Shear Capacity shear demand (page 3) Center Edge vc=2.4*sqrt(fc)+0.2fp vcL= 151 psi vcs= 148 psi VL= 0.64 k/ft Vs= 1.00 k/ft VL= 1.86 k/ft Vs= 1.86 k/ft (PTI 6.5.4) V VL= 6 :psi vs= 9 psi VL= 17 psi vs= 17 psi .. 1 « 4.0% 6.3% 11.4% 11.6% TABLE OF CONTENTS —• \ TOC Project Title 1212 OAK AvLlOT # 4/ Date.. 04/22/09 09:43:28 Project Address 1212 OAK AVES==_-^ ******* CARLSBAD,CA 92008 *v7.10* I I Documentation Author... HADI MAHZARI ******* | Building Permit # I Energy Consulting Group I I 8015 Balboa Avenue I Plan Check / Date I San Diego, CA 92111 I I 858-268-0660 I Field Check/ Date | Climate Zone 07 Compliance Method MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.10 File-12120AK4 Wth-CTZ07S05 Program-TOC I I Userl-MP1964 User-Energy Consulting Group Run-LOT # 4 I TABLE OF CONTENTS Report Page FORM CF-1R 1 FORM MF-1R 6 FORM WS-5R 10 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 1 Project Title 1212 OAK AVE.LOT # 4 Date..04/22/09 09:43:28 Project Address 1212 OAK AVE. ******* CARLSBAD,CA 92008 *v7.10* | I Documentation Author... HADI MAHZARI ******* | Building Permit # I Energy Consulting Group I I 8015 Balboa Avenue I Plan Check / Date I San Diego, CA 92111 I I 858-268-0660 I Field Check/ Date I Climate Zone 07 ' Compliance Method MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.10 File-1212OAK4 Wth-CTZ07S05 Program-FORM CF-1R | I User#-MP1964 User-Energy Consulting Group Run-LOT tt 4 I MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating 5.63 4.90 0.73 Space Cooling 3.86 5.59 -1.73 Water Heating 12.03 10.54 1.49 Total 21.52 21.03 0.49 *** Building complies with Computer Performance *** GENERAL INFORMATION HERS Verification Not Required Conditioned Floor Area 4642 sf Building Type Multifamily Construction Type New Fuel Type NaturalGas Building Front Orientation. Front Facing 0 deg (N) Number of Dwelling Units... 2 Number of Building Stories. 2 Weather Data Type FullYear Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume 46420 cf Slab-On-Grade Area 1867 sf Glazing Percentage 24.1 % of floor area Average Glazing U-factor... 0.32 Btu/hr-sf-F Average Glazing SHGC 0.35 Average Ceiling Height..... 10 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 2 Project Title 1212 OAKAVE.LOT # 4 Date..04/22/09 09:43:28 MICROPAS7 v7.10 File-12120AK4 Wth-CTZ07S05 Program-FORM CF-1R Usertt-MP1964 User-Energy Consulting Group Run-LOT # 4 Zone Type Residence BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or (sf) (cf) Units le ioned Type (ft) (sf) Housewrap 4642 46420 2.00 i.O Yes Setback 8.0 Standard No OPAQUE SURFACES Surface U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Type (sf) or R-val R-val Azm Tilt Reference Comments 1 2 3 4 5 6 7 8 9 Wall Wall Wall Door Wall Wall Door Roof Floor Wood Wood Wood Other Wood Wood Other Wood Wood 528 486 710 48 820 1103 24 2850 1302 0.102 0.102 0.102 0.500 0.102 0.102 0.500 0.049 0.037 13 13 13 0 13 13 0 19 19 0 0 0 0 0 0 0 0 0 0 45 135 135 225 315 315 n/a n/a 90 90 90 90 90 90 90 0 0 No Yes Yes Yes Yes Yes Yes Yes No IV. IV. IV. IV. IV. IV. IV. IV. IV. 9 A3 9 A3 9 A3 5 A4 9 A3 9 A3 5 A4 1 A4 20 A4 Surface Length F2 (ft) Factor PERIMETER LOSSES Appendix Insul Solar IV Location/ R-val Gains Reference Comments 10 SlabEdge 167 0.730 R-0 No IV.26 Al FENESTRATION SURFACES Orientation Area U- Act (sf) factor SHGC Azm Tilt Exterior Shade Type Location/Comments 1 Wind 2 Wind 3 Wind 4 Wind 5 Wind Front Front Back Right Right (N) (NE) (S) (W) (NW) 14.0 182.0 184.0 360.0 381.0 0.320 0.320 0.320 0.320 0.320 0.350 0.350 0.350 0.350 0.350 0 45 180 270 315 90 90 90 90 90 Standard Standard Standard Standard Standard N. /Vinyl/Wood NE/Vinyl/Wood SE/Vinyl/Wood SW/Vinyl/Wood NW/Vinyl/Wood Low Low Low Low Low E E E E E CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 3 Project Title 1212 OAKAVE.LOT # 4 Date..04/22/09 09:43:28 | MICROPAS7 v7.10 File-12120AK4 Wth-CTZ07S05 Program-FORM CF-lR I I User#-MP1964 User-Energy Consulting Group Run-LOT # 4 I SLAB SURFACES Area Slab Type (sf) Standard Slab 1867 HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity Furnace 1 0.780 AFUE n/a n/a n/a n/a n/a ACSplit 1 13.00 SEER No No No No No HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 76749 n/a n/a n/a ACSplit n/a 93686 104517 n/a Sizing Location OCEANSIDE Winter Outside Design 33 F Winter Inside Design 70 F Summer Outside Design 78 F Summer Inside Design 75 F Summer Range 10 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4.2 No No No ACSplit Attic R-4.2 No No No CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD . CF-lR Page 4 Project Title 1212 OAK AVE.LOT # 4 Date..04/22/09 09:43:28 I MICROPAS7 v7.10 File-12120AK4 Wth-CTZ07S05 Program-FORM CF-lR I | User#-MP1964 User-Energy Consulting Group Run-LOT # 4 I WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R-value 1 Instantaneous Gas Standard 2 n/a n/a R-n/a WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R-value Light 1 Instantan 0.80 n/a n/a R- n/a 500 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection, *** This building incorporates a non-standard Water Heating System. REMARKS CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 5 Project Title 1212 OAK AVE.LOT # 4 Date..04/22/09 09:43:28 I MICROPAS7 v7.10 File-12120AK4 Wth-CTZ07S05 Program-FORM CF-1R | User#-MP1964 User-Energy Consulting Group Run-LOT # 4 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER Name.... Company. Address. Phone... License. Signed.. (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) DOCUMENTATION AUTHOR Name... Company Address HADI MAHZARI Energy Consulting Group 8015 Balboa Avenue San Diego, CA 92111 Phone... 858-268-0660 Signed.. (date) MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 6 Project Title 1212 OAK AVE.LOT I 4 Date..04/22/09 09:43:28 Project Address 1212 OAK AVE. ******* CARLSBAD,CA 92008 *v7.10* I I Documentation Author... HADI MAHZARI ******* | Building Permit # I Energy Consulting Group I I 8015 Balboa Avenue I Plan Check / Date | San Diego, CA 92111 I I 858-268-0660 I Field Check/ Date | Climate Zone 07 Compliance Method MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.10 File-12120AK4 Wth-CTZ07S05 Program-FORM MF-1R | I User#-MP1964 User-Energy Consulting Group Run-LOT # 4 I Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES De- En- sign- force- n/a er ment *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U-factor in metal frame ceiling 150(b): Loose fill insulation manufacturer's labeled R-Value _____ _____ *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U-factor in metal frame walls (does not apply to exterior mass walls) _____ *150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U-factor _____ 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory-built fireplaces have: a. Closeable metal or glass door covering the entire opening of the firebox b. Outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed ^^ ^^ 150(f): Air retarding wrap installed to comply with Sec. 151 meets requirements specified in ACM Residential Manual 150(g): Vapor barriers mandatory in Climate Zones 14,16 only 2__^^ 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch 118: Insulation specified or installed meets,insulation quality standards. Indicate type and include CF-6R form 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage 2. Fenestration products (except field-fabricated) have MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 7 Project Title 1212 OAKAVE.LOT # 4 Date..04/22/09 09:43:28 1 MICROPAS7 v7.10 File-12120AK4 Wth-CTZ07S05 Program-FORM MF-lR | | User#-MP1964 User-Energy Consulting Group Run-LOT # 4 I label with certified U-factor, certified Solar Heat Gain Coefficient (SHGC) , and infiltration certification 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed _____ _____ SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- sign- force n/a er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA _____ _____ 150(i): Setback thermostat on all applicable heating and/or cooling systems 150(j) : Water system pipe and tank insulation and cooling systems line insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R12 or greater Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R-value The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B _____ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance and wind Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space 7. Solar water-heating systems/collectors are certified by the Solar Rating and Certification Corporation *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 8 Project Title 1212 OAKAVE.LOT # 4 Date..04/22/09 09:43:28 I MICROPAS7 vV.10 File-1212OAK4 Wth-CTZ07S05 Program-FORM MF-1R I I User#-MP1964 User-Energy Consulting Group Run-LOT # 4 I UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts 3. Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands 4. Exhaust fan systems have back draft or automatic dampers_ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material 7. Flexible ducts cannot have porous inner cores 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) 118 (i) : Cool Roof material meets specified criteria RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 9 Project Title 1212 OAK AVE.LOT # 4 Date..04/22/09 09:43:28 I MICROPAS7 v7.10 File-1212OAK4 Wth-CTZ07S05 Program-FORM MF-1R | I User#-MP1964 User-Energy Consulting Group Run-LOT # 4 I 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast _____ 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 130 (c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (1C) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119 (d) 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 130, 131, and 146 150(k)8: Permanently installed lighting in the enclosed, non- dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) RESIDENTIAL KITCHEN LIGHTING WORKSHEET WS-5R Page 10 Project Title 1212 OAK AVE.LOT I 4 Date..04/22/09 09:43:28 I MICROPAS7 v7.10 File-12120AK4 Wth-CTZ07S05 Program-FORM MF-1R | I Usert-MP1964 User-Energy Consulting Group Run-LOT # 4 I At least 50% of the total rated wattage of permanently installed luminaires in the kitchen must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. KITCHEN LIGHTING SCHEDULE Luminaire Type High Efficacy (Yes/No) Watts X X X X X High Efficacy Quantity Watts = or = or = or or or Other Watts Total A= B= Complies if A >= B Yes No _____ Rules for Determining Residential Kitchen Luminaire Wattage Screw Base Sockets - Section 130 (c) 1 (Not containing permanently installed ballasts) The maximum relamping rated wattage of the luminaire, as listed on a permanent factory-installed label (luminaire wattage is not based on type or wattage of lamp that is used). Permanently or Remotely Installed Ballasts - Section 130(c) 2 The operating input wattage of the rated lamp/ballast combination based on values published in manufacturerDs catalogs based on independent testing lab reports. Line Voltage Track Lighting (90 through 480 volts) - Section 130(c) 3 1. Volt-ampere (VA) rating of the branch circuit(s) feeding the tracks; or 2. For tracks equipped with an integral current limiter, the higher of - The wattage (or VA) rating of an approved integral current limiter controlling the track sy - 15 watts per linear foot of the track; or 3. For tracks without an integral current limiter, the higher of - 45 watts per linear foot of the track or - The total wattage of all of the luminaires included in the system. Low Voltage Track Lighting (less than 90 volts) - Section 130(c) 4 Rated wattage of the transformer feeding the system, as shown on a permanent factory-installed label Other Lighting - Section 130 (c) 5 (Lighting systems that are not addressed in Sections 130 (c) 1-4) The maximum rated wattage, or operating input wattage of the system, listed on a permanent factory installed label, or published in manufacturer's catalogs, based on independent testing lab reports. STRUCTURAL ACOUSTICAL ANALYSIS / CCR TITLE 24 SURVEY OAK AVENUE DEVELOPMENT LOTS 2 AND 4 CARLSBAD, CA Submitted to: Paul Longton Studio 4 Architects 2909 Mesa Drive Oceanside, CA 92054 Prepared by: Investigative Science and Engineering, Inc. Scientific, Environmental, and Forensic Consultants P.O. Box 488 71134 D Street Ramona, CA 92065 (760)787-0016 www.ise.us ISE Project #09-012 May 22, 2009 ACOUSTICS - VIBRATION - AIR & WA TER QUALITY- FORENSIC ENGINEERING EXPERT WITNESS-ENVIRONMENTAL ASSESSMENTS AND COMPLIANCE TABLE OF CONTENTS INTRODUCTION AND DEFINITIONS ............................................................................................ 1 Existing Site Characterization ...................................................................................................... 1 Project Description ....................................................................................................................... 1 Acoustical Definitions ................................................................................................................... 1 GENERAL APPROACH AND METHODOLOGY ........................................................................... 1 Exterior Noise Level Determination at Building Facade .............................................................. 1 Interior Noise Level Determination within Sensitive Living Spaces ............................................. 2 APPLICABLE NOISE STANDARDS .............................................................................................. 3 PREDICTED EXTERIOR NOISE LEVELS ..................................................................................... 3 CONSTRUCTION ASSUMPTIONS ................................................................................................ 3 FINDINGS ....................................................................................................................................... 4 CERTIFICATION OF ACCURACY AND QUALIFICATIONS ......................................................... 5 APPENDICES / SUPPLEMENTAL INFORMATION ...................................................................... 6 CALVENO TRAFFIC NOISE ESTIMATION PROTOCOL ........................................................... 6 SANDAG TRIP PREDICTION - SCENARIO YEAR 2030 ........................................................... 9 AAM OUTPUT FILES - LOT 2 .................................................................................................. 10 AAM OUTPUT FILES - LOT 4 .................................................................................................. 19 INDEX OF IMPORTANT TERMS ................................................................................................. 