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1250 MAGNOLIA AVE; ; CB101500; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-10-2010 Residential Permit Permit No: CB1O1500 Building Inspection Request Line (760) 602-2725 Job Address: 1250 MAGNOLIA AV CBAD Permit Type: RESDNTL Sub Type: SFD Status: ISSUED Parcel No: 2052107500 Lot #: 0 Applied: 08/12/2010 Valuation: $312384.00 Construction Type: VN Entered By: RMA Occupancy Group: Reference #: Plan Approved: 11/10/2010 #Dwelling Units: 1 Structure Type: SFD Issued: 11/10/2010 Bedrooms: 3 Bathrooms: 2.5 Inspect Area: Project Title: PFANKUCH RES- 2857 SF, 675 SF Orig PC#: GARAGE, 305 SF PATIO Plan Check # Applicant: Owner: PFANKUCH MICHAEL J&YVETTE C REVOCABLE TRUST 06-0 PFANKUCH MICHAEL J&YVETTE C REVOCABLE TRUST 06-0 3532 DONNA DR ( 35 C4 CA 192008 RLSBAD /) CARLSBAD CA 92008 Building Permit $1,421.25 Meter Size $0.00 AddI Red. Water Con. Add'l Building Permit Fee Plan Check $923:81 Meter Fee Add'l Plan Check Fee/ $0.00 SDCWA Fee Plan Check Discount $0.00 CFD Payoff Fee Strong Motion Fee $31.24 PFF(3105540)..-" Park in Lieu Fee $0.00.PFF(4305540) Park Fee $0.00 License Tax 3104193)4i E\ LFM Fee $0.00 lLic&lse Tax (4304193 $000 tffic lmpct Fee (31 Bridge Fee Other Bridge Fee $0.00 -Trffic lrpact Fee (43 BTD #2 Fee $0.00 . Sidewalk Fee\' BTD #3 Fee $0.00 I LÜMIG if OTAI\\ ' AddI Renewal Fee $000 MECHANICAL"-TOTAL Renewal Fee $0T00\E1:ECTRIALTOTAl! Other Building Fee $000. "H6ingI?npact Eé HMP Fee f$0.00 H&ising IñLietiee Pot. Water Con. Fee 1$5,060.00, OR 1Ho6sing Credit Fee Meter Size $0.00 Sewer Fee $00 Additional Fees"' Red . Water Con. Fee FS3/4 1 Mter DThinage Fee' Add'l Pot. Water Con. Fee Green Bldg Stands (5B1473) Fee N $12.0O—____-_-çs..\ fl /— TOTAL PERMITFEES 1\\ u . Total Fees: $32,334.34 Total Payments-To. Date. $32,334.34 Balance Due: $0.00 FINAL APPROVAL Inspector: LA. Date: __________ Clearance: LA_2L, NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of tees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You,have 90 days from the date this permit was issued to protest imposition of these tees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and tile the protest and any other required information with the City Manager for processing in accordance with CaIsbad 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 tees/exactions DOES NOT APPLY to water and sewer connection tees and capacity changes, nor planning, zoning, grading or other similar application processing or service tees in connection with this project. NOR DOES IT APPLY to any $0.00 $403.00 $4,492.00 $0.00 $5,685.39 $5,248.05 $0.00 $0.00 $2,650.00 $0.00 $0.00 $175.00 $60.00 $46.00 $2,925.00 $0.00 $0.00 $551.60 $1,096.00 $1,554.00 $32,334.34 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit 11-10-2010 Permit No:SW100278 Job Address: 1250 MAGNOLIA AV CBAD Permit Type: SWPPP Status: ISSUED Parcel No: 2052107500 Lot #: 0 Applied: 08/12/2010 Reference #: Entered By: RMA CB#: CB101500 Issued: 11/10/2010 Inspect Area: Project Title: PFANKUCH RES- 2857 SF, 675 GAR Tier: 2 305 SF PATIO Priority: H Applicant: Owner: PFANKUCH MICHAEL J&YVETTE C REVOCABLE TRUST 06-0 PFANKUCH MICHAEL J&YVETTE C REVOCABLE TRUST 06-0 3532 DONNA DR 3532 DONNA DR CARLSBAD CA 92008 / CARLSBAD CA 92008 / .... Emergency Contact /. MIKE PFANKUCH 3532 DONNA DR CARLSBAD CA 92008 760-803-3532 .. . . ................./ ... .... . .. . ./ SWPPP Plan Check $324.00 SWPPP Inspections . $1,150.00 ...................................... Additional Fees $0 00 / TOTAL PERMIT FEES $1,474.00 Total Fees: $1,474.00 TotalPaiments To Date: $1,474.00 Balance Due: $0.00 ...... . ,. . ,,. . .., .'., FAL APPROVAL 't1 '1/ DATE CLEARANCE..________ Plan Check No. Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 3 JL/ CITY, OF 760-602-2717/2718/2719 -. - I.-) Al n CARLSBAD Fax: 760-602-8558 www.carIsbadca.ov 4-DateZ// I nan K. ueposi '7 , / IswPPsu) / JOB ADDRESS 112D 1414640614-IW SUITE#/SPACE#/UNIT# APN - - -00 r,2 o 5- .T/PROJECT # LOT # PHASE # I # OF UNITS i I P BEDROOMS 13 j P BATHROOMS TENANT BUSIN COW—R.SS NAME I I COW—R. TYPE I .1 I 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) S/1t16-1L- /)gM',z V e5 ii9x-'c-'-- 1 f3—'73 F (A44-L i75$ 3c7(47 EXISTO USE PROP6'ED USE GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE YES 0 # NO 'AIR CONDITIONING YES 0 NOfr' FIRE SPRINKLERS YES YNOO CONTACT NAME (If Different Fom Applicant) APPLICANT NAME 7)1,/ce /r,1kL4C1/ ADDRESS ADDRESS 3L53 ,Oi'nin"c- ,'2,'? CITY STATE ZIP CITY ,- L/41LS STATE ZIP/3,9/2 •Cf. 92aif PHONE FAX PHONE 7h) I FAX I 7 1139J7 EMAIL EMAIL ) PROPERTY OWNER. NAME CONTRACTOR BUS. NAME ADDRESS ' 3 3 C71Z 77 ADDRESS CITY ZIP STATE (2,4 CITY STATE ZIP 1/39 FAX I' / PHONE I FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS? 0 '-13 J/.ef('/)IA_'16 5i1 fJoii Zoo ie y , DC f9a4'I STATE LIC. P STATE UC.# CLASS I I I CITY BUS. LIC.# (Sec. (031.b 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 tofile 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)). - - --- 77, 1I: Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: 0 I 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. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and poliy number are: Insurance Co. Policy No. Expiration Date T i ection need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coveragei unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as provided for Section of the abor de, interest and attorney's fees. CONTRACTOR SIGNATURE ,Iq/Mt4/) d44 -. IJAGENT DATE ®GoDO((D@O CD I hereby affirm that lam exempt from Contractor's License Law for the following reason: O 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 sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of properly 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 sate. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include e address! phone! contractors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, s ervi and proe the major work (include name! address! phone! contractors' license number): I will provide some of the work, but I have contracted (hired) the followi g persons to p Ide the ork indled (include name! address! phone! type of work): of F PROPERTY OWNER SIGNATURE DAGENT DATE ) — Is the applicant or ?uture building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? CI Yes CI No Is the applicant or future biding occupant required to obtain a permit from the air pollution control district or air quality management district? CI Yes CI No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? CI Yes CI No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. (?O®(1 11000000 ci I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lenders Address 0C3C30417 GOO1?OOO&D®L) I certifythat I have read theapplicalion and statethatthe above information is conectand thatthe infonnation on the plans Is accurate. I agreeto comptywtth all City ordinances and State laws relallngto building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHIC YWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA. An OSHA permit srequired for excavations over 5'O' deep and dem itionor nof s ctuies over 3 stories in height. EXPIRATION: Every permit issued by the Building Offal under the pro sof this Code all e ire 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 ofsuch perrnitorif the buildigN or work autho i such perm s bed or abandoned al any timè after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE . DATE — 9) Inspection List Permit#: CBI0I500 Type: RESDNTL SFD PFANKUCH RES- 2857 SF, 675 SF GARAGE, 305 SF PATIO Date Inspection Item Inspector Act Comments 05/19/2011 89 Final Combo PD AP FINALED BY JOE MCMAHON @ CMI AND FIRE. 05/13/2011 308 Final - RI Sprinkler Final 05/12/2011 89 Final Combo - RI 05/12/2011 89 Final Combo PD NR 04/20/2011 27 Shower Pan/Roman Tubs PD AP 04/07/2011 23 Gas/Test/Repairs PY AP 03/15/2011 17 Interior Lath/Drywall PD AP 03/15/2011 18 Exterior Lath/Drywall PD AP 03/08/2011 16 Insulation PD AP 03/04/2011 14 Frame/Steel/Bolting/Weldin PD AP 03/04/2011 44 Rough/Ducts/Dampers PD AP 03/04/2011 84 Rough Combo PD AP 02/25/2011 22 Sewer/Water Service TP AP WATER LINE TO HOUSE 02/23/2011 22 Sewer/Water Service PD PA WATER 02/18/2011 13 ShearPanels/HD's PD AP V 02/15/2011 21 Underground/Under Floor PD PA GAS TO YARD, SEWER CONNECTIONS 02/15/2011 34 Rough Electric PD PA 02/03/2011 24 Rough/Topout V PY AP 01/18/2011 13 ShearPanels/HD's PD WC 01/18/2011 15 Roof/Reroof PD AP 11/30/2010 11 Ftg/Foundation/Piers PD AP 11/24/2010 11 Ftg/Foundation/Piers PD CA 11/23/2010 11 Ftg/Foundation/Piers PD CA 11/22/2010 12 Steel/Bond Beam PD NR 11/19/201031 Underground/Conduit-Wirin PD AP AP ON 11-18-2010 11/18/201021 Underground/Under Floor PD PA Thursday, May 19, 2011 Page 1 of 1 CITY OF CARL S—BAD . DATE: PERMIT#: i('t/cO O UNSCHEDULED BUILDING INSPECTION B-44 Development Services Building Division 1635 Faraday Avenue Carlsbad CA 92008 760-602-2700 INSPCTOJ CONTACT: PHON-E #: JOB ADDRESS: lwy of ( DESCRIPTION: CODE DESCRIPTION ACT COMMENTS fj Bldg Inspection Form Page 1 of 1 Rev. 06/09 A) r city of Carlsbad Final Bllding Inspection Dept: Building 'ii1rurigj PIa CMWD St Lite Q!7 Plan Check #: De: 05/12/2011 Permit #: CB101500 Permit Type: RESDNTL Project Name: PFANKUCH RES- 2857 SF, 675 SF Sub Type: SFD GARAGE, 305 SF PATIO Address: 1250 MAGNOLIA AV Lot: 0 Contact Person: Phone: R Sewer Dist: CA Water Dist: CA Inspe t d' Date By: Inspected:5)(3//J Approved: Disapproved: Inspected Date S S By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: _______ Disapproved: Comments: City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Li e Plan Check #: 05/12/2011 Permit #: CB101500 Permit Type: RESDNTL Project Name: PFANKUCH RES- 2857 SF, 675 SF Sub Type: SFD GARAGE, 305 SF PATIO Address: 1250 MAGNOLIA AV Lot: 0 Contact Person: Phone: Sewer Dist: CA Water Dist: CA Inspected Date Inspected: Approved: ZDisapproved: Inspected Date By: Inspected: Approved:. Disapproved: Inspected Date By: Inspected: Approved:. Disapproved: Comments: 011V of Carlsbad :' -• - I Final Building InsPection - i gieing P nning CMWD St Lite L_ Fire! MAY 122011 Dept: Build - - Plan Check#: Date:- 05/12/2011 Permit #: CBI 01500 Permit Type: RESDNTL Project Name: PFANKUCH RES- 2857 SF, 675 SF Sub Type: SFD GARAGE, 305 SF PATIO Address: 1250 MAGNOLIA AV Lot: 0 Contact Person: Phone: .. Sewer Dist: CA ,Water Dist: CA Inspected' Date - By: -f Ciiq._- Inspected: 5-13- ii Approved: approved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: EsGil Corporation In Partnersfiipwitfi Government for cBui(ding Safety DATE: SEPT. 09, 2010 U ARPUCANT JURIS. JURISDICTION: CARLSBAD U REVIEWER U FILE PLAN CHECK NO.: 10-1500 SET: II PROJECT ADDRESS: 1250 MAGNOLIA AVE. PROJECT NAME: SFR FOR PFANKUCH 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 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. El The applicant's copy of the check list has been sent to: MIKE PFANKUCH 3532 DONNA DR., CB, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MIKE Telephone #: 760-434-7986 Date contacted: (by: ) Fax #: 760-434-6617 Mail Telephone Fax In Person REMARKS: By: AL! SADRE Enclosures: EsGil Corporation EGA LEJ F] PC 9/7 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In cPartnersliip with government for Bui(iing Safety DATE: AUG. 19, 2010 JURISDICTION: CARLSBAD LI PLAN REVIEWER 0 FILE PLAN CHECK NO.: 10-1500 SET:! PROJECT ADDRESS: 1250 MAGNOLIA AVE. PROJECT NAME: SFR FOR PFANKUCH The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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. Lii 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: MIKE PFANKUCH 3532 DONNA DR., CB, CA 92008 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: MIKE Date contacted :/i "i/i (byi Mail V Telephone Faxv"In Person LI REMARKS: Telephone #: 760-434-7986 Fax #: 760-434-6617 By: AL! SADRE Enclosures: EsGil Corporation. EGA flEJ El PC 8/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 10-1500 AUG. 19, 2010 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 10-1500 PROJECT ADDRESS: 1250 MAGNOLIA AVE. R3/ U; V-B; TWO STORIES; 18' HIGH; AREA = 2857; GARAGE = 675; PATIO COVER = 305 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 8/16 AUG. 19, 2010 REVIEWED BY: AL! 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 disabled access. This plan review is based on regulations enforced by the. Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. 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: . Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring 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. . To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. , CARLSBAD 10-1500 AUG. 19, 2010 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Ll Yes U No . GENERAL RESIDENTIAL REQUIREMENTS Bathrooms shall be mechanically ventilated in accordance with the mechanical code (openable windows are no longer acceptable). CBC Section 1203.4.2.1. . MECHANICAL Show on the plans the location, type and size (BTU's) of all heating and cooling appliances or systems. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CMC Section 904.11.4. The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less that 30" x 22". CMC Section 904.11.1. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CMC Section 904.11. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CMC Section 904.11.5. . PLUMBING Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. Provide a note on plans: The control valves in bathtubs & showers combinations must be pressure balanced or thermostatic mixing valves. CPC Section 414.5 and 418.0. Specify on the plans: Water conserving fixtures: New lavatories and kitchen faucets may not exceed 2.2 GPM, and showers may not exceed 2.5 GPM of flow. CPC Section 402.0. . ENERGY CONSERVATION Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non- high efficacy fixtures switched separately. Note: Approximately % of the fixtures will be required to be of the high efficacy variety. CARLSEAD 10- 1500 AUG. 19,2010 b) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a vacancy sensor. C) All other rooms require any installed fixtures to be high efficacy or be controlled by a vacancy sensor or dimmer. (Closets under 70 square feet are exempt). d) Outdoor lighting fixtures that are attached to a building are required to be high efficacy or controlled by a combination photo-control/motion sensor. Note: Generally a high efficacy style of fixture is fluorescent, complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. All hot water piping from the heating source to the kitchen fixtures must be insulated (2" or less pipe size = 1" thick insulation; greater than 2" pipe size = 1 1/2" insulation). Prescriptive Method requirement. 12. New (2008 Energy) Residential ventilation requirements: Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing'and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. All fans installed to meet the preceding requirements must be specified at a noise rating of a maximum 1 "Sone" (for the continuous use calculation) or 3 "Sone" (for the intermittent use calculation). • STRUCTURAL REQUIREMENTS Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section A106.1.1. 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. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils, engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and C) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." CARLSBAD 10-1500 AUG. 19, 2010 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. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1) . Roof live load. Each roof live load used should be indicated. . Wind load. The following information should be provided, (Section 1603.1.4) Basic Wind speed (3-second gust), mph Wind importance factor, I, and building category Wind exposure Applicable internal pressure coefficient Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials hot specifically designed by the registered design professional Seismic design data. The following information should be provided. (Section 1603.1.5) Seismic importance factor, 'E and occupancy category Mapped spectral response accelerations Ss and S1 Site class Spectral response coefficients SDS and SD1 Seismic design category Basic seismic-force-resisting system(s) Design base shear Seismic response coefficient(s), C Response modification factor(s), R Analysis procedure used. a CITY POLICY ITEMS The use of flexible metal conduit as a grounding means must comply with City Policy 84- 36. 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). CARLSBAD 10-1500 AUG. 19,, 2010 ' New residential units müt be 'prè-plumbed f6f 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). 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). 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). 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 AL! SADRE at Esgil Corporation. Thank you. CARLSBAD 10-1500 AUG. 19,2010 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 10-1500 PREPARED BY: ALl SADRE DATE: AUG. 19, 2010 BUILDING ADDRESS: 1250 MAGNOLIA AVE. BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA (Sq.-Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 2857 GARAGE 675 PATIO 305 Air Conditioning Fire Sprinklers TOTAL VALUE 312,384 Jurisdiction Code ICB TBY Ordinance .1 Bldg. Permit Fee by Ordinance _ I $E,4 1=2 Plan Check Fee by Ordinance L.] I $923.811 Type of Review: Re, Complete Review 0 Structural Only fT Repetitive Fee L Repeats F F 0 Other o Hourly ]Hr. @ * EsGil Fee I F 1 $795.901 Comments: Sheet I of I macvalue.doc + lI CITY OF CARLSBAD DATE: /s/ ID BUILDING DDRESS: I 0 PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: BUILDING PLANCHECK CHECKLIST E-36 Develooment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov PLANCHECK NO.: (Cd/PC [ - (5 SW 0- 2_7 AAA610A /&v ) (2,7 cAf4&12 (o7j çi -na 205 — 2-1O-75 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 ensure 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. O A Right-of-Way permit is required prior to construction of the following improvements: DENIAL jäse_see the attached list fqutstanding issues marked with o.7Make necessary corrections to plans or specifications for toñipliance 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: Date: O) -. - FOR OFFICIAL USE ONLY - .• - NGINEERING AUTHORIZATION TO ISSUE BUILDING E IT: By DatetflO - ATTACHMENTS O Engineering Application O Dedication Checklist' O Improvement Checklist o Neighborhood Improvement Agreement O Grading Submittal Checklist rence Documents (I M. P Right-of-Way Permit Application and Info Sheet Storm Water Applicability Checklist/Storm Water Compliance Exemption Form &A E-36 ENGINEERING DEPT. CONTACT PERSON Name: Linda Ontiveros City of Carlsbad email: linda.ontiveros@carlsbadca.gov Phone: 760-602-2773 Fax: 760-602-1052 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. Page 1 of 7 REV 6/30/10 SITE PLAN ST ND 3RD /1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow G. fiveway widths B Existing & proposed structures Existing or proposed sewer lateral . Existing street improvements / \ Existing or proposed water service Property lines (show all dimensions) / J. Existing or proposed irrigation service Easements ( K. Submit on signed /approved plans: S.F. Right-of-way width & adjacent street st DWG No. 0 5Oiea'WYV\d( bOX, 014- &4 ai5 (LC ti r . f_.. _i__1 ii. urainage pauerns v V -rcx —e- (rj '-r Building pad surface drainage must maintain a minimum slope of one percent towards a adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' awayfrom building". Existing & proposed slopes and topography(~90 7 % D.eWpr e, type, location, alignment of existing or proposed sewer and water service(s) that serves project. Each unit requires a separate service; however, second dwelling units and artment complexes are an exception. and water laterals should not be located within proposed driveways per standards. AR&rl 3. Include on title sheet: - < QVNG4A PL? Site address Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. EXISTING PERMIT NUMBER J*N1;flh.1 Lot/Map No.: \ Subdivisionract: Reference no(s): & 7 E-36 Page 2 of 7 REV 6/30/10 V DISCRETIONARY APPROVAL COMPLIANCE 1S11 2ND 3RD U U 4a. Project does not comply with the following engineering conditions of approval for project no._ 0 0 0 4b. All conditions are in compliance. Date: _____DEDICATION REQUIREMENTS_______ 0 0 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 J Jfl\ value at or exceeding $_17,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows:_____________________________________________________ Dedication required. Please have a registered civil engineer or land surveyor prepare the appropriate legal description together with an 8 h/2 x Ii" 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 accepted by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS El El 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 $_82,000.00, V pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: E-36 Page 3 of 7 REV 6/30/10 1S1 2N0 3RD 0 0 0 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: 0 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement: Please return agreement signed and notarized to the engineering department. - - - - --Neighborhood-Improvement Agreement completed by: Date: 121 0 0 6d. No public improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the city inspector prior to.• occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16 of the / Municipal Code. U 0 tY' 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 plans. S 0 0 0 7b. Grading Permit -required. -NOTE: The-grading permit-must--be issued and rough grading approval obtained prior to issuance of a building permit. 0 O 0 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. /00 E-.36 7d. No grading permit required. MISCELLANEOUS PERMITS 11 A RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Page 4of7 REV 6/30/10 -' 1ST 2ND 3RD ,4T4 0 0 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City 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 Construction Compliance El 0 0 10a. Project Threat Assessment Form complete. Cq~ El El 10 b. Enclosed Project Threat Assessment Form incorrectly completed. ...SEe E-3 2/ -33 TO I -4MIN SWPI' TEE\1EL euSrtt O El El lOc. Requires Tier I Storm Water Pollution Prevention Plan. Please complete attached forth and return (SW ) lOd. Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance 0 1 0e. Storm Water Standards Questionnaire complete. El /1 Of. Storm Water Standards Questionnaire incorrectly completed. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. 0 lOg. Project is subject to Standard Storm Water. Requirements... See city Standard Urban Storm Water Management Plan (SUSMP) for reference. l Oh. Disconnect discharges per SUSMP. Do not connect runoff from impervious surfaces to sfirrñdrairii without fifdischár q watei over landsca e areas. SUSMP. "i ritJ or He $ecfwv 1, 'L(&M P f0 At('J 10i. Minimize use of impervious surfaces er SUSMP. Redesign to reduce the excessive use of impervious area (pavement) on project. Use a balanced design of pervious surfaces (landscape area, planters, etc.) and impervious surfaces. See SUSMP. (ARE cu JtLPI'A&e Pc LOW ITh FkCe5Tl. ?L#N T - Tt 3 ZcfR TO LP )s±fAre fCW-VEV E- L-AN C)Sc-A p LA S Ty.) NOT t'F14 PLEASE f-EF-F&7L TO T-Hb C m9 's j SM ç ov . . 10k. Project is subject to Priority Development Project Requirements. 101. Prepare and submit a Storm Water Management. Plan (SWMP). Requires payment of processing fee and review by city. a a an U El E1' • lOm. Project does not comply with recommendations of the approved SWMP. Redesign to comply and resubmit. E-36 Page 5 of 7 REV sioiio FEES ST 2ND /RD 11. "Required fees ac&-attacbd J Drainage fee applicable Added square feet Added square footage in last two years? - yes - no Permit No. Permit No. Project built after 1980 - yes - no @ Impervious surface 50% - yes no Impact unconstructe-fáciIity __. yes __... no / - 4 Fire sprinklers required Noor yes - no (is addition over 150' from center line) Upgrade_ yes_no - - - Ifl_lo-fees-required - / WATER METER REVIEW O 1Y 0 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 TT'7 the life of the meter, the city will not accurately bill the owner for the water used. v1f'Ft1't D-1T 'JJ( 1 Where a residential unit is required to have an automatic fire V( e:iiJ. extinguishing system, the minimum meter size shall be a 1"meter. NOTE: The connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter j _ or necessyj meet the water use requirements. V F residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be %: If 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 antiàiated meter size for the unit.. pi Maximum service and meter size is a 2" service with a 2" meter. o 0 12b. Irrigation Use (where recycled water is j available) (J All irrigation meters must be sized by the landscape architect based on the flow demand in gallons per minute .(gpm) for the area to be irrigated. The minimum size meter(s) shall be capable of supplying the peak irrigation water demand determined. 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". If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building E-36 Page 6of 7 REV 4/30/10 plans or grading plans (wi 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 department 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 IST2ND OPO 3RD D 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. 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 on which the recycled - water is there, but is not live (they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If recycled water is eventually supplied to the service connection and meter within one year of the original application for Water meter Permit, the customer must_ prepare - and submit the San Diego County Water Authority's "Capacity Charge Refund Request" form to CMWD for verification to request the connection fee refund. J 13 Additional Comments: -( t1Yi W tk- tVi AiJvm-5J *TL-L Q14 N-Tlr1Tc. S ?L4 NCMCK-/ NO.3 v 'ttU3 fM E-36 Page 7 of 7 , REV 4/30/10 FEE/EDU: HIGH ______ /LOW I FEE/AC:? 1 0)1r = C) METER FEE SDCWA FEE ENGINEERING DEPARTMENT FEE CAL CULA TION WORKSHEET ,/Estimate based on unconfirmed information from applicant. D/ Calculation based on building piancheck plan submittal. Address: 2-JO ,AItk'WULIA Xj Bldg. Permit No.—U7 LOL&iJ Prepared by: Date: U Checked by: Date: cnhl (I (IIt4'TIflNS. List tvnes and snuare footaaes for all uses. -------------- -- Types of Use: 3ti) Sq. Ft.€ EDU's: 1 Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use:S Sq. ADT's: I Types of Use: Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: FEES REQUIRED: 1 WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1. reduced Traffic Impact Fee)ØO 0 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADRANT SW QUADRANT FEE/UNIT: X NO. UNITS:_________ /1. TRAFFIC IMPACT FEE ADT's/UNITS: ( X FEE/ADT: 0 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 - D!ST. #2 DIST. #3 X FEE/ADT:_________ ZONE: I ADT's/UNITS: V4'"FAC,LITIES MANAGEMENT FEE /5. UNIT/SQ.FT.:___________ SEWER FEE EDU's: X - - - - - BENEFIT AREA 6 DRAINAGE FEES PLDA ACRES: X 7. POTABLE WATER FEES UNITS CODE CONNECTION FEE FEE/SQ.FT./UNiT:_ Ce ________ I FEE/EDU: ( 0% = $ _I) , V9 I,-,' 1 F 1FARIVIERAKATHMASTERSIFEE CALCULATION WORKSHEET 40c200 dcc Rev. 7114100 CITY OF CARLSDD13 A STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I INSTRUCTIONS: I To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by the applicant, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Project Threat Assessment Form to address construction aspects of the project. Please answer the questions below, follow the instructions and sign the form at the end. I 1. Is your project a significant redevelopment? DEFINITION: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site. Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. Note: If the Significant Redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing development, and the existing development was not subject to SUSMP requirements, the numeric sizing criteria discussed in Section 2 of fhe.SUSMP applies only to the addition, and not to the entire development. lf your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. If your project IS NOT considered significant redevelopment, then please proceed to Section i. E-34 Page 1 of 3 REV 3/22/10 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov. SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE YES NO Does you project meet one or more of the following criteria: Housing subdivisions of 10 or more dwelling units. Examples: single family homes, multi-family homes, condominium and apartments Commercial — greater than 1-acre. Any development other than heavy industry or residential. Examples: hospitals; laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial nurseries; multi-apartment buildings; car wash facilities; mini-malls and other business complexes; shopping malls; hotels; office buildings; public warehouses; automotive dealerships; airfields; and other light industrial facilities. ______ ____ Heavy Industrial / Industry- greater than I acre. Examples: manufacturing plants food processing plants, metal working facilities, printing plants, and fleet storage areas (bus, truck, etc.). Automotive repair shop. A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539 Restaurants. Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria requirements and hydromodification requirements. Hillside development. Any development that creates 5,000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or greater. Environmentally Sensitive Area (ESA)1. All development located within or directly adjacent2 to or discharging directly' to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site to 10% or more of its naturally occurring condition. Parking to Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff Streets, roads, highways, and freeways. Any paved surface that is 5,000 square feet or greater used for the transportation of automobiles, trucks, motorcycles, and other vehicles Retail Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet Coastal Development Zone. Any project located within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%. More than 1-acre of disturbance. Project results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project4. - ... . . I Environmentally Sensitive Areas Include but are not umitea to all t.1ean water FtcE oectuon JUJ(0) umpauruu water UUQIS, arwoo uuIy1dIu do mano U1 ovaual Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been Identified by the Copermittees. 2 'Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area. 3'Discharging directly to' means outflow from a drainage conveyance system that Is composed entirety of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels. In general, these Include all projects that contribute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers and pesticides. In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Poliutant.generating Development Projects If they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces. Section 1 Results: If you answered YES to ANY of the questions above your project is subject to Priority Development Project requirements. Please check the 'meets PRIORITY DEVELOPMENT PROJECT requirements' box in Section 3. A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application. If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements. Please check the 'does not meet PDP requirements' box in Section 3. E-34 Page 2of3 REV 3/22/10 This Box for City Use Only IL LIII 4114 h> CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 2 SIGNIFICANT REDEVELOPMENT Complete the questions below regarding your redevelopment project: YES NO 1. Project results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project (see definition in Section 1). If you answered NO, please proceed to question 2. If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. 2. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) I I If you answered YES, please proceed to question 3. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. 3. Is the project Egiely limited to just one of the following: Trenching and resurfacing associated with utility work? Resurfacing and reconfiguring existing surface parking lots? New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads? Replacement of existing damaged pavement? If you answered NO to ALL of the questions, then proceed to question 4. If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard Stormwater Requirements. Please check the "does not meet POP requirements" box in Section 3 below. 4. Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (1)create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on the property by more than 10%? If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. SECTION 3 I U My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUlREME/tffer the I I'IA Applicant Information and Signature Box Address: /2S2' ñ,%,+Yap- Assessor's Parcel Number(s): ç- ?/i'• Applicant Na": Applicant Title: Applicant Sign : Date: E-34 Page 3 of 3 REV 3/22/10 Construction Threat Assessment Worksheet I for Determination of a Project's Perceived Threat to Storm Water Quality Construction Perceived SWPPP Tier Construction Threat Assessment Criteria* Threat to Storer Level Quality Tier 3 - High Construction Threat Assessment Criteria U Project site is 50 acres or more and grading will occur during the rainy season U Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High U Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors kr greater than or equal to 0.4) U Site slope is 5 to 1 or steeper U Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 - Medium Construction Threat Assessment Criteria 0 All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 High Construction Threat Assessment Criteria Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside r within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA U Soil at site is moderately to highly erosive (defined as having a predominance of soils H h with USDA-NRC S Erosion factors kf greater than or equal to 0.4) ig Tier 2 U Site slope is 5 to 1 or steeper Construction is initiated during the rainy season or will extend into the rainy season Oct. 1 through April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in one half acre or more of soil disturbance Tier 2—Medium Construction Threat Assessment Criteria Medium U All projects not meeting Tier 2 High Construction Threat Assessment Criteria Tier 1 - Medium Inspection Threat Assessment Criteria U Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA U Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) Medium Tier 1 U Site slope is 5 to 1 or steeper U Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in one half acre or more of soil disturbance Tier 1 - Low Inspection Threat Assessment Criteria L OW U All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria LExempt - Not Applicable - Exempt The City Engineer may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the City Engineer Construction SWPPP Standards and Requirements Rev 6/4/2008 Tier 2 Construction SWPPP Site Assessment Form Project ID: Project Information: Project Name: d nce.. Project Address/Location; (Vl c cc) t c.. A\j €. CA e Responsible Parties/Contact Information: Name of Preparer: 'fl "cfl C hcr. PE Qualification of Preparer (Registration/Certification): C 1ec.0 r40 SS?S/ H Address: City/State/Zip Code: -c rc cCA9z 0 Phone Number: -76c> 7Z 8 S'2 7--S- Name of Owner/Owner's Agent: mt_Ve Ecrq_l'uc.h Address: Z S C) (Yl c I c. Ave City/State/Zip Code: ('' 3 DA C!(CAq 200& Phone Number: 7(Q t)3353Z Name of Emergency Contact: "rtt.—C) -~~K:~t?C rleX7777 rex-" (during construction) , C4 Address: City/State/Zip Code: Phone Number: Pagel of 10 Tier 2 Site Assessment Form 3/24/08 0210 Site and Construction Activity Description: Construction Start Date: I,, 2—cb to End Date: 4.- 11 2 If work begins in rainy season or extends into rainy season, explain how project work can be scheduled can be altered to avoid rainy season impacts or to lessen exposure of site during rainy season: c r-r' j I e_ W r K i C4 CCaIcccQ / ov c2kL1 dc9s, ck Grading Quantities: Cut: CY; Fill: CY; Import: CY; Export: _CY Any Stockpile Proposed? '14 c If yes, then estimate quantity: CY Estimated duration of stockpile: - Months Soils types: CA Does site contain a preponderance of soils with USDA-NRC S erosion factor kf greater than or equal toO.4? r 4c-'-fCc4 1t. Is a staging area proposed (yes/no)? '- o If yes, then where is it located? Is concrete washout required (yes/no)? le c Where is it located? E --,=>,r A e-- Any existing site contamination (yes/no)? t 0 Where is it located? Any vehicle storage, maintenance or fueling area proposed (yes/no)? b Where is it located? Any de-watering operation proposed (yes/no)? t4 a Where is it located? Any other special operations proposed that may impair water quality (yes/no)? %..i rb What and where? Page2 of 10 Tier 2 Site Assessment Form 3/24/08 I Watershed Basin project drains to: Buena Vista Lagoon U Agua Hedionda Lagoon 0 Encinas Creek 0 Batiquitos Lagoon 0 Pacific Ocean Is project drainage tributary to a CWA section 303(d) listed water body impaired for sediment (includes Buena Vista and Agua Hedionda Lagoons) (yes/no): If yes, describe additional controls that will be used on project site to mitigate for sediment impairments (if any): Qc' '& AM") ni cdl v..' 4k (o.% t 4- ktL1 r Pscce - I Is project inside or within 200 feet of an Environmentally Sensitive Area (yes/no): P"4c If yes, describe additional controls that will be used on project site to mitigate for potential storm water impacts (if any): Are any agency permits required (yes/no)? !o Check off permit types required: 0 Army Corps 404 permit Regional Board Water Quality 401 Certification 0 Coastal Commission Certification 1 U.S. Fish and Wildlife Section 7 0 Fish and Game Stream Alteration Agreement' 0 Other list: Page3 of 10 Tier 2 Site Assessment Form 3/24/08 n List materials that will be used on construction site and their handling and storage requirements Material Characteristics/Toxicity Handling requirements 4/*4.. C4# />7 ,VIA / / I c 'r/ /s ° /s' If any toxic or hazardous materials are proposed, then a spill prevention plan is required. Is a spill prevention plan required (yes/no)? If yes, attach spill prevention plan. 4 tA411f s-e i Perceived Threat to Storm Water Quality rating: Using the Construction Threat Assessment Worksheet (attached as Appendix C to Section 3 (Construction SWPPP Standards and Requirements) of the City Storm Water Standards Manual, determine the projects Perceived Threat to Storm Water Quality rating. The Construction Threat to Storm Water Quality rating for this project is: 1X{igh 0 Medium Signature of Plan Preparer: Signature: .;~~ 2 Print Name: Titlê:../V A ~~Sit=:Water m Compliance Form - Tier 2 21 Spill Prevention Plan &.'/'t i/ U Hydrology and/or hydraulic study U Solis and/or geotechnical report(s) U Other. List: Page4 of 10 Tier 2 Site Assessment Form 3/24/08 BMP Selection: The following tables are provided to help identify and select appropriate site specific BMIPs for the proposed project. Review the list of potential site construction activities and site conditions described along the left hand column of each sheet. Then, for each activity or site condition that is included in the proposed project, pick one or more of the BMPs described at the top of the form and place an X(s) in the box(es) that form(s) an intersection between the activity/site condition row and BMP column(s). All structural (physical facility) BMP's should be shown on the site plan in the Construction SWPPP drawing set. Any proposed no-structural BMIP should be noted in the Special Notes on the Construction SWPPP drawing set. Page5 of 10 Tier 2 Site Assessment Form 3/24/08 CD 0 CD CD 5 CD 0og C) 11) — o o u CD —' —. m -0 —. w (I) — 0 CD CD • CD X CD CL a) —. g 9. 9O) o°' cn I EC-1 Scheduling EC-2 Preservation of — — - - - - — — - - - - - Existing Vegetation EC-3 Hydraulic Mulch EC-4 Hydroseeding m ------------- EC-5 Soil Binders EC-6 Straw Mulch C) EC-7 Geotextiles & Mats EC-8 Wood Mulching 2. EC-9 Earth Dikes and Drainage Swales -----------------. --------------- EC-10 Velocity Dissipation EC-1 I Slope Drains EC-1 2 Streambank Stabilization EC-1 3 Polyacrylamide m WE-1 Wind Erosion Control oDDomc/)ocn-oo C) C) ca CL —oom 5 m-D)cD•+ 0 V 0 B, Q) a. C) CD CD 0 0 (a - 9.Q) -a Cl) CD(D a. 0 0) 4' 4, ID SE-1 Silt Fence SE-2 Sediment Basin SE-3 Sediment Trap CD SE-4 Check Dam — S SE-5 Fiber Rolls — — — - - - --- - ----- C) SE-6 Gravel Bag Berm o ------------------ Street Sweeping and 19 SE-7 Vacuuming to SE-8 Sandbag Barrier SE-9 Straw Bale Barrier U) Storm Drain Inlet SE-10 Protection SE-1 I Chemical Treatment CD Go 0 0 C 3. I 00 0 9 I' CD _cog C) C) — WW OCDQ) —' CD Cl) 0 > 0) c- CD 0)0)0 11) U -' C a ' CO (j) < !?!. 1 O 0)- Co > - I C) 0 1 £ 03 U) - TR-1 Stabilized Construction Ingress/Egress C) TR-2 Stabilized Construcion Im Roadway TO c TR-3 Ingress/Egress Tire — Wash C - CD 110 —o (Dc,O ct, 40 0 - ) 0 0)0 : q 1 =3 :3 NS-1 Water Conservation Practices ----------------\ NS-2 Dewatering Operations - - - ---- l NS-3 Paving and Grinding Operations ___ - NS-4 Temporary Stream Crossing Z NS-5 Clear Water Diversion NS-6 Illicit Connection/Discharge NS-7 Potable Water/Irrigation NS-8 Vehicle and Equipment Cleaning -—c- NS-9 Vehicle and Equipment Fueling ------------- ---- - ------- - NS-10 Vehicle and Equipment Maintenance ___ - 3 NS-11 Pile Driving Operations NS-12 Concrete Curing ic NS-13 Concrete Finishing NS-14 Material and Equipment Use NS-15 Demolition Adjacent to Water NS-16 Temporary Batch Plants YQ CD 0 —o 0 0.— O (DO Dmcl)co CD Q) 0 DC)OD' 00 c,oc°- NC 50o50. 0 D'' cn 0(D0,0(fl—'CD—=b CL (I) U) 05 0 DQQ C 0 (0 0 D) CD C/) 0 CD 0 CD o (fl a 0 c cn 5 0 T1 CD 1.' '. . WM-1 Material Delivery and Storage WM-2 Material Use Stockpile Management ic --- WM-3 ------s Ilk WM-4 Spill Prevention and Control - - - --- WM-5 Solid Waste Management . . --- 0 so WM-6 Hazardous Waste Management - ic WM-7 Contaminated Soil Management -- WM-8 Concrete Waste Management 0 - WM-9 Sanitary! Septic Waste Management --s-----sb—— o WM-10 Liquid Waste Management Storm Water Compliance Form For a Tier 2 Construction SWPPP I am applying to the City of Carlsbad for one or more the following type of construction permit(s): 11 Grading Permit Li Building Permit 0 Right-of-Way Permit My project does not meet any of the following criteria for a project that poses a significant threat to storm water quality: v' My project does not include clearing, grading or other ground disturbances resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and, V My project is not part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and, v' My project is not located inside or within 200 feet of an environmentally sensitive area and will not have a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). My project requires preparation and approval of a Tier 2 Construction Storm Water Pollution Prevention Plan (SWPPP) because my project meets one or more of the following criteria demonstrating that the project potentially poses a moderate threat to storm water quality: U My project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); and/or, U My Project will 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 and, my project meets one or more of the following additional criteria: Project is located within 200 feet of an environmentally sensitive area or the Pacific Ocean; Project's disturbed area is located on a slope with a grade at or exceeding 5 horizontal to I vertical; Project's disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or Project 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 THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 2 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST ADHERE TO, AND AT ALL TIMES, COMPLY WITH THE CITY APPROVED TIER 2 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Owner/Owner's Authorized Agent Information and Signature Box This Box for City Use Only Address/Location: Assessor Parcel Number(s): ,,Hhc 4ffe- U4,1 -w-'s Owner/Owner's Autho ed gent N me: Title: n1A Owner/Owner's Authorized Agent Signature: Date: City Concurrence: Yess I No Date: Project ID: Construction SWPPP Standards and Requirements Rev 6/4/2008 [IUI• PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB10-1500 Address 1250 Magnolia Avenue Planner Chris Sexton Phone (760) 602-4624 APN: 205-210-75 Type of Project & Use: new sfr Net Project Density: 1.0 DU/AC Zoning: R-1 General Plan: RLM 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: Item Complete LI Item Incomplete - Needs your action Environmental Review Required: YES [I] NO LI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES LI NO LI 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 LI NO CA Coastal Commission Authority?. YES LI NO LI If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): LI LI Habitat Management Plan Data Entry Completed? YES LI NO LI If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (AIP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) LI LI Inclusionary Housing Fee required: YES Z NO LI (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES Z NO LI (AIP/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 OEM Site Plan: L1 El Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, . right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44— Neighborhood Architectural Design Guidelines Applicability: YES El NO El Project complies: YES LI NOR Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20' Shown Required 97 Shown Z Required Shown Required 192" Shown 192" Required Shown I.I.I 2.. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: . Required Shown - Rear: Required Shown - Structure separation: Required Shown Lot Coverage: Required <40% Shown Height: Required Shown 20'9" El El 5. Parking: Spaces Required 2 Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments 1) Please provide the lot coverage. 2) Please label the property lines. 3) The lot width scales out at 99'. If the lot width is 99' then the side yard setbacks needs to be 9.9' and the rear yard setback is 19.8'. 93-10 1) At 20' back from the front property line, the lot width scales out to 97 linear feet. The side and rear yard setbacks needs to reflect the lot width. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER g9ATE ii - 10-P 1 H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Carlsbad Fire Department Plan Review Requirements Category. SPRINK, RES Date of Report: 09-30-2010 BLDG. DEPT COPY Reviewed by: z44t Name: Address: Permit #: AS100121 PREMIER FIRE PROTECTION P0 BOX 2027 LAKESIDE, CA 92040 Job Name: PFANKUCH RESIDENCE Job Address: 1250 MAGNOLIA AV CBAD • ) : r T -- Conditions: Cond: C0N0004206 [MET] ** APPROVED: w/ NOTICE 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. A 1-inch water meter is required to be installed. Based on the building plans and the data provided from CMWD, the domestic flow required added with the fire sprinkler demand exceeds the capacity of a 3/4-inch meter. 09/30/2010 By: GR Action: AP ec° I A M ENGINEERS Consulting structural engineers 325 W. 3rd Ave., Suite 205+ Escondido, CA. 92025 Phone (760) 741-7306+ Fax (760) 738-8364 STRUCTURAL CALCULATIONS PROJECT NAME Pfankuch Residence PROJECT NO. 2010039 CLIENT Don Looney Architect This signature is to be a wet I DESIGNED signature not a copy I APPROVED : I BY : A. M. DATE SIGNED : 7(30/2ok) I DATE: July, 2010 LP Exp 70t h- A M ENGINEERS Consulting Structural Engineers 325 W. 3rd Ave., Suite 205, Escondido, CA. 92025 Phone (760) 741-7306 Fax (760) 738-8364 DESIGN CRITERIA (Roof Loading) Tile Wt. 12 psf Plywood 1.5 psf Rafters 2.0 psf Clng. Joist 1.0 psf Insulation 0.5 psf Gyp. Brd. 2.5 psf Slope Adj. 1.0 psf Misc. 1.5 psf DL= 22 psf LL= 20 psf Seismic: Seismic Design Category: D Wind: Exp. "B" , Basic Wind Speed =85 mph Soils: Brg.=1500 psf Concrete: f'c=2500 psi for footings and slab f'c=3000 psi for structural slab Reinforc.: Fy=60000 psi for #5 and greater Fy=40000 psi for #4 and smaller Lumber: DF/L #1 for 2x rafters, 2x joists, beams and posts. DF/L #2 for 2x studs. 24F-V4 for simple span glue-laminated beams 24F-V8 for continuous glue-laminated beams Steel: ASTM A500, grade B for tubular sections ASTM A501, or ASTM A53, type E grade B for circular sections ASTM A572 grade 50 for all other sections. Masonry: fm=1500 psi Weld: Welding should conform to AWS D1-1. All welding shall be done by electric arc process using approved rods and performed by certified welders. All fabrication and welding shall be performed in the shop of an approved fabricator. The approved fabricator must submit a certificate of compliance in accordance with C.B.C. All field welding requires continuous special inspection and all shop welding requires periodic special inspection. Code: C.B.C. 2007 edition JOB AM ENGINEERS SHEET NO. OF Consulting Structural Engineers CALCULATED BY ________________________ DATE (760) 741-7306 L4 / Ae Ll Ze -ar- -- Za 5.i/ I C -- I- ldo'#J( a725 o-1( S77 77 / tlol-fw - 2-475 / r141( g A M ENGINEERS Consulting Structural Engineers (760) 741-7306 JOB'" ?r.J\ SHEET NO.3 CALCULATED BY OF DATE r A 4A 4q4,l7;'). çqft (z - ; 3 7, ,/1/ R-u-- 7o2- - 1A /ç24o . 5/4t )(7) 39/. (L icrLII_ ' flO((Z0 4' 375s L/40 •k - . . 1 p.' / L-rs Z73 MikIi //79 [f} A M ENGINEERS . Consulting Structural Engineers (760) 741-7306 JOB 20(0031' SHEET NO. OF CALCULATED BY DATE i?DI-fil -:3/4141 - F 41 / 4xfz-#/o- I -. - 1 -1L2 / 2 z)//i - 1qji J if 24- 1 )2iS1 J JOB AM ENGINEERS SHEET NO. OF Consulting _Structural _Engineers CALCULATED BY _________________________ DATE (760) 741-7306 tt5t1 t/L P"Is life) kIo hip, _. 8&L-J A4D V i . t1A71 , 2 I5 Soo 6) .J uii•i Hii.t ri. I - uuui.I • IuI_p_-. --' CA L 2 A M EngJneers Title: Pfankuch Residence Job # 2010039 325 W. Third Ave, Ste 205 Dsgnr: AM Escondido, CA. 92025 Project Desc.: Single story wood frame house 760-741-7306 Project Notes: Punted: 28 JUL 2010. 11:10AM ASCE 7-05 Seismic Factor Determination - File: c:\Documents and Settings\Miraftab'tMy Documents\ENERALC Data Filespfankuch.ec6 ENERcALC, INC. 1983-2010, Ver: 6.0.22, N:38484 I Lic. License Owner: AM ENGINEERS Description : Single story wood frame bldg. Occupancy Category S Calculations per IBC 2006 & ASCE 7-05 Occupancy Category of Building or Other Structure: "II" :All Buildings and other structures except those listed as Category I, Ill, and IV ACSE 7-05, Page 3, Table 1-1 Occupancy Importance Factor 1 ACSE 7-05, Page 116, Table 11.5-I Ground Motion, Using USGS Databse values ASCE 7-05 9.4.1.1 Max. Ground Motions, 5% Damping : Longitude = 117.327 deg West S5 1.251 g, 0.2 sec response Latitude = 33.160 deg North - S 1 = 0.4719 g, 1.0 sec response Location: CARLSBAD, CA 92008 Site Class, Site Coeff. and Design Category Site Classification "D" :Shear Wave Velocity 600 to 1,200 ft/sec D - ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.00 ASCE 7-05 Table 11.4-18 11.4-2 (using straight-line interpolation from table values) Fv = 1.53 Maximum Considered Eartquake Acceleration S MS = Fa * Ss = 1.251 ASCE 7-05 Table 11.4-3 SM1 =Fv"S1 = 0.721 Design Spectral Acceleration S DS s lvs~ 213 = 0.834 ASCE 7-05 Table 11.4-4 SD1=S M1* 2/3 = 0.481 - Seismic Design Category = 0 (SDI is most severe) ASCE 7-05 Table 11.6-1 Resisting Syétem •, ' . . ASCE 7-05 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R = 6.50 Building height Limits: System Overstrength Factor Wo = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category 'C" Limit No Limit Category "D" Limit: Limit = 65 NOTE! See ASCE 7-05 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Redundanày Factor - . - Sf ASCE 7-05 Section 12.3.4 Seismic Design Category of D, E, or F, Redundancy Factor" p" Set by User to = 1.0 Lateral Force Procedure - ..- ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-05 12.8 Determine Buildinq Period - - Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct" value = 0.020 "hn" : Height from base to highest level = 20.0 ft "x "value 0.75 "Ta" Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn x) = 0.189 'sec "TL": Long-period transition period per ASCE 7-05 Maps 22-15 ->22-20 8.000 sec Building Period "Ta " Calculated from Approximate Method selected "Cs" Response Coefficient Short Period Design Spectral Response 0.834 From Eq. 12.8-2, Preliminary Cs "R" : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84 ,Cs need not exceed Occupancy Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.189 sec ASCE 7-05 Section 12.8.1.1 = 0.128 = 0.391 = 0.010 Cs: Seismic Response Coefficient = S D (Rh) = 0.1283 A M Ergineers Title: Pfankuch Residence Job # 2010039 325W. Third Ave, Ste 205 Dsgnr: AM Escondido, CA. 92025 Project Desc.: Single story wood frame house 760-741-7306 Project Notes: Punted: 28 JUL 2010, 11:10AM L ASCE 7-05 Seismic Factor Determination He: c:tDocurnents and SethngsWirahabWyDocurnents\ENERcALC Data Files\pfankuchc6 - I ..ENERCALC, INC. 1983-2010,Ver 6.0.22, UM Description : Single story wood frame bldg. Seismic Base Shear , .. Calculated for Strength Design Load Combinations' ASCE 7-05 Section 12.8.3 Cs = 0.1283 from 12.8.1.1 W (see Sum Wi below) = 0.00 k Vertical Distribution of Seismic Forces Seismic Base Shear V = Cs * w = 0,00 k hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # , Wi: Weight Hi: Height . (Wi * Hi) A Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment Sum Wi = 0.00 k Sum Wi * Hi = ' 0.00 k-ft Total Base Shear = 0.00 k Base Moment = 0.0 k-ft Diaphragm Forces: Seismic Desii Categâr "D', "E" & "F" ASCE 7-05 9.5.2.6.4.4 Level # Wi , Fi Sum Fi Sum Wi Fpx Wpx ..........................Weight at level of diaphragm and other structure elements attached to it. Fi ............................Design Lateral Force applied at the level. Sum Fi ........................Sum of 'Lat. Force' of current level plus all levels above MIN Req'd Force @ Level .........0.20 * SDS *I * Wpx MAX Reqd Force @ Level ........0.40 * Ss * * Wpx Fpx: Design Force @ Level .......Wx * SUM(x->n) Fi I SUM(x->n) W, x = Current level, n = Top Level Wall Anch&age Concrete & Masonry Wall Normal Force: Minimum Force per ACSE 7-05 12.11.1 Minimum Factor: 0.40 * SDS * Importance * Weight . = 0.3335 * Weight Concrete & Masonry Wall Anchorage: Seismic Design Category 'C' &V per ACSE 7-05 12.11.2.1 Actual Wall Weight Tributary to Anchor = lbs/ un. ft Fp : Anchorage Design Force... Bjgjd Diaphragm Design Force = 0.40* SOS * * Tub. Weight 0.00 lbs /foot Flexible Diaphragm Design Force = 0.80 * SDS * * Trib. Weight ' = 0.00 lbs /foot Combination 'of Load Effects T - ' . ASCE 7-05 12.4.2.3 D Qe E Load Description Dead Load Seismic Load H & V Load Effect 0.000 0.000 E=p *Qe +O.20 SIDS 0 = 0.000 0.000 .0.000 E=p*Qe +0.20* SIDS *D = 0.000 0.000 0.000 t=pue +u.ZuSL1u = 0.000 0.000 0.000 E=p*Qe +O,20* SIDS *D = 0.000 0.000 0.000 E=pQe +0.20* SIDS *D = 0.000 0.000 0.000 E = p * Qe + 0.20 * SDS * D = 0.000 0.000 0.000 E=p*Qe +0.20* SDS *D = 0.000 0.000 0.000 E=p'Qe +0.20* SIDS *D = 0.000 AM Engineers Title: Pfankuch Residence Job# 2010039 325 W. Third Ave, Ste 205 Dsgnr: AM Escondido, CA. 92025 Project Desc.: Single story wood frame house 760-741-7306 Project Notes: Punted: 28 JUL 2010.11:12M ASCE 7-05 Sect 6.4, MWFRS:Simplified Forces - File: c:\Documents and Settings\Miraflab\My DocumentsENERcALC Data Fileslpfankuch.ec6 ENERCALC, INC. 1983-2010, Ver. 6.0.22. N:38484 Description : Single story wood frame bldg. Analytical Valus Calculations per IBC 2006 & ASCE 7-05 V: Basic Wind Speed per Sect 6.5.4 & Figure 1 85.0 mph Roof Rise:Run Ratio 4:12 Occupancy per Table 1-1 II All Buildings and other structures except those listed as Category I, Ill, and IV Importance Factor per Sect. 6.5.5, & Table 6-1 1.00 Exposure Category per 6.5.6.3, .4 &.5 Exposure B Mean Roof height 25.0 ft Lambda: per Figure 6.2, Pg 40 1.00 Effective Wind Area of Component & Cladding 10.0 ftA2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 6.5.7.2 1.00 Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1 10 PSF on entire vertical plane Horizontal Pressures. Zone: A = 15.90 psf Zone: C r . 