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2710 ARLAND RD; ; PC130035; Permit
12-11-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Permit No: PCI 30035 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 2710 ARLAND RD CBAD PLANCK 1561303300 Lot#: $0.00 Construction Type: LOOSEN: BUILD NEW HOME & RETROFIT EXIST. HOME TO BECOME 2DU Status: FINAL Applied: 06/20/2013 Entered By: Plan Approved: Issued: Inspect Area: JMA 09/05/2013 Applicant: CAROLINE DOOLEY STE C 2979 STATE ST CARLSBAD CA 92008-2366 760-815-8748 Owner: FRY FAMILY TRUST 06-18-01 2710 ARLAND RD CARLSBAD CA 92008 Plan Check Fee $990.00 Additional Fees $0.00 Total Fees: $990.00 Total Payments To Date: $990.00 Balance Due: $0.00 Inspector: FINALAPPROVAL Date: Clearance: THE FOLLOWING APPROVALS REQUIRED PRtOR TO PERIVIIT ISSUANCE: DPLANNING DENGINEERING DBUILDING DFIRE DHEALTH OHAZMAT/APCD Building Permit Application , ^ 1635 Faraday Ave., Carlsbad, CA 92008 ^CITYOF Ph: 760-602-2719 Fax: 760-602-8558 /""API ^RAPi email:bulldlng@carlsbatlca.gov —JlJrXl^ ^ (I www.carlsbadca.gov Plan Check No Est. Value Plan Ck. Deposit Date SWPP JOB ADDRESS ^11 ff, A%lM\0 KD (LOT* I PHASE # I#OF UNITS SUITE#/SPACE#/UNIT# /.r(. -/^^ -^^ -^^ • I CONSTR. TYPE lOCCGROUP CT/PROJECT # 2 tt BATHROOMS TENANT BUSINESS NAME DESCRIPTION OF WORK: (nc/ude SQuare Feet of Affected Area(s) hl^{iiu~J //k^f/. j^/7M\I/^ hmu )A/j &IAA ^AM^^a. r / I PROPOSED US^ ' I GARAGE (SF) I PATIoV(SF) I DECKS (SF) FIREWJACE IAIR CONDI ^^y^^^^^^i^^ YESD # NO • YES • EXISTING USE AIR CONDITiONING YES • NOD FIRESPRINKLERS YES • NO • APPLlCANXflAME (Primary Co£it?ct) [ i ( ^ M APPUCANT NAME (Secondary Contact) STATE _ZIP '. CITY CITY , , /} ^STATE ^ZIP , 4— STATE ZIP PHONE FAX PROPESOWNE^AMT^T^^^^^^^^^^^^^^^^^^^^ EMAIL WNER NAME, ~ ~l I I CONTRACTOR BUS. NAME ADDRESS Tlio hrUi/Ji KfA^ Z : . STATE . ADDRESS CITY ~ T PHONE , CITY STATE. ZIP FAX FAX iH/BESIGNEfi (^Mfc &AI5DRESS EMAIL ARCH/DESIGNEfi (^Mfc & AtpRESS STATE LIC. # STATE LIC.^ CITV BUS. LI0.# (Sec. 7031.5 Business and Profesfeions Code: Any City or County which requires a permitto construct, alter, improve, demolish or repair any structure, priorto its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuanttothe provisions ofthe Contractor's License Law (Chapter 9, commendingwlth 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)). OR (K fCO M P E N S AT I O H Workers' Compensation Declaration: I hereby ^rm under penalty of perjury one of the folbwing declars^ns: n I have and will rnaintain a certificateof cansent to self-Insure for woriters' compensation as provided by Section 3700 of the LaborCode, forthe perfomiance of the woric for which this pemnit is issued, n 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 woriters' compensation insurance earner and policy number are: Insurance Co. Policy No. Expiration Date Tfe section need not be completed ifthe permit is for one hundred dollars ($100) or less. !5- Certificate of Exemption: I certify that in the performance of the work for which this pemiit is issued, I shall not employ any person in any manner so as to become subject to the Woriters' Compensation Laws of 'Califomia. WARNING: Faiiure to seoKe workers' coflltlensttion coverage is uniawful, and shall subject an employerto criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, cnquges as provided lor in Septiyi 3706 ofthe Labor code, interest and attomey's fees. JS^ CONTRACTOI* SIGNATURE t\)rKU •AGENT DATE OWNER-SUiLOER OECtABATIOH / hereby affimi that I am exempt from Contractor's Ucense Law for the foliowing reason: • I, as owner of the property or my employees with wages as their sole compensation, will do the worit and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Ucense Law does not apply to an owner of property who builds or improves thereon, and who does such worit himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). n I, as owner of the property, am exclusively contracting with licensed contractots to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). • I am exempt under Section Business and Professions Code lor this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement O Yes 1:3 No 2.1 (have / have not) signed an application for a building pennit for the proposed worit. 3.1 have contracted with the folkiwing person (fimi) to provide the pmposed constmction (include name address / phone / co ntractors' license number): 4.1 pian to provide portions of the worit, but I have hired the following peison to coordinate, supenrise and piovide the major worit (include name / address / phone / contractors' license number): 5.1 will provide some of the worit, but I have contracted (hired) the following peisons to provide the worit indicated (include name / address / phone / type of worit): vfiTpROPERTY OWNER SiGNATURE •AGENT DATE COMPLfeTE tHIS ^ECTiOM FOR M O N • R E S i O E N T I Al. B (11 L 0 I M G P E R M t T S OHtX Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration fonn or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? • Yes O No IstheapplicantorfutuFebuildingoccupantrequiredtoobtainapermltfmmtheairpollutioncontroldistridorairqualitymanagementdistrict? DYes • No Is the facility to be constmcted within 1,000 feet of the outer boundary of a school site? • Yes • No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRiCT. CONSTRUCTION LEMOINC AGENCY I hereby affinn tfiat tfiere Is a construction lending agency fbr the perfonnance of the work this pennit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address A P > Lie ANT CERTIFICATION I certif ttiat I have lead the applk:atk>n and state that the above infbmiation is conect and thatthe intbnnation on the plans is accutats. 