29 -M-INTRODUCTION AND DEFINITIONS Existing Site Characterization The subject project site is situated within the coastal area of the City of Carlsbad immediately south of Carlsbad Village Drive, as shown in Figure 1 on the following page. Specifically, the site is located within the 1200 block of Oak Avenue, approximately 500- feet east of Interstate 5 (I-5), as shown in Figure 2 on Page 3 of this report. Project Description The proposed project development consists of two individually parceled lots (Lots 2 and 4), located on Oak Avenue within the City of Carlsbad, CA. Lot 2 has a subdivided size of 7,500 square-feet (sf), while Lot 4 is slightly larger at 10,535 sf. Structures located within these lots would range in size from approximately 4,642 to 5,214 square feet. The proposed site development plan can be seen in Figure 3 on Page 4 of this report. Acoustical Definitions Noise is generally defined as unwanted or annoying sound that is typically associated with human activity and which interferes with or disrupts normal activities. Although exposure to high noise levels has been demonstrated to cause hearing loss, the principal human response to environmental noise is annoyance. The response of individuals to similar noise events is diverse and influenced by the type of noise, the perceived importance of the noise and its appropriateness in the setting, the time of day and the type of activity during which the noise occurs, and the sensitivity of the individual. Airborne sound is a rapid fluctuation of air pressure above and below atmospheric pressure. Sound levels are usually measured and expressed in decibels (dB). Most of the sounds one hears in the environment do not consist of a single frequency, but rather a broad band of frequencies differing in level. The intensities of each frequency add to generate sound. The method commonly used to quantify environmental sounds consists of evaluating all of the frequencies of a sound according to a weighting system that reflects the fact that human hearing is less sensitive at low and extremely high frequencies than at the mid-range frequencies. This is called "A" weighting, and the decibel level measured is called the A-weighted sound level (dBA). In practice, the level of a noise source is conveniently measured using a sound level meter that includes a filter corresponding to the dBA curve. Although the A-weighted sound level may adequately indicate the level of environmental noise at any instant in time, community noise levels vary continuously. Most environmental noise includes a conglomeration of noise from distant sources that create a relatively stable background noise in which no particular source is identifiable. A single descriptor called the Leq (or equivalent sound level) is used. Leq is the energy- mean A-weighted sound level during a measured time interval. It is the 'equivalent' constant sound level that would have to be produced by a given source to equal the fluctuating level measured. Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 2 Scale 1 :25.000 1 • = 2.083.3 II Data Zoom 13-0 FIGURE 1: Project Vicinity Map (ISE 5/09) Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page3 " = 533 3 It Data Zoom 15-0 FIGURE 2: Project Site Aerial Map w/ Property Boundary Extents (ISE 5/09) Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 4 OAK AVENUE FIGURE 3: Project Site Plan (Studio 4 Architects 4/09) Another sound measure employed by the State of California and the City of Carlsbad is known as the Community Noise Equivalence Level (or CNEL). It is defined as the "A" weighted average sound level for a 24-hour day. The CNEL is calculated by adding a 5-decibel penalty to sound levels in the evening (7:00 p.m. to 10:00 p.m.), and a 10-decibel penalty to sound levels in the night (10:00 p.m. to 7:00 a.m.) to compensate for the increased sensitivity to noise during the quieter evening and nighttime hours. Finally, a sound insulation parameter known as the Sound Transmission Class (or STC) of a wall, window, or ceiling assembly is defined as the acoustic transmission of a structural assembly at a frequency of 500 Hertz, with respect to a reference transmission curve. The use of a single-number transmission rating (such as the STC) correlates in a general way with subjective impressions of sound transmission for speech, radio, television, and similar sources of noise in buildings. The "reference curve" to which the actual transmission is compared, is based upon the above noise sources. The STC rating can be used to compare the potential sound insulation of structural assemblies tested in a laboratory, or between different rooms in a building. The rating for a partition built and tested in a building may be lower than that obtained for a partition tested in a laboratory because of flanking transmission and construction errors. Typical STC ratings and their effectiveness are shown in Table 1 below. TABLE 1: Common STC Ratings and Insulation Effectiveness STC Rating Privacy Afforded 25 Normal speech understood at close distances 30 Normal speech audible, but unintelligible 35 Loud speech understood 40 Loud speech audible, but unintelligible 45 Loud speech barely audible 50 Shouting barely audible 55 Shouting not audible GENERAL APPROACH AND METHODOLOGY Exterior Noise Level Determination at Building Facade Exterior noise exposure affecting future proposed building facades within the project site were analyzed using the Caltrans CALVENO1 vehicle emissions protocol, using SANDAG future (cumulative year 2030) vehicle predictions. The traffic noise level predicted by the CALVENO protocol was then corrected for site distance separation and general topographic effects. The results indicate the predicted worst-case future building facade noise exposure level. The CALVENO protocol report is provided as an attachment to this report. 1 Source: California Vehicle Noise Reference Energy Mean Emission Levels (CALVENO), California Department of Transportation, Technical Advisory Note TAN-95-03, 9/22/95. Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 2 Interior Noise Level Determination within Sensitive Living Spaces The analysis methodology used to examine sound transmission and resultant interior noise levels is identified in the American Society of Testing and Materials (ASTM) guidelines Volume 04.06 entitled, "Thermal Insulation; Environmental Acoustics" Test Designation: E 413-87. Acoustical modeling of the project was performed in accordance with the above guidelines, and included corrections for the following parameters: o Exterior noise level adjustment in front of each building element. o Exterior noise spectrum placement in front of each building element. o Correction for building facade reflection (per ASTM E 966-84). o Incident angle source correction (per ASTM E 966-84). o Room absorption correction. o Building element correction and adjustment (per ASTM E 413-87). o Geometric (sizing) and workmanship (construction error) corrections. The exterior noise level at the proposed structures is calculated in terms of decibels A-weighted (dBA), and converted to six octave band sound pressure levels at: 125, 250, 500, 1000, 2000 and 4000 Hertz. The interior noise level is a function of the sound transmission loss qualities of the construction material, and the surface area of each element (wall, window, door, etc.). The interior noise level also depends upon the room's sound absorption characteristics (in Sabins). Mathematically, this can be expressed in the form of Equation 1 below: Lint =Lext -rL,.-10Loglo(S)-10Log10(A)+^orr-Acorr+ecorr (D where, Lint is the interior A-weighted sound level at the ith octave band, Lext is the exterior A-weighted sound level at the ith octave band, 7L( is the sound transmission loss at the ith octave band, S is the size of the room facade in square feet, A, is the total room absorption in Sabins at the ith octave band, and, ^corr ' Asm ' Qcon 3re correction factors for the building fa?ade reflection, incident angle, and construction quality. ISE assumed that the exterior noise levels were calculated for free-field conditions with no interaction between existing structures. A 3-dBA building facade reflection correction was applied to the as-built structure to simulate local reflection effects. The necessary calculations were performed using the ISE Architectural Acoustical Model (AAM) v3.0 interior noise computation program. Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 3 APPLICABLE NOISE STANDARDS The California Code of Regulations (CCR), State Building Code, Part 2, Title 24, Appendix Chapter 35; "Noise Insulation Standards for Multifamily Housing" requires that multi-family dwellings, hotels, and motels located where the CNEL exceeds 60 dBA require an acoustical analysis showing that the proposed design will limit interior noise to less than 45 dBA CNEL. Worst-case noise levels, either existing or future, must be used. Future noise levels must be predicted at least ten years from the time of building permit application. The City of Carlsbad has adopted the CCR Title 24 regulations for all types of residential dwellings. PREDICTED EXTERIOR NOISE LEVELS The primary source of future noise at the project site would be from vehicular traffic associated with Interstate 5 (1-5). The worst-case exterior noise levels were identified using the CALVENO emissions protocol. The findings indicated that source levels from 1-5 could be as high as 85.6 dBA CNEL at 50-feet from the centerline under the year 2030 scenario with 266,000 vehicle trips (ADT), a median running speed of 55 MPH, and a vehicle mix consisting of 95-percent automobiles, 3-percent medium-sized trucks, and 2-percent heavy-duty trucks. The SANDAG prediction map for the area in question is provided as an attachment to this report. Adjusting for the distance from the centerline of 1-5 to the centroid of the project site (approximately 730-feet) and correcting for general ground conditions, it is expected that a maximum of 17.5 dBA of attenuation from the freeway to the project site can be obtained. Thus, the anticipated traffic related noise levels at the project site could be as high as 68.1 dBA CNEL at exposed building facades, and would require specialized doors and windows to comply with CCR Title 24. CONSTRUCTION ASSUMPTIONS The following general construction assumptions were applied to each of the units to determine their sound insulation characteristics: o The roof/ceiling construction should have a minimum STC rating of 46. o All living spaces examined (i.e., living rooms and bedrooms) were assumed to have carpet and pad (i.e., Floor Multiplication Parameter or FMP = 0.8) for the purposes of STC calculation. o Bathroom, kitchen, and closet areas were not examined and thus have no construction limitations. The surface areas and materials for the proposed project were obtained from architectural drawings prepared by Studio 4 Architects dated 4/09. When the interior noise level was found to be greater than 45 dBA CNEL, the value was recalculated for a Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 4 closed window condition. Further recalculation was done to determine the minimum window-glazing requirement. Construction practices may degrade the calculated acoustical performance of walls and window assembles. The interior noise levels have been predicted in accordance with generally accepted acoustical methods and assume good construction techniques. Jmr- FINDINGS Based upon the model results, the estimated interior noise levels would be as high as 61.5 dBA CNEL with the windows open and would require a closed window condition to comply with the CCR Title 24 requirements. Mechanical ventilation would be required (per the confines of CCR Title 24) and should meet specific City of Carlsbad building requirements. The minimum required acoustical treatments (STC ratings) for the proposed development are summarized in Table 2, below, and would be applicable for all floors within Lots 2 and 4. The complete modeled results are provided as an attachment to this report. TABLE 2: Structural Acoustical Requirements - Oak Avenue Lots 2 & 4 Room Building Element Minimum Required STCKating All Rooms/All Units Roof/ Wall Assembly All French Glass Doors All Sliding Glass Doors All Solid Core Doors All Glass Window Assemblies 46 26 27 27 30 Source: ISE Architectural Acoustical Model (AAM) v3.0 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 PageS CERTIFICATION OF ACCURACY AND QUALIFICATIONS This report was prepared by Investigative Science and Engineering, Inc. (ISE) located at 1134 D Street, Ramona, CA 92065. The members of its professional staff contributing to the report are listed below: Rick Tavares Ph.D. Civil Engineering (rtavares@ise.us) M.S. Structural Engineering M.S. Mechanical Engineering B.S. Aerospace Engineering / Engineering Mechanics Karen Tavares B.S. Electrical Engineering (ktavares@ise.us) ISE affirms to the best of its knowledge and belief that the statements and information contained herein are in all respects true and correct as of the date of this report. Should the reader have any questions regarding the findings and conclusions presented in this report, please do not hesitate to contact ISE at (760) 787-0016. Content and information contained within this report is intended only for the subject project and is protected under 17 U.S.C. §§ 101 through 810. Original reports contain non-photo blue ISE watermark at the bottom of each page. Approved as to Form and Content: Rick Tavares, Ph.D. Project Principal Investigative Science and Engineering, Inc. Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 6 -M APPENDICES / SUPPLEMENTAL INFORMATION CALVENO TRAFFIC NOISE ESTIMATION PROTOCOL TAN 95-03 California Department of Traniportation Environmental Program Office of Environmental Engineering Sacramento, California Use of California Vehicle Noise Reference Energy Mean Emission Levels (Calveno REMELS) in STAMINA2.0 FHWA Highway Traffic Noise Prediction Program Technical Advisory, Noise TAN 95-03 September 22, 1995 Prepared by Rudy Hendriks NOTICE: This technical advisory is for informational purposes only. The contents of this document are not official policy, standard, specification or regulation and should not be used as such. Unless otherwise indicated, the views expressed in this advisory reflect those of the author, who is solely responsible for the accuracy of data and information presented herein. Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page? Technical Advisory, Noise TAN-95-03 Use of California Vehicle Noise Reference Energy Mean Emission Levels (Calveno REMELS) in STAMINA2.0 FHWA Highway Traffic Noise Prediction Program Since 1985, with approval of FHWA, Calveno REMELS have been used in lieu of the National REMELS for all Caltrans noise studies, and those done by others in California. The speed-dependent curves of the Calveno REMELS, and their equations for the three vehicle types defined in the FHWA-RD-77-108 report, are shown on the attached page titled: "California Vehicle Noise (Calveno) Emission Levels". Page 5 of the above FHWA report (showing the National REMELS) should be substituted with the Calveno page when noise predictions based on FHWA-RD-77-108 are made in California. Several computer programs are available for highway traffic noise predictions. All are based on the above FHWA report. The programs are: • "LeqV2", for simple site geometries • "Sound32", for complex site geometries, involving many roadways, receivers, and barriers . "STAMINA2.0/OPT1MA" The first two programs allow the choice of Calveno or national REMELS. "Sound32" is the California version of the FHWA STAMINA2.0/OPTIMA programs. STAMINA2.0 uses only the National REMELS and is therefore not suitable for use in California. STAMINA2.0 does provide user defined vehicle type fields, which allow the user to type in their own REMELS (such as Calveno). However, we have discovered that that there are errors in the STAMINA2.0 code which cause the program to sometimes skip the barrier attenuation calculations for low barriers for user defined vehicle types. Many noise consultants doing work for Caltrans use STAMINA2.0. For those who use STAMINA2.0 we recommend that the vehicle types built into the program (National REMELS) be used, and the traffic volumes be adjusted to yield the same results as those produced with Calveno. The following table shows the volume "correction" factors necessary to use STAMINA2.0 in California. The actual volumes should be multiplied by these factors, then used in STAMINA2.0, to produce the same results as "Sound32" or "LeqV2" with Calveno. Traffic Volume Correction Factors (For use with National REMELS, to yield same predicted noise as with Calveno REMELS) SPEED (MPH) 30 35 40 45 50 55 60 SPEED (Km/h) 48 56 64 72 80 88 97 Multiply Actual Volume By: AUTOS (A) 1.19 1.21 1.22 1.23 1.24 1.24 1.25 MED. TRUCKS (MT) 0.92 0.81 0.73 0.66 0.60 0.56 0.52 HEAVY TRUCKS (HT) 1.08 0.71 0.66 0.62 0.58 0.55 0.53 For example: If actual traffic volumes and speeds are: A=1500 («» 60 mph; MT=125 (a) 55 mph; HT=250 (a 55 mph, use National REMELS with A=1875 (a; 60 mph; MT=70 (a; 55 mph; HT=138 («• 55 mph to get same results as actual traffic with Calveno REMELS. Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Pages Technical Advisory, Noise TAN-95-03 California Vehicle Noise Reference Energy Mean Emission Levels California Vehicle Noise (Calveno) Reference Energy Mean Emission Levels (Remels), for Level Roads, Constant Speeds, at 15 m (50ft) 90 85 •• 80-. 75- 70-- 65- 60- -. 55- Heavy Trucks .—Medium Trucks 25 35 40 45 50 SPEH), MPH REGRESSION EQUATIONS Heavy Trucks: 25-31 mph (40-50 km/h): 51.9+19.2Log10(Speed, mph) or 47.9+19.2Log10(Speed, km/h) 35-65 mph: (56-105 km/h): 50.4+19.2Log10(Speed, mph) or 46.4+19.2Log10(Speed, km/h) 31-35 mph: (50-56 km/h): Straight line Medium Trucks:: 35.3+25.6Log10(Speed, mph) or 30.0+25.6Log10(Speed, km/h) Autos: 5.2+38.8Log10(Speed, mph) or -2.8+38.8Log10(Speed, km/h) Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 9 SANDAG TRIP PREDICTION - SCENARIO YEAR 2030 FINDING: I-5 YEAR 2030 ADT = 266,000 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 10 AAM OUTPUT FILES - LOT 2 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) v3.0 Room Designation: Floor Are* (ft2): Ceiling Height (ft): Room Volume (n't:Room AlMorptlon Ratio FMP: Tout Room Absorption (Sablns) Noise Source: Noi»* Sound Level at Building Facade (dBA CNEL) Incident Angle Correction: Building Facade Correction: Quality Correction: Traffic (NBS Spectrum, 1978) M -3 3 Construction Stucco Wall (NBS W-50-71) Window- 1/4 Laminated Glass (Monsanto; 2000 Hz 4000 Hz Acoustical Contribution Construction Stucco Wan (NBS W-50-71} Window -1/4 Laminated Glass •; Monsanto) STC Rating % Operable Area (ft I673 360 (Closed) 29.5 389 (Ooen)29.5524 00 00 00 00 O.Q 00 Clpsid Compliance Threshold (dBA CNEL}: 49.0 Predicted Level (dBA CNEL): 39 3 Complies with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 11 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) v3.0 Room Designation; Floor Area (ft1): Colling Height (ft): Room Volume (ft3): Room Absorption Ratio FMP: Total Room Absorption i 2nd Unit main rm (Lot-2) 382 NoiM Sourc*: Noisa Sound Laval at Building Facade (dBA CNEL) incident Angle Correction: Building F*c.ade Correction: Quality Correction: Traffic (NB5 Spectrum. 1978) Assembly * Construction Stucco WaB [NBS W-50-7 1 ) Solid Core Door (NBS W-90-71 ) Stucco Wai (NBS W-50-7 1 ) Window - 1/4 Lamnated Glass (Monsanto) Stucco Wai (NBS W- 50-71 ) Window - 1;4 Lammated Glass (Monsanto) 20 125 Hi 250 Hz 900 Hz 27 42 44 23 27 29 27 42 44 22 24 28 27 42 44 22 2 0 0o oo 0o 0 0 0 0o Q 0 28 0 0ooo 0 0 0 0 0 0 0oo 1000 HZ 46 26 46 29 46 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 HZ 49 26 49 31 49 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 Hz 54 29 54 33 54 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Acoustical Contribution j Aa»tfnbly » Conatructfon STC Rating % Operable Area ffl'l Stucco Wall (NBS W-50-71) 46 0 21 9 Solid Core Door (NBS W-90-71 ) 27 100 24 0 Stucco Wai (NBS W-50-71J 46 0 957 Window • 1/4 Laminated Glass (Monsanto) 30 50 36 0 Stucco Wa> (NBS W-50-71 ) 46 0 142 0 Window - 1/4 Laminated Glass (Monsanlo) 30 50 48.0 20 0.0 0.0 0.0 0.0 0.0 00 00 0.0 0.0 00 0.0 0.0 0.0 0.0 (Ctoaadl 209 344 263 35.1 290 36.3 00 00 00 00 00 00 00 00 00 00 00 00 00 00 (Ooent 209 609 269 487 290 49.9 00 00 00 00 0.0 00 0.0 00 00 00 00 00 00 00 CJSfed Compliance Threshold (dBACNEL): 45.0 Predicted Level (dBA CNEL): 40 7 Compiles with Standard: ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) V3.0 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 12 Room Deetgnatton: Floor Area (ft*): Celling Height (It): Room Volumt (ft1): Room Absorption Ratio FMP: Total Room Absorption {Sabln») Bedroom K (Lot-2) 205 10 2050 0.8164 NOIM Source: NolM Sound Laval M Building Facade (dBA CNEL) Incident Angle Correction: Building Facade Correction: Quality Correction: Tramc (NBS Spectrum, 1978) M -3 3 Construction Stucco Wan (NBS W-50-71 f Window -1>'4 Lam-nated Glass (Monsanto) Contfructfon luccoWaa (NBS W-50-71) i;4 Laminated Glass (Monsanto) Acouatical Contribution 5TC Rating % Oparabto Area m'l /Cto««dt COowi) 0 853 480 0.0 00 295 90 00 00 Clo«d Compllanca Threshold (dBA CNEL): 45.0 Predlctad Level (dBA CNEL}: 39 5 Compile* with Standard: 295 52.6 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 13 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM1 v3.0 Room Designation: Floor Ana Iff I: CMIIng HelgM (It): Room Volume |lt<>: Room Absorption Ratio FMP: Toul Room Absorption (Sablnal Bedroom « (Lot-2) 220 Noll* Source: Mo Sound Level at Building Facade IdBA CNEL) Incident Angle Correction: Building Facade Correction: Quality Correction: Traffic (NBS Spectrum, 1978) Assembly if 1 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 Construction 125 Hz Stucco Wa« (NBS W-50-7 1 1 27 Window - 1/4 Laminated Glass (Monsanto) 22 Stucco Wall (NBS W-50-71 ) 27 Sliding Glass Door - 3/16 Glass (Monsanto) 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 Hz 42 24 42 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 900 Hz 44 28 44 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000HZ 46 29 46 29 0 0 0 0 0 0a 0 0 0 0 0 0 0 0 0 20MHZ 49 31 49 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 HZ 54 33 $4 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Construction Stucco WaB (NBS W-50-71} Window -1/4 Laminated Glass (Monsanto) Stucco Wai (NBS W-50-71) Sliding Glass Door • 3-'16 Glass {Monsanlo) STC Rating % Operable Area (ft'l 360 777 640 Acoustical Contribution (Closed) 304 375 288 39.7 00 00 (Own) 304 51 1 288 535 00 00 Compliance Threshold (dBA CNEL): 45.0 Predicted Level {dBA CNEL): 42 3 Complies with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 14 ISE ARCHITECTURAL ACOUSTICAL MODEL IAAM) V3.0 Room Daalgnatlon: Floor Am IR1): Catting. Halght in): Room Voluma III1): Room Absorption Ratio FMP: Total Room Absorption ISaMnal Graat Room (Lot-2) 102C 10 102M 0.1 120.8 Nolaa Source: Notea Sound Laval « Building F«cada {dBA CNEL) Incldant Angto Corractlon: Building Faeada Comctlon: Quality Corractten: Traffic (NBS Spactrum. 1978) 18 •3 3 Assembly * Construction Stucco WaB (NBS W-50-71 ) Window • 1/4 Laminated Glass (Monsantof Window • 1/4 Laminated Glass (Monsanto) Stucco Wai (NBS W-50-71 } Window - 1/4 Laminated Glass (Monsanto) Window - 1/4 Laminated Glass (Monsanto) 20 125 HZ 27 22 22 27 22 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 Hz 42 24 24 42 24 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 Hz 44 20 28 44 28 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000 Hz 46 29 29 46 29 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 Hz 49 31 31 49 31 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 HZ 54 33 33 54 33 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Assembly * 1; 19 20 Construction Stucco WaB (NBS W-50-71 ) Window - 1/4 Laminated Glass (Monsanto)Window - tA* Laminated Glass ( Monsanto ! Stucco Watt (NBS W-50-71 > Window - 1;4 Lammated Glass (Monsanto) Window - 1)4 Laminated Glass (Monsanto) STC Rating % Operable 46 0 30 30 30 30 46 0 30 50 30 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Area (ft') 2030 180 120 3660 300 240 0.0 0.0 0.0 0.0 00 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Acoustical ( (Closed) 263 33.8 330 288 33.0 290 00 00 00 00 00 00 00 00 00 00 00 00 0.0 00 ontrlbuUon (Ooent 26.3 41 9 41 I 28.8 46.6 42.6 00 0.0 00 0.0 00 00 00 0.0 00 00 00 00 0.0 00 Compliance Threshold (dBA CNEL): 450 Predicted Level (dBA CNEL): 19 2 Compile* with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 15 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) v3.0 Room Designation: Floor Area (ft1): Ceiling Height (ft): Room Volume (ft1): Room Absorption Ratio FMP: Toui Room Absorption (Sabin*) NolM Source: Noise Sound Level at Building Facade (dBACNEL) Incident Angle Correction: Building Facade Cemcuon: Quality Correction: Traffic (NBS Spectrum, 1978) Con»truclion Stucco Wall (NBS W-50-71) Window - 1/4 Laminated Glass (Monsanto) Stucco Wan (NBS W-50-71) Window -1/4 Lammated Glass (Monsanto) Acoustical Contribution Assembly • 20 Construction STC Rating % Operable Stucco Wafl (NBS W-50-7 1 ) 46 0 Window - 1/4 Laminated Glass (Monsanto) 30 50 Stucco Wafl (NBS W-50-7 1 ) 46 0 Window - 1/4 Laminated Glass {Monsanto) 30 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Aream'l 940 360 345 18.0 0.0 00 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 00 0.0 0.0 0.0 0.0 (Closed) 31 5 393 31 0 363 00 00 00 00 00 00 00 00 00 0.0 00 00 00 00 00 00 (Obenl 31 5 52.9 310 499 00 00 00 00 00 00 00 00 00 0.0 00 0.0 00 0.0 00 00 Compliance Threshold {dBACNEL}: 49.0 Predicted Level (dBACNEL): 41 9 Compiles with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 16 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) v3.0 Room Designation: Floor Ana (ft1):Colling Hright (ft): Room Volunw (ft9): Room Absorption Ratio FMP: Total Room Absorption tSablnst NoiM Source: Hots* Sound Ltvvl at BuiMIng F»c ad* (dBA CNEL) Incident Angle Correction: Building Facade Correction: Quatttv Correction: Traffic (NBS Spectrum, 1978) Construction Stucco Wall (NBS W-50-71) Window - 1/4 Laminated Glass (Monsanto) Stucco WaH (NBS W-50-71) Window • 1/4 Laminated Glass (Monsanto) 2000 Hz 4000 Hz Construction Stucco WaH (NBS W-50-71)Window • 1''4 Laminated Glass (Monsanto) Stucco Was (NBS W-50-71) Window- 1'4 Laminated Glass (MonsanlO) STC Rating % Operable ATM m't 1840360 0.0 Acoustical Contribution I (Closed) 309359 286359 00 00 00 00 cio»«d Compliant* Threshold (dBA CNEL}: 45.0 Predict** L«v«l (dSACNEL): 39 9 Complies with Standard: (Ooenl 309 00 00 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 17 ISE ARCHITECTURAL ACOUSTICAL MODEL f AAM) v3.0 Room Designation: Floor Ares (ft1): Coiling Height (ft>: Room Volume (ft1): Room Absorption Ratio FMP: Total Room Absorption [Sablnsl Offlc*/Gu*«t Km (Lot-2) 2S» Noise Source: Noise Sound Level at Building Fac.*de (d8A CNEL) Incident Angle Correction: Building Facade Correction: Quality Correction: Traffic (NBS Spectrum, 1976) Assembly II 20 Construction Stucco WaH (NBS W-50-71 ) Sliding Glass Door • 3/16 Class iMonsanto) Stucco WaH (NBS W-50-71 1 Window - 1/4 Laminated Glass (Monsanto) Stucco WaH (NBS W-50-71 ) Window - T/4 Laminated Class (Monsanto) Stucco WaH (NBS W-50-7 1 ) 125 Hz27 23 27 22 27 22 27 0 0 0 0 0 0 0 0 0 0 0 0 0 250 Hi 42 25 4224 42 24 42 0 0 0 0 0 0 0 0 0 0 0 0 0 900 Hi 44 28 44 28 44 28 44 0 0 0 0 0 0 0 0 0 D 00 0 1000 Hz 46 29 46 29 46 29 46 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 HZ49 30 49 31 49 31 49 0 0 0 00 0 0 0 0 0 0 0 0 4000 Hz 54 31 54 3354 33 54 0 0 00 0 0 0 0 0 0 0 0 0 Acoustical Contribution Assembly * Construction Stucco Walt (NBS W-50-7 1 ) Sliding Class Door - 3.' 16 Glass (Monsantof Stucco WaH (NBS W-50-71 } Window - 1/4 Laminated Glass (Monsanto) Slucco WaH (NBS W-50-71) Window • 1,'4 Laminated Glass (Monsanto) Slucco WaH (NBS W-50-71 ) 20 STC Rating 46 27 46 30 46 30 46 % Operable 0 50 0 50 0 50 0 0 0 0 0 0 0 0 0 00 0 0 0 Area (ft1) 1027 640 857 360 382 160 857 0.0 0.0 00 0.0 00 0.0 0.0 0.0 0.0 00 00 00 00 (Closed! 29.3 390 285 368 250 363 285 00 00 00 00 00 00 0.0 00 0000 00 00 00 (Ooen) 293 52.8 26.5 50325.0 49.8 285 00 00 00 00 00 0.0 00 00 00 00 00 00 00 Compliance Threshold (dBA CNEL}: Predicted Level (dBACNEL): CompJi«> with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 18 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAMI v3.0 Room Designation: Floor Area lft*l: Calling HaigM |tl): Room Volum* llt'l: Room Absorption Ratio FMP: Total Room Absorption (Sabtn»l Rae Room (Lot-2) Noii. Sourer. Noli. Sound Laval at Building Facada (dBA CNEL) Incldant Angla Correction: Building Facada Correction: Quality Correction: Traffic (NBS Spactrum. 1»7«) Assembly* 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Construction 125 Hz 290 Hz Stucco Watt (NBS W-50-71) 27 42 Window - 1/4 Laminated Glass (Monsanto) 22 24 Stucco WaH (NBS W-50-71 ) 27 42 Window - 1/4 Laminated Glass (Monsanto) 22 2 French Door - 3<32 Glass (NBS W-94-71 ) 21 2 0 0 0 0 0 C 0 0 0 0 0 ( 0 0 0 0 0 900 Hi 44 28 44 28 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000 Hz 46 29 46 29 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 Hz 49 31 49 31 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 Hx 54 33 54 33 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Acou*tic*l Contribution Assembly * Construction STC Rating % OperabMStuCCO WaH (NBS W-50-71 ) 46 D Window - t/4 Lammated Glass (Monsanto? 30 50 Stucco Wan (NBS W-50-7 1 ) 46 0 Window • 1/4 Laminated Glass (Monsanto) 30 SO French DOCK - 3/32 Glass (NBS W-94-71 1 26 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 - - 0 Ares (ft1) 1850 25.0 2502 300 240 00 0.0 0.0 0.0 0.0 00 0.0 00 0.0 00 00 00 00 00 00 Comp»anc» Threshold (dBA CNEL}: Predict** Ltv*l (dBA CNEL); Compile* with Standard: fCk>»*dt 26.5 329 27835.4 31 8 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Closed 45.0 390 Yes (Oo*nl265 46.4 276 49.0 573 00 00 00 00 0.0 00 00 00 00 00 00 00 00 00 00 Own Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 19 AAM OUTPUT FILES - LOT 4 ISE ARCHITECTURAL ACOUSTICAL MODEL f AAM) v3.0 Room Designation: Floor Area (ft*t: Ceiling HMght (ft): Room Volume (ft1): Room Absorption Ratio FMP: Total Room Absorption (Sabtnsl 2nd Unit Bedrm (Lot-4) 146 Noise Source: Noise Sound Level et Building Facade (dBA CNEL) Incident Angle Correction: Building Facade Correction:Quality Correction; Traffic (NB5 Spectrum. 1978} Assembly * i 2 3 4 5 6 7a 9 01 2 3 4 5 6 7 18 19 20 Construction 125 Hz Stucco Wail (NBS W-50-7 1 ) 27 Window- 1'4 Laminated Glass (Monsanto) 22 Stucco WaH (NBS W-50-71) 27 Window - 1/4 Laminated Glass (Monsanto) 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 HZ 42 24 4224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 Hz 44 28 44 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000 Hz 46 29 46 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 Hz 49 31 49 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 Hz 54 33 54 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Construction Stucco WaS (NBS W-50-7J/ Window -1.'4 um-nated Glass (Monsantoj Stucco Wall (NBS W-50-71) Winoow - ';4 Laminated Gtass (Monsanto) Acoustical Contribution STC Rating % Operable Area m') (Closed) (Ooenl S46420 790 360 0.0 0.0 30.9399 30.6 393 0000 Cjostd Compliance Threshold (dBA CNEL): 45.0 Predicted Level (dBA CNEL): 43 2 Complies with Standard: 309399 30.6 39.3 ISE ARCHITECTURAL ACOUSTICAL MODEL <AAM) v3.0 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 20 Room Designation: Floor Area (ft1): Celling Height (ft): Room Volume fll'j: Room Absorption Ratio FMP: Total Room Absorption (Sablns) 2nd Unit main rm (LoM) 391 10 3910 0.8 312.8 Noise Source: NotM Sound Level •( Buflcflng Facade (dBA CNELj Incident Angle Correction: Building Facade Correction: Quattty Correction: Traffic (NBS Spectrum, 1978) Assembly * 20 Construction 125 Hz Stucco WaH (NBS W-50-71) 27 Window • 1/4 Laminated Glass {Monsanto) 22 French Door - 3/32 Glass iNBS W-94-71 ) 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 Hz 42 24 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 Hz 44 28 27 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000 HZ 46 29 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 HZ 49 31 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 Hz 54 33 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Construction Stucco Wan (NBS W-50-71) Window -l.-'4 Lam mated Glass (Monsanto) French Doc* • 3;32 Glass (NBS W-94-71) STC Rating % Operable Area (ft1) 82 3 420 240 00 00 Acoustical Contribution (Closed) (Ooenl 26.5 356 35.3 00 00 26535.6608 00 Compliance Threshold (dBA CNEL): Predicted Level (dBA CNEL): Complies with Standard: Closed 45.0 38.8 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 21 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) v3.0 Room D Floor Am nei: Celling Height |ft): Room Volume Ift'l:Room Absorption Retlo FMP: Total Room Absorption (Siblnil Bedroom «|Lot.4) 1(4 Noil. Source Noite Sound Level M BulUIng Fecede (dBA CNEL) Incident Anglo Correction: Building Fecede Correction: Quality Correction: Traffic {NBS Spectrum. 