10.60 psf Zone: B = -10.00 psf Zone: 0 = -10.00 psf Vertical Pressures. Zone: E = -13.80 psf Zone: G = -10.00 psf Zone: F = -10.00 psf Zone: H = -10.00 psf Overhangs. Zone: Eoh -19.30 psf Zone: Goh -15.10 psf Component & Cladding Dsign WihdPréssués Minimum Additional Load Case per 6.4.2.1.1 10 PSF on entire vertical plane Design Wind Pressure = Lambda *Kzt * Importance * Ps30 per ASCE 7-05 6.4.2.1 Eq 6-1 Roof Zone 1: Positive: 10.000 psf Negative: -13.000 psf Roof Zone 2: Positive: 10.000 psf Negative: -21.800 psf Roof Zone 3: Positive: 10.000 psf Negative: -32.800 psf Walt Zone 4: Positive: 13.000 psf Negative: -14.100 psf Wall Zone 5: Positive: 13.000 psf Negative: -17.400 psf Roof Overhang Zone 2: -21.000 psf Roof Overhang Zone 3: - -34.600 psf &7 JOB fo AM ENGINEERS SHEET NO. /1) OF_ _ Consultina Structural Enaineers CALCULATED BY_________________________ DATE (760) 741-7306 grIs d ie V- : q /7 zg z1a '35h L,-cf4-5 /J,$ 2ILJJ/ /59 Howz 4 8 0 AM ENGINEERS Consulting _Structural _Engineers (760) 741-7306 JOB SHEET NO. I OF CALCULATED BY DATE VJ/ )1r t+Otft Jj 74Mao €v. 7 , - C4 I4On. X5/y ?X?'/ q1 14 (?Zx 10+/x7zX2) (q2 27/2 WZfZ / v,Ikj,f 1/6 0 43 JOB 2IO3 AM ENGINEERS SHEET NO. OF Consulting _Structural _Engineers CALCULATED BY DATE (760) 741-7306 5 S -7 7 X. zc/ 1/Z7 .WJ I .) )(qJ, t$/ k'vi:/&YxitS .6' ufi) 2.3 - +q) • I1cdL Z97 t/ Jq7 J17~Y 4out AM ENGINEERS Consulting _Structural _Engineers (760) 741-7306 JOB SHEET NO. 1 3 OF CALCULATED BY DATE 41 7qe I 77/ 4 I MW 4 7q' 14 Du j-tf1 , (zzzs± //2i<Zo.13 6Z21 0.( 47. hI Uç Liz 71Y 9 /2x?).' _-75c( 47t2d7/Z 6 7/)(2Z.5/z)P7 2'5 0 b s,-J_ frf J JS)(.)JZ 7c iPUjJ 173 SHEAR WALL SCHEDULE TOP PLSHEAR SILLPLSHEAR ANCHOR BOLTS 0 REMARKS ALLOW. WALL MATERIAL NAILING TRANSFER TRANSFER FOUNDATIONS 1/2"STRUC.1 PLY lOd 0 40/C EDGES A35 & 6"0/C TOP PLATE 3X 16d 0 1.5"O/C STAGGERED 5/8X12"A.BOLTS 12" 0/C 3X STUDS 0 PANEL ENDS 1020 #fll 1 BOTH SIDES 12"0/C FIELD OVER 2X 3X SILL PLATE 3X BLOCKING 0 PANEL EDGES 1/2"STRUC.1 PLY lOd 0 3"0/C EDGES A35 & 8"0/C TOP PLATE 3X 16d 0 3-O/C 5/8"X12"A.BOLTS 24" 0/C 3X STUDS 0 PANEL ENDS 667 #flT 2 ONE SIDE 120/C FIELD OVER 2X 3X SILL PLATE 3X BLOCKING 0 PANEL EDGES 1/2"STRUC.1 PLY lOd 0 4-O/C EDGES A35 0 10-0/C 16d 0 3-O/C 5/8"X12A.BOLTS 510 #flT 3 ONE SIDE 12"0/C FIELD 24" 0/C - 'ZT 3/8" CD—X PLY 8d C 60/C EDGES A35 C 16-O/C 16d C 6"0/C 5/8X12"A.BOLTS 260 #flT ONE SIDE 12"0/C FIELD 32" 0/C cc 3/8" CD—X PLY 8d C 40/C EDGES A35 C 16"0/C 16d C 4"0/C 5/8X12"A.BOLTS 350 #flT ONE SIDE 12"O/C FIELD 24" 0/C - 3/8" CD—X PLY ONE SIDE 8d C 3"0/C EDGES 12 O/C FIELD A35 0 12"O/C SDS 1/4x6"06"O/C 5/8"X12"A.BOLTS 24" 0/C 3X STUDS C PANEL ENDS 490 #flT 3X SILL PLATE 3X BLOCKING 0 PANEL EDGES 3/8" CD—X PLY 8d 0 4"0/C EDGES A35 C 6"0/C SDS 1/4x606"0/C 5/8"X12"A.BOLTS 0/C 3X STUDS C PANEL ENDS 760 #flT 7 SIDES 12"0/C FIELD BOTH SIDES 3X TOP PLATE 3X SILL PLATE 3X BLOCKING 0 PANEL EDGES OVER 2X 3/8" CD—X PLY Sd 0 3"0/C EDGES A35 C 6"0/C SDS 1/4x606"O/C 5/8"X12"A.BOLTS 3X STUDS C PANEL ENDS 980 #,1T 8 BOTH SIDES 12"0/c FIELD 3X TOP PLATE 3X SILL PLATE 16" 0/C 3X BLOCKING 0 PANEL EDGES OVER 2X 3/8" CD—X PLY BOTH SIDES 8d 0 2.5"0/C EDGES A35 0 60/C SDS 1/4x6"06"0/C 5/8"X12"A.BOLTS 16" 0/C 3X STUDS C PANEL ENDS 1130 #flT 9 12-O/C FIELD 3X TOP PLATE 3X SILL PLATE 3X BLOCKING C PANEL EDGES OVER 2X 1/2" GYP.BD. 5d COOLER NAILS C A35 0' 32"0/C 16d 0 100/C 5/8"X12A.BOLTS 75 #flT 10 ONE SIDE -O/C 4(BLOCKED) . 48" 0/C 1/2" GYP.BD. 5d COOLER NAILS 0' A35 C 16"0/C 16d 0 1O"0/C 5/8X12"A.BOLTS 32" 0/C 150 #1rT BOTH SIDES 40/C (BLOCKED) 1/2" GYP.BD. Sd COOLER NAILS C A35 C 160/C 16d 0 6-O/C 5/8"X12A.BOLTS 3 2" 0/C 50 #flT 12 BOTH SIDES 70/C (BLOCKED) 13 5/8-GYP.BD. 6d COOLER NAILS 0 A35 C 32"0/C 16d 0 8"0/C 5/8"X12"A.BOLTS BOTH SIDES 4"0/C (BLOCKED) 32" 0/C 7/8" STUCCO W/ NO.11 GA.1.5LONG A35 0 24"0/C 16d 0 10"0/C 5/8X12"A.BOLTS 180 #fl1 EXPAN.METAL OR -HEAD 7/16NAIL 48" 0/C 14 WOVEN WIRE LATH 16 GA.STAPLE 1 & PORT.CEM.PLAST. 7/8-LEG C 6"0/C NOTES: ABBREVIATIONS: ALL SUPPORTS FOR GYP.BOARD TO BE NAILED WITH COOLER NAILS(C.N.). PLY PLYWOOD $ ALL PLYWOOD PANEL EDGES TO BE BLOCKED.(F.N.& 12"0/C FOR PLYWOOD) PL. PLATE 'WITH AT SHEAR WALLS PLYWOOD ON BOTH SIDES. BOTH VERT.& HORIZ. INTERIOR JOINTS ON OPPOSITE SIDES OF WALL SHALL BE STAGGERED. A.BOLTS ANCHOR BOLTS 2— ANCHOR BOLTS PER WALL MINIMUM STAGG. STAGGERED MINIMUM ANCHOR BOLT SPACING: GYPSUM GYP. 5/8"A.8.S C 72"0/C FOR EXTERIOR WALLS 7/32" RAMSET PINS 0' 32"0/C (ICBO #1639) FOR INTERIOR WALLS PORT. PORTLAND 3"x3"xl/4 PLATE WASHER IS REQUIRED AT EACH ANCHOR BOLT. GA. GAUGE BRD. BOARD STONE TRUSS COMPANY www.stOnetruss.com N STONE TRUSS Co. w— NIA E CERTIFIED INSPECTION I.A.S. AA-583 S IN STRICT ACCORDANCE WITH UBC. IBC. ANSI NATIONAL STANDARDS LATEST REVISION PREFABRICATED : WARNING * WARNING * WARNING BE SURE ERECTION. CONTRACTOR UNDERSTANDS BCSI Bi SUMMARY SHEET ENCLOSED 507 JONES ROAD ' OCEANSIDE, CALIFORNIA 92054 ' (760) 967-6171 • FAX (760) 967-6178 s00 International Accreditation Service, Inc. CERTIFICATE OF ACCREDITATION This is to signify that NATIONAL INSPECTION ASSOCIATION, INC. dba QUALITY SYSTEMS MANAGEMENT, INC. 8150 B. PTARMIGAN AVENUE GILLETTE, WYOMING 82718 Inspection Agency AA-583 Type A (Third-Party) Body has demonstrated compliance with the ISO/IEC Standard 17020, General criteria for the operation of various types of bodies performing inspection and has been accredited commencing June 23, 2006 to provide inspection services in the approved scope of accreditation. - - (seer attached scope of accreditation for type, range, methods and procedures of inspection) fEQ44i Patrick V. McCullen C. P. Ramani, P.E. Vice President President This accreditation certificate supersedes any lAS accreditation certificate bearing an earlier date. The certificate becomes invalid upon suspension, cancellation, revocation, or expiration of accreditation. See the lAS Accreditation Listings on the web at www.iasonline.org for current accreditation information, or contact lAS directly at (562) 699-0541. Print Date: 08/29/2006 Page 1 of 2 Page 2 of 2 International Accreditation Service, Inc. SCOPE OF ACCREDITATION Inspection Agency AA-583 Type A (Third-Party) Body National Inspection Association, Inc. dba Quality Systems Management, Inc. Keith A. Anderson 8150 B. Ptarmigan Avenue - Technical Director Gillette, Wyoming 82718 307-685-6331 FIELDS OF TYPE AND RANGE OF INSPECTION METHODS INSPECTIONS INSPECTIONS AND PROCEDURES Metal Plate Connected Wood Trusses In-Plant ANSI/TPI 1-2002; SOP 02 (issued 1/1/06) and SOP 03 (issued 1/1/06) Wood-Framed Prefabricated Shear In-Plant ICC ES Acceptance Criteria AC130; SOP 02 Wall (issued 1/1/06) and SOP 03 (issued 1/1/06) Structural Glued-Laminated Timber In-Plant ANSl/A!TC A190.1 SOP02 (issued 1/1/06) and SOP 03 (issued 1/1/06) June 23, 2006 Commencement Date C. P. Ramani, P.E. President This accreditation certificate supersedes any LAS accreditation certificate bearing an earlier date. The certificate becomes invalid upon suspension, cancellation, revocation, or expiration of accreditation. See the lAS Accreditation Listings on the web at www.iasonline.org for current accreditation information, or contact LAS directly at (562) 699-0541. Print Date: 08/29/2006 Al NOTES: ROOF PITCH: 4:12 Air m ' t CLG PITCH: 2:12 mm] RAFTER TAILS BY OTHERS 2x4 TOP /BOTCHORDS 315%6II HEEL HEIGHT '\ HANGERS: \ SEE TRUSS ENGINEERING FOR HANGER INFORMATION t NOTICE TO BUILDING OFFICIALS, ARCHITECTS, AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY. REVISIONS Aug. 31, 2010 C- ///////////////////////////////////////////////////////Z////// ALL OPEN AREAS ARE CONVENTIONAL FRAMING -• - - BY OTHERS 222 -ZZ21111,111WILYXII, IXAYWAI,- - - ! - - 222 ?Z2 ZZZ ZZ ZZZ ZZ2 ZZZ ZZ2 Zz2 2 ?Z2 CD A3 (0 — -.- ./-... \. -. — - - - - - - - - - - - -- C-? - - - - - - - - - - ''. in -' '•: ' B1 ' - '-. .0 (.0 U) -. U') Z to (0 N-. "- I < <'...A7 "- Ln - I B2 B2 ' ' "-•. I -: L -' B3' -. ,' -.. ,' ,, ' B3 1p LL -- co AB (5) A (4) A2 A A4 A4/ AA (6) 1- I I 1 -'"-- - - T- 'U tu - wlpc1 qO LU . Cl)qq L o qO'q lift Designer JDZ Date: Aug. 11, 2010 Scale: NTS Job #: L746 1OFI (LI'HO -/rl-FHIThULfl Icc. -- i3U ru,9UrBIJLG,, *VL. 4PlU, A) Top chord 2x4 DF-L #1&Bet. (g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (9) designed using NDS/TPI reduction factors See DWGS A08515050109, GBLLETIN0109, & GABRST050109 for more requirements. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 120 0.15 41.35 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. Member design & wind reactions based on both MWFRS and C&C. Truss spaced at 24.0" DC designed to support 0-0-0 top chord outlookers. Cladding load shall not exceed 10.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Deflection meets L/360 live and L/240 total load. 5X5 =_ 5X6an 3X4--- 3 X 4 4X10(A2) 3X6 3X6an 4X10(A2) 1-6-01-6-0 1930 m - 1930 20-9-0 _..L. 20-9-0 FE: 41-6-0 Over Continuous Support >1 R=101 PLF U2 PLF W=41-6-0 RL=2/-2 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: CBC2007/TPI-2002(STD) PLTTYP.Wave FT/RT=20%(0%)/10(0)9.03.01.0806.22 CA/-/I/ -/-/R/- Scale=1875/Ft. Stone Truss 760-967-6171 **wARNJNG** TRUSSES RECLINE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TU RCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 216 IC LL 20.0 PSF REFR090--71581 507 Jones Road, Oceanside CA 92054 NORTH LEE STREET. SUITE3(2. ALEXANDRIA. VA. 223(4) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON. WI 63719) FUR SAFETY PRACTICES PRIOR TO PERFORMING THESE FONC1IONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAAE T DL 18.0 PSF DATE 08/11/10 DRWCAUSRO9O 10223033 A PROPERLY ATTACHED RIGID CEILING. u g BC DL 10.0 PSF **1(.4PORTANT**FURNISH A COPY OF FHIS DESIGN TO TOE INSTALLATION CONTRACTOR. (OW BUlLRING CORPONEATS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILOOE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENGLVT/GWH _____ ALPINE LJ DESIGN CONFORMS WITH APPLICABLE PROOISIONS OF NOD (NATIONAL DESIGN SPEC. BY AFUPA) AND TP(. ALPINE ADTH A663 GRADE 40/00 (4. K/HUG) GALO. STEEL. APPLY IN CONFORMANCE WITH TPI OR FAORICATING. HANDLING. SHIPPING. INSTALLING E BRACING OF TRUSSES. TOT.LD. 48.0 PSF SEON-152613 CONNECTOR PLATES ARE MODE OF OU/IB/IAGA (All/SD/K) THIS DESIGN. POSITION PER DRAWINGS (604-2. 05 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON \\ \ EXP. 6/3012012 4 // DUR.FAC. 1.25 FROM JDZ ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT '. csvi_'-.4' ITW Building Components Group, Inc. SESIGN SHOWN. THE SUITABILITY AND USE OF TIllS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0 JREF-1U49090_Z05 Sacramento, CA 95828 BUILDING DESIGNER PER ANDI/TPI I SEC. a. ON OF C (L746-/PFANKUCH RES. -- 1bU MAUNULIA AVE. LA1<LuAL). LA - A LUT'I1UN Top chord 2x4 DF-L #1&Bet. (g) Bot chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) :W4, W6, W7, W9 2x4 DF-L #1&Bet. (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss passed check for 20 psf additional bottom chord live load in areas with 42-high x 24-wide clearance. Deflection meets L/360 live and L/240 total load. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.15 41.35 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. 5 X 5 'OVA III 'OVA III 4X10 (A2) 2X4 III 3X4 6X8 6X8 3X4an 2 X 4 III 4X10 (A2) 5-5-13 6-3-14 6-3-14 5-5-13 + U.1E 5-9-9 5-5-13 6-3-14 6-3-8 6-3-14 5-5-13 5-9-9 I 2nq-fl I 20-9-0 I: 41-6-0 Over 2 Supports >1 R2080 U=13 W=5.5" R=2080 U=13 W=5.5" RL=86/ -86 A Design Crit: CBC2007/TPI -2002(STD) PLT TYP. Wave FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/ -I-/RI- Scale =1875/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 *WARNING** TRUSSES REQUIRE EATREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET. SUITE 312. ALEXANDRIA. OH. 20314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SBALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SIIALL HAVE A PROPERLY ATTACHED RIGID CEILING. TC TC BC LL DL DL qp°; 20.0 18.0 10.0 PSF PSF PSF REF R090- - 71582 DATE 08/11/10 DRW cAusR090 10223034 __ **IMPORTANT**FURNISA A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO BUILD THE TRUSS ALPINE BC LL 0.0 PSF CA-ENG LVT/GWH * __________ _____ IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. ShIPPING. INSTALLING N BRACING SF TRuSSES. SEON- 152457 DESIGN CONFORMS WITH APPLICABLE PROUISIONS OF ADS (NATIONAL DESIGN SPEC. BY AF&PAI AND TPI. ALPINE CONNECTRA PLATES ARE MADE OF 20/IB/IAGA IA.A/SS/K( ASTR AU53 GRADE 40/60 (N. R/A.SSI GALA. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. No. * s.,,, TOT.LD. 48.0 PSF DUR FAC 1 .25 FROM JDZ ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AS OF TPII-2002 SEC.3. A SEAL ON THIS \\ E.XP.6130!2012 I1'WBnilding Components Group, Inc. Sacramento, CA 95828 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING BESPONSIXILITT SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /VP) I SEC. 2. . . SPACING 24.0" JREF- 1U49090 _Z05 L/40-/F'rFPBP.UL.I1 F5. -- .LU It9UFXLJLI19 7YYL. L.PSF.LOILX, - Top chord 2x4 DF-L #1&Bet. (g) Bot chord 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) :W4, W6, W7, W9 2x4 DF-L #1&Bet. (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors SPECIAL LOADS --(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.1.25) IC - From 78 PLF at 0.00 to 78 PLF at 41.50 ftC - From 20 PLF at 0.00 to 20 PLF at 19.51 BC - From 60 PLF at 19.51 to 60 PLF at 22.08 BC - From 20 PLF at 22.08 to 20 PLF at 41.50 BC - 519 LB Conc. Load at 5.94 BC - 1712 LB Conc. Load at 11.13 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Deflection meets L/360 live and L/240 total load. **This truss is not symmetric--DO NOT TURN TRUSS END FOR END.** Bearing locations shall be marked on truss prior to installation. 2 COMPLETE TRUSSES REQUIRED Nail Schedule:0.131"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind IC DL=10.8 psf, wind BC DL-6.0 psf. Member design & wind reactions based on both MWFRS and C&C. See DWGS A08515050109, GBLLETIN0109, & GABRST050109 for more requirements. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 120 0.15 41.35 5X6 3 X 4 -:, 5~~ 4 W n6W 7 3 X 4 7-2-15 W <4 W9 4X10 (Al) 8X8= 8X8 8X8an 3X4 5X6 (Al) I 5-9-9 I 5-5-13 6-3-14 .j3-1-12...Ll-l-l2 I 6-3-14 I 5-5-13 I 5-9-9 fl 5--g T'- 5-5-13 6-3-14 "1 6-3-8 1' 6-3-14 T 5-5-13 T 5-9-9 511 I 20-9-0 i... 20-9-0 .1 41-6-0 Over 2 Supports R=3784 U=13 W=5.5" R=2611 U=13 W=5.5" RL86/-86 Note: All Plates Are 2X4 Except As Shown. Al Design Cri t: CBC2007/TPI -2002 (STD) PLT TYP. Wave FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/I/ -I-/RI- Scale =.1875"/Ft. Stone Truss 760-967-6171 --WARNING'* TRUSSES REOUIRE EATREME CURE IN FABRICATION. HANDLING. SHIPPING, INSTALLING RHO BRACING. T LL 20.0 PSF REF R090-- 71583 507 Jones Road, Oceanside CA 92054 REFER TO HCSI (BUILDING COMPONENT SAFETY INFORMATION). PURLISRED BY TPI (TRUSS PLATE INSTITUTE. 218 WORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22 314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. SSDO DATE 08/11/10 ENTERPRISE LANE. MADISON. WI 537(9) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE T DL 18.0 PSF DRW CAIJSRO9O 10223035 A PROPERLY ATTACHED RIGID CEILING. ** IMPORTANT**FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. (TM BUILDING COMPONENTS Ou 11 201 BC DL 10.0 PSF CA-ENG LVT/GWI-I GROUP. INC. SHALL NOT BE RESPONSIRIE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF _____ ALPINE IN CONFORMUNCE WITH TPI: OR FAURI CAT ING. HANDLING. SHIPPING. INSTALLING U BRACING OF TRUSSES. SEON- 152554 DESIGN CONFORMS WITH OPPLICABLE PROVISIONS DI NDS (NATIONAL DESIGN SPEC. BYAT "AAND TPI. ALPINE CONNECTOR PLATES ARE MADE OF OX/IN/lOGO (A.lI/SS/A( ASTM AUA3 GRADE 40/60 IN.B/ASS) GALU. STEEL. APPLY TOT.LD. 48.0 PSF PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS IAOA- Z. No. C 5800 * OUR . FAC . 1 .25 FROM JDZ ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI I-7002 SEC.3. A SEAL ON THIS RESPONSIBILITY SOLELY FOR THE TRUSS COHPDNEHT EXP.613012012 111V Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PBDFESSIOUAL ENGINEERING DESIGN SHOWN. TOE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE cgvrs._ CIVIL- _____________________________________ SPACING 24.0" JREF- 1U49090_ZO5 Sacramento, BUILDING DESIGNER PER ANSI/TPI I SEC. 2. 4 3X5111 4X1an 6X8an 3A4an z A4III ( LHND-/VI-/RINIcUL.fl Kt). -- .LCOU FIflUINLRLIM AVE. c..nflLJOnU, I..ti - PDX. aluL, LJIIFY) Top chord 2x4 DF-L #1&Bet. (g) Bat chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) :144, W5, W7 2x4 DF-L 1&Bet.(g): Connectors in green lumber (g) designed using NDS/TPI reduction factors Left end vertical not exposed to wind pressure. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 120 11.25 41.35 Deflection meets L/360 live and L/240 total load. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. Member design & wind reactions based on both MWFRS and C&C. Truss passed check for 20 psf additional bottom chord live load in areas with 42-high x 24-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 5X5an 4X10(A2) an 6-4-4 3-1-12 .j_ 3-1-12 6-3-14 5-5-13 5-9-9 6-4-4 I 6-3-8 I 6-3-14 5-5-13 5-9-9 9-6-0 _I_ 20-9-0 30-3-0 Over 2 Supports >1 R=1544 U=16 H=Simpson HUS26 R1519 W=5.5° Supporting Member is (2)2x6 DF-L AL. PLT TYP. Wave Design Crit: CBC2007/TPI-2002 (STD) FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/ -I-/RI- Scale =.25"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 AWARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET. SUITE 312. ALEXANDRIR. HA. 22314) AND WTCA (WORD TRUSS COUNCIL OF AMERICA. 6302 ENTERPRISE LANE. MADISON. NI 53715) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INOICNTER lop COORO SHALL HARE PROPERLY ATTACHED STRUCTURAL PANELS RHO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. TC LL TC DL BC DL 20.0 18.0 10.0 PSF PSF PSF REF R090-- 71584 DATE 08/11/10 DRW CAUSR090 10223036 _____ ___________ L_ ALPINE J lTWBuildingCompunentsGroup,lnc. Sacramento, CA 95828 **IMPORTANT**FURAISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ION BUILDING COMPONENTS GROUP. INC. SHALL NOT RE RESPONSIBLE FOR ANY OEAIATION FROM THIS DESIGN ANY FAILURE TR BUILD THE TRUSS DESIGN CONFORMS WITH APPLICABLE P Roy ISIONSOF RDS (NATIONAL DESIGN SPEC. BY AFNPA( AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GB (N.H/SS/6) AUTH A653 GRADE 40/60 IN. K/H.SS( GAL O. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LUEATED ON THIS DESIGN. POSITION PER DRANINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL RE PER ANNEX H3 OF TPII.2002 SEC.3. A SEAL OH THIS DRAWING INDICATES ACCEPTANCE RF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Civil BUILDING DESIGNER PER ANSI/TPI I SEC. C. IN CONFORMANCE WITH TPI OR FABRICATING. HANDLING. SHIPPING. INSTALLING B BRACING OF TRUSSES. * * \\ \ EXP 6130/2012'..J II OF BC LL TOT .LD. 0.0 48.0 PSF PSF CA-ENG LVT/GWH SEQN- 152471 OUR . FAC . 1 .25 FROM JDZ SPACING 24. 0" S.JREF - lU49090_Z05 (L746-/PFANKUCH RES. -- 1250 MAGNOLIA AVE. CARLSBAD, CA - A3 MONO) Top Chord 2x4 DF-L #1&Bet. (g) Bot Chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Hangers shall be installed after lumber has air-dried to 19% or less moisture content. SPECIAL LOADS --(LUMBER DUR.FAC.=1.25 I PLATE DUR.FAC.=1.25) IC - From 78 PLF at 0.00 to 78 PLF at 5.88 B.0 - From 20 PLF at 0.00 to 20 PLF at 5.88 Member design & wind reactions based on both MWFRS and C&C. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind IC DL=10.8 psf, wind BC DL=6.0 psf. Right end vertical not exposed to wind pressure. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 69 0.15 5.88 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Deflection meets L/360 live and L/240 total load. 2 X 4 III 4 T 2-3-7 2 +10-1-0 X4 III 1 3X4(A1) an 112 5-8-12 5-10-8 5-10-8 Over 2 Supports R=295 W=5.5" R=280 U=18 H=Simpson LUS24 RL=63 Supporting Member is (1)2x6 DF-L A3 Design Crit: CBC2007/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/ -/-/R/- Scale =4375/Ft. Stone Truss 760-967-6171 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. PLATE INSTITUTE. TC LL 20.0 PSF REF RO9O-- 71585 507 Jones Road, Oceanside CA 92054 REFER TO HCSI (BUILDING COMPONENT SAFETY INFORMATION) . PODLISIIED BY TPI (TRUSS AIB NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 223141 AND WTCA (WADS TRUSS COUNCIL OF AMERICA. 6300 WI 6311 B)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ENTERPRISE LINE. MADISON. OTHERWISE INDICATED TOP CHORD SHALL HOVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE O- TC DL 18.0 PSF DATE 08/11/10 DRW CAUSRO9O 10223037 A PROPERLY ATTACHED RIGID CEILING. Aug BC DL 10.0 PSF **IMPORTANT**FORNISA A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS CA-ENG LVT/GWH GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO BUILD THE TRUSS 9 BC LL 0.0 PSF _____ ALPINE LJ IN CONFORMANCE WITH TPI OR FABRICATING. HANDLING. SHIPPING. INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROHISIONS OF NUS (NATIONAL DESIGN SPEC. BY AF&PN) AND DPI. ALPINE IN. CONNECTOR PLATES ABE MADE OF 2H/IH/I6GA (H.H/SS/E( ASTM A653 GOUGE 40/60 (N. K/H.SS( GALA. STEEL. APPLY No. TOT.LD. 48.0 PSF SEON - 152417 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. PER DRAWINGS I60A-Z. EXP.6J3012012 DUR.FAC. 1.25 FROM JDZ ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTAHCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY P00 THE TRUSS COMPONENT I'BuiIdingComponentsGroup,Inc. OES(GN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" JREF - 1U49090_Z05 Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI I SEC. 2. (L746-/PFANKUCH RES. -- 1250 MAGNOLIA AVL. LAKLSSAU, LA - A'! VAULT) Top chord 2x4 DF-L #l&Bet.(g) Bot chord 2x4 DF-L #l&Bet.(g) Webs 2x4 DF-L Std/Stud(g) :W4, W8 2x4 DF-L 1&Bet.(g): Connectors in green lumber (g) designed using NDS/TPI reduction factors Bbttom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Deflection meets L/360 live and L/240 total load. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50 ft from roof edge, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.15 24.69 BC 120 24.83 41.35 Shim all supports to solid bearing. 2X4 III 5 X 6 ')VAIII .-,,- - 3X10 (Al) .3X5= 3X= 3X5 (Al) 24-9-4 >1 5-9-9 5-5-13 6-3-14 -1 -3-1-12-1-3-11-4 5-6-6 OIE 5-5-13 V4E 5-9-9 5-5-13 6-3-14 6-11-4 5-8-2 5-5-13 5-9-9 20-9-0 20-9-0 24-6-8 —fl 16-11-8 41-6-0 Over 3 Supports R='1193 W=5.5" R=2095 W=5.5" R=776 W=5.5" RL=86/-86 Aq PLTTYP.Wave Design Crit: CBC2007/TPI -2002 (STD) FT/RT=20%(O%)/10(0)9.03.01.0806.22 CA/-/l/ -I -/RI - Scale=1875/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ALPINE lilY Building Components Group, Inc. Sacramento, CA 95828 **WARNING** TRUSSES REQUIRE ESTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO UCSI (BUILDING COMPONENT SAFETY INFORMATION . PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. TIN NORTH LEE STREET. SUITE SIT. ALEXANDRIA. HA. 2231X) AND WTCA IW000 TRUSS COUNCIL OF AMERICA. 5300 ENTERPRISE LANE. BIAOISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHUBS SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BUTTON CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILIND. A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITH BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOB ANY OCHIATION FRO H THIS DEUIGN RAY FAILURE TO BUILD THE TRUSS IN CoNroRNANCE WITFI 1 P OR FABRICATING. BUNDLING. SHIPPING, INSTALLING B BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS UP NDS (NATIONAL DESIGN SPEC. BY AFNPAI AND TPI. ALPINE CONNECTOR PLATES ARE RADE OF 20/IHII6GA IW.H/SS/kI ASTH AGS3 GBAOE 40/NO 1W. K/A.SSI GALA. STEEL. APPLY PLATES TO EACH FACE OF TRUSS RHO. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS I6UA-Z. ANY INSPECTION OF PLATES FOLLOWED NY III SHALL NE PER ANNEX Al OF TPII-UODZ SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FUR THE TRUSS COMPONENT DESIGN SAO AN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF TIlE BUILDING DESIGNER PER ANSI/TPI I SEC. 2. C , ...,, EXP.6!3012012 ,, ,. Ivi OF r-At TC LL TC DL BC DL BC LL TOT.LD. 20.0 PSF 18.0 PSF 10.0 PSF 0.0 PSF 48.0 PSF REFR090--91214 DATE 09/01/10 DRW CAUSR090 10244008 CA-ENGJCJ/GWH SEON-155191 DUR.FAC. 1.25 FROM JDZ SPACING 24.0 JREF- 1U4T090_Z03 T W8 1-9-12 _L )X4 III _.._1010 (LI40/VFAITKULiI KtX. -- 1U rISI'IULUw IHYc. E.HHFTLD/HU, LIT - P,3 IUb VP,UL UIRUtIY) Top chord 2x4 DF-L #1&Bet.(g) Sot chord 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) :W4, W6 2x4 DF-L #1&Bet. (g) :W8 2x6 DF-L SS(g): Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design & wind reactions based on both MWFRS and C&C Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. SPECIAL LOADS --(LUMBER DUR.FAC.-1.26 / PLATE DUR.FAC.=1.26) TC - From 78 PLF at 0.00 to 78 PLF at 25.00 BC - From 20 PLF at 0.00 to 20 PLF at 24.54 BC - 664 LB Conc. Load at 17.44 BC - 317 LB Conc. Load at 22.56 85 mph wind, 16.00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof. CAT II, EXP B. wind TC DL-10.8 psf, wind BC DL-6.0 psf. See DWGS A08516050109. GBLLETINO109. & GABRST050I09 for more requirements. (A) #3 or better scab brace. Same size & 80% length of web member. Attach with lOd Box or Gun nails (0.128"x3".min.) 19 6" OC. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.15 25.00 Deflection meets L/360 live and L/240 total load 7 X 6 5-9-9 5-5-13 6-3-14 ell 3-1-12 .i.. 4-3-0 5-9-9 5-5-13 6-3-14 6-11-4 [. 20-9-0 -L 4-3-0 1< 25-0-0 Over 2 Supports R=1466 W=5.5" R=1958 U=81 W=5.5" RL=188/-49 A5 Note: All Plates Are 2X4 Except As Shown. Design Crit: CBC2007/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(0%)/10(0) 9.03.01.0806.22 CA/-/l/-/-/R/- Scale =.275"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING RHO BRACING. REFER TO RCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NOR TA LEE STREET, SUITE 32. ALEXANDRIA. VA. 203 14) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 63RD ENTERPRISE LANE. MADISON. WI S3TIY( FAR SAFETY PRACTICES PRIOR TB PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SMALL HARE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE OFMI TC LL TC DL 20.0 PSF 18.0 PSF REF R090- - 91215 DATE 09/01/10 _____ __________ ALPINE lilY Building Components Group, Inc. Sacramento, CA 95828 A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT**FURNISII A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITH BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM Tills DESIGN: ANT FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITM TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS AITII APPLICABLE PROAISIONS OF NDS (NATIONAL DESIGN SPEC. BY BIBPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/I8/I6GA )W.M/SS/E) ASTM A653 GRADE 40/60 (W. E/M.SS)GALH. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS I60A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SMALL BE PER ANNEX 43 UF TPII20OZ SEC.3. W SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. TIlE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI I SEC. 2. Sep 01 OK \\ ' il BC DL BC LL TOT .LD. 10.0 PSF 0.0 PSF 48.0 PSF DRW CAUSRO9O 10244009 CA JCJ/GWH SEON- 155225 W7J__ DUR.FAC. 1.25 FROM JDZ SPACING 24.0" JREF- 1U4T090_Z03 (L746-/PFANKUCH RES. -- 1Z5U MA6NIJL1A AVE. LAKLSLIAU. LA - Ab SIUO VAULI Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Std/Stud(g) :W4 2x4 DF-L #1&Bet.(g): Connectors in green lumber (g) designed using NDS/TPI reduction factors Hangers shall be installed after lumber has air-dried to 19% or less moisture content. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 120 0.15 17.38 H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional infc 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. Member design & wind reactions based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Deflection meets L/360 live and L/240 total load. 2 X 4 III _4_1o1-o 5-9-9 5-5-13 5-11-6 1 12 5-9-9 5-5-13 5-6-11 16 17-4-8 Over 2 Supports R=859 W=5.5" R=838 H=Simpson LUS26 RL133/30 Supporting Member is (2)2x6 DF-L • PLT TYP. Wave Design Crit: CBC2007/TPI-2002(STD) FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/ -/-/R/- AO Scale =.4375"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 **WARNING** TRUSSES R(OUIHE ENTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. BOOTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 203141 AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 63RD ENTERPRISE LANE. MADISON. WI 532191 FOR SAFETY PRACTICES PRIOR TOPERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ./?BC T LL T DL DL 20.0 18.0 10.0 PSF PSF PSF REF R090-- 71588 DATE 08/11/10 DRW CAIJSRO9O 10223040 ALPINE !T'RV Building Components Group, Inc. Sacramento, CA 95828 REFER TO UCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 a W*IMPORTANT**FURNISH A COPY OF THIS UESIGN TO TAE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESIGN ANY FNILURE TO RUILU THE TRUSS IN CONFORMANCE WITH TPI:ORFABRICATING.HANDLING.SHIPPING,INSTALLINGNBRACINGOF TRUSSES DESIGNCONFORMSWITHAPPLICABLE PRUOISIONSUFDS(NATIONAL DESIGN SPEC. BY AFOPWI ANDOPI.ALPINE TOT.LD. CONNECTOR PLATESARE MADE OF20/lB/lUSH (N.H/US/El ASTIR ANS3 GRADE40/60(N.E/)I.SSI GALB.STEEL. APPLY PLATES TOEACH PUCE OF TRUSS AND. UNLESS OTHERWISE LOCATED UN DAISDESIGN. POSITION PER DRAWINGS INOAZ. DUR.FAC. ANY INSPECTION OFPLATES FULLDWED BY (I) SHALL XE PER ANNEX A3 OF TP11-2002 SEC.3. U SEAL ON TVIS DRAWING INDICATES ACCEPTANCE HF PRHFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT M ' DESIGN SIIOWN. THE SUITABILITY ANC . US[ OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI I SEC. 2.OFCAUFO BC LL 0.0 48.0 PSF PSF CA-ENG LVT/GWH SEON- 152570 1.25 FROM JDZ SPACING 24 , o H JREF - 1U4909OZ05 (L746-/PFANKUCH KLS. -- 1bU MAUNULIA AVE. LAKLOAU, LA - Al slUO VP,ULI Top chord 2x4 DF-L #1&Bet. (g) Bat chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) :W4 2x4 DF-L #1&Bet.(g): :W8 2x6 DF-L SS(g): Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.15 25.00 Deflection meets L/360 live and L/240 total load 5X6an X4 III I W8 1-9-12 414-1-3 1 ...4...lo-1-o 3X10(A1) 5-9-9 5-5-13 6-3-14 3-1-12 ..i_ 4-3-0 BY IE - 5-9-9 5-5-13 6-3-14 6-11-4 i J 20-9-0 -L_ 4-3-0 25-0-0 Over 2 Supports R=1233 W=5.5" R=1209 W=5.5" RL=119/-43 Al PLT TYP. Wave Design Crit: CBC2007/TPI-2002(STD) FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/ -I-/RI- Scale =.3125"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER ID 'CS'(BUILDING COMPONENT SAFETY INFORMATION). PUBLISHER BY TPI (TRUSS PLATE INSTITUTE. 2(8 NORTH LEE STREET. SUITE 3I2. ALEXANDRIA. VA. 203(41 AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 63DB ENTERPRISE LANE. MADISON. WI 537191FOR SAFETY PRNC TICE S PRIOR TO PERFORMING THESE FUNCTION S. UNLESS A PROPERLY ATTACHED RIGID CEILING. OTRERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND UOTTUM CHORD SHALL HAVE 12O T LL T DL BC DL 20.0 PSF 18.0 PSF 10.0 PSF REF R090-- 91216 DATE 09/01/10 DRW CAUSRO9O 10244013 _____ ALPINE IN ITW Building Components Group, Inc. Sacramento, CA 95828 L/\J **JMPORTANT**FURWISB A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL ADD NE RESPONSIBLE FOR ANY OCUIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THC TRUSS DESIGN CONFORMS WITH APPLICABLE PROVISIONS UF ADS (NATIONAL DESIGN SPEC. HO AF&PA( AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF ZU/lA/IAGA INI,H/SS/EI ASTM AAS3 GRADE 40/60 IA. K/ASS) GALO. STEEL. APPLY PLATES DO EACH FACE OF TRUSS AND. UNLESS OTHCRWISE LUCATED ON TA IS DESIGN. POSITION PER DRAWINGS I6OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL RE PER ANNE) A3 OF DPII - ZDDZ SEC.3. A DENL ON DNIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPDNSIHILITO SOLELY FUN THE TRUSS COMPONENT DESIGN SHOWN. TAC SUITRRILITY MID USE OF THIS CDMPDNEHT FOR ANY BUILDING IS TAC RESPONSIBILITY OF THE BUILDING OESIGNCR PER ANSI/TPI I SEC. 2. CONFDRMANCE WITh DPI: OH FABRICATING. HANDLING. SHIPPING. INSTALLING & BRACING OF TRUSSES. * 8/30/2012 OF Cj8IO BC LL TOT .LD. 0.0 PSF 48.0 PSF CA-ENG JCJ/GWH * SEON- 155235 CIV"- DUR.FAC. 1.25 FROM JDZ SPACING 24.0" JREF- 1U4T090_Z03 (L746-/PFANKUCH RES. -- 1250 MAGNOLIA AVE. CARLSUAU, LA - A4A VAULI) Top chord 2x4 DF-L #1&Bet. (g) Bot chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) :144, W8, W9 2x4 DF-L #1&Bet. (9) Connectors in green lumber (g) designed using NDS/TPI reduction factors BOttom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Deflection meets L/360 live and L/240 total load. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 6.50 ft from roof edge, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psi. Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.15 23.69 BC 120 23.83 41.35 Shim all supports to solid bearing )VA III 5 X 6 2 X 4 III 3X10 (Al) 3X7 3 X 4 2X4 III 3X5 (Al) 23-9-4 I.E 5-5-13 6-3-14 -1 _3-1-12-1-2-11-4 .1- 6-6-6 5-5-13 5-9-9 I 5-9-9 I 5-5-13 6-3-14 I 5-11-4 '°l 6-8-2 5-5-13 I 5-9-9 20-9-0 .j_ 20-9-0 - 23-6-8 17-11-8 'i-o-o uvr .) SupporLS —I R=1137 W=5.5" R=2107 W=5.5" R=819 W=5.5" RL=86/-86 AA PLI TYP. Wave Design Crit: CBC2007/TPI-2002(STD) FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/-I-/RI- Scale =1875/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 **WARNING* TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. REFER 00 BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SIB NORTH LEE STREET. SUITE 312, ALEXANDRIA. HA. 02314) AND WTCW (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON, WI S371 9)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS A PROPERLY ATTACHED RIGID CEILING. OTHERWISE INDICATES TOP CHORD SHALL HAUL PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE W ep 01 TC LL TC DL ? BC DL 20.0 18.0 10.0 PSF PSF PSF REF R090- - 91217 DATE 09/01/10 DRW CAUSR090 10244010 __________ _____ ALPINE **IMpQRTANT**FURB)SII A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. (TN BUILDING COMPONENTS GROUP, INC. SHALL HOT BE RESPONSIULE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: ON FABRICATING. HANDLING. SHIPPING. INSTALLING N BRACING OF TRUSSES. G BC LL 0.0 PSF CA-ENG JCJ/GWH ITT,V Building Components Group, Inc. Sacramento, CA 95828 DESIGN CONFORMS WITH APPLICABLE PROAISIOHS 01 NDS (NATIONAL DESIGN SPEC. BY AFBPU) AND TPI. ALPINE CONNECTOR PLATES ARE MORE OF 0/ 18 (WA/SR/K) ASTM A653 GRADE 40/60 IN. E/tI.SS) EALU. STEEL. APPLY PLATES TO EACH FACE UT TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SMALL NE PER ANNEX W3 or TPII'2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE 01 PROFESSIONAL ENGINEERING RESPONSIBIL ITT SOLELY FOB THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR WHO BUILDING IS THE RESPONSIBILITY OF THE NUILRINERCS)GNER PER ANSI/TPI I SEC. U. * No. C 58005 EXP.6J3012012 CIVfl._ Ojd TOT.LD. 48.0 PSF SEON- 155205 D U R . F A C . 1 . 25 FROM J D Z SPACING 24.0 JREF- 1U4T090_Z03 (L746-/PFANKUCH RES. -- 1Z50 MA)jNUL1A AVE. LAKLSUAU. LA - AA LUMI'lIJN) Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) :W4, W7, W9 2x4 DF-L #1&Bet. (g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 97 0.15 41.35 Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward factors. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing material to be supplied and attached at both ends to a suitable support by erection contractor. Truss passed check for 20 psf additional bottom chord live load in areas with 42-high x 24-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Truss supports 300# mech unit; unit centered at 20-9-0; supported by BC; unit width 3-0-0; supported by 4 trusses. 3 X 6 I 7-2-15 410101 4X8 (Al) ZX4 iii NU/15 H0715 JA'f e A4 III 4X8 (Al) 1 < 23-9-4 5-9-9 I 5-5-13 9-5-10 9-5-10 I 5-5-13 5-9-9 5-9-9 5-5-13 6-3-14 m3-1-12 9-5-10 5-5-13 5-9-9 I 20-9-0 I - 20-9-0 Ic 41-6-0 Over 3 Supports >1 R=1709 U=6 W=5.5" R=1135 U=15 W=5.5" R=1550 U=38 W=5.5" RL=86/-86 PLT TYP. 20 Gauge HS,Wave Design Crit: CBC2007/TPI-2002(STD) FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/ -I-/RI- AA Scale =. 1875/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ALPINE llW Building Components Group, Inc. Sacramento, CA 95828 **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET. SUITE 312. ALRXANORIA. VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON. WI S3719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CR000 SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -*I HPORTANTFUON [Sit A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ITW BUI LOING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO RU ILD THE TRUSS I DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AI'DPAI AND TPI. ALPINE £. CONNECTOR PLATES ARE WADE OF 20/IA/ IBGA IAN/SO/RI ASTW A653 GRADE 40/60 IA. k/H.SSI GALU. STEEL. APPLY PLATES 00 EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED UN THIS DESIGN. POSITION PER DRAWINGS I6OA-2. ANY INSPECTION OF PLATES FOLLOWED NT (I) SHALL RE PER ANNEX A3 OF OPII.2002 SEC.3. A TEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUST COMPONENT DESIGN SAOHN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IT THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/YPI I SEC. 2. IN CON/ORIIANCE WITH TPI1 DR FABRICATING. HANDLING, SHIPPING. INSTALLING 0 SAUCING OF TRUSSES. OFEMI rfffc.ep/o2o \\\ ,.4!I - L. I I /17 U (_JI(' \ 1/ \ NO. .,-3O003 EXP. 6/30/2012., CAUIF TC LL TC DL BC DL BC LL TOT . L D . 20.0 18 .0 10.0 0.0 48 .0 PSF PSF PSF PSF PSF REF R090- - 91218 DATE 09 /01/10 DRW CAUSR090 10244011 C A - EN G J C J / G W H S EON - 155261 CIVIL DUR.FAC. 1.25 FROM JDZ SPACING 24.0" JREF- 1U41090_Z03 (L746-/PFANKUCH RES. -- 1250 MA(iNULIA AVE. LAKLSuAU, LA - Ab LUMMUN) Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) :W4, W7 2x4 DF-L #1&Bet. (g) Connectors in green lumber (9) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) - BC 83 0.15 41.35 Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward factors. **This truss is not symmetric--DO NOT TURN TRUSS END FOR END.** Bearing locations shall be marked on truss prior to installation. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B. wind TC DL=10.8 psf, wind BC DL=6.0 psf. (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113°x2.5",min.) Bracing material to be supplied and attached at both ends to a suitable support by erection contractor. Truss passed check for 20 psf additional bottom chord live load in areas with 42-high x 24-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Truss supports 300# mech unit; unit centered at 20-9-0; supported by BC; unit width 3-0-0; supported by 4 trusses. 3X6an AVBZ.. 08 (Al) X4 III 3X4 H07 15 H07 15 3X4 3 X3 X4 Z A 4 111 4X6 (Al) I, 27-9-4 5-9-9 5-5-13 4.E 9-5-10 7-1-4 O"46E 5-5-13 5-9-9 I 5-5-13 I 6-3-14 -1-3-1-12 -1 - 7-1-4 1 2-4-6O" 1 5-5-13 I 5-9-9 I 20-9-0 .J... 20-9-0 41-6-0 Over 3 Supports R=1699 U10 W=5.5" R=1428 U=8 W=5.5" R=1208 U46 W=5.5" - RL'86/-86 Design Crit: CBC2007/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=20%(0%)/10(0) 9.03.01.0806.22 Stone Truss 760-967-6171 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO RCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 21W 507 Jones Road, Oceanside CA 92054 NORTH LEE STREET. SUITE 312. ALERANDR IA OR. 22314) AND NTCA (WOOD DROSS COUNC IL OF AMER (CA, 5300 ENTERPRISE LANE. MADISON, NI w6 S371Y) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS , OTHERWISE INDICATED TOP CR000 SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS RHO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMP0RTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS L/ALPINE 1 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY OCOIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING 0 BRACING OF TRUSSES. t Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN CONFORMS WITh APPLICABLE PROUISIONS DI ADS (NATIONAL DESIGN SPEC. BY AFBPA( AND TPI. ALPINE CONNECTOR PLATES ARE HAD E OF OR/IB/I6GA IA,H/SS/KI ASTM HUS3 GRAB E 40/RD (A. F/BUS) GHLO. STEEL. APPLY t4'58005 PLATES TO EACH FACE RI TRUSS AND. UNLESS OTHERWISE LUCATED ON THIS DESIGN. POSITION PER DRAWINGS ISOR'Z. EXP. 613012012 ANY INSPECTION OF PLATES FOLLOWED BY Ii) SHALL BE PER ANNEX AS OF TPII-2002 SEC.3. A SEAL ON THIS d civil_ RESIGN SHOWN. THE SUITABILITY AHD USE OF THIS COHPOHENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE jcO! Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI I SEC. 2. CA/-/l/-/-/R/- Scale =.1875"/Ft. IC LL 20.0 PSF REF R090-- 91219 IC DL 18.0 PSF DATE 09/01/10 BC DL 10.0 PSF DRW CAUSR090 10244012 BC LL 0.0 PSF CA-ENG JCJ/GWH TOT.LD. 48.0 PSF SEON- 155257 DUR.FAC. 1.25 FROM JDZ SPACING 24.0" JREF- 1U4T090_ZO3 (L/'BO-/rrMFRISULfl Kr3. -- J.COU 1-1fl131'lULOfl PYVL. I..PYflLJOflU, ..Pi - U FLANI U-\-N) Top chord 2x4 DF-L #1&Bet. (9) Bot chord 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors. Hangers shall be installed after lumber has air-dried to 19% or less moisture content. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 48 0.00 4.00 Truss must be installed as shown with top chord up. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind IC DL=10.8 psf, wind BC DL=6.0 psf. Wind reactions based on MWFRS pressures. End verticals not exposed to wind pressure. Girder supports 5-10-8 span to BC one face and 5-0-0 span to TC/BC split opposite face. Deflection meets L/360 live and L/240 total load. The IC of this truss shall be braced with attached spans at 24" DC in lieu of structural sheathing. 2 X 4 III 3X4 I 2-3-7 I 3X4an 2X4 III 112 3-10-4 11,12 3-8-8 VI 4-0-0 Over 2 Supports >1 R=518 H=Simpson LUS24 R=518 HSimpson LUS24 Supporting Member is (2)2x6 DF-L Supporting Member is (2)2x6 DF-L Design Crit: CBC2007/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/ -I-/RI- Scale =.4375"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 **WARNING** TRUSSES REQUIRE EATREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO ACS I (BUILD I RU COMPONENT SAFETY I ((FORMAT ION). PUALISHED BY TPI (TRUSS PLATE INST (TOTE. 2(8 NORTH LEE STREET. SUITE 312, ALEXANDRIA. HA. 223(4) AND WICA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ESsi IC L L 20.0 PSF REF R090-- 71592 ENTERPRISE LANE. MADISON, NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS IC DL 18.0 PSF DATE 08/11/10 A PROPERLY ATTACHED RIGID CEILING. OTHERWISE INDICUTED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE g 1 B C DL 10.0 PSF DRW CAIJSRO9O 10223044 **IMpORTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITU BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESISN UNY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA LVT/GWH _____ ALPINE IN CONFORMANCE WITB TPII OR FABRICATING. HANOLINU. SHIPPING. INSTALLINIl B BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROHISIUNS OF BUS (NATIONAL DESIGN SPEC. UT AFBPH( AND YPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/IH/IUGA (A.H/SS/K( ASTR 8653 GRADE 40/60 (A. ((/H.SS( GALU. STEEL. APPLY 0 C 58005 TOT. L D . 48.0 PSF S EON - 152548 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS 0(51GB. POSITION PER DRAWINGS IAOA-2. ANY INSPECTION OF PLATES FOLLOWED NY (I) SHALL BE PER ANNEX A3 OF 1PII'2002 SEC.3. A SEAL ON THIS * P623012012 OUR FAC 1 .25 FROM JD Z IT'V Building Components Group, In DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR (HE TRUSS COMPONENT USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE N5> Cgvtt... . . SPACING 24.0" JREF- 1U49090_ZO5 Sacramento, CA 95828 DESIGN SHOWN. THE SUITABILITY AND BUILDING DESIGNER PER ANSI/TPI (SEC. 2. jçIO (L746-/PFANKUCH KLS. -- 15U MANOL1A AVE. LAKLP,U. LA - 1 L'LT ELI1 I (TIKULK Top chord 2x4 DF-L #1&Bet. (g) Bot chord 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors. Hangers shall be installed after lumber has air-dried to 19% or less moisture content. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. End verticals not exposed to wind pressure. Girder supports 30-3-0 span to BC one face and 5-0-0 span to TC/BC split opposite face. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 2 COMPLETE TRUSSES REQUIRED Nail Schedule:0.131"x3" nails Top Chord: 1 Row @12.00' o.c. Bot Chord: 2 Rows @ 5.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 48 0.00 4.00 Deflection meets L/360 live and L/240 total load. Truss must be installed as shown with top chord up. The TC of this truss shall be braced with attached spans at 24' DC in lieu of structural sheathing. 2X4 III 3X4an 3X4an 2X4 III 112 3-10-4 12 3-8-8 I2 4-0-0 Over 2 Supports R=1712 H=Simpson HHUS26-2 R=1712 H=Simpson HHUS26-2 Supporting Member is (2)2x6 DF-L Supporting Member is (2)2x6 DF-L Design Crit: CBC2007/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(O%)/10(0) 9.03.01.0806.22 CA/-/l/ -/-/R/- Scale =.4375"/Ft. Stone Truss 760-967-6171 --WARNING** TRUSSES REQUIRE EATHEHE CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. TC LL 20.0 PSF REF RO9O-- 71593 507 Jones Road, Oceanside CA 92054 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATIONI. PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. TIN ESSI NORTH LEE STREET. SUITE 312. ALEXANDRIA. HA. 223141 AND WTCN (WORD TRUSS COUNCIL OF AMERICA. 6300 DATE 08/11/10 ENTERPRISE LANE. MADISON. WI S3719( FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS PANELS BOTTOM CHORD SHALL HAVE 4i .QLO"0 TC DL 18.0 PSF OTHERWISE INDICATED TOP CHORD SHALL HATE PROPERLY ATTACHED STRUCTURAL AND A PROPERLY ATTACHED RIGID CEILING. 1 21 B C DL 10.0 P S F DRW cAuSRo90 10223045 _____ **IMPORTANT**FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL NOT RE RESPONSIOLE FOR ANY DEHIATION FROM THIS OESIGNl ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG LVT/GWH IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING N BRACING OF TRUSSES. SEON- 152551 ALPINE DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ADS (NATIONAL DESIGN SPEC. BY NF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF TO/IN/I6GA (AN/SD/El ASTN A653 GRADE HO/DO (U. E/H.SSI GALH. STEEL. APPLY TOT .LD. 48.0 PSF PLATES SD CACH FUCC OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS I6OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX 63 OF TPII-0002 SEC.3. A SEAL ON THIS No. C 58005 * EXP.6/30!2012 D UR FAC 1 25 FROM JO Z 11W Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE CIVI %.- . . . SPACING 24.0" JREF- 1U49090_Z05 Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI I SEC. Z. OF CAUV LI'HO-/VFFNTNrULfl Rt. -- 1U I-IAUIVULIPY /YOC. LPYrGL,)D,YU, UM - Cl rL,'I I3UYGIJT5) Top chord 2x4 DF-L 1[1&Bet. (g) Bot chord 2x6 DF-L SS(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (9) designed using NDS/TPI reduction factors. Hangers shall be installed after lumber has air-dried to 19% or less moisture content. Special loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 97 plf at 0.00 to 97 plf at 4.00 -BC- From 25 plf at 0.00 to 25 plf at 4.00 BC- 838.00 lb Conc. Load at 2.00 Wind reactions based on MWFRS pressures. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. End verticals not exposed to wind pressure. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 48 0.00 4.00 Deflection meets L/360 live and L/240 total load. Truss must be installed as shown with top chord up. The TC of this truss shall be braced with attached spans at 24' DC in lieu of structural sheathing. 82 2 X 4 Ill 3X4an I 3-3-6 I 3X4=- 2 X 4 III 112 3-10-4 1'I2 3-8-8 1112 1< 4-0-0 Over 2 Supports >1 R=664 H=Simpson LUS24 R=664 H=Simpson LU524 Supporting Member is (2)2x6 DF-L Supporting Member is (2)2x6 DF-L Design Crit: CBC2007/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(0%)/10(0) 9.03.01.0806.22 CA/-/l/-I-/RI- Scale =.4375"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 **WARNING** TRUSSES RESUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY (P1 (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) AND WTCH INTROSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON, HI 53719) FUR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CROWD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BUTTON CHORD SHALL HAHE A PROPERLY ATTACHED RIGID CEILING. ug 11 2 TC LL 20.0 PSF TC DL 18.0 PSF BC DL 10.0 PSF REF R090-- 71594 DATE 08/11/10 DRW CAUSR090 10223046 __________ ALPINE * **IMP0RTANT**FOONISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ION BUILDING COMPONENTS GROUP. INC SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI OR FABRICATING. NHNDLNG. SHIPPING. INSTALLING B BRACING OF TRUSSES. DESIGN CONFORMS AlTO APPLICABLE PROVISIONS OF N I DS (NATIONAL DESIGN SPEC. BY AFB PA( AND TPI. ALPINE CONNECTOR PLATES ARE HHUE OF 20/IN/I6GA (N.H/SS/N( VS TM 6653 GRADE 40/NO IN.k/O,SS( GALS. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS IGDH'Z. :c58005 BC LL 0.0 PSF TOT .LD. 48.0 PSF CA-ENG LVT/GWH SEON- 152574 DUR - FAC - 1.25 FROM JDZ I'FV Building Components Group, Inc. Sacramento,CA95828 L1___ ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PRUFESS(ONNL ENGINEERING RESPONSIBILITY SOLELY FOR TUE TRUSS COMPONENT DESIGN GROWN. (HE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY Of THE OU(LDING DESIGNER PER HNS(/TP( I SEC. 2. EXP. 6130/2012 > c,vl.. I SPACING 24.0" JREF- 1U49090_ZOS LI140-/rFAHI'1P.UL.fl rcc.. -- iu rInuI1LJL1, PSYL. L,30FVI.V, Top chord 2x4 DF -L #1&Bet. (g) Bot chord 2x6 DF -L SS(g) Webs 2x4 DF -L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors. Hangers shall be installed after lumber has air-dried to 19% or less moisture content. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 48 0.00 4.00 Truss must be installed as shown with top chord up. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=10.8 psf, wind BC DL=6.0 psf. Wind reactions based on MWFRS pressures. End verticals not exposed to wind pressure. Girder supports 5-0-0 span to BC one face and 1-0-0 span to TC/BC split opposite face. Deflection meets L/360 live and L/240 total load. The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. 2X4 III 3X4an 3X4an 2X4 III 112 3-10-4 11.12 3-8-8 i2 4-0-0 Over 2 Supports R=317 H=Simpson LUS24 R=317 H=Simpson LUS24 Supporting Member is (2)2x6 DF -L Supporting Member is (2)2x6 DF-L 83 Design Crit: CBC2007/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(0%)/10(0) 9.03.01.0806.22 CA/-fl/ -I-/RI- Scale =.4375"/Ft. Stone Truss 760-967-6171 --WARNING** TRUSSES RECLINE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. TC L L 20 0 PSF REF R090 - - 71595 507 Jones Road, Oceanside CA 92054 REFER TO RCS (RU I LOINS COMPONENT SAFETY INFORMATION) ION). PURL I SHED BY TP I (TRUSS PLATE INST I lUTE. U IA NORTH LEE STREET. SUITE 312. ALERANDRIA. VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON. WI 53210) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. ON TC DL 18 0 PSF DATE OTHERWISE INDICATED TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ,qYN_D W , .,,, 08/11/10 DRW CAUSR090 10223047 A PROPERLY ATTACHED RIGID CEILING. BC DL 10 .0 PSF **IMPORTANT**FUNAISII A COPY OF THIS DESIGN (U THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS CA-ENG LVT/GWH GROUP. INC. SHALL NOT HE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF L ALPINE IN CONFORMANCE WITH TPI; ON FARRICATING. HANDLING. SHIPPING. INSTALLIHG & BRACING OF TRUSSES. DESIGN CONFORMS AITH APPLICABLE PROVISIONS OF NOS ( NAT IONAL DESIGN SPEC. BY AFEPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/I8/I6GV )W.H/SS/E) ASTH A6S3 GRADE 40/60 (A. E/H.SS) GALA. STEEL. APPLY TOT .LD. 48.0 PSF SEON- 152578 PLATES SO EACH PACE OF TRUSS AND. UNLESS DTHCOAISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS I60H'Z. * ' 'N.EXP 6/3012012 7 I,! DUR.FAC. 1.25 FROM JDZ ANY INSPECTION OF PLATES FOLLOWED MY (I) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS 171W Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESS IONAL ENGINEER INS RESPOND I NIL ITO SOLELY FOR THE TRUSS COMPONENT DESIGN SHOAN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE '4i, 1 SPACING 24.0" JREF - 1U49090_Z05 Sacramento, CA 95828 BUILDING DESIGNER PER ANSI /TPI I SEC. 2. BRACING GROUP SPECIES AND GRADES: GROUP A: SPRUCE—PINE—FIR HEM—FIR 41 / 42 STANDARD 42 1 STUD 43 STUD 43 STANDARD DOUGLAS FIR—LARCH SOUTHERN PINE #3 113 STUD STUD STANDARD STANDARD GROUP B: HEM—FIR fit & DIR fit SOUTHERN PINE DOUGLAS FIR—LARCH fit 41 42 42 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFLECTION CRITERIA IS L/240. PROVIDE UPLIFT CONNECTIONS FOR 50 PLF OVER CONTINUOUS BEARING (5 PSF TC DEAD LOAD). GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0' OVERHANG, OR 12" PLYWOOD OVERHANG. ATTACH EACH "L' BRACE WITH tOd NAILS. (0.I28x3"niin.) * FOR (I) "L" BRACE: SPACE NAILS AT 2' O.C. IN IS" END ZONES AND 4" D.C. BETWEEN ZONES. ** FOR (2) "L" BRACES: SPACE NAILS AT 3" O.C. IN 18" END ZONES AND 6" D.C. BETWEEN ZONES. "L" BRACING MUST BE A MINIMUM OF 807. OF WEB MEMBER LENGTH. Ii GABLE VERTICAL PLATE SIZES II VERTICAL LENGTH NO SPLICE LESS THAN 4' 0" tX4 OR 2X3 GREATER THAN 4' 0". BUT LESS THAN II 6 2X4 GREATER THAN It' 6" 2.5X4 + REFER TO COMMON TRUSS DESIGN FOR PEAK. SPLICE, AND HEEL PLATES. GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 85 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 -',. BRACE GABLE VERTICAL """ SPACING I SPECIES GRAD"' NO BRACES (1) IX4 "L" BRACE * (1) 2X4 "L" BRACE * (2) 2X4 "L" BRACE ** (1) 2X6 "L" BRACE • (2) 2X6 "L" BRACE GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B ,-, ftl / fl2 4 7" 7' 11 8' 1" 9' 4" 9' 7" - 12" 11' 5" 14' 0" 14 0' 14' 0" 14' 0" .r fl3 4' 5" 7' 9" 7' 9" 9' 4" 9' 4" 12" - 11' 2" 14' 0" 14' 0" 14' 0" 14' o" Z 'rji' STUD 45" 78" 78" 94" 94" 12" - 112" 140" 140" 140" 140" Q LII STANDARD 4' 5" 6' 7" 6' 7" 8' 9" 8' 9" - 12" 11' 2" 13' 7" IT 7" 14' 0" 14' 0" #1 5' 0" 7' 11 8' 6" 9' 4" 10' 1" 112" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" SF #2 4' 11" 7' ii" 8' 6" 9' 4" 10 1" 12" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" #3 4' 8" 7' 11" 7' 11" 9' 4" 9' 10" 12" - 11' 9" 1 14' 0" 14' 0" 14' 0" 14' 0" CQ DEL STUD 4' 8" 7' 10" 7' 10" 9' 4" 9' 10" 12" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 4' 7" 6' 9" 6' 9" 8' 11" 8' 11" - 12" 11' 5" 13' 11" 13' 11" 14' 0" 14' 0" #1/112 53" 90" 93" to, 8'. 