1 agree to comply with all Cify ordinances and State laws relating to building constniction. I hereby authorize representative ofthe City of Carlsbad to enter upon the above mentioned property fbr inspectbn purposes. I ALSO AGREE TO SAVE, INDEIVINIFY AND KEEP HAIRLESS THE CITY OF CAFISBAD AGAINST ALL LIABILmES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pemilt is required fbr excavatkins over 5'0' deep and demolition or constnjction of staictures over 3 stories in height. EXPIRATION: Every pemnit issued by the Buikiing OfScial under the provisions of this Code shall expire by imitation and become nul and void if the buikiing or worit authonzed by such pemiit is not oommenced within 180 days from the date of such permit or if the building or worit authorized by such jemiit is suspended or abandoned at any time after the wortt is commenced for a period of 180 days (Sectkin 106.4.4 Unifonn Building Code). APPLICANT'S SIGNATURE DATE EsGil Corporation In (PartnersHip ivitH government for (BuiCtfing Safety DATE: 8/19/2013 • APPLICANT •UURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: pcl3-35 SET: II PROJECTADDRESS: 2710, 2714 Arland Road PROJECT NAME: Loosen Residence & Remodel Second Unit XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. r~] The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA • EJ • PC 8/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnersliip xvitH government for (BuiCding Safety DATE: 7/1/2013 • ARPUCANT •(QURISJV* JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: pcl3-35 SET: I PROJECTADDRESS: 2710, 2714 Arland Road PROJECT NAME: Loosen Residence & Remodel Second Unit I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Kl The applicant's copy of the check list has been sent to: Caroline Dooley Architect I I 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: Caroline Dooley CV*H) Telephone #: 760-815-8748 Date contacted: "1 Ij I/*? (by: \^ ) Email: caroline(gcarolinedooley,com Fax #: ^ Mail--^Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA • EJ • PC 6/29 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 City ofCarlsbad pcl3-35 7/1/2013 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: pcl3-35 JURISDICTION: City ofCarlsbad PROJECTADDRESS: 2710, 2714 Arland Road FLOOR AREA: STORIES: 1 Living 2300 sf garage 258 sf Remodel 2"^^ unit HEIGHT: REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 6/29 DATE INITIAL PLAN REVIEW PLAN REVIEWER: David Yao COMPLETED: 7/1/2013 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2010 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. City ofCarlsbad pel 3-35 7/1/2013 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 2. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). 3. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2010 California Residential Code, which adopts the 2009 IRC, 2009 UMC, 2009 UPC and the 2008 NEC. Section R106.2. 4. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." . FIRE PROTECTION 5. Show locations of permanently wired smoke alarms and carbon monoxide alarms for the second unit, per Section R314: (Where is the bedroom for second unit? Does the second unit already has smoke detector and carbon monoxide alarms?) a) Inside each bedroom. City ofCarlsbad pcl3-35 7/1/2013 b) Outside each separate sleeping area in the immediate vicinity of the bedrooms. c) On each story. • In existing buildings, when alterations, repairs or additions requiring a permit occur (or when one or more sleeping rooms are added), the dwelling unit shall be provided with smoke alarms and carbon monoxide alarms located as required for new dwellings; Exception: Smoke alarms in existing areas need not be interconnected and hard wired where the alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, or basement available which could provide access for hard wiring and interconnection without the removal of interior finishes. Section R314.3.1. • EXITS, STAIRWAYS, AND RAILINGS 6. Guards (Section R312): a) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". b) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. 7. Provide stairway and landing details. Section R311.7. (Please specify the rise and run for all steps on the plan.) a) Maximum rise is 7-3/4" and minimum run is 10". b) The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. 8. A nosing (between ^/i" and 1-%") shall be provided on stairways with solid risers. Exception: No nosing is required ifthe tread depth is at least 11 inches. Section R311.7.4.3. 