1»7I) Assembly » Construction 125 Hz Stucco Wan (NBS W-50-71 ) 27 Window • v>'4 Lammated Glass (Monsanto) 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 - 0 250 Hi 42 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 Hz 44 28 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000 HZ 46 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 Hi 49 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 Hz 54 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Construction Stucco Wad (NBS W-50-MfWindow - L'4 Laminated Glass (Monsanto) STC Rating % Oporabk A/ta (fl'l Acoustical Contribution (Clo*td. (Own) 00 00 Compliance Threshold (dBA CNEL): Predicted Level (dBA CNEL): Complies with Standard: 29040.4 CJoseg 45.0 29.040.4 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 22 ISE ARCHITECTURAL ACOUSTICAL MODEL IAAM) v3.0 Room Designation: Floor Amain'):Calling Halgnt (ft): Room Voluma m't: Room Abaorptlon Ratio FMP: Total Room Abaorption ISablna) Badroom «3 (Lot-<| 142 1420 O.I Nolaa Sourca: Nolaa Sound Laval at Building Facada |dBA CNEL) Incldant Angla Corraction: Building Fa?ada Corraction: Quality Corraction: Traffic (NBS Spactrum, 1978) 1 2 20 Construction 125 Hz Stucco Waa (NBS W-50-7 1 ) 27 Window • 1/4 Laminated Glass (Monsanto) 22 Stucco Watt (NBS W-50-7 1 ) 27 Window - 1'4 Lammated Glass (Monsanto) 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 Hz 42 24 42 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 Hz 44 23 44 28 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 1000 Hz 46 29 46 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 HZ49 31 49 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 HZ 54 33 54 33a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Construction Stucco Waa (NBS W-50-71)Window -1/4 Laminated Glass (Monsanto) Stucco WaS f NBS W-50-71) Window - 1<4 Laminated Glass (Monsanto) STC Rating % Operabto Arta tfl'l 825 525 Acoustical Contribution (Ck»*d. 309 41.0 296 403 00 00 (O 30.9 41.0 29.6 40.3 00 00 Complianct Threshold (dBA CNEL): 45.0 Pr«dlct*d L«v«l (dBA CNEL): 44 1 CompifM with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 23 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAMI V3.0 Room Designation: Floor Area (fr1): Celling Height (ft): Room Volume (ft1): Room Absorption Ratio FMP: Total Room Absorption (Sablns) Bedroom *4(Lot-4) 144 10 1440 O.B 115.2 Noln Source Note* Sound Ltvtl at Building Facadt (dBA CNEL) Incidtnt Angta Corracllon: Building Facada Corrtcllon. QuaWy Corrtctlon: Traffic INBS Spttlnim. 1971) U AasemWy* i 2 20 Conatraction 125 Hz Stucco Wai (NBS W-50-7 1 ) 27 Shomg Glass Dow - 3/16 Glass {Monsanto) 23 Stucco WaMNBS W-50-71) 27 WinOow- 1'4 Lammled Glass (Monsanto) 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 Hi 42 25 42 24 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 500 Hz 44 28 44 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000 Hz 46 29 46 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 Hz 49 30 49 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4000 Hz 54 31 54 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conttruction Stucco Wall (NBS W-50-71) SliOing Glass Door - 3/16 Glass (Monsanto) Stucco Wan (NBS W-50-71) Window - M Laminated Glass iMonsanloj STC Rating % Operable Area (ft*) 652 640 907 210 0.0 0.0 Acoustical Contribution (Closed) fOotnt 299 55.4 31 3 29.9 41 6 31.3 370 00 370 0.0 Compliance Threshold {dBA CNEL): Predicted Level (dBA CNEL): Compiles with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 24 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) v3.0 Room Designation: Flow Art* (n't: Cefflng Height (ft}: Room VOIume in't: Room Absorption Ratio FMP:Total Room Absorption (Sablnsl Grtat Room (Lot-4) 497 to 4970 0.8 397.6 N«i*« Source: Noise Sound Level M BulMing Facade (dBA CNEL) Incident Angle Correction: Building Facade Correction: Quality Correction: Traffic (NBS Spectrum, 1978) Construction Stucco Wan (NBS W-50-71)Window - 1/4 Laminated Glass (Monsanto) Window - V4 Laminated Glass (Monsanio) Stucco Wai (NBS W-50-71) Window - 1<'4 Lammted Glass (Monsanto) 2000 HZ 4000 Hz Acoustical Contribution Assembly »i 2 3 4 5 6 7 8 9 01 2 3 4 5 6 17 18 19 20 Construction STC Rating % Operable Stucco WaH (NBS W-50-7 1) 46 0 Window • 1/4 Laminated Glass (Monsanto) 30 30 Window - 1.'4 Laminated Glass (Monsanto) 30 0 Stucco Wan (NBS W-50-7 1 ) 46 0 Window - V'4 Laminated Glass (Monsanto ) 30 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ATM ml 1926 192 480 1487 9.0 0.0 0.0 0.0 0.0 00 0.0 00 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 rcioted) 292 36.0 352 28 1 30.9 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 (Ooenl 292 44 1 352 28.1 445 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 00 Clflttd Compliance Threshold (dBA CNEL): 4S.O Predicted Level (dBA CNEL): 40 0 Complies with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 25 ISE ARCHITECTURAL ACOUSTICAL MODEL IAAM) v3.0 Room Designation: Floor ArM (n't: Getting Htfgnt (ft): Room Volume (n't: Room Absorption Ratio FMP: Total Room Absorption (Sablns) Gu**t Room (Lot-4) 167 10 1670 0.8 133.6 Notst Source: NOIM Sound Level at Building Facade (dBACNEL) Incident Angle Correction; Building Facade Correction: Quality Correction: Traffic (NBS Spectrum, 1978) 68 •3 3 1 Assembly*1 23 4 5 67 8 9 10 11 12 3 4 5 6 7 18 19 20 Construction 125 Hx Stucco Wan (NBS W-50-7 1 ) 27 Window - 1''4 Lammated Glass (Monsanto) 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 Hx 900 Hz 1000 Hz 2000 Hi 4000 Hx 42 44 46 49 54 24 28 29 31 33 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Construction Stucco Wall (NBS W-50-711 WinOovv -1>4 Lammated Glass (Monsanto) STC Rating % Operable Area (tt't 747 420 Acoustical Contribution fClosedt 298 39.3 fOoen) 29.8 393 Compliance Threshold (dBACNEL): 45.0 Predicted Level {dBA CNEL): 39 8 Complies with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 26 ISE ARCHITECTURAL ACOUSTICAL MODEL <AAM) v3.0 Room Designation: floor AIM (ft1!: Calling Height (ft): Room Volumt (ft'l: Room Absorption Ratio FMP: Total Room Absorption (Sablns) Master Bedroom (Lot-4) Hoist Source: Noist Sound Level at Building Facade (dBA CNEL) Incident Angle Correction: Buttdtng Facade Correction. Quality Correction: Traffic (NBS Spectrum, 1978} 68 Construction Stucco Wai (NBS W-50-71) Window • 1/4 Laminated Glass (Monsanto) Stucco WaH (NBS W-50-71) Window - 1/4 Lammated Glass (Monsanto) Window - l>'4 Laminated Glass (Monsanto) 2000 Hz 4000 Hi Assembly * 1 2 20 Construction STC Rating % Operable Stucco WaH (NBS W-50-7 1) 46 0 Window - 1/4 Lammated Glass (Monsanio! 30 SO Stucco Wai (NBS W-50-7 1 ) 46 0 Window - 1 '4 Laminated Glass (Monsanto) 30 0 Window - 1 '4 Lammated Gtass (Monsanto) 30 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Area (ft1) 1393 120 1285 640 22 5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 00 0.0 00 Acoustical C (Closed) 295 339 292 38.2 336 00 00 00 0.0 00 00 00 00 00 00 00 00 00 00 00 ontrtbutlon (Open) 295 475 29.2 38241 7 0.0 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 Closed Compliance Threshold (dBA CNEL): 45.0 Predicted Level (dBA CNEL}: 41 2 Complies with Standard: ISE ARCHITECTURAL ACOUSTICAL MODEL IAAM) v3.0 Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 27 Room Designation: Floor ArMltt*)-. Celling H^aht (ft): Room Volume in1): Room Absorption Ratio FMP: Tout Room Absorption (SaMns) OfflCt (LoM) S3 10 8300.8 66.4 Noise Source: Not** Sound L«v*l ft BuHOIng F*$*d* (ttBA CNEL) Incident AngU Comelion: Building Fi(ad« Comction: Qualtty CorrtcUon: Traffic (NBS StMClrum, 1*78} Conttructlon Stucco WaB (NBS W-50-71) Window - f >'d Laminated Gtass (Monsanto) 4000 HZ 54 Conttructlon Stucco WaB (NBS W-50-71 ( Window - 1/4 Lammated Glass (Monsanto) Araa m' 653 00 0.0 Acoustical Contribution ICIo.tdl (Own) 32.3 387 32 3 52.3 00 0.0 00 Complianct Threshold (dBA CNEL): 45.0 Predicted Levtl (dSA CNEL): 39 6 Compltos with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 28 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) V3.0 Room Designation: Floor Art* (fr*l: Citing Height (It): Room Volume (ft1):Room Absorption Ratio FMP: Total Rotm Absorption [Siblnsl RecRoom<Lot-4) 787to 7870 0.8 62V.6 Hols* Sourct: Noise Sound Level at Building Facade (4BA CNEL) Incident Angle Correction; Building Facade Correction: Quality Correction: Traffic (NBS Spectrum, 1978) Assembly * Construction Stucco Wall (NBS W-50-71 ) French Door - 3/32 Glass {NBS W-94-71) Sdding Glass Door - 3' 16 Glass (Monsanto) Window - 1/4 Laminated Glass (Monsanto)Stucco Watt (NBS W-50-71) Window • V4 Laminated Gfass (Monsanto) 20 125 Hi 27 21 23 22 27 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 Hi 42 24 25 24 42 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500 HZ 44 27 28 28 44 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000 Hz 46 27 29 29 46 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2000 Hi 49 24 30 31 49 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40MHz 54 28 31 33 54 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Acoustical Contribution Assembly* 20 Construction Stucco WaH (NBS W-50-7 1 ) French Door - 3/32 Glass (NBS W-94-71) Sliding Glass Door - 3/16 Glass (Monsanto) Window - 1/4 Lammated Glass (Monsanto) Stucco Wad (NBS W-50-7 1 ) Window - L'4 Laminated Glass (Monsanto) STC Rating 46 26 27 30 46 30 % Operable 0 100 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Area ffi'l 1623 240 640 480 1263 360 0.0 00 00 0.0 0.0 0.0 00 00 00 0.0 00 0.0 0.0 00 (Closed) 264 32 3 34.2 332 25.4 35.0 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 (Open) 26.4 57.8 480 332 254 35.0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Compliance Threshold fdBA CNEL): Predicted Level (dBA CNEL): Complies with Standard: Structural Acoustical Analysis / CCR Title 24 Survey Oak Avenue Development Lots 2 and 4 - Carlsbad, CA ISE Report #09-012 May 22, 2009 Page 29 -JW/L INDEX OF IMPORTANT TERMS AAM, 2, 6, 8, 14, 23 ASTME413-87, 6 ISE, 1,2, 3, 9 ASTM E 966-84, 6 Leq, 1 CALVENO, 2, 5, 7, 10 CCR Title 24, 7, 8 Noise, 2,1,5,6,7 CNEL, 5, 7, 8 octave band, 6 equivalent sound level, 1 Sabins, 6 Floor Multiplication Parameter, 7 SANDAG, 2, 5, 7, 13 Sound Transmission Class, 5 Hertz, 5, 6 STC, 5, 7, 8 April 27, 2009 TGI Project No. G09.00519 TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS 719 Pier Vinv Way Oceanside California 92054 tel: 760,721.9990 fax: 760.721.9991 www.visitTGI.com Mutual Partners, Inc. 1821 South Coast Highway Oceanside, CA 92054 Attn: Dr. David Fischbach Subject: Updated Geotechnieal Report Busby Subdivision -1212 Oak Avenue, Carlsbad, California References: "Geotechnieal Investigation, Proposed Busby Parcel Map, 1212 Oak Avenue, Carlsbad, California" prepared by Western Soil and Foundation Engineering, Inc., Job No. 03-73, dated December 31, 2003. "Addendum Number One to our Report of Geotechnieal Investigation dated December 31, 2003, Busby Parcel Map, 1212 Oak Avenue, Carlsbad, California" prepared by Western Soil and Foundation Engineering, Inc., Job No. 03-73, dated November 12,2007. Grading Plans for Busby Parcel Map, 1212 Oak Avenue, MS 04-01, PCD 05-02, Drawing No. 438- 6A. Prepared by Aquaterra Engineering Inc. dated November 2, 2007 (Approved December 20, 2007) Dear Dr. Fischbach: Taylor Group, Inc. (TGI) has prepared this letter to update the above-referenced geotechnical report for a proposed residential condominium project located at 1212 Oak Street in Carlsbad, California ("the project"). By submitting this report, TGI is assuming responsibility as the Geotechnical Engineer of Record for the project. TGI's services associated with the preparation of this Updated Geotechnical Report have included the following tasks: a) Review of the above-referenced geotechnical reports prepared by Western Soil and Foundation Engineering, Inc.; b) Review of the above-referenced grading plan; c) Performance of a visual reconnaissance of the Site and observation of initial grading operations; d) Discussions with the owner's representatives and the project architect regarding conceptual building plans for proposed single family residences on the graded lots; e) Evaluation of updated design parameters based on current code requirements and the proposed improvements, and; Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27,2009 Page 2 f) Preparation of this letter report. Based on our review of the referenced reports, TGI's site reconnaissance and our observation of subsurface conditions as exposed by the initial grading operations, it is our professional opinion that the site and subsurface conditions at the Site are generally consistent with those described in the referenced reports. Based on our review, observations and evaluations, it is our professional opinion that the recommendations contained in the above-referenced reports remain applicable with the modifications and revisions described in the following sections. Earthwork Recommendations The "Specifications for Construction of Controlled Fills" that were included in the original geotechnical report are hereby replaced by the earthwork and grading recommendations/specifications included as Attachment A to this letter report. Building Code All references to the Uniform Building Code (UBC) and/or California Building Code (CBC) in the earlier reports should be assumed to refer to the current 2007 CBC, which became effective as of January 1,2008. Seismic Design Parameters The 2007 California Building Code (CBC) differs from the building code that was applicable at the time of the previous reports with regard to seismic design parameters and procedures. Therefore, the seismic design parameters presented in the referenced report are updated and replaced by the parameters presented below. The proposed structure should be designed to resist earthquake loads in accordance with the minimum standards of §1613 of the 2007 CBC and ASCE 7. Seismic design parameters for the Site were evaluated using the USGS Earthquake Ground Motion Parameter Calculator (Version 5.0.9). Seismic design parameters were calculated based on the following input parameters: Site Location: Latitude = 33.1635694° Longitude = -117.3398333° Site Class: C (very dense soil/soft rock, 1,200 <v <2,500 ft/sec) Site Coefficients: Fa = 1.00 Fv= 1.316 The following table lists the relevant seismic design parameters, including the mapped and design spectral response accelerations for 0.2 second and 1 second periods. Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27, 2009 PageS Period 0.2 Second 1 .0 Second Mapped Spectral Response Acceleration Ss = 1.284g 81 = 0.484 g Max. Spectraf Response Acceleration SMS =1. 