11,0" 129" 131" 140" 140" 140" 140" E— SPE #3 1 5' 1" 9' 0" 9' 0" 10' 8" 10' 8" 12' 9" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" ut1 STUD 5' 1" 9' 0" 9' 0" 10' 8" 10' 8" 12' 9" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" FiI 0 STANDARD 5' 1" 8' 1" 8' 1" 10' 8" 10' 8" 12' 9" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" #1 5' 9" 9' 0" 9' 9" 10' 8" 11' 6" 12' 9" 13' 9" 14' 0" 14' 0" 14' 0" 14' 0" SF #2 5' " ' o" ' " 10' 8" 11' 6" 12' 9" 13' 9" 14' 0" 14' 0" 14' 0" 14' 0" #3 5' 5" 9' 0" 9' 6" 10' 8" 11' 3" 12' 9" 13' 5" 14' 0" 14' 0' 14' 0" 14' 0" DEL STUD 5' 5" 9' 0" 9' 6" 10' 8" 11' 3" 12' 9" 13' 5" 14' 0" 14' 0" 14' 0" 14' 0" m STANDARD 5' 3" 8' 4" 8' 4" 10' 8" 10' 11 12' 9" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" < #1 / #2 5' " ' 3" " 1 14' 0 14' 0 14' 0" 14' 0 14' 0 14' 0" Clpr'l 3 .t #3 5' 7" 9' 11 9' 11 II' 9" Ii' 9" 1 14' 0" 14' 0" 1 14' 0" 14' 0" 14' 0" 1 14' 0" 'rjri STUD 5' 7" 9' 11" 9' 11 11' 9" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 0 STANDARD 5' 7" 9' 4" 9' 4" 11' 9" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" f/i 6' 4" 9' 11 10' 9" 11' 9" 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" SF #2 6' 2" 9' 11 10' 9" 11' 12' 8" 14' 0" 14' 0" 14' 0 14' 0 14' 0 14' 0" C\l f/3 1 5' 11 9' 11 6" 9" 5" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" - DEL STUD 1 5' 11 9' 11 10' 6" 1 11' 9" 12' 5" 14' 0" 14' 0" 14 0" 1 14' 0" 14' 0" 14' 0" STANDARD 1 5' 9" 9' 7" 9' 7" 1 11' 9" 1 12' 1" 14' 0" 1 14' 0" 14' 0" 1 14' 0" 1 14' 0" 1 14' 0" DIAGONAL BRACE OPTION: VERTICAL LENGTH MAY BE DOUBLED WHEN DIAGONAL BRACE IS USED. CONNECT DIAGONAL BRACE FOR 90011 AT EACH END. MAX WEB TOTAL LENGTH IS 14', VERTICAL LENGTH SHOWN IN TABLE ABOVE. CONNECT DIAGONAL AT MIDPOINT OF VERTICAL WEB. 2X4 #3 OR BETVER DIAGONAL BRACE: SINGLE OR DOUBLE CUT (AS SHOWN) AT UPPER END. REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. ////T[ Building Components Group Inc, Earth City, MO 63045 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! Trusses require extreme core in fabricating, handling. shipping. installing and bracing. Refer to and follow BCSI (Building Component Safety Information, by 1Ff and RICA) for safety practices prior to performing these fosctions. Installers shall provide temporary bracing per BCSI. Unless sated otherwise, top chard shall hsoe properly attached structural panels and bottom chard shall have a properly attached rigid ceiling. Loestions nhsno for permanent lateral restraint of webs shell have bracing installed per BCSI sections B this 3 & B?. See in john general sates page for more information, "IMPORTANT FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 1W Building Components Group Inc. (ITWBCC) shall not be responsible for any deviation from this design, any failure to build the truss is conformance with TPI. or fabricating. handling, shipping. installing & bracing of trusses. 11566CC connector plates are mode of 20/18/160A (W,H/S/K) ASTM A653 grade 37/40/60 (I(/W/H.S) gain. steel. Apply plates In each face of Irons, positioned as shown above and no taint Debits. A seal on this drawing or caner page indicates acceptance and professional engineering responsibility safely for the trans component design shown. The suitability and use of this component for any building in the responsibility of the Building Assigner per ANST/TPI I Sec. 2. 1156-6CC: www.itwhcg.com: 1Ff: www.tpinst.com: RICA: www.nbcindantry.com: ICC: woo.iccnnfe.arg ,ug'll, 2010 No. C 58005 EXP. 6/30/2012 CIVIL- MAX. TOT. LD. 60 PSF DUR. FAC. ANY MAX. SPACING 24.0" REF ASCE7-05-GAB8515 DATE 1/1/09 DRWG A08515050109 RIGID SHEATHING REIN MI GABLE DETAIL FOR LET-IN VERTICALS GABLE TRUSS PLATE SIZES REFER TO APPROPRIATE ITW GABLE DETAIL FOR MINIMUM PLATE SIZES FOR VERTICAL STUDS. "T" REINFORCEMENT ATTACHMENT DETAIL "T" REINFORCING "I" REINFORCING MEMBER MEMBER TOENAIL N, - OR - ENDNAIL TO CONVERT FROM 'L" TO "T" REINFORCING MEMBERS, MULTIPLY "T" INCREASE BY LENGTH (BASED ON APPROPRIATE ITW GABLE DETAIL). MAXIMUM ALLOWABLE "T" REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. TEB LENGTH INCREASE W/ 'T" BRAC: EEREI) TRUSS DESIGN FOR PEAK, HEEL PLATES. AL PLATES OVERLAP, USE A IAT COVERS THE TOTAL AREA OF PLATES TO SPAN THE WEB. X4 2X4 2X8 rrsuvjuc, r.,un,Nz,¼, I IUIO r sirs urtdr I orrls.Ir 5,L, rjr, 'HE ENGINEERED TRUSS DESIGN. ATTACH EACH T REINFORCING MEMBER WITH END DRIVEN NAILS: lOd COMMON (0.I48"X 3.".MIN) NAILS AT 4" O.C. PLUS (4) NAILS IN TOP AND BOTTOM CHORD. TOENAILED NAILS: lOd COMMON (0.I48"x3",MIN) TOENAILS AT 4" O.C. PLUS (4) TOENAILS IN TOP AND BOTTOM CHORD. THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW GABLE DETAIL FOR ASCE WIND LOAD. ASCE 7-98 GABLE DETAIL DRAWINGS A13015960109, A12015980109, A11015980109, A10015980109, A13030980109, A12030980109, A11030980109, A10030980109 ASCE 7-02 GABLE DETAIL DRAWINGS A13015020109, A12015020109, A11015020109, A10015020109, A14015020109. A13030020109, A12030020109, A11030020109, A10030020109, A14030020109 ASCE 7-05 GABLE DETAIL DRAWINGS A13015050109, A12015050109, A11015050109, A10015050109, A14015050109, AI3030050I09, AI2030050I09, AII030050I09. AI0030050I09, A14030050109 SEE APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM UNREINFORCED GABLE VERTICAL LENGTH. WIND SPEED AND MRH "T" REINF. MBR. SIZE "T' INCREASE 140 MPH 15 FT 2x4 10 5 2x6 50 5 140 MPH 3011' 2x4 10 5 2x6 50% 130 MPH 15 FT 2x4 10 7o 2x6 50 5 130 MPH 3011' 2x4 10 7o 2x6 50% 120 MPH IS FT 2x4 10 5 2x6 50 5 120 MPH 3011' 2x4 10 5 2x6 40% 110 MPH 15 FT 2x4 10 5 2x6 40 5 lID MPH 30 FT 2x4 10 5 2x6 50 100 MPH 15 FT 2x4 20 2x6 30 100 MPH 3011' 2x4 10 5 2x6 40 90 MPH 15 FT 2x4 20 2x6 20 90 MPH 3011' 2x4 20 2x6 307 EXAMPLE: ASCE WIND SPEED = 100 MPH MEAN ROOF HEIGHT = 30 11', KzL = 1.00 GABLE VERTICAL w 24" D.C. SP 113 "T" REINFORCING MEMBER SIZE = 2X4 "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 (1) 2X4 "L" BRACE LENGTH = 6' 7" MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH 1.10 x 6' 7" = 7' 3" 1111TM Budding Components Group In Earth City, MO 63045 "WARNING" READ AND FOLLOW ALL NOTED ON THIS SHEET! Trusses require extreme care in lubricating, handling, shipping, installing and bracing. Refer to and Follow BCSI (Building Component Solely Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unions sated otherwise. top chord shall have properly attached structural panels and bottom chard shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83 & B7. See this job's general notes page For more information "IMPORTANT FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 11W Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation From this design. any failure to build the truss in conFormance with TPI. or fabricating. handling. shipping. installing & bracing of trusses. ITWBCC connector platen are made of 20/18/16CA (W.H/S/K) ASTM A653 grade 37/4 0/60 (K/WINS) gals. steel. Apply platen to each face of truss. positioned as shown abuse and on Joint Details. A seal an this droning or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use or this component for any building is the responsibility of the Building Designer per ANST/TPI I Sec. 2. ITW-BCC: www.itnbcg.com: TPI: 000.tpiast.com: WTCA: wuu.shcinduatry.cnrn: ICC: s.rsaw.iccsafe.org * No. C58 EXP. 6(30 MAX TOT. LD. 60 PSF OUR. FAC. ANY MAX SPACING 24.0" REF LET-IN VERT DATE 1/1/09 DRWC GBLLETIN0109 2X4 BLOCKING NAILED TO 450 SHEATHING AND EACH TRUSS 2X4 STUD, #3 OR BETTER DIAGONAL BRACE ATTACH EACH END FOR 5601/. I.. 'P ASCE 7-05: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 100 MPH, 30FT. MEAN HGT, ASCE 7-05, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C, Kzt = 1.00, WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF. LATERAL CHORD BRACING REQUIREMENTS TOP: CONTINUOUS ROOF SHEATHING BOT: CONTINUOUS CEILING DIAPHRAGM SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN ON THIS DETAIL. NAILS: lOd COMMON (0.148"x3") OR BOX (0.128"x3",MIN) NAILS OR GUN (0.125"X 3mm) NAILS. H LESS THAN 4'6" - NO STUD BRACING REQUIRED H GREATER THAN 4'6" TO 76" IN LENGTH PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE STIFFBACK TO ROOF DIAPHRAGM EVERY 60" (SEE DETAIL BELOW OR REFER TO DRAWING A1003005). H GREATER THAN 7'6" TO 120" MAX: PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE TO ROOF DIAPHRAGM EVERY 40" (SEE DETAIL BELOW OR REFER TO DRWG A1003005). * OPTIONAL 2X L-REINFORCEMENT ATTACHED TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3", MIN.) NAILS @ 6" O.C. 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3", MIN.) NAILS. 1111TM Building Components Group Inc. Earth City. MO 63045 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! Trusses require extreme core in fabricating, handling, shipping, installing and bracing. Refer to and follow t3CSI (Building Component Safety Inform otion. by TPI and NTCA) for solely practices prior to performing these functions. Installers shall provide temporary bracing per RCSI. Unless noted otherwise, top chord s hall have property attached structural panels and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint at webs shall have bracing installed per BCSI sections 63 & 87. See this job's general notes page for more information. "IMPORTANT FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR, ITO Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. any failure to build the truss in conformance with TPI. or fabricatisg. handling. shippiog. installing & bracing of trusses. lTol3CG connector platen are made of 20/I8/16GA (WIt/S/It) ASTII A853 grade 37/40/60 (It/H/Its) gals, steel. Apply platen to each face of trass, positioned an shown above and on Joint Details. A seal an this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the responsibility at the Building Designer per ANST/TPI I Sec. S. lTW—BCG wno.itohcg.com: TPI www.tpiast.com tVTCA wow.shcindostry.cnrn: ]CC: own.iccsole.org TC LL PSF REF GE WHALER 'C DL PSF DATE 1/1/09 BC DL PSF DRWC GABRST050109 Aug 0 BC LL PSF No. C58005 * TOT. LD. PSF EXP. 6/30/2012 CIVI%. DUR. FAC. PcALO# MAY SPAC1Tm 24" VINTE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, California 92029-1229 Job #10-189-P Phone (760) 743-1214 Fax (760) 739-0343 August 26, 2010 Mr. Mike Pfankuch 3532 Donna Drive Carlsbad, California 92008 FOUNDATION PLAN REVIEW, PROPOSED RESIDENTIAL DWELLING, 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA This office has received and reviewed the project foundation plan and details prepared by Architect Don L. Looney dated August 4, 2010 for the proposed residential dwelling at the above-referenced site. Based on our review and from a geotechnical engineering point of view, project foundation plans and details reviewed herein are in substantial compliance with our report entitled "Geotechnical Investigation, Proposed Residential Dwelling, 1250 Magnolia Avenue, Carlsbad, California," Job #10-189-P, dated June 17, 2010. The following comments, however, are appropriate and should be considered where appropriate and as applicable. The referenced Geotechnical Investigation report, dated June 17, 2010 should be considered a part of the project foundation plans. All remedial grading, foundation bearing and subgrade soils preparations, excavations, trenching and backfilling should be completed as specified in the referenced reports. Provide interior slabs saw cut control joints as specified in the referenced report. All interior slabs including the dropped slab in the master bathroom shower should be 4 inches or greater in thickness unless otherwise approved. The final building pad and foundation constructions should be observed, tested as necessary, and approved by the project geotechnical engineer. Geotechnical engineering remedial grading and construction observations and test results should be presented in written field and final geotechnical reports. All recommendations should be further field verified, confirmed, or revised if necessary, at that time based on actual as-graded soil properties. C! /015 00 Mr. Mike Pfaflkuch August 26, 2010 Page 2 This opportunity to be of service again is sincerely. appreciated. Should any questions arise concerning this report, please do not hesitate to contact this office. VINJE & MIDDLETON ENGINEERING, INC. Distribution: Addressee (3, e-mail) Architect Don L. Looney (1, e-mail) C:Documents and Settings\Front Desk\My Documents\My FiIes\LeIters2010 LEUERS10-189-P FOUNDATION PLAN REVIEW - PFANKUCH RES- MAGNOLIA AVE - CARSLABAO.wpd VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 P NT ( T NVP 1 P 2450 Auto Park Way Escondido, California 92029-1229 Job #10-237-F. Phone (760) 743-1214 Fax (760) 739-0343 September 8, 2010 Mr. Mike Pfankuch 3532 Donna Drive Carlsbad, California 92008 AS-GRADED COMPACTION REPORT AND FOUNDATION RECOMMENDATIONS FOR PROPOSED RESIDENTIAL DEVELOPMENT, 1250 MAGNOLIA AVENUE CARLSBAD In accordance with the Grading Ordinance for the City of Carlsbad, this as-graded compaction report has been prepared for the above referenced project. We have completed engineering observation and testing services in conjunction with the removal and re-compact grading operations. This report summarizes the results of our tests and observations of the compacted backfill. The compacted fill in the subject area was placed periodically from August 27,2010 through September 7, 2010. Actual dates are shown on the enclosed compaction test result sheet. I. REFERENCES The following listed plan and documents were used by this office as part of this project: Architectural Plan and Structural Details prepared by Don L. Looney. "Geotechnical Investigation" report prepared by this office, dated June 17, 2010, Job #10- 189-P. "Foundation Plan Review",letter prepared by this office, dated August 26, 2010, Job #10- 189-P. H. GRADING INFORMATION/GROUND PREPARATION Prior to grading operations, the site within the limits of the grading operations for the construction of a building pad was cleared of vegetation. All questionable loose and compressible soils were also removed and re-compacted to a minimum of 90% ASTM 1557. The removals extended a minimum of 7-feet beyond the building perimeter. . Site preparation and grading were conducted in substantial conformance with Appendix Chapter 33, latest edition of the California Building Code, and the Grading Ordinance for the City of Carlsbad. C$10w-150D As-Graded Compaction Report, Residential Development Page 2 1250 Magnolia Avenue, Carlsbad September 8, 2010 The soils engineering and geologic aspects of the grading are in compliance with the above listed approved geotechnical report. All inspections and testing were conducted under the observation of this office. In our opinion, all embankments and excavations were constructed in substantial conformance with our "Geotechnical Investigation" report, and are acceptable for their intended use. ifi. FILL PLACEMENT The backfill of the removal areas was placed in 6 to 8-inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method D- 1556 sand cone method as the backfills were placed. The moisture content for each density sample was also determined. The approximate locations of the field density tests are shown on the attached drawing. The locations of the tests were placed to provide the best possible coverage. The test locations and final test results are summarized on the compaction test result table. Elevations and locations of field density tests were determined by hand level and pacing/tape measure relative to field staking done by others. The results of our field density tests and laboratory testing indicate that the backfills at the site were compacted to at least 90% of-the corresponding maximum dry density at the tested locations. If the building pad should undergo any seasonal wetting and drying periods prior to construction, remedial grading could be required depending on the site soil characteristics. Depths of removal and re-compact can best be determined just prior to construction by appropriate inspection and testing. IV. APPROPRIATE LABORATORY TESTS Maximum Dry Density Optimum Moisture Tests: The maximum dry density and optimum moisture contents ofthe different soil types used as compacted fill were determined in accordance with ASTM Method D- 1557 during the preliminary investigative phase of the project, and during the current grading operations. Expansion Tests: Expansion test were conducted per ASTM D-4829 on representative samples of the on site soils during the preliminary investigative phase of the project, in order to determine the expansion potential and to provide appropriate foundation recommendations. As the import soil was visually classified as equal to, or better than the tested on site soils, no additional testing was conducted. Direct Shear Tests: A directshear tests was conducted on a representative sample of the predominate on site soil during the preliminary investigative phase of the project, in order VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 3 1250 Magnolia Avenue, Carlsbad September 8, 2010 to determine the allowable bearing capacity and to provide retaining wall design parameters. As the import soil was visually classified as equal to, or better than the tested on site soils, no additional testing was conducted. D. Corrosion Testing: pH-Resistivity, sulfate, and chloride testing were determined in accordance with California Test Method 643,417, and 422 respectively on a representative sample of most likely corrosive soil during the preliminary investigative phase of the project. As the import soil was visually classified as equal to, or better than the tested on site soils, no additional testing was conducted. V. RECOMMENDATIONS THIS REPORT SHOULD BE CONSIDERED AS A PART OF THE PROJECT FOUNDATION PLANS AND MUST BE PROVIDED TO THE PROJECT ARCHITECT/STRUCTURAL ENGINEER TO ENSURE THE FOLLOWING FOUNDATION RECOMMENDATIONS ARE INCLUDED IN THOSE PLANS The following minimum foundation recommendations for very low expansive (Expansion Index less than 21) bearing soils, classified using the "Unified Soil Classification System" or "USCS" as SM, with a uniform mat of compacted fill beneath the structure from our "Geotechnical Investigation" report should be adhered to, and incorporated into the foundation plans. Foundation plans and details have been submitted to our office for review, and a letter issued (See above references). Please note(**) items for revised recommendations since the issuance of our referenced "Geotechnical" report. A. Foundations, Monolithic Pour System Conventional shallow foundations with stem walls and slab-on-grade floors, or slab-on- ground with turned-down footings. Continuous strip stem wall foundations and turned-down footings should be a minimum of 12-inches wide by 12-inches deep, and 15-inches wide by 18-inches deep for one and two story structures respectively. Spread pad footings should be at least 24-inches square and 12-inches deep, for one and two story structures. Minimum depths are measured from the lowest adjacent ground surface, not including the sand under the slab. Exterior continuous foundations or turned-down footings should enclose the entire building perimeter, to include the garage entryway. Continuous interior and exterior stem wall foundations should be reinforced with a minimum of four #4 reinforcing bars. Place two bars 3-inches below the top of the stem, and two bars 3-inches above the bottom of the footing. Turned-down footings should be. reinforced with a minimum of two #4 bars top. and twp #4 bars at the bottom. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 0 Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 4 1250 Magnolia Avenue, Carlsbad September 8, 2010 Reinforcement for spread pad footings should be designed by the project structural engineer. Foundations where the surface of the ground slopes more than 1-unit vertical in 10-units horizontal (10% slope), shall be level or shall be stepped so that both top and bottom of such foundation are level. Individual steps in continuous footings shall not exceed 18- inches in height and the slope of a series of such steps shall not exceed 1-unit vertical to 2-units horizontal (50%) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. Open or backfllled trenches parallel with a footing shall not be below a plane having a downward slope of 1 unit vertical to 2 units horizontal (50%) from a line 9-inches above the bottom edge of the footing, and not closer than 18-inches from theface of such footing. Where pipes cross under footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls and sleeve clearances shall provide for possible footing settlement, but not less than 1-inch all around the pipe. ** 6. All interior slabs should be a minimum of 4-inches in thickness reinforced with #3 reinforcing bars spaced 18-inches on center each way, placed midheight in the slab. Use 4-inches of clean sand (SE 30 or greater) beneath all slabs. A well performing moisture/vapor retardant (10-mil or greater) must be placed midheight in the sand. Joints in the moisture/vapor retardant should be overlapped a minimum of 12-inches. The project architect should review the moisture requirements of the proposed flooring system and incorporate an appropriate level of moisture protection as part of the floor covering design. Provide re-entrant (±270° corners) reinforcement for all interior slabs as generally shown on the enclosed "Isolation Joints and Re-Entrant Corner Reinforcement" detail. Re- entrant corners will depend on slab geometry and/or interior column locations. Provide "soft-cut" contraction/control joints consisting of sawcuts spaced 10-feet on center maximum each way for all interior slabs. Cut as soon as the slab will support the weight of the saw, and operate without disturbing the final finish, which is normally within 2-hours after final finish at each control joint location, or when the compressive strength reaches 150 to 800 psi. The "soft-cut" must be a minimum of 1-inch in depth and must not exceed 1 'h-inch in depth or the reinforcing may be damaged. Anti-ravel VINJE & MDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 5 1250 Magnolia Avenue, Carlsbad September 8, 2010 skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipment across cuts for at least 24-hours. B. Soil Design Parameters The following soil design parameters are based upon the on site soils used during the grading of the building pad: Use a friction angle of 28 degrees. Use a wet density of 132 pcf. Use a coefficient of friction of 0.35 for concrete on compacted soils. Use an active pressure of 47 pcf equivalent fluid pressure for cantilever, unrestrained walls with level backfill surface. Use an at rest pressure of 69 pcf equivalent fluid pressure for restrained walls. Use a passive resistance of 364 pcf equivalent fluid pressure for level surface condition at the toe. Use an allowable foundation pressure of 1,500 psf for minimum 12-inch wide by 12-inch deep footings. Use an allowable lateral bearing pressure of 150 psf per foot for all structures except retaining walls. Notes: Use a minimum safety factor of 1.5 for wall overturning and sliding stability. Because large movements must take place before maximum passive resistance can be developed, a safety factor of 2.0 may be considered if sensitive structures or improvements are planned near or adjacent to the top of the wall. When combining passive and frictional resistance, the passive component should be reduced by one-third. The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 12-inches and a minimum depth of 12-inches below the lowest adjacent ground surface. This value may be increased 20% for each additional foot of depth, and 20% for each additional foot of width to a maximum of 4,500 psf, if needed. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 6 1250 Magnolia Avenue, Carlsbad September 8, 2010 The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one-third for wind and seismic loading. 4. The lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1,500 pounds per square foot. C. Seismic Ground Motion Values For design purposes, site specific seismic ground motion values were determined in accordance with the California Building Code (CBC). The following parameters are consistent with the indicated project seismic environment and our experience with similar earth deposits in the vicinity of the project site, and may be utilized for project design work. Site Class I s I Si IFa—], 'a I FYI SMS I SMI I SDs I SM. D 1.281 0.482 1.0 1.518 1.281 0.732 0.854 0.488 According to Chapter 16, Section 1613 of the 2007 California Building Code. Explanation: Ss: Mapped MCE, 5% damped, spectral response acceleration parameter at short periods. Si: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1- second. Fa: Site coefficient for mapped spectral response acceleration at short periods. Fv: Site coefficient for mapped spectral response acceleration at 1-second period. SMs: The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMS = FaSs). SM1: The MCE, 5% damped, spectral response acceleration at a period of 1-second adjusted for site class effects (SM1 = FvS1). SDs: Design, 5% damped, spectral response acceleration parameter at short periods (SDs = 2/3SM5). SDI: Design, 5% damped, spectral response acceleration parameter at a period of 1-second (SDI = 2/35M1). Site peak ground accelerations (PGA) based on 2 percent probability of exceedance in 50- years defined as Maximum Considered Earthquake (MCE) with a statistical return period of 2,475-years is also evaluated herein in accordance with the requirements ofthe California Building Code (CBC) Section 1613 and ASCE Standard 7-05. Based on our analysis, the site PGAmce was estimated to be 0.54g using the web-based Unites States Geological Survey (USGS) ground motion calculator. The design PGA determined as two-thirds of the Maximum Considered Earthquake (MCE) was estimated to be 0.36g. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 7 1250 Magnolia Avenue, Carlsbad September 8, 2010 Liquefaction and seismically induced settlements will not be factors in the development of the proposed structures and improvements. D. Site Corrosion Assessment and Sulfate Exposure Site Corrosion: 1. A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exists: pH is less than 5.5. Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). Chloride concentration is greater than or equal to 500 ppm (0.05% by weight). For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm-cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. Laboratory test results indicate that the minimum resistivity is less than 1000 ohm-cm suggesting the presence of high quantities of soluble salts. Test Results Minimum Sulfate Chloride Resisthitv % By % By Location Ohm-Cm pH Weight Weight Comments Near Finish Grade 840 7.27 0.020 0.005 Non Corrosive As indicated above, test results show that the chloride concentration is less than 500 ppm (0.05% by weight), the pH is greater than 5.5, and sulfate concentration is less than 2000 ppm (0.2% by weight). Sulfate Exposure: 1. Based upon the result of the sulfate test, the amount of water soluble sulfate (SO4) was found to be 0.020 percent by weight which is considered negligible (0.00-0.10) according to AC! 318, Table 4.3.1. Therefore, Portland cement Type II, minimum f1c = 2,000 psi concrete may be used. The project site is not located within 1000-feet of salt or brackish water. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 8 1250 Magnolia Avenue, Carlsbad September 8, 2010 E. Concrete and Paving Improvements Not Within The Public or Private Street Right of Way Concrete Improvements: 1. Exterior flatwork (walkways, and patios) must be a minimum of 4-inches in thickness reinforced with 6x6/l0x10 welded wire mesh carefully placed 2-inches below the top of the slab. Reinforcements lying on the subgrade will be ineffective and shortly corrode due to the lack of adequate concrete cover. Provide "tool joint" or "soft cut" contraction/control joints spaced 10-feet on center (not to exceed 12-feet maximum) each way within 24-hours of concrete pour. Slab reinforcements should extend through the construction (cold) joints. In construction practices where the reinforcement is cut at the construction joints, slab panels should be tied with minimum 18-inch long #3 dowels (dowel baskets) at 18-inches on center maximum, placed mid-height in the slab (9-inches on either side of the joint). The slabs should also be tied to the adjacent curbs where they occur, with #3 dowels at 18-inches on center. The concrete should be placed over 6-inches subgrade compacted to a minimum of 90% of ASTM 1557. The construction procedures for tool joint or soft cut contraction/control joints are described in Item #A-8 above. * * 2. Concrete driveways and parking areas should consist of 5-inch thick concrete reinforced with #3 reinforcing bars spaced 18-inches on center each way placed 2-inches below the top of the slab. The concrete should be placed over 6-inches subgrade compacted to aminimum of 90% of ASTM 1557. Provide "tool joint" or "soft cut" contraction/control joints spaced 10-feet on center (not to exceed 12-feet maximum) each way within 24-hours of concrete pour. The construction procedures for tool joint or soft cut contraction/control joints are described in Item #A-8 above. Slab reinforcements should extend through the construction (cold) joints. In construction practices where the reinforcement is cut at the construction joints, slab panels should be tied with minimum 18-inch long #3 dowels (dowel baskets) at 18-inches on center maximum, placed mid-height in the slab (9-inches on either side of the joint). The slabs should also be tied to the adjacent curbs where they occur, with #3 dowels at 18-inches on center. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 9 1250 Magnolia Avenue, Carlsbad September 8, 2010 Joints shall intersect free-edges at 90° angle and shall extend straight for a minimum of 11/2-feet from the edge. The minimum angle between any two intersecting joints shall be 800. Align joints of adjacent panels. AlsO, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft./gal.). Paving Improvements: Asphalt concrete (AC) driveways and parking areas should consist of 3-inches AC over 6-inches Caltrans Class 2 aggregate base compacted to a minimum of 95% over 12- inches subgrade compacted to a minimum of 95% of ASTM 1557. Sub and basegrade soils should not be allowed to dry out or become saturated prior to placement of concrete or asphalt. Subgrade and basegrade soils shall be tested for proper moisture and compaction levels just prior to placement of the improvements. Proper drainage must be maintained at all times so that no water from any source is allowed to infiltrate the sub or basegrade soils, or deterioration of the improvements may occur. F. Geotechnical Observation/Documentation This office is to be notified no later than-2 p.m. on the day before any of the following operations begin to schedule appropriate testing and/or observation/documentation: L. Foundations and Utility Trenches Beneath Building Slabs: If required by the governing agency, this office should be notified to document or test the following prior to foundation concrete pours: Observe the plumbing trenches beneath slabs after the pipes are laid and prior to backflhling. Test the plumbing trenches beneath slabs for minimum compaction requirements prior to sand and moisture barrier placement. Observe the bottom of the footing trenches for proper embedment into firm 'compacted or formational soils, and Observe for proper footing width prior to placement of reinforcing steel. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 10 1250 Magnolia Avenue, Carlsbad September 8, 2010 d) Document the footing reinforcement size and placement. Document the slabs for proper thickness, reinforcing placement and size, document the sand thickness and moisture barrier placement and thickness, after the initial footing embedment and width documentation, and prior to concrete pour. 2. Grading - Improvements - Utility Trenches, Etc. a) Fill placed under any conditions 12-inches or more in depth, to include: Building pads. Street improvements, sidewalks, curbs and gutters. Utility trench backfills. Retaining wall backfihls. The spreading or placement of soil obtained from any excavation (spoils from footings, underground utilities, swimming pools, etc.). Observation and testing of subgrade and basegrade beneath driveways, patios, sidewalks, etc., prior to placement of pavement or concrete. Moisture testing. Any operation not included herein which requires our testing, observation, or documentation for submittal to the appropriate agencies. G. Setbacks Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7-feet or one-third of the slope height, whichever is greater (need not exceed 40-feet maximum) between the bottom edge of the footing and face of slope. Reinforcement for deepened footings should be provided by the project structural engineer and detailed on the approved foundation plans. This requirement applies to all improvements and structures including fences, posts, pools, spas, etc. Concrete and AC Improvements should be provided with a thickened edge to satisfy this requirement. H. Slopes I. All slopes should be landscaped soon after completion of the slope construction and should consist of light weight broad leafed species with deep roots that are capable of surviving with little or no added irrigation. The use of a synthetic turf reinforcement mat such as Landlok TRM or similar product which will retain and nourish the plant seed, and VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 11 1250 Magnolia Avenue, Carlsbad September 8, 2010 aid in its establishment on the slope face, may also be considered. Excess watering of slopes should be avoided. Slopes left unplanted will be subject to erosion and should not be permitted. The irrigation system should be installed in accordance with the appropriate governing agency. Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and/or heavy rainfall. In no case should water be allowed to pond on the flat surface of the building pad(s) or flow over the slopes. Berms should be constructed along the top edges of all fill slopes sufficient to guide runoff away from the flat surface of the building pad(s) in accordance with the appropriate governing agency, prior to the project being completed, and or signed off. Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes in accordance with the appropriate governing agency, prior to the project being completed, and or signed off. I. Drainage The owner/developer is responsible to ensure adequate measures are taken to properly finish grade the building pad after the structures and other improvements are in place so that the drainage waters from the improved site and adjacent properties are directed away from proposed structures in accordance with the designed drainage patterns shown on the approved plans. A minimum of 2% gradient should be maintained away from all foundations. Roof gutters and downspouts should be installed on the building, all discharge from downspouts should be led away from the foundations and slab to a suitable location. Installation of area drains in the yardssliould also be considered. Planter areas adjacent to foundations should be provided with damp/water proofing, using an impermeable liner against the footings, and a subdrainage system within the planter area. It should be noted that shallow groundwater conditions may still develop in areas where no such conditions existed prior to site development. This can be contributed to by substantial increases of surface water infiltration resulting from landscape irrigation which was not present before the development of the site. It is almost impossible to absolutely prevent the possibility of shallow groundwater on the entire site. Therefore, we recommend that shallow groundwater conditions be remedied if and when they develop. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 12 1250 Magnolia Avenue, Carlsbad September 8, 2010 5. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn affect structural performance. VI. GENERAL RECOMMENDATIONS The minimum steel reinforcement provided herein is based on soil characteristics only, and is not intended to be in lieu of reinforcement necessary for structural considerations. The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc.; rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete, reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standards of construction practice. Special attention should be given to any "re-entrant" corners (±270 degree corners) and curing practices during and alter concrete pour in order to further minimize shrinkage cracks. It should be 'noted that the characteristics of as-compacted fill may change due to post- construction changes from cycles of drying and wetting, water infiltration, applied loads, environmental changes, etc. These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. The property owner(s) should be aware of the development of cracks in all concrete surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage during the curing process. The features depend chiefly upon the condition of concrete and weather conditions at the tome of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at windows/door corners, and floor surface cracks up to 1/8-rnch wide in 20 lineal feet may develop as a result of normalconcrete shrinkage (according to the American Concrete Institute). E The amount of shrinkage related cracks that occur in concrete slab-on-grades, flatwork and driveways depend on many factors, the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracksclosed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: L. Use the stiffest mix that can be handled and consolidated satisfactorily VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 13 1250 Magnolia Avenue, Carlsbad September 8, 2010 Use the largest maximum size of aggregate that is practical, for example concrete made with %-inch maximum size aggregate usually requires about 40-pounds (nearly 5 gallons) more water per cubic yard than concrete with 1-inch aggregate. - Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. Where present, clayey deposits are subjected to continued swelling and shrinkage upon wetting and drying. Maintaining a uniform moisture during the post construction periods is essential in the future performance of the site structures and improvements. All retaining walls should be provided with a drain along the backside as generally shown on the enclosed "Retaining Wall Drain" detail. Specific drainage provisions behind retaining wall structures must be inspected by this office prior to backfilling the wall. All backfill soils must be compacted to a minimum of 90% of the corresponding maximum dry density, ASTM 1557. The planting of large trees behind any retaining wall will adversely affect their performance and should be avoided. All underground utility trenches beneath interior and exterior slabs 12-inches or more in depth shall be compacted by mechanical means to a minimum of 90% of the maximum dry density of the soil, unless otherwise specified. Flooding or jetting of the backfill is not allowed. Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill. Trench backfill materials and compaction shall also conform to the requirements of governing agencies and authorities, as applicable. Recommendations for a swimming pool/spa and associated decking are not within the scope of this report. If a swimming pool/spa and associated structures are to be constructed, this office should be contacted in order to provide site specific recommendations prior to beginning any excavations. VII. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically from August 27, 2010 through September 7, 2010. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 As-Graded Compaction Report, Residential Development Page 14 1250 Magnolia Avenue, Carlsbad September 8, 2010 This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project architect/structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The project soil engineer should be provided the opportunity for a general review of the projects final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. The project soils engineer should also be provided the opportunity to field verify the foundations prior to placing concrete. If the project soil engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. The attached drawing details the approximate locations of cuts, fills, and approximate locations of the density tests taken, and is applicable to the site at the time this report was prepared. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE, PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC., THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY. If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job #10-237-F will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. . Mehdi S. Shariat !//& Steven J. Me1zr ') •••p.•j No. 2885 rn G\#2885 LLO Exp. 12/31/10 CEG #2362 No. 2362 1*1 ca CERTIFIED L&..L ENGINEERING SMSS/SJMImpr 'CH9P GEOLOGIST OFICA '4 O)4L Distribution: Addressee (6) '4' I)t mpr\my files\grading department projects\1 0-237-f - pfänkuch 1250 magnolia c'badas-graded compaction report + foundation rec's VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 JOB NO: 10-237-F NAME: Mr. Mike Pfankuch LOCATION: 1250 Magnolia Avenue, Carlsbad TEST RESULTS Maximum Dry Density/Optimum Moisture Content, ASTM 1557: Soil Type 1: Brown Silty Fine Sand (Fill / Topsoil)* Maximum Dry Density: 134.2 pef Optimum- Moisture: 8.5% Soil Type 2: Red Brown Silty Clayey Fine Sand (Topsoil / Terrace Deposit)* Maximum Dry Density: 130.1 pcf Optimum Moisture: 10.0% Soil Type 3: Red-Brown Cohesionless Fine to Medium Sand (Import) Maximum Dry Density: 122.96 pcf Optimum Moisture: 10.4% Field Density Test Results: Removal and Re-Compact Beneath Proposed House Date 2010 Test No. Location Depth Of Backfill In Feet % Field Moisture Field Dry Density Pcf Max Dry Density Pcf % Relative Comp. Comments 08/27 1 1 House Perimeter, West Side Removal -4.0 11.5 126.4 134.2 94.2 Bottom of Removal at 5•51** 08/27 2 House Perimeter, West Side Removal -3.0 11.8 126.3 134.2 94.1 08/28 3 House Perimeter, East Side Removal -3.0 - 14.0 - 118.6 130.1 91.2 Bottom of Removal at 4•51** 08/30 4 House Perimeter, East Side Removal -3.0 11.0 118.9 130.1 91.4 5 House Perimeter, Total -1.5 9.3 120.1 130.1 92.3 a08/30 09/07 6 House Perimeter, Total 0 5.0 119.7 122.9 97.4 Finish Grade *From our Geotechnical Investigation" Report, Dated June 17, 2010, Job #10-189-P **pad Lowered -1' Prior to Removals, Therefore Add 1' to Removal Depth in Order to Conform to the "Geotechnical Report" mpr\my files\grading department projects\10-237-f- pfankuch 1250 magnolia c'bad\as-graded density test jesuits I1TIEtllam ra- IE WON I m / - V. T PROPOSED DWELLING _ I - I 1230 MAGJVOLIAAV. A A.P.N25-210-7 [1230MAGNoLIAAvE.1 I LEGEND Aprox. location of field density tests A Aprox. limits of compacted fill EXPLANATION I Approx. Location I of Test Pit Cross-Section 5. -ci Competent, approved soils or bedrock Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) $PEIFICATIONS FOR CALTRANS CLASS. 2 PRMABLE MATERIAL U.S. STANDARD . SIEVE PASSING 1' . 100 3/4 90-tOO No. 4 . 25-40 18-33 No.31) 5-15 No 200 Sand Equivalent> 75 RETAINING WALL DRAIN DETAIL Typical - no scale Waterproofing drainage • Granular, non-expansive backfill. Compacted. / :. —1H. .•/ Perforated drain pipe CONSTRUCTION SPECIFICATIONS: Provide granular, non-expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90°h of laboratory standard. Provide back drainage for wall to prevent build-up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. Backdrain should consist of 4' diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet at minimum 1%. Provide %" - 11/2" crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. Seal back of wall with waterproofing in accordance with architect's specifications. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. * Use 11/2 cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE &MIDDLETON ENGINEERING, INC. PLATE 1 ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale (a) (b) ISOLATION. JOINTS L _ CONTRACTION JOINTS CORNER CRACK CORNER REINFORCEMENT NO. 4 BARS PLACED 1.5" BELOW TOP OF SLAB NOTES: Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACt). In order to control cracking at the re-entrant corners (±2700 corners), provide reinforcement as shown in (c). Re-entrant corner reinforcement shown herein is provided as. a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 2 Geotechnical Investigation Proposed Residential Dwelling 1250 Magnolia Avenue Carlsbad, California (A.P.N. 205-210-75) C131005,o June 17, 2010 Prepared For: Mike Pfankuch 3532 Donna Court Carlsbad, California 92008 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, California 92029 Job #10-189-P PNTTNTP TP [1 I 1 I Job #10-189-P June 17, 2010 2450 Auto Park Way Escondido, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 I Mike Pfankuch 3532 Donna Court Carlsbad, California 92008 I GEOTECHNICAL INVESTIGATION, PROPOSED RESIDENTIAL DWELLING, 1250 I MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA (A.P.N. 205-210-75) Pursuant to your request, Vinje and Middleton Engineering, Inc. has completed the attached Geotechnical Investigation Report for the subject property. I The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations for the proposed development as understood. From a geotechnical engineering standpoint, it is our opinion that the study site is suitable for the planned residential development provided the recommendations presented in this report are incorporated into the design and construction of the project. I The conclusions and recommendations provided in this study are consistent with the site indicated geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. I If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #10-178-P will help to expedite our response to your inquiries. I We appreciate this opportunity to be of service to you. I VINJE & MIDDLETON ENGINEERING, INC. I I I TABLE OF CONTENTS I PAGE NO. INTRODUCTION .................................................I SITE DESCRIPTION ..............................................I Ill. PROPOSED DEVELOPMENT ......................................I IV. SITE INVESTIGATION ............................................2 V. GEOTECHNICAL CONDITIONS ....................................2 Earth Materials .............................................2 Groundwater and Surface Drainage ............................3 Slope Stability ..............................................3 Faults/Seismicity .............................................3 Seismic Ground Motion Values ................................5 Geologic Hazards ...........................................6 Laboratory Tests and Test Results .............................6 VI. SITE CORROSION ASSESSMENT ..................................9 VII. CONCLUSIONS ................................................10 VIII. RECOMMENDATIONS ...........................................12 Remedial Grading and Earthworks ............................12 Footings and Slab-on-Grade Foundations ......................17 Exterior Concrete Slabs and Flatworks ........................18 Soil Design Parameters .....................................19 Asphalt and PCC Pavement Design ............................20 General Recommendations ..................................22 IX. LIMITATIONS ..................................................17 REFERENCES TABLE NO. FaultZone ..........................................................I Seismic Ground Motion Values .........................................2 SoilType ...........................................................3 Grain Size Analysis ..................................................4 Maximum Dry Density and Optimum Moisture Content .....................5 TABLE OF CONTENTS (continued) PAGE NO. Moisture-Density Tests (Undisturbed Chunk Samples) .....................6 Expansion Index Test .................................................7 Direct Shear Test ....................................................8 pH and Resistivity Test ...............................................9 SulfateTest .........................................................10 Chloride Test .......................................................11 Years to Perforation of Steel Culverts ..................................12 Actual Removal Depths ..............................................13 PLATE NO. VicinityMap .........................................................I Site Schematic ......................................................2 Test Pit Logs (with key) ..............................................3.4 CrossSection .......................................................5 Flood Insurance Rate Map .............................................6 Isolation Joints and Re-entrant Corner Reinforcement .....................7 Typical Retaining Wall Drain Detail .......................................8 I I I I I I I I I I I I I I I I I 1 1 I GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL DWELLING I 1250 MAGNOLIA AVENUE - CARLSBAD, CALIFORNIA (A.P.N. 205-210-75) I INTRODUCTION The property investigated for this work includes a vacant parcel located behind a I developed residential lot at 1230 Magnolia Avenue within the city of Carlsbad. The project location is shown on a Vicinity Map attached to this report as Plate 1. We understand that the project site is planned for the support of a single-family residential dwelling and I associated improvements. Consequently, this investigation was initiated to determine soil and geotechnical conditions at the property and to ascertain their influence upon the planned new construction. Test pit digging, soil sampling, and laboratory testing were I among the activities conducted in conjunction with this effort which has resulted in remedial grading and foundation recommendations presented herein. I II. SITE DESCRIPTION The project site is characterized by nearly level graded surfaces. Access to the site is via a dirt drive that runs along the east side of the front developed lot and provides access to the subject property and east adjacent property. A Site Schematic depicting the approximate lot configuration and the planned dwelling is included with this report as Plate I 2. The property is presently utilized for RV parking. Undocumented surficial fills, occur at the I site which were placed to create existing nearly level surface, grades. Site drainage is somewhat developed to flow away from the property to off-site areas. Excessive scouring or erosion is not present. A perimeter block wall is currently under construction at the time I of our investigation and is not a part of this effort. Ill. PROPOSED DEVELOPMENT - Central areas of the property are planned for the support of a residential dwelling as I depicted on Plate 2. Minor cut-fill grading efforts are anticipated for the creation of a level building pad. Significant graded cut or fill slopes are not planned and earthworks operations are expected to primarily consist of remedial grading efforts. I Detailed construction plans are not available, however, building construction is anticipated to consist of a conventional wood-framed with exterior stucco structure supported on I shallow foundations with stem-walls and slab-on-grade floors, or slab-on-ground with turned-down footings. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way S Escondido, California 92029-I229. Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 2 SITE INVESTIGATION Geotechnical conditions at the property were chiefly determined by the excavation of 3 exploratory test pits dug with a mini-excavator. The excavations were logged by our project geologist who also retained representative soil samples for laboratory testing. Test pit locations are shown on the Site Schematic, Plate 2. Logs of the test pits are included as Plates 3 and 4. Laboratory test results and engineering properties of selected samples are summarized in following sections. GEOTECHNICAL CONDITIONS The project site is underlain at shallow depths by Pleistocene age Terrace Deposits that are widely exposed in coastal areas of Carlsbad. Instability which could preclude the planned development is not in evidence. A Cross-Section depicting subsurface conditions based on our test excavations is attached as Plate 5. The following earth materials are recognized: A. Earth Materials Terrace Deposits: The project property is underlain by Pleistocene age Terrace Deposits at shallow depths. The Terrace Deposits, as encountered in our test excavations, consist chiefly of red brown silty clayey fine sand. Project Terrace Deposits were typically found in a loose to medium dense condition near the upper exposures becoming generally more dense with depth. Project dense Terrace Deposits are considered stable deposits that will provide adequate support for new fills, structures, and improvements. Topsoil: Natural topsoils and residual soils occur atop the underlying Terrace Deposits. The topsoil typically consists of silty fine sand deposits that were found in a loose condition overall. Residual soils are a weathered soft reflection of the Terrace Deposits.. Fill: The project study areas are covered by a relatively thin mantle of undocumented fill deposits that were placed without engineering observation or testing. The fills consist of sandy materials that include local trash. Site existing fills were found in loose conditions overall. Site existing fills, topsoil, and upper weathered loose Terrace Deposits are not suitable for structural support in their present condition and should be regraded as outlined in a following section. VINjE & MIDDLTON ENGINEERING, INC. 0 2450 Auto Park Way • Escondido, California 92029-1229 0 Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 3 Groundwater and Surface Drainage Subsurface water was not encountered in project test excavations to the depths explored at the time of our subsurface explorations and is not expected to impact site development. Like all graded building, pads, the proper control of surface drainage is an important factor in the continued stability of the developed sites. Ponding of surface run-off near building foundations should not be allowed and over-watering of site vegetation should be avoided. Slope Stability Significant slopes are not present nor are significant new graded slopes planned. Consequently, slope stability will not be a factor in the planned residential construction. Faults/Seismicity Faultsor significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934- 1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 11 miles from the project area. This event, which is thought to have occurred along an offshore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.120g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQ Fault Version 3.00 updated) typically associated with the fault is also tabulated. I I I I I I [1 I I I I I I I I VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 4 TABLE I FAULT ZONE DISTANCE FROM SITE MAXIMUM PROBABLE ACCELERATION (R.H.) Rose Canyon Fault 5.2 miles 0.241g Newport-Inglewood Fault 5.5 miles 0.234g Coronado Bank Fault 21.3 miles 0.183g Elsinore-Julian Fault 24.0 miles 0.143g The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 6. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events, remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists; however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. More recent work suggests that segments of the fault are younger VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way 0 Escondido, California 92029-1229 • Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 5 having been last active 1000 - 2000 years ago. Consequently, the fault has been classified as active and included within an Alquist-Priolo Special Studies Zone established by the State of California. Fault zones tabulated in the preceding table are considered most likely to impact the I region of the study site during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the I property. E. Seismic Ground Motion Values For design purposes, site-specific seismic ground motion values were determined as part of this. investigation in accordance with the California Building Code (CBC). The following parameters are consistent with the indicated project seismic environment and our experience with similar earth deposits in the vicinity of the project site, and may be utilized for project design work: TABLE 2 Site Class Ss 51 Fa Fv SMS SMI SOS T__iD71 D J 1.281 0.482 1.0 1 1.518 1 1.281 1 0.732 0.854 0.488 According to Chapter 16, Section 1613 of the 2007 California Building Code. 1 Explanation: S Mapped MCE, 5% damped, spectral response acceleration parameter at short periods. Si: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1-second. Fa: Site coefficient for mapped spectral response acceleration at short periods. Fv: Site coefficient for mapped spectral response acceleration at 1-second period. SMS: The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMSFaSs). SM1: The MCE, 5% damped, spectral response acceleration at a period of 1-second adjusted for site class effects (SM1FvS1). Sos: Design, 5% damped, spectral response acceleration parameter at short periods (Sos=%SMs). SD1: Design, 5% damped, spectral response acceleration parameter at a period of 1-second (SDi 2/35M1). Site peak ground accelerations (PGA) based on 2 percent probability of exceedance in 50 years defined as Maximum Considered Earthquake (MCE) with a statistical return period of 2,475 years is also evaluated herein in accordance with the requirements of CBC Section 1613 and ASCE Standard 7-05. Based on our VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 6 analysis, the site PGAMCE was estimated to be 0.54g using the web-based United States Geological Survey (USGS) ground motion calculator. The design PGA determined as two-thirds of the Maximum Considered Earthquake (MCE) was estimated to be 0.36g. Geologic Hazards Geologic hazards are not presently indicated at the project site. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. Laboratory Tests and Test Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test pit and field exposures, site soils have been grouped into the following soil types: TABLE 3 The following tests were conducted in support of this investigation: 1. Grain Size Analysis: Grain size analyses were peilormed on representative samples of Soil Types I and 2. The test results are presented in Table 4. TABLE 4 Sieve Size II....: 1/2. 1 #4 I #10.. .1 #20 L#40 I #200 Location Soil Type II Percent Passing TP-1 @ 1 1 98 96 93 89 72 29 —11 TELU 6L 2 100 98 94 90 76 46 I 2. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Types 1 and 2 were determined in accordance with ASTM D-1 557. The results are presented in Table 5. I I I 1 I I I I I I I I II] I VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 920294229 0 Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 7 TABLE 5 Location I -~ Soil Type Maximum Dry Density (Ym-pcf) Optimum Moisture Content (opt-%) TP-1 @ 1' 1 134.2 8.5 TP-1 @6 2 130.1 10.0 3. Moisture-Density Tests (Undisturbed Chunk Samples): In-place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in.Table 6 and tabulated on the attached Test Pit Logs. TABLE 6 Sample Location Soil Type Field Moisture Content (co-%) Field Dry Density Yd-pcf) Max. Dry Density (Ym-pcf) In-Place Relative Compaction Degree of Saturation TP-1 @ 1' 1 9 115.2 134.2 86 53 TP-1 @2W 1 10 116.8 134.2 87 61 TP-1 @ 5' 2 12 104.4 130.1 80 53 TP-1 @6' 2 13 105.5 130.1 81 59 TP-1 @7W 2 13 111.4 130.1 86 69 TP-2@41/-,' 2 10 110.5 130.1 85 52 TP-2@6' 2 12 103.4 130.1 80 51 TP-3 © 3' 2 7 109.1 130.1 84 35 r TP-3 @ 41 2 7 114.3 130.1 88 40 Assumptions and relationships: In-place Relative Compaction = (Yd - Ym) X100. Gs = 2.70 e = (Gs Yw - Yd) - 1 S = (w Gs) - e 4. Expansion Index Test: Two expansion index (El) tests were performed on representative samples of Soil Types 1 and 2 in accordance with the ASTM D- 4829. The test results are presented in Table 7. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 I GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 8 TABLE 7 Molded Degree of Final Initial Dry El Sample Soil W, Saturation to Density Measured 50% Location Type (%) (%) (PCF) El Saturation TP-1 @ 1' 1 7.8 43.6 15.1 113.6 1 0 TP-1 @6' 2 9.5 51.5 16.7 112.5 14 13 (i) = moisture content in percent. EI50 = Elmeas - (50 - Smeas) ((65 + Elmeas) ~ (220 - Smeas)) Expansion Index (El) Expansion Potential 0-20 Very Low 21-50 Low 51 -90 Medium 91-130 High >130 Very High Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type 1. The prepared specimen was soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test result is presented in Table 8. TABLE 8 Wet Angle of Apparent Sample Soil Sample Density Int. Fric Cohesion Location Type Condition (Yw- (0-Deg.) (c-psf) pcf) _____ TP-1 @ 1' 1 remolded to 90% of Ym @ % wopt 131.5 [ 28 [ 100 pH and Resistivity Test: pH and resistivity of a representative sample of Soil Type 2 was determined using "Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test result is tabulated in Table 9. TABLE 9 I I I I I I I 1 VINJE & MIDDLETON ENGINEERING, INC. •. 2450 Auto Park Way 0 Escondido, California 92029-1229 • Phone (760) 7434214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 9 Sulfate Test: A sulfate test was performed on a representative sample of Soil Type 2 in accordance with the California Test Method (CTM) 417. The test result is presented in Table 10. TABLE 10 Sample Location Soil Type Amount of Water Soluble Sulfate In Soil (% by Weight) I TP-1 @6' I 2 0.020 Chloride Test: A chloride test was performed on a representative sample of Soil Type 2 in accordance with the California Test Method (CTM) 422. The test result is presented in Table 11. TABLE 11 Sample Location Soil Type Amount of Water Soluble Chloride In Soil (% by Weight) I TP-1 @ 6' I 2 I 0.005 VI. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exist: * Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). * Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). * pH is less than 5.5. For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm-cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Laboratory test results performed on selected representative site samples indicate that the minimum resistivity is less than 1000 ohm-cm suggesting a potential for presence of high quantities of soluble salts. However, further test results indicated pH levels are greater than 5.5, sulfate concentrations are less than 2000 ppm, and chloride concentrations are VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 I I I I I I 1 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 10 less than 500 ppm. Based on the results of the corrosion analyses, the project site is considered non-corrosive. The project site is not located within 1000 feet of salt or brackish water. Based upon the result of the tested soil sample, the amount of water soluble sulfate (SO4) was found to be 0.020 percent by weight which is considered negligible according to ACI 318, Table 4.3.1. Portland cement Type II may be used. Table 12 is appropriate based on the pH-Resistivity test result: TABLE 12 Design SoilType Gage 18 J 16 114 I 12 10 8 I 2 Years to Perforation of Steel Culverts I 22 I 28 I 35 I 48 I 61 I 74 I VII. CONCLUSIONS Based upon the foregoing investigation, the planned residential development at the project property, substantially as proposed, is feasible from a geotechnical viewpoint. The property is underlain by competent and stable Terrace deposits at relatively shallow depths. Instability or adverse geologic conditions that could preclude the proposed development are not indicated. Geotechnical factors presented below are unique to the project site and will most influence the planned development and associated costs: * Landslides, faults or significant shear zones are not present at the project property and are not considered a geotechnical factor in the planned development. The study site is not located near or within the Alquist - Priolo earthquake fault zone established by the State of California. * A perimeter block wall currently under construction at the property and is not a part of this study. * Relatively shallow to modest removals and recompaction of site upper existing fills, topsoils, and weathered Terrace Deposits are recommended in the following sections in order to construct a safe and stable building surface. * Below the upperweathered exposures, the underlying Terrace Deposits are suitably dense and will provide adequate support for the planned new structures, improvements, and compacted fills. I I I I I I I I I I I I LI I I I I I VINJE & MIDDLETON ENGINEERING, INC. 0 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 I I GEOTECHNICAL INVESTIGATION ' JUNE 17, 2010 I 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 11 * The project property is relatively level and significant graded alterations or significant I new graded slopes are not planned. Site earthwork operations will chiefly consist of remedial grading efforts. Slope stability will not be a geotechnical concern in the development of the project property. * Significant cut-fill grading creating a transition pad is not expected. Consequently, cut-fill transition will not be a factor in the site development as currently planned. I * Soils generated from the site removals and over-excavations are generally suitable for reuse as new site fills and backfills provided they are processed and prepared in I accordance with the requirements of this report. Clayey soils, if encountered, should be selectively buried in deeper fills or thoroughly mixed with an abundance of sandy soils to manufacture a very low expansive mixture. Trash debris present in existing I fills, along with organic and deleterious materials, should be selectively separated, removed and disposed of from the site. Unusual grading problems, including very hard excavations, are not expected. 1 * Final bearing soils are anticipated to consist chiefly of silty sandy (SM) deposits with very low expansion potential (expansion index less than 21) based on ASTM D-4829 I classification. Actual classification and expansion characteristics of the finish grade soil mix should be confirmed in the final as-graded compaction report based upon I proper testing of bearing soils when rough finish grades are achieved. * Natural groundwater is not expected to impact .project grading or the long term stability of the developed pads. Adequate site surface drainage control, however, remains a critical factor in the future stability of the new graded building surfaces. Drainage facilities and storm water control structures should be designed and installed for proper disposal of surface runoff per the project grading or drainage improvement plans. * Added care will be required to avoid any damages to the adjacent properties, public I right-of-ways, and nearby existing structures and improvements due to earthwork grading and construction works. Undermining of the existing nearby on or off site structures and improvements by excavations and soil removal operations shall also I be disallowed as discussed in the following sections. * Post construction settlements after completion of remedial grading works as specified herein, is not expected to exceed approximately 1-inch and should occur below the heaviest loaded footings. The magnitude of post construction differential settlements of site fill deposits as expressed in terms of angular distortion is not I anticipated to exceed 1/2-inch between similar adjacent structural elements. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 .1 1 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 12 * Soil collapse, liquefaction and seismically induced settlements will not be a factor in I the, development of the project property provided our remedial grading recommendations are followed. I VIII. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions I . at the project site and should be reflected on the final plans and implemented during the construction phase. Added or modified recommendations may also be appropriate and should be given at the time of plan review phase when final plans are available: 1 A. Remedial Grading and Earthworks I . Remedial grading techniques may be used in order to achieve final design grades and construct safe and stable ground under the planned new structures and improvements. All grading and earthworks should be completed in accordance I with Chapter 18 and Appendix "J" of the California Building Code (CBC), City of Carlsbad Grading Ordinances, the Standard Specifications for Public Works I Construction, and the requirements of the following sections wherever applicable: 1. Existing Underground Utilities and Structures: All existing underground waterlines, sewer lines, pipes, storm drains, utilities, tanks, structures and I improvements at or nearby the project site should be thoroughly potholed, identified and marked prior to the initiation of the actual grading and earthworks. Specific geotechnical engineering recommendations may be required based on I the actual field locations and invert elevations, backfill conditions and proposed grades in the event of a grading conflict. I Utility lines may need to be temporarily redirected, if necessary, prior to earthwork operations and reinstalled upon completion of earthwork operations. Alternatively, permanent relocations may be appropriate as shown on the I approved plans. Abandoned irrigation lines, pipes and conduits should be properly removed, I capped or sealed off to prevent any potential for future water infiltrations into the foundation bearing and subgrade soils. Voids created by the removals of I the abandoned underground pipes, tanks and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. I 2. Clearing and Grubbing: Remove all existing surface and subsurface improvements, vegetation, and all other unsuitable materials and deleterious I . VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 13 matter from all areas proposed for new fills, improvements, and structures plus a minimum of 7 feet outside the perimeter, where possible and as approved in the field. All trash debris and unsuitable materials present in site existing fills and generated from site clearing efforts should be properly removed and disposed of from the site. Trash, vegetation and debris should not be allowed to occur or contaminate new site fills and backfills. The prepared grounds should be inspected and approved by the project geotechnical consultant or his designated field representative prior to grading and earthworks. 3. Removals and Remedial Grading: All existing fills, topsoils and upper weathered Terrace Deposits in areas of planned new fills, structures and improvements plus 7 feet outside the perimeter, where possible and as directed in the field, should be removed to the underlying dense and competent Terrace Deposits and placed back as properly compacted fills. Actual removal depths should be established by the project geotechnical consultant based on field observations of subsurface exposures developed during the remedial grading operations. Approximate removal depths in the vicinity of individual exploratory test pits are shown in Table 13. The tabulated values are typical and locally deeper removals may be necessary based on the actual field exposures and should be anticipated. TABLE 13 Total Estimated Estimated Depth of Depth of Depth of Boring Boring Over Excavation Groundwater Location (ft) (ft) (ft) Comments TP-1 8' 6' not encountered Remove and recompact all existing fills, topsoil, and weathered Terrace Deposits (also see Note 1). TP-2 61/2' 61/2' not encountered Remove and recompact all existing fills, topsoil, and weathered Terrace Deposits (also see Note 1). TP-3 5' 4' not encountered Remove and recompact all existing fills, topsoil, and weathered Terrace Deposits (also see Note 1). Notes: 1. Alternatively, shallower removals and bottom stabilization using earth reinforcing geogrid may be considered. For this purpose, the upper soils should be removed to a minimum depth of 3 I I I I I I I I I I I I VINJE & MIDDLETON ENGINEERING, INC. 0 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 I I GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 14 feet below the bottom of the deepest footing(s), or 12 inches below the deepest utility pipe (whichever is more). A layer of Tensar Geogrid Bx-1 100 (or greater from the same series) should then be neatly placed over the prepared bottom as directed in the field. Fill placement and compaction can then proceed over the installed geogrid as specified until design evaluations are achieved. Dense and competent Terrace Deposit is defined as natural undisturbed ground with in-place densities of 85% or greater. Yielding bottom of over-excavation may also require stabilization with earth reinforcing geogrid (Tensar Bx1100 or greater) as determined in the field. All depths are measured from the existing ground levels. Remove and recompact all site existing fills and backfills as directed in the field. Actual depths may vary at the time of construction based on field conditions. Bottom of all removals should be prepared, ripped and recompacted in-place to a minimum depth of 8 inches as directed in the field. All grounds steeper than 5:1 receiving fills/backfills should be properly benched and keyed as directed in the field. 4. Setbacks and Temporary Construction Slopes - Excavations and removals adjacent to off site properties, right-of-ways, existing structures and improvements should be performed under observations of the project geotechnical engineer. Undermining existing improvements and structures by the removal operations shall not be allowed. Top of temporary construction slopes should be adequately set- back from the existing structures and improvements as directed in the field. Trenching and construction slopes less than 3 feet high maximum may be constructed at near vertical gradients unless otherwise specified or directed in the field. Trenching and temporary slopes more than 3 feet high may be constructed at near vertical gradients within the lower 3 feet and laid back at 1:1 gradients maximum within the upper portions. The exposed wedge of backcut slope should then be properly benched out and new backfills tightly keyed-in as the fill placement progresses. Specific recommendations should be given by the project geotechnical consultant in the field at the time of trenching based on actual trench depths and exposed conditions. I The project contractor shall also obtain appropriate permits, as needed, and conform to Cal-OSHA and local governing agencies' requirements for trenching/open excavations and safety of the workmen during construction. I 5. Fill Materials, Shrinkage, Import Soils, and Compaction - Soils generated from site removals and over-excavations will consist of clayey silty sandy materials that I are generally suitable for reuse as new site fills and backfills. All debris and unsuitable materials are selectively removed and separated from the fill mixture to the satisfaction of the project geotechnical consultant or his designated field I . . representative. VINJE & MIDDLETON ENGINEERING, INC. 0 2450 Auto Park Way Escondido, California 92029-1229 0 Phone (760) 7434214 I I GEO TECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 15 Clayey deposits, if locally encountered during the remedial grading operations, I should be selectively buried in deeper fills placed a minimum of 3 feet below rough finish grades or thoroughly mixed with an abundance of site sandy granular soils to manufacture a very low expansive mixture. I Onsite surficial soils may be expected to shrink approximately 10% to 15% on a volume basis when compacted as specified herein. Import soils, if required to I completed grading or achieve final design grades, should be non-corrosive, very low expansive sandy granular soils (100% passing 1-inch sieve, more than 50% passing #4 sieve and less than 18% passing #200 sieve with expansion index less I than 21), inspected, tested as necessary, and approved by the project geotechnical consultant prior to delivery to the site. Import soils should also meet or exceed the I design parameters given in the following sections. Uniform bearing soils conditions should be constructed at the site by the remedial grading and earthwork operations. Site soils should be adequately processed, I thoroughly mixed, moisture conditioned to slightly (2%-3%) above the optimum moisture levels as directed in the field, placed in thin (6 to 8 inches maximum) uniform horizontal lifts and mechanically compacted to minimum 90% of the I corresponding laboratory maximum dry density per ASTM D-1557, unless otherwise specified. I 6. Surface Drainage and Erosion Control - A critical element to the continued stability of the graded building pads is an adequate storm water and surface drainage control and protection of the slope faces. This can most effectively be I achieved by appropriate erosion and storm water control structure installation as shown on the approved drawings. Building pad surface run-off should also be collected and directed away from the planned buildings and improvements to a I selected location in a controlled manner. Area drains should be installed. Temporary erosion control facilities and silt fences should be installed during the I construction phase periods and until landscaping is established as indicated and specified on the approved project grading/erosion control plans. I 7. Engineering Observations - All grading and earthworks operations including removals, suitability of earth deposits used as compacted fills and backfills, and I compaction procedures should be continuously observed and tested by the project geotechnical consultant and presented in the final as-graded compaction report. The nature of finished bearing and subgrade soils should be confirmed in the final compaction report at the completion of grading. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way 0 Escondido, California 92029-1229 0 Phone (760) 743-1214 I GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA- AVENUE, CARLSBAD, CALIFORNIA PAGE 16 I] Geotechnical engineering observations should include but are not limited to the I following: * Initial observation - After the clearing limits have been staked but before I grading/brushing starts. * Bottom of over-excavation observation - After competent Terrace Deposits are I exposed and prepared to receive fill or backfill but before fill or backfill is placed. I * Cut/excavation observation - After the excavation is started but before the vertical depth of excavation is more than 3 feet. Local and Cal-OSHA safety requirements for open excavations apply. I * Fill/backfill observation - After the fill/backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet. A minimum of one test shall be I required for each 100 lineal feet maximum in every 2 feet of vertical gain, with the exception of wall backfills where a minimum of one test shall be required for each 30 lineal feet maximum. Wall backfills should also be mechanically I compacted to a minimum of 90% compaction levels unless otherwise specified or directed in thefield. Finish rough and final pad grade tests shall be required regardless of fill thickness.- I Foundation trench observation - After the foundation trench excavations but before steel placement. I * Foundation bearing/slab subgrade soils observation - Prior to the placement of for proper moisture and specified compaction levels. I concrete * Geotechnical foundation/slab steel observation - After the steel placement is I completed but before the scheduled concrete pour. * Underground utility/plumbing trench observation - After the trench excavations but before placement of pipe bedding or installation of the underground I facilities. Local and Cal-OSHA safety requirements for open excavations apply. Observation of pipe bedding may also be required by the project geotechnical I engineer. * Underground utility/plumbing trench backfill observation - After the backfill placement is started above the pipe zone but before the vertical height of I backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be I required by the governing agencies. Pipe bedding and backfill materials shall VINJE & MIDDLETON ENGINEERING, INC. 0 2450 Auto Park Way 0 Escondido, California 92029-1229 • Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 17 conform to the governing agencies' requirements and project soils report where applicable. All trench backfills should also be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Plumbing trenches more than 12 inches deep maximum under the floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method should not be allowed. * Pavement/improvements base and subgrade observation - Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels. B. Footings and Slab-on-Grade Foundations The following recommendations are consistent with very low expansive (expansion index less than 21) silty sandy (SM) bearing soils and site specific geotechnical conditions. Additional recommendations may also be required and should be given at the plan review phase. All design recommendations should be further confirmed and/or revised as necessary at the completion of rough grading based on the expansion characteristics of the foundation bearing soils and as-graded site geotechnical conditions, and presented in the final as-graded compaction report: The planned residential building may be supported on shallow stiff concrete foundations. The shallow foundations should be uniformly founded on certified compacted fills. Acceptable building foundations may include a system of spread pad and strip or turned-down footings with slab-on-grade floors. 2. Continuous strip stem wall and turned-down footings should be sized at least 12 inches wide by 12 inches deep for single-story and 15 inches wide by minimum 18 inches deep for two-story structures. Isolated pad footings should be at least 24 inches square and 12 inches deep. Footing depthsare measured from the lowest adjacent ground surface, not including the sand/gravel beneath floor slabs. Exterior continuous stem wall foundations and turned-down footings should enclose the entire building perimeter. Continuous interior and exterior stem wall foundations should be reinforced by at least four #4 reinforcing bars. Place a minimum of two #4 bars 3 inches above the bottom of the footing and a minimum of two #4 bars 3 inches below the top of stem wall. Turned-down footings should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom. Reinforcement details for spread pad footings should be provided by the project architect/structural engineer. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 0 Phone (760) 743-1214 I GEOTECHNICAL INVESTIGATION JUNE 17, 2010 I 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 18 All interior slabs should be a minimum of 4 inches in thickness reinforced with I #3 reinforcing bars spaced 18 inches on center each way placed mid-height in the slab. Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a well performing moisture barrier/vapor I . retardant (minimum 15-mil plastic) placed mid-height in the sand. Provide "softcut" contraction/control joints consisting of sawcuts spaced 10 feet I on centers each way for all interior slabs. Cut as soon as the slab will support the weight of the saw and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi I to 800 psi. The sawcuts should be minimum 1-inch in depth but should not exceed 1%-inches deep maximum. Anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled I equipments across cuts for at least 24 hours. Provide re-entrant corner reinforcement for all interior slabs. Re-entrant I corners will depend on slab geometry and/or interior column locations. The enclosed Plate 7 may be used as a general guideline. Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and be approved by the project geotechnical consultant prior to the placement of concrete. C. Exterior Concrete Slabs and Flatworks All exterior slabs (walkways, and patios)should be a minimum 4 inches in thickness reinforced with minimum 6x6 - 10x10 welded wire mesh carefully placed mid-height in the slab. Reinforcements lying on subgrade will be ineffective and shortly corrode due to lack of adequate concrete cover. Reinforcing bars should be correctly placed extending through the construction (cold) joints. In construction practices where the reinforcements are discontinued or cut at the construction joints, slab panels should be tied together with minimum 18-inch long #3 dowels (dowel baskets) at 18 inches on center maximum placed mid-height in the slab (9 inches on either side of the joint). Slab subgrade should maintain minimum 90% compaction levels at the time of concrete pour. 3. Provide "tool joint" or "softcut" contraction/control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as slab will support weight, and can be operated without disturbing the final I I I VINJE & MIDDLETON ENGINEERING, INC. 0 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 I GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 19 I finish which is normally within 2 hours after final finish at each control joint I location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1-inch but should not exceed 1Y4-inches deep maximum. In case of softcut joints, anti-ravel skid plates should be used and replaced with each blade to avoid I spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. I 4. All exterior slab designs should be confirmed in the final as-graded compaction report. I 5. Subgrade soils should be tested for proper moisture and specified compaction levels and be approved by the project geotechnical consultant prior to the I placement of concrete. D. Soil Design Parameters I The following soil design parameters are based upon tested representative samples of on-site earth deposits. All parameters should be re-evaluated when the I characteristics of the final as-graded soils have been specifically determined: * Design soil unit weight = 132 pcf. * Design angle of internal friction of soil = 28 degrees. I * Design active soil pressure for retaining structures =47 pcf (EFP), level backfill, cantilever, unrestrained walls. * Design at-rest soil pressure for retaining structures = 69 pcf (EFP), non- yielding, restrained walls. * Design passive soil resistance for retaining structures = 364 pcf (EFP), level I surface at the toe. * Design coefficient of friction for concrete on soils = 0.35. * Net allowable foundation pressure (minimum 12 inches wide by 12 inches deep I footings) = 1500 psf. * Allowable lateral bearing pressure (all structures except retaining walls) = 150 psf/ft. I Notes: I * Use a minimum safety factor of 1.5 for wall over-tur,ning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of 2 may be considered I for sliding stability particularly where sensitive structures and improvements are planned near or on top of retaining walls. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 I I GEOTECHNICAL INVESTIGATION JUNE 17, 2010 I 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 20 * When combining passive pressure and frictional resistance, the passive I component should be reduced by one-third. * The indicated net allowable foundation pressure provided herein was I determined based on minimum 12-inch wide by 12-inch deep footings and may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 4500 psf. The allowable foundation I pressures provided herein also apply to dead plus live loads and may be increased by one-third for wind and seismic loading. I * The lateral bearing earth pressures may be increased by the amount of designated value for each additional foot of depth to a maximum 1500 pounds per square foot. I E. Asphalt and PCC Pavement Design I i.'Asphalt Paving: Specific pavement designs can best be provided at the completion of rough grading based on R-value tests of the actual finish subgrade soils; however, the following structural sections may be considered I for initial planning phase cost estimating purposes only (not for construction): * A minimum section of 3 inches asphalt on 6 inches Caltrans Class 2 aggregate I base or the minimum structural section required by the city of Carlsbad, whichever is more, may be considered for the on-site asphalt paving surfaces outside the private and public right-of-way. Actual design will also depend on I the design TI and approval of the city of Carlsbad. * Class 2 crushed aggregate base materials shall meet or exceed Caltrans I specifications. Base materials should be compacted to a minimum 95% of the corresponding maximum dry density (ASTM D-1 557). Subgrade soils beneath the asphalt paving surfaces should also be compacted to a minimum 95% of I the corresponding maximum dry density within the upper 12 inches. 2. PCC Pavings: Residential PCC driveways and parking supported on very low I to non-expansive (expansion index less than 21) granular subgrade soils should be a minimum 5 inches in thickness, reinforced with #3 reinforcing bars at 18 I inches on centers each way placed at mid-height in the slab. Subgrade soils beneath the PCC driveways and parking should also be compacted to a minimum 90% of the corresponding maximum dry density. I * Reinforcing bars should be correctly placed extending through the construction joints tying the slab panels. In construction practices where the reinforcements I VINJE & MJDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 21 are cut at the construction joints, slab panels should be tied together with minimum 18 inch long #3 dowels (dowel baskets) at 18 inches on centers placed mid-height in the slab (9 inches on either side of the joint). Provide "tool joint" or "softcut" contraction/control joints spaced 10 feet on center (not to exceed 15 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as the slab will support the weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1-inch in depth but should not exceed 114-inches deep maximum. In case of softcut joints, anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Joints shall intersect free edges at a 900 angle and shall extend straight for a minimum of 11/2 feet from the edge. The minimum angle between any two intersecting joints shall be 80°. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels: Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft./gal.). Base and subgrade soils should be tested for proper moisture and specified compaction levels, and be approved by the project geotechnical consultant prior to the placement of the base or asphalt/PCC finish surface. Base section and subgrade preparations per structural section design will be required for all surfaces subject to traffic including roadways, traveiways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right-of-way should have 12 inches subgrade compacted to minimum 95% compaction levels, and be provided with 95% compacted Class 2 base section per the structural section design. Base layer under curb and gutters should be compacted to a minimum 95%, while subgrade soils under curb and gutters, and base and subgrade under sidewalks should be compacted to minimum 90% compaction levels. Base section may not be required under curb and gutters, and sidewalks in the case of very low expansive ,subgrade soils (expansion index less than 21). Appropriate recommendations should be given in the final as-graded compaction report. I I I 1 I I I I I I I I I] I I VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 0 Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 22 F. General Recommendations The minimum foundation design and steel reinforcement provided herein are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerations. Adequate staking and grading control is a critical factor in properly completing the recommended remedial and site grading operations. Grading control and staking should be provided by the project grading contractor or surveyor/civil engineer, and is beyond the geotechnical engineering services. Inadequate staking and/or lack of grading control may result in unnecessary additional grading which will increase construction costs. Open or backfilled trenches parallel with a footing shall not be below a projected plane having a downward slope of 1-unit vertical to 2 units horizontal (50%) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches from the face of such footing. Where pipes cross under-footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement, but not less than 1-inch all around the pipe. Foundations where the surface of the ground slopes more than I unit vertical in 10 units horizontal (10% slope) shall be level or shall be stepped so that both top and bottom of such foundations are level. Individual steps in continuous footings shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed I unit vertical to 2 units horizontal (50%) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to thO finished surface and a well-constructed back drain as shown on the enclosed Plate 8. Planting large trees behind site retaining walls should be avoided. All underground utility and plumbing trenches should be mechanically compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non-expansive, granular backfill soils should be used. Trench backfill materials and compaction beneath pavements within the public right-of-way shall conform to the requirements of governing agencies. I 1 I I I I I I I I I I I I I VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 23 Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. Final plans should reflect preliminary recommendations given in this report. Final foundations and grading plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein. More specific recommendations may be necessary and should be given when final grading and architectural/structural drawings are available. All foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant. The amount of shrinkage and related cracks that occur in the concrete slab-on- grades, flatworks and driveways depend on many factors the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum the following should be considered: * Use the stiffest mix that can be handled and consolidated satisfactorily. Use the largest maximum size of aggregate that is practical. For example, concrete made with 3/e-inch maximum size aggregate usually requires about 40-lbs. more (nearly 5-gal.) water per cubic yard than concrete with 1-inch aggregate. * Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector as well as the grading contractor/builder is I recommended in order to discuss grading and construction details associated with site development. VINJE & MIDDLETON ENGINEERING, INC. 0 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 24 IX. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratOry excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report I was prepared. It is the responsibility of the owner/developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window/door corners, and floor surface cracks up to 1/87inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project architect/structural engineer so that they can be incorporated into the plans. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone (760) 743-1214 I I GEOTECHNICAL INVESTIGATION JUNE 17, 2010 1250 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA PAGE 25 I Necessary steps shall be taken to ensure that the project general contractor and I subcontractors carry out such recommendations during construction. The project soils engineer should be provided the opportunity for a general review of the I project final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. The project soils engineer should also be provided the opportunity to verify the foundations prior to the I placing of concrete. If the project soils engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his I recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the I engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #10-178-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. I I VINJE & MIDDLETON ENGINEERING. INC. Mehdi S. #2885 No. 2885 Exp. 12131/10 •i, Steven J. Melzer CEG #2362 SM:MS:hh Distribution: Addressee (5) No. 2362 CERTIFIED ENGINEERING GEOLOGIST EXP/y C:\Documents and Sottings\Front Desk'My Documents\My Files\Reports\2010\1O-169-P CARLSBAD LOT - TERRACE.wpd VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way' Escondido, California 92029-1229 • Phone (760) 743-1214 I I I I REFERENCES I - Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.08: Soil And Rock 0420-D 5611, 2005. - Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.09: Soil And Rock D 5714 - Latest, 2005. I - Highway Design Manual, Caltrans. Fifth Edition. - Corrosion Guidelines, Caltrans, Version 1.0, September 2003. - California Building Code, Volumes I & 2, International Code Council, 2007. I - "Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2003 Edition. - California Department of Conservation, Division of Mines and Geology (California I Geological Survey), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, DMG Special Publication 117, 71p. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines for Preparing Engineering Geology Reports: I DMG Note 44. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines to Geologic and Seismic Reports: DMG Note I 42. - EQFAULT, Ver. 3.00, 1997, Deterministic Estimation of Peak Acceleration from Digitized I Faults, Computer Program, T. Blake Computer Services And Software. - EQSEARCH, Ver 3.00, 1997, Estimation of Peak Acceleration from California Earthquake Catalogs, Computer Program, T. Blake Computer Services And Software. - Tan S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego I County, California, Plate(s) 1 and 2, Open File-Report 96-02, California Division of Mines and Geology, 1:24,000. - "Proceeding of The NCEER Workshop on Evaluation of Liquefaction Resistance Soils," I Edited by T. Leslie Youd And Izzat M. Idriss, Technical Report NCEER-97-0022, Dated December 31, 1997. - "Recommended Procedures For Implementation of DMG Special Publication 117 Guidelines l For Analyzing And Mitigation Liquefaction In California," Southern California Earthquake center; USC, March 1999. - "Soil Mechanics," Naval Facilities Engineering Command, DM 7.01. "Foundations & Earth Structures," Naval Facilities Engineering Command, DM 7.02. I - - "Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs. - "Introductory Soil Mechanics And Foundations: Geotechnical Engineering," George F. Sowers, Fourth Edition. I - "Foundation Analysis And Design," Joseph E. Bowels. - Caterpillar Performance Handbook, Edition 29, 1998. I - Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. - Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and I Geology, Plate I (East/West), 12p. - Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. I . - Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. I VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Ways Escondido, California 92029-1229 0 Phone (760) 743-1214 I I REFERENCES (continued I - Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. Caterpillar Performance Handbook, Edition 29, 1998. - Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California 1 Division of Mines and Geology, Geologic Data Map Series, No. 6. - Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and I Geology, Plate I (East/West), 12p. - Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. I - Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and I - Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. - "An Engineering Manual For Slope Stability Studies," J.M. Duncan, A.L. Buchignani And Marius De Wet, Virginia Polytechnic Institute And State University, March 1987.. I - "Procedure To Evaluate Earthquake-Induced Settlements In Dry Sandy Soils," Daniel Pradel, ASCE Journal Of Geotechnical & Geoenvironmental Engineering, Volume 124, #4, 1998. I "Minimum - Design Loads For Buildings And Other Structures," ASCE 7-05, American Society of Civil Engineers. 1 I 1 I I I I VINJE & MIDDLETON ENGINEERING, INC. 0 2450 Auto Park Way • Escondido, California 92029:1229 0 Phone (760) 743-1214 7071 IN I I NZ I ME& Mil K. PA E F G H / HILL \C '1 4 AV 'VIAJ Ris?VIA ESP 67i4 0' io I130O l t ____ HILL SOBRET q - ___ - - - - -- 0 .j%P •V EA --1•1_1v'1 t- - ___ STA FOREST AV ON 2300 12 gLP 0N NLJ % A' 4' 3 j IA .1 .• F,tc z 25 F2 8VISTA IWY / ' h 1400 cRi 4 >-CYN111IA 101- dR s 'U Lu DAVIS 1RATFORD LN Cl !L(J)PL LPUNA LIB 800 11000 DR IVY rs FE CH - ç CARLSBAD 0 MS CHARL STROi CHESTNUT CAMEOP0 BASSWOOD ' 2000 SK RD 5 ,1300 , /,VL IDA V V'S <PMK -& w-j - WOOD OR CHES1 - t - - - - FIELD - -- JR HS 4 , 125Q E. FIELD 0 BEADA REDDEr 6 • MAGNOLJA 0 '1 ________ 6 70 I4 c& CRE 7 Sc V. t14 - 7 mREWy A-k 50 ILLSI tA bA PA 14* BEACH BRUCE RD 7 PACIFIC BOA T 4 0 (F4ZEE_ OC BLW T0 ST FL DIMS ENDEAVOR p DP 1.4 1126 1 Thomas Bros. Ma- \ I 1oo 2000 ©2006 Thom E F G H 250 MAGNOLIA AVE.: APN 205-210-75,1106 - F6 I PLATE 1 I_V&M JOB #10-189—P iAk4TIM FTP-1 I PROPOSED le DWELLING T I 1230MAGNOLIAAVE L ARN2O5-210-75 J [730 MAGNOLIA A VE.1 EXPLANATION I I 00000 0 NI Approx. Location I of Test Pit ] Cross-Section rm PLATE 2 V&M JOB #10-189-P ---- PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS _________________ SYMBOL GRAVELS CLEAN GW Well graded gravels, gravel-sand mixtures, little or no fines. GRAVELS CC 0 MORE THAN HALF (LESS THAN GP Poorly graded gravels or gravel-sand mixtures, little or no fines. od OF COARSE 5% FINES) GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. Ci) 2 0 FRACTION IS GRAVEL LL Z LU LU Oz LARGER THAN WITH NO. 4 SIEVE FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. < —1I... < I— 0 I CC J SANDS CLEAN SW Well graded sands, gravelly sands, little or no fines. MORE THAN HALF (LESS THAN SANDS SP Poorly graded sands or gravelly sands, little or no fines. OC T : OF COARSE 5% FINES) O w .- FRACTION IS SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. cc Q 0 SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines. LU ML Inorganic silts and very fine sands, rock flour, silty or clayey fine N SILTS AND CLAYS sands or clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy O LIQUID LIMIT IS C]) LESS THAN 50% clays, silty clays, lean clays. OL Organic silts and organic silty clays of low plasticity. W z H< . MH Inorganic silts, micaceous or diatomaceous fine sandy or silty SILTS AND CLAYS soils, elastic slits. OH Inorganic clays of high plasticity, fat clays. W ccUJZ z a IL 2 < LIQUID LIMIT IS GREATER THAN 50% I— OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. GRAINSIZES U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" SAND I GRAVEL - I SILTS AND CLAYS ICOBBLES I BOULDERS FINE MEDIUM COARSE FINE TCOARSE RELATIVE DENSITY CONSISTENCY IANDS, GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT VERY LOOSE 0 - 4 LOOSE 4-10 MEDIUM DENSE 10 -30 DENSE 30 -50 VERY DENSE OVER 50 Blow count, 140 pound hammer falling 30 inches on 2 inch O.D. split spoon sampler (ASTM D-1 586) Unconfined compressive strength per SOILTEST pocket penetrometer CL-700 Sand Cone Test • Bulk Sample 246 = Standard Penetration Test (SPT) (ASTM D-1586) with blow counts per 6 inches 0 Chunk Sample 0 Driven Rings 1246 = California Sampler with blow counts per 6 inches KEY TO EXPLORATORY BORING LOGS VINJE & MIDDLETON Unified Soil Classification System (ASTM D-2487) ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029-1229 KEY PROJECT NO. I I I I I I I I I I I CLAYS AND PLASTIC SILTS STRENGTH BLOWS /FOOT VERY SOFT 0-¼ 0-2 SOFT 1/4 1/2 2-4 FIRM /21 4-8 STIFF 1-2 8-16 VERY STIFF 2-4 16-32 HARD OVER 4 OVER 32 TEST PIT LOGS Date Excavated: 5/21/10 Logged by: SJM Equipment: Track-mounted mini-excavator Remarks: No caving: No groundwater. o TP-1 LL W W w > Z O. 05 MATERIAL DESCRIPTION FILL: SM Silty fine sand. Brown to red brown color. Moist. Firm to loose. p1 9 115.2 8 53 ST-1 -2 110 116.8 87 61 S: SM TOPSOIL: Silty clayey fine sand. Local gravel. Brown color. Moist. Firm to RESIDUAL SOIL: SM- - 12 104.4 - 80 —j Sc Silty clayey fine sand. Red brown color. Local gravel. Moist. - - 6 Loose. Weathered soft reflection of underlying Terrace Deposit. It _13 19 L 59 :::::: TERRACE DEPOSIT: Silty clayey fine sand. Local gravel. Red brown color. Grey 13 1colored staining. Moist. Blocky. Medium dense to dense. ST-2 r 111.4 86 69 - - Dttem of test pot at 0.0 feet. Date Excavated: 5/21/10 Logged by: SJM Equipment: Track-mounted mini-excavator Remarks: No caving. No groundwater. U o TP-2 0. ca - Dw : z Q fr o MATERIAL DESCRIPTION FILL: SM 'Silty fine sand. Locally a trace of clay. Brown color. Slighly moist. Very loose. ST-1 TOPSOIL: S Silty fine sand. Local gravel. Brown color. Slightly moist. Porous. Very loose. ST-1 -4- / TERRACE DEPOSIT: J 1105 85 52 SM- Silty fine sand. A trace of clay. Local gravel. Red brown color. - SC Some dark grey staining. Moist. Locally porous. Somewhat blocky. Medium dense. ST-2 i 24 2 - 51 Bottom of test pit at 6.5 feet. VINJE & MIDDLETON ENG., INC. Proposed New Dwelling BULK SAMPLE CHUNK 2450 AUTO PARK WAY Magnolia Avenue Carlsbad SAMPLE 0 ESCONDIDO, CA. 92029 ' ___________ 10-189-P A.P.N. 205-210-75 I PLATE 3 DENSITY TEST 7 GROUNDWATER LI I I I I I I I I I I I I I I I I TEST PIT LOGS Date Excavated: 5/21/10 Logged by: SJM Equipment: Track-mounted mini-excavator Remarks: No caving. No groundwater. TP-3 MATERIAL DESCRIPTION FILL: SM Silty fine sand. Brown color. Slightly moist. Very loose. ST-1 SM TOPSOIL: \ Silty fine sand. Local gravel. Brown color. Porous. Slightly Molls 7 109.1 84 35 \Very loose. ST-1 I SM- sc TERRACE DEPOSIT: Silty fine sand. A trace of clay. Local gravel. Red brown color. r 3 88 - - 40 Slightly moist. Locally porous. Blocky. Medium dense to dense. tST-2 Bottom of test pit at 5.0 feet. VINJE & MIDDLETON ENG., INC. Proposed New Dwelling BULK SAMPLE CHUNK SAMPLE 2450 AUTO PARK WAY Magnolia Avenue, Carlsbad 0 ESCONDIDO, CA. 92029 10-189-P A.P.N. 205-210-75 IPIATE 4 -DENSITY TEST V GROUNDWATER I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I - - - - _ I PROPOSED I DWELLING 0 r'R FILL _____ .• TQPSOIL.- •--5 ALO!L ---------------- -10 . . _______ . . . - . --10 -15- .. .. TECEfDEP011T .. - -15 SCALE: 1 = 20 PLATE 5 V&M JOB #10-189-P I~ .7k4 73 N 6 :••- '' \S N So 1. 0 o \\\\ I I I I I 1 I I I I I I I I I I I I I FAULT-EPICENTER MAP SAN DIEGO COUNTY REGION - ( \\\•• •\\ t __JLJ I N CD j_9 30 20 tO 0 30 MILES INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map data is compiled from various sources including California Devision of Mines and Geology, California Institute of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." 1978 1250 MAGNOLIA AVE. MAGNITUDE CARLSBAD 0 .............4.0 TO 4.9 O ............5.0 TO 5.9 Fault PLATE 6 ED ............6.0 TO 6.9 V&M JOB #10-189--P VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way Escondido, California 92029-1229 • Phone. (760) 743-1214 I I I I I I I I I I I I I I I I I I I ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale (a) (b). ISOLATION JOINTS CONTRACTION JOINTS . RE-ENTRANT CORNER CRACK RE-ENTRANT CORNER REINFORCEMENT lb NO. 4 BARS PLACED 1.5" BELOW TOP OF SLAB NOTES: . . Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference Ad). In order to control cracking at the re-entrant corners (±2700 corners), provide reinforcement as shown in (c). Re-entrant corner reinforcement shown herein is provided as. a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. Plate 7 RETAINING WALL DRAIN DETAIL Typical - no scale Waterproofing Perforated drain pipe I I 1 I I I IT I I . I . drainage Granular, non-expansive backfill. Compacted./ :1 Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Matert (see specifications below) Competent, approved soils or bedrock I I I I I I I I I CONSTRUCTION SPECIFICATIONS: Provide granular, non-expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. Provide back drainage for vall to prevent build-up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable oi.flet at minimum 1%. Provide %" - 11/2" crushed gravel filter wrapped in filter fabric(Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. Seal back of wall with waterproofing in accordance with architects specifications. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. * Use 11/2 cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. 0 '"N CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov PFANKUCH 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: PFANKUCH RESIDENCE Building Permit Plan Check Number: C13I0I500 Project Address: 1250 MAGNOLIA AVE A.P.N.: 205-210-75-00 Project Applicant MIKE PFANKUCH (Owner Name): Project Description: NEW SINGLE FAMILY RESIDENCE Building Type: V-N Residential: I New Dwelling Unit(s) 2,857 Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: NJ Square Feet New Area City Certification of Applicant Information: Date: 09-07-2010 SCI-1O01-DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District Vista Unified School District fl San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 215 Mata Way Carlsbad CA 92009 (331-5000) Vista CA 92083 (726-2170) San Marcos, CA 92069 (290-2619) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd. 710 Encinitas Blvd. Encinitas, CA 92024 (9444300 ext 166) Encinitas,.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 Signature: Date: B-34 Page 1 of 2 Rev. 03/09 f 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. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THAT.THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME NAME OF SCHOOL DISTRICT DATE PHONE NUMBER D2,oaeh 101 NO '7L&O - 563(p B-34 Page 2 of 2 Rev. 03/09 ______ :Icv Approved pate By BUILDING PLANNING ' Ale ENGINEERING w/SW FIRE Expedite? Y N HazMat APCD Health Forms/Fees Sent Recd Due? By Encina V N Fire V N HazHealthAPCD - V N PE&M —y-- School_ h /f'5 V N Sewer V N Storm water V N Special Inspection y N LandUse: CFD: V N Density: ImpArea: FY: Factor: PFF: V N Comments Date Date Date Date Building Planning Engineering Fire Need? Done - Done U Done U Done U Done Application Complete? V N 8y CB101500 1250 MAGNOUAAV PFANKUCH RES- 2857 SF, 675 SF GARAGE. 305 SF PAR 10 ellA / c/1. /'UM L5 fjt sp eiz PeQLJ1 sJ511D CL-% F'(f, ~ 4, ) r-1 g ~T atvm it 4~ I sctz- / 7(( _ ' .— I I biL -tD Q- : ( QLa -LCL - QAtpt -e1 uIlg~,Oudtlrt c4C)c3 0.tjt9i t5Uirri&) c(-c- W/LIMI)1 I \ \'4D t46\ kcLe?r' (o' 6\ ik126 \çVf c, tijk I .-