284 g SMi = 0.637 g Design Spectra! Response Acceleration SDS = 0.856 g Sm = 0.424 g Foundation Design Parameters Based on the soil conditions at the Site, it is our opinion that conventional shallow foundations and slab-on-ground foundations are suitable and will probably provide the most cost-effective foundation system. We understand that you are considering alternatives to conventional shallow footings and slabs for the proposed development. Our recommendations associated with the alternatives are summarized below. Conventional Footings TGI agrees with the design recommendations for footings and slabs on grade contained in the original geotechnical report. Footing design parameters for conventional shallow footings are summarized below. Parameter Minimum width Minimum embedment Allowable bearing capacity Increase in allowable bearing capacity per 6-inch increment of increased depth Increase in allowable bearing capacity per 6-inch increment of increased width Friction coefficient Passive EFP for lateral resistance Minimum Reinforcing steel Continuous footings for tstory 12 inches 12 inches 2,000 Ib/ft2 ~ — 0.35 350 Ib/ft3 Ignore upper 6" unless confined by slab or pavement 1 - No. 4 bar top and bottom Continuous footings for 2 story 12 inches 18 inches 2,500 Ib/ft2 500 Ib/ft2 200 Ib/ft2 0.35 350 Ib/ft3 Ignore upper 6" unless confined by slab or pavement 2 - No. 4 bars top and bottom isolated spread footings2 24"x24" 18 inches 2,500 Ib/ft2 600 Ib/ft2 500 Ib/ft2 0.35 375 Ib/ft3 Ignore upper 6" unless confined by slab or pavement No. 4 bars at 12" top and bottom Floor Slabs on Grade New slab-on-grade floors should be a minimum 5-inch thick concrete slab reinforced with at least No. 3 reinforcing bars 18 inches on center in both directions. The slab section and reinforcement should be verified by the project structural engineer. New slabs-on-grade should be constructed on a prepared Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27, 2009 Page 4 subgrade consisting of a minimum of 4 inches of clean concrete sand or crushed rock over certified compacted fill. Slabs should have control joints extending at least 25% of the slab thickness spaced at intervals of no more than 15 feet. Control joints should be constructed using grooving tools (in fresh concrete) or by saw cutting as soon as the concrete is hard enough that the edges abutting the cut don't chip from the saw blade (generally 6-12 hours after finishing concrete). Exterior slabs for flatwork and walkways should be at least 4 inches thick with minimum reinforcement consisting of No. 3 reinforcing bars spaced 24 inches on center in both directions. The reinforcing steel should be placed in the upper 1/3 of the slab with at least 1 inch of concrete cover. Exterior slabs may be placed directly on a properly compacted subgrade consisting of on-site soils or approved compacted fill. Mat Slabs If the proposed structures are supported by mat slabs, we recommend that the slabs should be designed as flat concrete slabs with continuous two-way reinforcement top and bottom. The minimum embedment of the slab should be 6 inches below the lowest adjacent finished grade. Allowable bearing capacity of mat foundations with an 8 inch embedment may be interpolated from the following table: Least plan dimension (feet) 10 30 50 Allowable Bearing Capacity (lb/ft2) 450 500 575 Mat foundations designed using a discrete element method should use a soil modulus of subgrade reaction of 175 pounds/in3 (47,500 kN/m3) for certified compacted fill. Resistance to lateral loads may be calculated using a coefficient of friction of 0.35 acting on the base of the mat slab. Passive resistance on the edge of the mat slab may be combined with frictional resistance for the portion of the slab that has an embedment of more than 6 inches or where the ground surface is covered by hardscape. An equivalent fluid pressure of 350 pcf may be used for calculating passive resistance. Post-Tensioned Slabs If post-tensioned slabs on grade are utilized, we recommend that they be designed using the procedures recommended by the Post-Tensioning Institute (PTI) based on the working stress method. The following design parameters are recommended: •'' ;.'. '.:•,--.'../.'.- .'." ' ' "i'-'""'M •'., •:' •-''.' Edge Moisture Variation Distance, em Differential Soil Movement, ym Edieil 2.0 feet 0.05 inch ;/• v^$^|Jfr ::'•:•'••::• 4.5 feet 0.10 inch Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27, 2009 Page5 It is noted that the above recommendations are based on typical climatic conditions as described by the PTI recommendations and does not account for factors not related to climate. Such factors might include pre- existing vegetation, surface water drainage, irrigation of landscaping planted next to the foundation, subsurface drainage, and other factors related to homeowner maintenance. All of these factors should be considered by the designer as recommended by PTI. For "waffle" type PT slabs, edge beams should extend to at least 18 inches below the nearest adjacent grade and interior beams should extend at least 15 inches below the finished floor elevation. Resistance to lateral loads may be calculated using a coefficient of friction of 0.35 acting on the base of the mat slab. Passive resistance for PT slabs may be combined with frictional resistance for the center stiffening beams and for the portion of edge stiffening beams that have an embedment of more than 6 inches or where the ground surface is covered by hardscape. If constant section PT slabs are used, passive resistance on the edge of the slab may be combined with frictional resistance for the portion of the slab that has an embedment of more than 6 inches or where the ground surface is covered by hardscape. An equivalent fluid pressure of 350 pcf may be used for calculating passive resistance. Vapor Transmission through Slabs It is normal for the soil moisture content beneath slabs-on-ground to increase over time. Concrete slabs are permeable and moisture beneath the slab will eventually penetrate through the slab unless protective measures are taken. Capillary break layers and vapor barriers are commonly placed below slabs to limit vapor transmission through floor slabs where moisture sensitive flooring will be present. Appropriate design considerations and construction methods can reduce the amount of moisture beneath the slab. Specification of these items is not a geotechnical issue and should be addressed on the foundation plans by the structural engineer or architect. Minimum underlayment per §191 OA.1 of the 2007 CBC shall consist of a 6-mil polyethylene vapor retarder with joints lapped not less than 6 inches. We recommend that where moisture sensitive flooring is planned, the structural engineer or architect should consider specifying slab underlayment that is consistent with current recommendations and guidelines published by the American Concrete Institute (ACI) and Post-Tensioning Institute (PTI). Items that should be considered include the following: • Placement of a capillary break layer consisting of compacted clean concrete sand or %" crushed rock beneath slabs. • Placement of a plastic vapor retarder below the slab. • Whether the slab will be poured directly on the vapor retarder or on a layer of sand placed above the vapor retarder1. ' We suggest that if slabs are poured directly on the vapor retarder, the slab designer should consider using a 15-mil plastic membrane meeting all criteria of Class A per ASTM E 1745. Example products meeting these requirements include Reef Industries "Griffolyn 15MHGreen", Stego Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27,2009 Page 6 • Use of concrete admixtures, application of a curing compound and/or temporary covering of plastic sheeting to minimize the potential for differential drying and slab curl. Concrete and Steel Corrosion Soil chemical parameters in the near-surface soils on the building pads related to steel and concrete corrosion should be evaluated following completion of the grading. Based on the site conditions, we preliminarily recommend that concrete to be used for footings, slabs, stem walls and other concrete on or below grade should have an average 28- day compressive strength of 2,500 psi. Due to the potential for varying site conditions, Type II/V alkali-resistant cement should be specified. Care should be taken to provide adequate concrete placement (using vibratory methods, where approved) and embedment of reinforcing steel to reduce the potential for corrosion. Geotechnical Observation and Testing Earthwork associated with this project should be performed under the observation of a qualified geotechnical professional from our office to assure that the recommendations presented in this report are followed. Inspection and testing of the following items are of particular importance: • Keying and benching of fill into competent native deposits; • Temporary excavations and bottom of excavations prior to subgrade preparation and fill placement; • Subgrade preparation and compaction; • Placement and compaction of engineered fill; • Placement and compaction of utility backfill; • Excavation bottoms for footings; • Subgrade preparation, base placement and compaction and placement of asphalt concrete pavement in roads. Plan Review TGI should review the project plans and specifications to evaluate conformance with the recommendations presented in this report and to assess whether additional analyses or recommendations are necessary based on the final design of the planned improvements. §§§ Industries "Stego Wrap", Haven Industries "Vapor Block 10, and W.R. Meadows "Perminator". The vapor retarder should be installed in accordance with the manufacturer's specifications, including overlapping and sealing of a/I penetrations and seams. Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27, 2009 Page 7 TGI appreciates the opportunity to be of service to you. Please contact me if you have any questions. Sincerely, TAYLOR GROUP, INC. Larry R. Taylor, R.C.E., G.E. Principal Engineer GE 2602, Expires 06.30.10 Attachments: Attachment 1 - Earthwork Guidelines and Standard Details cc: Paul Longton, Studio 4 Architects Mark Swanson ATTACHMENT 1 EARTHWORK GUIDELINES AND STANDARD DETAILS Busby Subdivision, 1212 Oak Avenue, Carlsbad, California 1.0 GENERAL These guidelines and the attached standard details provide general procedures to be utilized in conjunction with the project grading plans during earthwork construction. These guidelines are a part of TGI's geotechnical report. Where conflicts exist between these guidelines and the recommendations presented in the text of the geotechnical report, the recommendations presented in the text of the geotechnical report shall take precedence. 1.1. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines and/or the recommendations of the geotechnical report. If, during the grading operations, geotechnical conditions are encountered which were not anticipated or described in the geotechnical report, the geotechnical consultant shall be notified immediately and additional recommendations, if applicable, may be provided. 1.2. It is the responsibility of the contractor to read and understand these guidelines as well as the geotechnical report and project grading plans. The contractor shall perform the grading operations in accordance with these guidelines, and shall be responsible for the quality of the finished product notwithstanding the fact that grading work will be observed and tested by the geotechnical consultant. The contractor shall not vary from these guidelines without prior recommendations by the geotechnical consultant and the approval of the client or the client's authorized representative. Recommendations by the geotechnical consultant and/or client shall not be considered to preclude requirements for approval by the jurisdictional agency prior to the execution of any changes. 1.3. It is the responsibility of the grading contractor to notify the geotechnical consultant and the jurisdictional agencies, as needed, prior to the start of work at the site and at any time that grading resumes after interruption. Each step of the grading operations shall be observed and documented by the geotechnical consultant and, where necessary, reviewed by the appropriate jurisdictional agency prior to proceeding with subsequent work. 1.4. A licensed land surveyor or civil engineer shall be retained, if required, to evaluate quantities of materials excavated during grading and/or to locate the limits of excavations. 1.5. An as-graded report should be prepared by the geotechnical consultant and signed by a Registered Engineer and/or Certified Engineering Geologist. The as-graded report will document the geotechnical consultant's observations, and field and laboratory test results, and provide conclusions regarding whether or not earthwork construction was performed in general accordance with the recommendations provided by the geotechnical consultant. Recommendations for foundation design, pavement design, subgrade treatment, etc., may also be included in the as-graded report. TAYLOR GROUP, INC. Page E-l Typical Earthwork Guidelines - Rev. 01-01-2008 2.0 DEFINITIONS The following definitions of terms are utilized in the remainder of these guidelines. CIVIL ENGINEER: CLIENT: COLLUVIUM: COMPACTION: CONTRACTOR: DEBRIS: ENGINEERED FILL: ENGINEERING GEOLOGIST: EROSION: EXCAVATION: EXISTING GRADE: FILL: FINISH GRADE: GEOFABRIC: GEOTECHNICAL CONSULTANT: GEOTECHNICAL ENGINEER: The Registered Civil Engineer or consulting firm responsible for preparation of the grading plans and surveying, and evaluating as-graded topographic conditions The developer or a project-responsible authorized representative. The client has the responsibility of reviewing the findings and recommendations made by the geotechnical consultant and authorizing the contractor and/or other consultants to perform work and/or provide services. Generally loose deposits, usually found on the face or near the base of slopes and brought there chiefly by gravity through downhill movement (see also Slopewash). The densification of a fill by mechanical means. A person or company under contract or otherwise retained by the client to perform demolition, grading, and other site improvements. The products of clearing, grubbing, and/or demolition, or contaminated soil material unsuitable for reuse as compacted fill, and/or any other material so designated by the geotechnical consultant. A fill which the geotechnical consultant or the consultant's representative has observed and/or tested during placement, enabling the consultant to conclude that the fill has been placed in substantial compliance with the recommendations of the geotechnical consultant and the governing agency requirements. A geologist registered by the state licensing agency who applies geologic knowledge and principles to the exploration and evaluation of naturally occurring rock and soil, as related to the design of civil works. The wearing away of the ground surface as a result of the movement of wind, water, and/or ice. The mechanical removal of earth materials. The ground surface configuration prior to grading. Also referred to as original grade. Any deposit of soil, rock, soil-rock blends, or other similar materials placed by man. The as-graded ground surface elevation that conforms to the grading plans. An engineering textile utilized in geotechnical applications such as subgrade stabilization and filtering. The geotechnical engineering and engineering geology consulting firm retained to provide technical services for the project. For the purpose of these guidelines, observations by the geotechnical consultant include observations by the geotechnical engineer, engineering geologist and other persons employed by and responsible to the geotechnical consultant. A licensed civil engineer and geotechnical engineer, registered by the state licensing agency, who applies scientific methods, engineering principles, and professional experience to the acquisition, interpretation, and use of knowledge of materials of the earth's crust to the resolution of engineering problems. Geotechnical engineering encompasses many of the engineering aspects of soil TAYLOR GROUP, INC. Typical Earthwork Guidelines - Rev. 01-01-2008 Page E-2 GRADING: LANDSLIDE DEPOSITS: OPTIMUM MOISTURE: RELATIVE COMPACTION: ROUGH GRADE: SHEAR KEY: SITE: SLOPE: SLOPE WASH: SLOUGH: SOIL: STABILIZATION FILL: SUBDRAIN: TAILINGS: TERRACE: TGI: TOPSOIL: WINDROW: mechanics, rock mechanics, geology, geophysics, hydrology, and related sciences. Any operation consisting of excavation, filling, or combinations thereof and associated operations. Material, often porous and of low density, produced from instability of natural or manmade slopes. The moisture content that is considered optimum to compaction operations as obtained by ASTM D-1557-07 or other standard test method recommended by the geotechnical engineer. The degree of compaction (expressed as a percentage) of a material as compared to the dry density obtained from ASTM D 1557-07 or other standard test method recommended by the geotechnical engineer. The ground surface configuration at which time the surface elevations approximately conform to the approved rough grading plan. Similar to a subsurface buttress; however, it is generally constructed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without encroaching into the lower portion of the slope. The particular parcel of land where grading is being performed. An inclined ground surface, the steepness of which is generally specified as a ratio of horizontal units to vertical units. Soil and/or rock material that has been transported down a slope by gravity assisted by the action of water not confined to channels (see also Colluvium). Loose, uncompacted fill material generated during grading operations. Naturally occurring and manmade deposits of sand, silt, clay, etc., or combinations thereof A fill mass, the configuration of which is typically related to slope height and is specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabilization fill is normally specified by a key width and depth and by a backcut angle. A stabilization fill may or may not have a back drainage system specified. Generally a pipe-and-gravel or similar drainage system placed beneath a fill along the alignment of buried canyons or former drainage channels. Non-engineered fill which accumulates on or adjacent to equipment haul roads or disposed in an uncompacted state in connection with mining and quarry operations. A relatively level bench constructed on the face of a graded slope surface for drainage and maintenance purposes Taylor Group, Inc. The upper zone of soil or bedrock materials, which is usually dark in color, loose, and contains organic materials. A row of large rocks buried within engineered fill in accordance with guidelines set forth by the geotechnical consultant. TAYLOR GROUP, INC. Typical Earthwork Guidelines- Rev. 01-01-2008 Page E-3 3.0 OBLIGATIONS OF PARTIES The parties involved in the projects earthwork activities shall be responsible as outlined in the following sections. 3.1. The client is ultimately responsible for the aspects of the project. The client or the client's authorized representative has a responsibility to review the findings and recommendations of the geotechnical consultant. The client shall authorize the contractor and/or other consultants to perform work and/or provide services. During grading the client or the client's authorized representative shall remain on site or remain reasonably accessible to the concerned parties to make the decisions that may be needed to maintain the flow of the project. 3.2. The contractor is responsible for the safety of the project and satisfactory completion of grading and other associated operations, including, but not limited to, earthwork in accordance with the project plans, specifications, and jurisdictional agency requirements. During grading, the contractor or the contractor's authorized representative shall remain on site. The contractor shall further remain accessible during non- working hours times, including at night and during days off. 3.3. The geotechnical consultant shall provide observation and testing services and shall make evaluations to advise the client on geotechnical matters. The geotechnical consultant shall report findings and recommendations to the client or the client's authorized representative. 3.4. Prior to proceeding with any grading operations, the geotechnical consultant shall be notified two working days in advance to schedule the needed observation and testing services. 3.4.1. Prior to any significant expansion or reduction in the grading operation the geotechnical consultant shall be provided with two working days notice to make appropriate adjustments in scheduling of on-site personnel. 3.4.2. Between phases of grading operations, the geotechnical consultant shall be provided with two working days notice in advance of commencement of additional grading operations. 4.0 SITE PREPARATION Site preparation shall be performed in accordance with the recommendations presented in the following sections. 4.1. The client, prior to any site preparation or grading, shall arrange and attend a pre-grading meeting between the grading contractor, the design engineer, the geotechnical consultant, and representatives of appropriate governing authorities, as well as any other involved parties. The parties shall be given two working days notice. 4.2. Clearing and grubbing shall consist of the substantial removal of vegetation, brush, grass, wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other deleterious materials from the areas to be graded. Clearing and grubbing shall extend to the outside of the proposed excavation and fill areas. 4.3. Demolition in the areas to be graded shall include removal of building structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, etc.), and other manmade surface and subsurface improvements, and the backfilling of mining shafts, tunnels and surface depressions. Demolition of utilities shall include capping or rerouting of pipelines at the project perimeter, and abandonment of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. TAYLOR GROUP, INC. Page E-4 Typical Earthwork Guidelines - Rev. 01-01-2008 4.4. The debris generated during clearing, grubbing and/or demolition operations shall be removed from areas to be graded and disposed of off site at a legal dump site. Clearing, grubbing, and demolition operations shall be performed under the observation of the geotechnical consultant. 4.5 The ground surface beneath proposed fill areas shall be stripped of loose or unsuitable soil. These soils may be used as compacted fill provided they are generally free of organic or other deleterious materials and evaluated for use by the geotechnical consultant. The resulting surface shall be evaluated by the geotechnical consultant prior to proceeding. The cleared, natural ground surface shall be scarified to a depth of approximately 8 inches, moisture conditioned, and compacted in accordance with the guidelines presented in Section 6 of these guidelines. 4.6. Where fills are to be constructed on hillsides or slopes, topsoil, slope wash, colluvium, and other materials deemed unsuitable shall be removed. Where the exposed slope is steeper than 5 horizontal units to 1 vertical unit, or where otherwise recommended by the geotechnical consultant, the slope of the original ground on which the fill is to be placed shall be keyed and benched as shown on Typical Detail A of this document and the manufactured slope shall be constructed by the contractor in accordance with the guidelines presented in Section 8 of this document. The benches shall extend into the underlying bedrock or, where bedrock is not present, into suitable compacted fill as evaluated by the geotechnical consultant. 5.0 REMOVALS AND EXCAVATIONS Removals and excavations shall be performed as recommended in the following sections. 5.1. Removals 5.1.1. Materials which are considered unsuitable shall be excavated under the observation of the geotechnical consultant in accordance with the recommendations contained herein. Unsuitable materials include, but are not necessarily limited to: dry, loose, soft, wet, organic and compressible soils; fractured, weathered and soft bedrock; and undocumented or otherwise deleterious fill materials. 5.1.2. Materials deemed by the geotechnical consultant to be unsatisfactory due to moisture conditions shall be excavated in accordance with the recommendations of the geotechnical consultant, watered or dried as needed, and mixed to generally uniform moisture content in accordance with the guidelines presented in Section 6 of this document. 5.2. Excavations 5.2.1 Temporary excavations in firm fill or natural materials may be made with vertical side slopes not more than 5 feet high or deep unless otherwise recommended by the geotechnical engineer. To satisfy CAL OSHA requirements, any excavation deeper than 5 feet shall be shored or laid back at a 1: 1 inclination or flatter, depending on material type, if construction workers are to enter the excavation. 6.0 COMPACTED FILL Fill shall be constructed as specified below or by other methods recommended by the geotechnical consultant. Unless otherwise specified, fill soils shall be compacted to 90 percent or greater relative compaction, as evaluated in accordance with ASTM Test Method D1557-07 or other standard test method recommended by the geotechnical engineer. TAYLOR GROUP, INC. Page E-5 Typical Earthwork Guidelines - Rev. 01-01-2008 6.1. Prior to placement of compacted fill, the contractor shall request an evaluation of the exposed ground surface by the geotechnical consultant. Unless otherwise recommended, the exposed ground surface shall then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve generally uniform moisture conditions at or near the optimum moisture content. The scarified materials shall then be compacted to 90 percent or greater relative compaction. The evaluation of compaction by the geotechnical consultant shall not be considered to preclude any requirements for observation or approval by governing agencies. It is the contractor's responsibility to notify the geotechnical consultant and the appropriate governing agency when project areas are ready for observation, and to provide reasonable time for that review. 6.2. Excavated on-site materials which are in general compliance with the recommendations of the geotechnical consultant may be utilized as compacted fill provided they are generally free of organic or other deleterious materials and do not contain rock fragments greater than 6 inches in dimension. During grading, the contractor may encounter soil types other than those analyzed during the preliminary geotechnical study. The geotechnical consultant shall be consulted to evaluate the suitability of any such soils for use as compacted fill. 6.3. Where imported materials are to be used on site, the geotechnical consultant shall be notified three working days in advance of importation in order that it may sample and test the materials from the proposed borrow sites. No imported materials shall be delivered for use on site without prior sampling, testing, and evaluation by the geotechnical consultant. 6.4. Soils imported for on-site use shall preferably have very low to low expansion potential (based on UBC Standard 18-2 test procedures). Lots on which expansive soils may be exposed at grade shall be undercut 4 feet or more and capped with very low to low expansion potential fill. Details of the undercutting are provided in Typical Detail B of these guidelines. In the event expansive soils are present near the ground surface, special design and construction considerations shall be utilized in general accordance with the recommendations of the geotechnical consultant. 6.5 Fill materials shall be moisture conditioned to near optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors. Moisture conditioning of fill soils shall be generally uniform in the soil mass. 6.6. Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill shall be prepared to receive fill. Preparation may include removal and/or scarification, moisture conditioning, and recompaction. 6.7. Compacted fill shall be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift shall be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic- tired rollers, or other appropriate compacting rollers, to the specified relative compaction. Successive lifts shall be treated in a like manner until the desired finished grades are achieved. 6.8. Fill shall be tested in the field by the geotechnical consultant for evaluation of general compliance with the recommended relative compaction and moisture conditions. Field density testing shall conform to current standardized test methods such as ASTM D 1556 (Sand Cone method), ASTM D 2937 (Drive-Cylinder method), and/or ASTM D 2922 and D 3017 (Nuclear Gauge method). Generally, one test shall be provided for approximately every 2 vertical feet of fill placed, or for approximately every 1000 cubic yards of fill placed. In addition, on slope faces one or more tests shall be taken for approximately every 10,000 square feet of slope face and/or approximately every 10 vertical feet of slope height. Actual test intervals may vary as field conditions dictate. Fill found to be out of conformance with the grading recommendations shall be removed, moisture conditioned, and compacted or otherwise handled to accomplish general compliance with the grading recommendations. TAYLOR GROUP, INC. Page E-6 Typical Earthwork Guidelines - Rev. 01-01-2008 6.9. The contractor shall assist the geotechnical consultant by excavating suitable test pits for removal evaluation and/or for testing of compacted fill. 6.10. At the request of the geotechnical consultant, the contractor shall "shut down" or restrict grading equipment from operating in the area being tested to provide adequate testing time and safety for the field technician. 6.11. The geotechnical consultant shall maintain a map with the approximate locations of field density tests. Unless the client provides for surveying of the test locations, the locations shown by the geotechnical consultant will be estimated. The geotechnical consultant shall not be held responsible for the accuracy of the horizontal or vertical location or elevations. 6.12 Grading operations shall be performed under the observation of the geotechnical consultant. Testing and evaluation by the geotechnical consultant does not preclude the need for approval by or other requirements of the jurisdictional agencies. 6.13. Fill materials shall not be placed, spread or compacted during unfavorable weather conditions. When work is interrupted by heavy rains, the filling operation shall not be resumed until tests indicate that moisture content and density of the fill meet the project guidelines. Re-grading of the near-surface soil may be needed to achieve the specified moisture content and density. 6.14. Upon completion of grading and termination of observation by the geotechnical consultant, no further filling or excavating, including that planned for footings, foundations, retaining walls or other features, shall be performed without the involvement of the geotechnical consultant. 6.15. Fill placed in areas not previously viewed and evaluated by the geotechnical consultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removal of the unobserved and undocumented fill will be decided based upon review of the field conditions by the geotechnical consultant. 6.16. Off-site fill shall be treated in the same manner as recommended in these guidelines for on-site fills. Off-site fill subdrains temporarily terminated (up gradient) shall be surveyed for future locating and connection. 6.17. Prior to placement of a canyon fill, a subdrain shall be installed in bedrock or compacted fill along the approximate alignment of the canyon bottom as recommended by the geotechnical consultant. Details of subdrain placement and configuration have been provided in Typical Detail C of these guidelines. 6.18. Transition (cut/fill) lots shall generally be undercut 4 feet or more below finished grade to provide a generally uniform thickness of fill soil in the pad area. Where the depth of fill on a transition lot exceeds 15 feet, overexcavation may be increased as recommended by the geotechnical consultant. Details of the undercut for transition lots are provided in Typical Detail B of these guidelines. 7.0 OVERSIZED MATERIAL Oversized material shall be placed in accordance with the following recommendations. 7.1. During the course of grading operations, rocks or similar irreducible materials greater than 6 inches in dimension (oversized material) may be generated. These materials shall not be placed within the compacted fill unless placed in general accordance with the recommendations of the geotechnical consultant. 7.2. Where oversized rock (greater than 6 inches in dimension) or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off site, or on site in areas designated as "Nonstructural Rock Disposal Areas." Rock designated for disposal areas shall be placed with sufficient TAYLOR GROUP, INC. Page E-7 Typical Earthwork Guidelines - Rev. 01-01-2008 sandy soil to generally fill voids. The disposal area shall be capped with at least 8 feet of fill which is generally free of oversized material. 7.3. Rocks 6 inches in dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that there is no nesting of rock. Fill shall be placed and compacted over and around the rock. The amount of rock greater than 3/4-inch in dimension shall generally not exceed 40 percent of the total dry weight of the fill mass, unless the fill is specially designed and constructed as a "rock fill." 7.4. Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in maximum dimension generated during grading may be placed in windrows and capped with fill materials in accordance with the recommendations of the geotechnical consultant, the approval of the governing agencies, and Typical Detail D of these guidelines. Selected native or imported granular soil (Sand Equivalent of 30 or higher) shall be placed and flooded over and around the windrowed rock such that voids are filled. Windrows of oversized materials shall be staggered so that successive windrows of oversized materials are not in the same vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4 feet or smaller before placement, or they shall be disposed of off site. 8.0 SLOPES The following sections provide recommendations for cut and fill slopes. 8.1. Cut Slopes 8.1.1. Unless otherwise recommended by the geotechnical consultant and accepted by the building official, permanent cut slopes shall not be steeper than 2:1 (horizontahvertical). The recommended height of a cut slope shall be evaluated by the geotechnical consultant. Slopes in excess of 30 feet high shall be provided with terrace drains (swales) in accordance with the recommendations presented in the Uniform Building Code, Section 3315 and the details provided in Typical Detail E of these guidelines. 8.1.2. The geotechnical consultant shall observe cut slopes during excavation. The geotechnical consultant shall be notified by the contractor prior to beginning slope excavations. 8.1.3 If excavations for cut slopes expose loose, cohesionless, significantly fractured, or otherwise unsuitable materials, overexcavation of the unsuitable material and replacement with a compacted stabilization fill shall be evaluated and may be recommended by the geotechnical consultant. Unless otherwise specified by the geotechnical consultant stabilization fill construction shall be in general accordance with the details provided on Typical Detail E of these guidelines. 8.1.4. If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered in the slopes which were not anticipated in the preliminary evaluation report, the geotechnical consultant shall evaluate the conditions and provide appropriate recommendations. Earthwork operations may be temporarily suspended during the geotechnical evaluation. 8.2. Fill Slopes 8.2.1. When placing fill on slopes steeper than 5:1 (horizontal:vertical), topsoil, slope wash colluvium, and other materials deemed unsuitable shall be removed. Near-horizontal keys and near-vertical benches shall be excavated into sound bedrock or firm fill material, in accordance with the recommendation of the geotechnical consultant. Keying and benching shall be accomplished in general accordance with the details provided on Typical Detail A of these guidelines. Compacted fill shall not be placed in an area subsequent to keying and benching until the area has been observed by the geotechnical consultant. Where the natural gradient of a slope is less than 5:1, TAYLOR GROUP, INC. Page E-8 Typical Earthwork Guidelines - Rev. 01-01-2008 benching is generally not required. However, fill shall not be placed on compressible or otherwise unsuitable materials left on the slope face. 8.2.2. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a temporary slope, benching shall be conducted in the manner described in Section 8.2.1. A 3-foot or higher near-vertical bench shall be excavated into the documented fill prior to placement of additional fill. 8.2.3. Unless otherwise recommended by the geotechnical consultant and by the building official, permanent fill slopes shall not be steeper than 2:1 (horizontal:vertical). The height of a fill slope shall be evaluated by the geotechnical consultant. Slopes in excess of 30 feet high shall be provided with terrace drains (swales) and backdrains in accordance with the recommendations presented in the Uniform Building Code, Section 3315 and the details provided in Typical Detail E of these guidelines. 8.2.4. Unless specifically recommended otherwise, compacted fill slopes shall be overbuilt and cut back to grade, exposing firm compacted fill. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes shall be overexcavated and reconstructed in accordance with the recommendations of the geotechnical consultant. The degree of overbuilding may be increased until the desired compacted slope face condition is achieved. Care shall be taken by the contractor to provide mechanical compaction as close to the outer edge of the overbuilt slope surface as practical. 8.2.5. If access restrictions, property line location, or other constraints limit overbuilding and cutting back of the slope face, an alterative method for compaction of the slope face may be attempted by conventional construction procedures including backrolling at intervals of 4 feet or less in vertical slope height, or as dictated by the capability of the available equipment, whichever is less. Fill slopes shall be backrolled utilizing a conventional sheepsfoot-type roller. Care shall be taken to maintain the specified moisture conditions and/or reestablish the same, as needed, prior to backrolling. 8.2.6. The placement, moisture conditioning and compaction of fill slope materials shall be done in accordance with the recommendations presented in Section 6 of these guidelines. 8.2.7. The contractor shall be ultimately responsible for placing and compacting the soil out to the slope face to obtain a relative compaction of 90 percent or greater (as evaluated by ASTM D 1557 or other standard test method recommended by the geotechnical engineer) and at the recommended moisture content in accordance with Section 6. The geotechnical consultant shall perform field moisture and density tests at intervals of at least one test for approximately every 10,000 square feet of slope face and/or approximately every 10 feet of vertical height of slope. 8.2.8. Backdrains shall be provided in fill slopes in accordance with the details presented on Typical Detail A of these guidelines, or as recommended by the geotechnical consultant. 8.3. Top-of-Slope Drainage 8.3.1. Surface water runoff shall not be permitted to flow over the tops of slopes. For pad areas above slopes, positive drainage shall be established away from the top of slopes. This may be accomplished constructing a berm at the top of slopes and grading the pad to achieve a gradient of 2 percent or steeper away from the top of slopes. 8.3.2. Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect surface runoff away from the slope face where drainage devices are not otherwise provided. TAYLOR GROUP, INC. Page E-9 Typical Earthwork Guidelines - Rev. 01-01-2008 8,4. Slope Maintenance 8.4.1. In order to enhance surficial slope stability, slope planting shall be accomplished as soon as practical following the completion of grading. Slope plants shall consist of deep rooting, variable root depth, and drought-tolerant vegetation. Native vegetation is generally desirable. Plants native to semiarid and areas may also be appropriate. Large-leafed ice plant should not be used on slopes. A landscape architect shall be consulted regarding the actual types of plants and planting configuration to be used. 8.4.2. Irrigation pipes shall be anchored to slope faces and not placed in trenches excavated into slope faces. Slope irrigation shall be maintained at a level just sufficient to support plant growth. Property owners shall be made aware that over watering of slopes is detrimental to slope stability. Slopes shall be monitored regularly and broken sprinkler heads and/or pipes shall be repaired immediately. 8.4.3. Periodic observation of landscaped slope areas shall be planned and appropriate measures taken to enhance growth of landscape plants. 8.4.4. Graded swales at the top of slopes and terrace drains shall be installed and the property owners notified that the drains shall be periodically checked so that they may be kept clear. Damage to drainage improvements shall be repaired immediately. To reduce siltation, terrace drains shall be constructed at a gradient of 3 percent or steeper, in accordance with the recommendations of the project civil engineer. 8.4.5. If slope failures occur, the geotechnical consultant shall be contacted immediately for field review of site conditions and development of recommendations for evaluation and repair. 9.0 TRENCH BACKFILL The following sections provide recommendations for backfilling of trenches. 9.1. Trench backfill shall be placed in accordance with local agency requirements and the recommendations of the geotechnical report. In general, trench backfill shall consist of granular soils (bedding) extending from the trench bottom to 1 or more feet above the pipe. On-site or imported fill which has been evaluated by the geotechnical consultant may generally be used above the granular backfill. The cover soils directly in contact with the pipe shall be classified as having a very low expansion potential, in accordance with UBC Standard 18-2, and shall contain no rocks or chunks of hard soil larger than 3/4-inch in diameter. 9.2 Trench backfill shall, unless otherwise recommended, be compacted by mechanical means to 90 percent or greater relative compaction as evaluated in accordance with ASTM D 1557 or other standard test method recommended by the geotechnical engineer. Backfill soils shall be placed in loose lifts 8-inches thick or thinner, moisture conditioned, and compacted in accordance with the recommendations of Section 6 of these guidelines. The backfill shall be tested by the geotechnical consultant at vertical intervals of approximately 2 feet of backfill placed and at spacing along the trench of approximately 100 feet in the same 9.3. Jetting or flooding is generally not recommended for densification of trench backfill and shall not be done unless approved by the geotechnical engineer. Jetting or flooding may only be allowed if trench backfill soils are sufficiently free-draining and provisions have been made for adequate dissipation of the water utilized in the jetting or flooding process. 9.4. If it is decided that jetting may be utilized, granular material with a sand equivalent greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall generally be considered for trenches 2 feet or TAYLOR GROUP, INC. Page E-io Typical Earthwork Guidelines - Rev. 01-01-2008 narrower in width and 4 feet or shallower in depth. Following jetting operations, trench backfill shall be mechanically compacted to the specified compaction to finish grade. 9.5. Trench backfill which underlies the zone of influence of foundations shall be mechanically compacted to 90 percent or greater relative compaction, as evaluated in accordance with ASTM D 1557 or other standard test method recommended by the geotechnical engineer. The zone of influence of the foundations is generally defined as the zone defined by a 1:1 downward projection from the inner and outer edges of the foundation. 9.6. Trench backfill beneath slab areas shall be compacted by mechanical means to a relative compaction of 90 percent or greater relative compaction, as evaluated in accordance with ASTM D 1557 or other standard test method recommended by the geotechnical engineer. For minor interior trenches less than 3 feet deep, density testing may be omitted or spot testing may be performed, as deemed appropriate by the geotechnical consultant. 9.7. When compacting soil in close proximity to utilities, care shall be taken by the grading contractor so that mechanical methods used to compact the soils do not damage the utilities. If the utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, then the grading contractor may elect to use light mechanical compaction equipment or, with the approval of the geotechnical consultant, cover the conduit with clean granular material. These granular materials shall be jetted in place to the top of the conduit in accordance with the recommendations of Section 9.4 prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review by the geotechnical consultant and the utility contractor, at the time of construction. 9.8 Clean granular backfill and/or bedding materials are not recommended for use in trenches on slopes unless provisions are made for a drainage system to mitigate the potential for buildup of seepage forces or piping of backfill materials. 9.9. The contractor shall exercise the specified safety precautions, in accordance with OSHA Trench Safety Regulations, while conducting trenching operations. Such precautions include shoring or laying back trench excavations at 1: 1 or flatter, depending on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant is not responsible for the safety of trench operations or stability of the trenches. 10.0 DRAINAGE The following sections provide recommendations pertaining to site drainage. 10.1. Canyon subdrain systems recommended by the geotechnical consultant shall be installed in accordance with the Canyon Subdrain Detail, Typical Detail C, provided in these guidelines. Canyon subdrains shall be installed to conform to the approximate alignment and details shown on project plans. The actual subdrain location shall be evaluated by the geotechnical consultant in the field during grading. Materials specified in the attached Canyon Subdrain Detail shall not be changed or modified unless so recommended by the geotechnical consultant. Subdrains shall be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the surveys prior to commencement of filling over the subdrains. 10.2. Typical backdrains for stability, side hill, and shear key fills shall be installed in accordance with the details provided on Typical Detail A and Typical Detail E of these guidelines. 10.3. Roof, pad, and slope drainage shall be directed away from slopes and structures to suitable discharge areas by non-erodible devices (e.g., gutters, downspouts, concrete swales, etc.). TAYLOR GROUP, INC. Page E 11 Typical Earthwork Guidelines - Rev, 01-01-2008 10.4. Positive drainage adjacent to structures shall be established and maintained. Positive drainage may be accomplished by providing drainage away from the foundations of the structure at a gradient of 2 percent or steeper for a distance of 5 feet or more outside the building perimeter, further maintained by a graded swale leading to an appropriate outlet, in accordance with the recommendations of the project civil engineer and/or landscape architect. 10.5. Surface drainage on the site shall be provided so that water is not permitted to pond. A gradient of 2 percent or steeper shall be maintained over the pad area and drainage patterns shall be established to remove water from the site to an appropriate outlet. 10.6. Care shall be taken by the contractor during finish grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices of a permanent nature on or adjacent to the property. Drainage patterns established at the time of finish grading shall be maintained for the life of the project. Property owners shall be made very clearly aware that altering drainage patterns may be detrimental to slope stability and foundation performance. 11.0 SITE PROTECTION The site shall be protected as outlined in the following sections. 11.1. Protection of the site during the period of grading shall be the responsibility of the contractor unless other provisions are made in writing and agreed upon among the concerned parties. Completion of a portion of the project shall not be considered to preclude that portion or adjacent areas from the need for site protection, until such time as the project is finished as agreed upon by the geotechnical consultant, the client, and the regulatory agency. 11.2. The contractor is responsible for the stability of temporary excavations. Recommendations by the geotechnical consultant pertaining to temporary excavations are made in consideration of stability of the finished project and, therefore, shall not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant shall also not be considered to preclude more restrictive requirements by the applicable regulatory agencies. 11.3. Precautions shall be taken during the performance of site clearing, excavation, and grading to protect the site from flooding, ponding, or inundation by surface runoff. Temporary provisions shall be made during the rainy season so that surface runoff is away from and off the working site. Where low areas cannot be avoided, pumps shall be provided to remove water as needed during periods of rainfall. 11.4. During periods of rainfall, plastic sheeting shall be used as needed to reduce the potential for unprotected slopes to become saturated. Where needed, the contractor shall install check dams, desilting basins, riprap, sandbags or other appropriate devices or methods to reduce erosion and provide the recommended conditions during inclement weather. 11.5. During periods of rainfall, the geotechnical consultant shall be kept informed by the contractor of the nature of remedial or precautionary work being performed on site (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). 11.6. Following periods of rainfall, the contractor shall contact the geotechnical consultant and arrange a walk- over of the site in order to visually assess rain-related damage. The geotechnical consultant may also recommend excavation and testing in order to aid in the evaluation. At the request of the geotechnical consultant, the contractor shall make excavations in order to aid in evaluation of the extent of rain-related damage. TAYLOR GROUP, INC. Page E-12 Typical Earthwork Guidelines- Rev. 01-01-2008 11.7. Rain- or irrigation-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions noted by the geotechnical consultant. Soil adversely affected shall be classified as "Unsuitable Material" and shall be subject to overexcavafion and replacement with compacted fill or to other remedial grading as recommended by the geotechnical consultant. 11.8. Relatively level areas where saturated soils and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated to competent materials as evaluated by the geotechnical consultant. Where adverse conditions extend to less than 1 foot in depth, saturated and/or eroded materials may be processed in-place. Overexcavated or in-place processed materials shall be moisture conditioned and compacted in accordance with the recommendations provided in Section 6. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. 11.9. Slope areas where saturated soil and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where adversely affected materials exist to depths of 1 foot or less below proposed finished grade, remedial grading by moisture conditioning in-place and compaction in accordance with the appropriate specifications may be attempted. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. As conditions dictate, other slope repair procedures may also be recommended by the geotechnical consultant. 11.10 During construction, the contractor shall grade the site to provide positive drainage away from structures and to keep water from ponding adjacent to structures. Water shall not be allowed to damage adjacent properties. Positive drainage shall be maintained by the contractor until permanent drainage and erosion reducing devices are installed in accordance with project plans. TAYLOR GROUP, INC. Page E-13 Typical Earthwork Guidelines - Rev. 01-01-2008 A. BENCHED FILL OVER NATURAL SLOPE Fill slope per grading plan Unsuitable material (e.g., slopewash) Competent ground (as determined by Geotechnical Engineer) 10' min. width Inclined 2% into slope 2' min- B. BENCHED FILL OVER EXISTING FILL SLOPE Benching shall be required when existing fill slopes are equal to or exceed 5:1 (20%) or when otherwise recommended by the Geotechnical Engineer or Geologist Fill slope per grading plan Unsuitable material (e.g., slopewash) Competent ground (as determined by Geotechnical Engineer) Setback per grading code 10' min. width Inclined 2% into slope 3' min. TYPICAL DETAIL A BENCHING AND KEYWAY FOR FILL SLOPES TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS A. MAXIMUM FILL THICKNESS BENEATH STRUCTURE LESS THAN 15 FEET -Original ground surface DDDD !DD DUan ' ^"^'^ '&&'•'•:'-"'.V-:'>>•''>>•:'>'.'.••;'>>•''>>•''>>•''/'C O M'P A C T E D: ^-^^^•"•'•'•"•'••"•'••"•'/-"^D<15feet;:;V:....FILL ;; Overexcavate to provide a minimum fill cap thickness of 4 feet or 2 feet below the base of footings, whichever is greater. The lateral limits of the fill cap shall extend at least 5 feet beyond the footprint of structures.Unsuitable material (e.g., slopewash) Competent ground- fas determined by Geotechnical Engineer) B. MAXIMUM FILL THICKNESS BENEATH STRUCTUREMORE THAN 15 FEET iv'(8feet'max'.j'; Overexcavate to provide a minimum fill cap thickness of D/3 feet, up to a maximum thickness of 10 feet. Lateral limits of fill cap to extend at least 10 feet beyond footprint of structures. .••••.-..••••.•..COMPACT D . Unsuitable material (e.g., slopewash) Competent ground fas determined by Geotechnical Engineer) TYPICAL DETAIL B OVEREXCAVATION OF CUT/FILL TRANSITION BENEATH STRUCTURE TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS SUBDRAIN Final grade per grading plan Competent ground (as determined by Geotechnical Engineer) Unsuitable material (e.g., slopewash) Perforated PVC pipe. Min. 1% slope See subdrain detail this sheet Subdrain Pipe Requirements Run Length <500 feet 500- 1,250 feet > 1,250 feet Minimum Pipe Diameter 4 inches 6 inches 8 inches NOTE: Downstream 25' of subdrain pipe shall be solid (non-perforated) pipe and downstream 25 feet of subdrain trench shall be backfilled with fine-grained soil to be approved by Geotechnical Engineer. SUBDRAIN TRENCH DETAILS Geotextile filter fabric as recommended by Geotechnical Engineer Crushed rock as recommended by Geotechnical Engineer Min. 4" diameter SCH 40 PVC perforated pipe. Perforations on bottom of pipe. TYPICAL DETAIL C CANYON SUBDRAIN TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS A. TYPICAL PAD SECTION SHOWING OVERSIZED ROCK ZONES Finished grade ZONE 'B1 MATERIAL ZONE W: ZONE 'B': COMPACTED FILL WITH ROCKS 6 INCHES OR LESS IN MAXIMUM DIMENSION OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. COMPACTED FILL WITH OVERSIZED ROCKS AND/OR CONCRETE FRAGMENTS BETWEEN 6" AND 48" IN MAXIMUM DIMENSON MAY BE PLACED IN WINDROWS AND SURROUNDED BY GRANULAR FILL WITH SAND EQUIVALENT OF 30 OR MORE DENSIFIED BY FLOODING. WINDROWS MAY BE UP TO 100 FEET IN LENGTH AND SHALL BE STAGGERED AS ILLUSTRARED. B. WINDROW Oversized rock 6" to 48" (max) Granular fill with min. Sand Equiiv. of 30 compacted by flooding Firm natural ground or compacted fill TYPICAL DETAIL D OVERSIZE ROCK OR CONCRETE PLACEMENT IN FILLS TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS - Compacted Fill 30' max. Drainage terrace on slopes more than 30' high Non-perforated outlet pipe Adverse Bedding or Weak Plane ^ABS or PVC non-perforated outlet pipe;_ ^ ^ JOBHuax. o.c. horiz. / 30' max. o.c. vert. (as determined by Geotechnical Engineer) See subdrain / backdrain detai this sheet Keyway Width (151 min. width) Inclined 2% into slope Depth of Keyway (5' min.) NOTES: Dimensions of all buttress or stabilization fills shall be specied by the Geotechnical Engineer. Dimensions as shown on plans may be changed by the Geotechnical Engineer based on conditions observed in the field during construction. BACKDRAIN / SUBDRAIN DETAIL 6" min. overlap • Filter fabric 6" min. ....„.„..„.„.3/4 crushed rock 4" min. NOTES: - 4" perforated pipe (perforations facing down) 4" solid pipe Subdrain shall be ABS, PVC or approved equivalent. Use Class 125/SDR 32.5 or Schedule 40 PVC pipe for burial depth of 40 feet or less. Use Class 200/SDR 21 or Schedule 80 PVC pipe for burial depth up to 100 feet. Subdrain pipe shall be surrounded by 3/4" crushed rock wrapped in a filter fabric envelope consisting of Mirifi 140N or approved equivalent. Filter fabric envelope may be deleted if material meeting the requirements for Caltrans Class 2 Permeable Material is used in place of 3/4" crushed rock. Volume of gravel shall be at least 4 cu. ft. per ft. TYPICAL DETAIL E BUTTRESS OR STABILIZATION FILL TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS JUN-08-2009 HON 12:25 PM CITY OF CARSLBAD FAX HO, 760 602 8558 P, 02 4V • City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. . Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: SPEC HOME CB090722 1204 (1206) OAK AVE 156 180 50 00 OAK AVENUE VENTURE, LLC NEW SFD W/ 2ND DWELLING UNIT 2 New Dwelling Units 4,002 Square Feet of Living Area in New Dwelling Second Dwelling Unit: 640 Square Feet of Living Area in SDU Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Net Square Feet New Area Square Feet Floor Area fiflt QULMO^Date: Carlsbad Unified School District 622S El Camino Real Carlsbad CA 92009 (331-5000) OOL DISTRICTS WITHIN THE CITY OF CARLSBAD Vista Unified School District 1234 Araidia Drive Vista CA 92Q83 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Oolcc (By Appt. Only) Encinitas Union School District 101 South Rancho Santa Fe Rd Enciniias, CA 92024 (944-4300 ext 166) San Diegiiito Union High School District 710 Encitiitas Blvd. Enciniets, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration {"Owner") certifies under penalty of perjury that (1) the information provided above Is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner Is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Revised 3/30/2006 Date: JUN-08-2009 MON 12:26 PN CITY OF CARSLBAD FAX NO. 760 602 8558 P. 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school districts})******************************************************»**#*^**»»*#**********^**#******************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT; The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project, SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT ASSISTANT SUPERINTENDENTNAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOLDBIMCT 6225 ELCAMINO REAL CARLSBAD, CA 92009 PHONE NUMBER Revised 3/30/2006 CB090722 1204 OAKAV SPEC HOME-4002 SFD, 6« SF 2DU ATTACHED, 1302 SF GAR, 1918 SF ROOF»DECK, 876 SF t Approved DM* Building £ /3LO/<> Planning Engineering Fire F.O.G. HazMat APCD Health Fomu/Feei Sent CFD Fire FOG HazMat/Health Health LOA PFF PE&M School faff Sewer Stormwater Comments Building Planning Engineering <fS&^~*\ } fj!S J (f/rtfo I? Y ^i >•tfn^l> ' /L/A /"A «/A- /?4 ',* ** Rec'd Du A/ f A- —- —_ f)'e)S'-f^M (olKlcQ Date (fir » A rtO< oln&i Date ^|<*/pfl ^ -«**"-W ;T-i*'^ I Need? ) ^f)Llj> 5ftf& <f |_ 5 -£ft-Cff "7*" yyr*" f"*/j ii-- » r (~5 DMl f? /h /J«r/- 5r,T<r Application Complete? Fees Complete? r y N N 10-29-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR09088 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: CHARLIE WILSON 760-580-6616 1204OAKAVCBAD PCR 1561805000 $0.00 CB090722 Lot#: Construction Type:5B CHANGE DETAIL FOR FOOTING FOR MAIN HOUSE Status: ISSUED Applied: 07/07/2009 Entered By: JMA Plan Approved: 07/08/2009 Issued: 07/08/2009 Inspect Area: Owner: OAK AVE VENTURE L L C C/0 ADELE FISCHBACH 1821 S COAST HWY OCEANSIDE CA 92054 Plan Check Revision Fee Additional Fees $0.00 $0.00 Total Fees:$0.00 Total Payments To Date:$0.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3,32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad Plan Check Revision No. Project Address _ Building Department Original Plan Check No.. : Date.~O7~ Name of Business at Project Address Contact LflAsJ/e &J< /j£W Ph 7<$O ax 76 O Email Contact Address City Zip General Scope of Work Of D Z?/? *J/9 /tid7~*rJ6 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: Plans Calculations Soils Other 2 Describe revisions in detail rjZfay £'£ '/T^1 (~ /O/^ /ods/rJC' / /7 , £/&'fl£rJ O 62 c/X-7— / ^^ 9 ^ /) . / s? j_ f. W //?(< IO// / O n <• ^%/ " xyA/c/ /cxJTf A/6 f'-j ' ' s^f 3 List page(s) where each revision is shown , 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project? O Yes O Does this revision add ANY new floor area(s)? O Yes Q No 7 Does this revision affect any fire related issues? | | Yes | | No O Is this a complete set? | | Yes | | No No ^Signature 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 To: City of Carlsbad BUILDING DEPARTMENT 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-7541 / Fax: 760-602-8558 Plan Check Comments / 2OO7 Codes From: Steve Borossay Fax:Pages:\ Phone:Date: Address: CONTACT HOURS FOR STEVE BOROSSAY: TUiSDAY THROUGH FRIDAY: 1PM *«* Please make corrections referred to below and run TWO new prints. If red marks are on plans as a part of this Plan Check response please return red marked set with the new prints. »»« This is a BUILDING REVIEW ONLY. Comments or approval do not apply to any other City department review. For information on the status of approval from other departments please contact staff ©760-602-2717 / 2718 / 2719. 3 n> w t) 08-20-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR09l 11 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: 1204 OAK AVCBAD PCR 1561805000 $0.00 CB090722 Lot#: Construction Type:5B VARIOUS CONSTRUCTION CHANGES Status: ISSUED Applied: 08/17/2009 Entered By: JMA Plan Approved: 08/20/2009 Issued: 08/20/2009 Inspect Area: Applicant: PAUL LONGTON Owner: BUSBY GENE 1212OAKAVE CARLSBAD CA 92008 760-722-4904 Plan Check Revision Fee Additional Fees $65.00 $0.00 Total Fees:$65.00 Total Payments To Date:$65.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired, PLANNING/ENGINEERING APPROVALS PERMIT NUMBER PCR 09-111 DATE 08/17/09 ADDRESS 1204 & 1206 Oak Av RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER interior revisions-solar panels on roof deck, not above guard rail height PLANNER Gina jRui DATE 8/17/09 ENGINEER DATE I(:\ADMIN\COONTEB/PUNNING/EN(',INEERIN(; APPROVALS To: City of Carlsbad BUILDING DEPARTMENT 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-7541 / Fax: 760402-8558 Plan Chech Comments / 2OO7 Codes (_O"T~ ^T- From: Steve Borossay Page* ( CONTACT MOORS FOR STEVE BOROSSAY: TUESDAY THROUGH FRIDAY: 1PM - 5PM •> Please make corrections referred to below and run TWO new prints. If red marks are on plane as a part of this Plan Check response please return red marked set with the new prints. •> Thi« to • BUILDING REVIEW ONLY. Comment* or annroval do not apply to «ny nth«r City department review. For Information on the status of approval from other departments please contact staff Q760-602-2717 / 2718 / 2719. ^R o 00 f *••,. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No Project Address l^A. 4 Contac . f^\. ^Orii Contact Address Pn~lfc6/"fcZ,4qoA. Or riginal Plan Check No.)/ Date Email K . M / Zip General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. Elements revised: ^ Plans n Calculations r Soils Energy Other. Describe revisions in detail List page(s) where each revision is shown List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project? 6 Does this revision add ANY new floor area(s)? Q Yes 7 Does this revision affect any fire related issues? G Yes 8 Is this a comlee-3et?^e-~ No ^Signature No 1635 Faraday Avenue/€arlsbad,Phone: 760-602-27 17/2718/2719 www.carlsbadca.gov Fax: 760-602-8558 PCR09111 1204 OAKAV VARIOUS CONSTRUCTION CHANGES