9. Handrails (Section R311.7.7): a) Shall be provided on at least one side of each stairway with four or more risers. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.7.3 for alternatives. d) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. e) Ends of handrails shall be returned or shall have rounded terminations or bends. City ofCarlsbad pcl3-35 7/1/2013 • ROOFING 10. Specify on the plans the following information for the skylights, per Section R106.1.1: a) ICC approval number, or equal. • GARAGE AND CARPORTS 11. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5.1.(both garages) • FOUNDATION REQUIREMENTS 12. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Priorto the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 13. 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 (see page 6 ofthe soil report). 14. Show minimum underfloor access of 16" x 24". Section R408.4. 15. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Show area reguired and area provided. Section R408.1. • FRAMING 16. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. The truss design drawings must contain all the information listed in Section R802.10. (If not defer) 17. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.2. (If not defer) • MECHANICAL City ofCarlsbad pc 13-35 7/1/2013 18. Show on the plans the location, type and size (BTU's) of all heating and cooling appliances or systems. 19. 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. 20. 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. 21. 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. 22. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type).. CMC Section 504.3. 23. Residential gas fireplaces are required to be of the direct-vent sealed- combustion style. CalGreen 4.503.1. 24. Specify on the plans the following information for the fireplace(s): a) Manufacturer's name and model number, ICC approval number, or equal. b) Note on the plans that approved spark arrestors shall be installed on all chimneys. CBC Section 2802.1. c) Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section R1004.3. . ELECTRICAL 25. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. Submit a single line diagram, panel schedules, 26. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52(A). 27. A balcony, deck, or porch that is greater in area than 20 square feet and is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E). This receptacle must be GFCI protected.(deck outside master bedroom) City ofCarlsbad pcl3-35 7/1/2013 28. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) GFCI protected outlets for locations described in NEC 210.8: garages (at second unit). • PLUMBING 29. 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. 30. Dimension on the plans the 30" clear width required for the water closet compartment and the 24" clearance required in front of the water closet. CPC 407.5. 31. Provide a note on the plans: The control valves in bathtubs, whirlpool bathtubs, showers and tub-shower combinations must be pressure balanced or thermostatic mixing valves. CPC Section 414.5 and 418.0. 32. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, lavatories and kitchen faucets may not exceed 2.2 GPM, and showers may not exceed 2.5 GPM of flow. CPC Section 402.0. • GREEN BUILDING STANDARDS The California Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. The Green Building Standards apply only to newly constructed buildings throughout California. These standards do not apply to additions, remodels, repairs or tenant improvements unless the improvement is the first within a new building. CGC 101.3 33. Note on the site plan that the site shall be planned and developed to keep surface water away from buildings. Plans shall be provided and approved by the City Engineer that show site grading and provide for storm water retention and drainage during construction. BMP's that are currently enforced by the city engineer must be implemented prior to initial inspection by the building department. CGC 4.106.3. 34. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 4.408.1. 35. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC 4.410.1. City ofCarlsbad pcl3-35 7/1/2013 36. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 4.504.1. 37. Show on the plans that the gas fireplace(s) shall be direct vent. Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC 4.503.1. 38. Note on the plans that VOCs must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC 4.504.2. 39. Note on the plans that interior moisture control at slab on grade floors shall be provided by the soil engineer responsible for the project soil report per CGC Section 4.505.2.1, item 3. If a soil engineer has not prepared a soil report for this project, the following is required: A 4" thick base of V-^ or larger clean aggregate shall be provided with a vapor barrier in direct contact with concrete, with a concrete mix design which will address bleeding, shrinkage and curling shall be used. 40. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one ofthe methods listed in CGC Section 4.505.3. 41. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. 42. Note on the plans that if provided, whole house exhaust fans shall have insulated covers or louvers which close when the fan is off. The covers or louvers shall have minimum R4.2 insulation. CGC 5.507.1. 43. Note on the plans that heating and AC shall be sized and selected by ACCA Manual J or ASHRAE handbook or equivalent. The duct sizing shall be sized in accordance with one ofthe ACCA methods listed in CGC Section 4.507.2. 44. Note on the plans that prior to final approval of the building the licensed contractor, architect or engineer in responsible charge of the overall construction must complete and sign the Green Building Standards Certification form and given to the building department official to be filed with the approved plans. 45. Provide calculations prepared by a licensed engineer that will show water consumption reduction of 20% below the baseline water consumption listed in Table 4.303.1. In lieu of providing the calculations, imprint on the plans the attached Table 4.303.2 listing fixtures that meet the 20% reduction. CGC 4.303.1. TABLE 4.303.2 FIXTURE FLOW RATES City ofCarlsbad pel 3-35 7/1/2013 FIXTURE TYPE MAXIMUM FLOW RATE AT > 20 % REDUCTION Showerheads 2 gpm @ 80 psi Lavatory faucets, residential 1.5 gpm @ 60 psi^ Kitchen faucets 1.8 gpm @ 60 psi Gravity tank-typewater closets 1.28 gallons/flush' 1. Includes single and dual flush water closets with an effective flush of 1.28 gallons or less. Single flush toilets—The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flush volume when tested in accordance with ASME Al 12.19.233.2. Dual flush toilets—The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is defmed as the composite, average flush volume of two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME Al 12.19.2 and ASME Al 12.19.14. 2. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. 46. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed the 20% reduced limit, or the shower shall be designed so that only one head is on at a time. CGC 4.303.2. 47. Note on the plans that landscape Irrigation water use shall have weather based controllers. CGC 4.304.1. • ENERGY CONSERVATION 48. Ifthe project requires field verification (HERS), prior to initial plan check submittal, the CF-IR must be a "Registered" copy (filed with the HERS provider data registry and assigned a registration number). 49. Residential ventilation reguirements: • 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 City ofCarlsbad pcl3-35 7/1/2013 plans. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". • Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. • Mechanical whole house ventilation must be provided. 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 ofa maximum 1 "Sone" (forthe continuous use calculation) or 3 "Sone" (for the intermittent use calculation). 50. Specify on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." • MISCELLANEOUS 51. New residential units must be pre-plumbed for future solar water heating .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). 52. 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). 53. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 54. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No • City ofCarlsbad pcl3-35 7/1/2013 55. 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 David Yao at EsGil Corporation. Thank you. City ofCarlsbad pcl3-35 7/1/2013 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLANCHECKNO.: pcl3-35 PREPARED BY: David Yao DATE: 7/1/2013 BUILDING ADDRESS: 2710, 2714 Arland Road BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) living 2300 110.17 253,391 garage 258 28.74 7,415 patio cover 422 9.58 4,043 deck 98 15.57 1,526 remodel (2nd unit 299 53.00 15,847 Air Conditioning 2300 4.19 9,637 Fire Sprinklers 2558 3.11 7,955 TOTAL VALUE 299,814 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: [Zl Complete Review $1,479.62 $961.75 • Structural Only D Repetitive Fee Repeats • Other |—] Hourly EsGil Fee Hr. @ $828.59 Comments: Sheet 1 of 1 macvalue.doc + PLAN CHECK ^ CITY OF PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 FaradayAvenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE: 7/10/13 PROJECT NAME: Loosen Property PROJECT ID:MS 13 02 PLAN CHECK NO: PC130035 SET#: I ADDRESS: 2710/2714 Arland Rd APN: 156-130-33 VALUATION: $299,814 SCOPE OF WORK: Retrofit existing sfr to 2du/build new 2,300sf sfr ^ You may have corrections from one or more of the divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist with the symbol Xl • Please resubmit amended plans as required. Plan Check Comments have been sent to: caroiine@caroiinedooiey.com PLANNING 760-602-4610 ENGINEERING 760-602-2750 Chris Sexton 760-602-4624 Cll r hi. S e X10 n fgi c cl r! s b a d € a. go V Kathleen Lawrence 760-602-2741 Kathieeti.Lawrence@carIsbadca.gov FIRE PREVENTION 760-602-4665 Greg Ryan 760-602-4663 6 rego ry .Rya ri ® c<i ri s ba cl ca.gov Gina Ruiz 760-602-4675 G i na. R u i z@ca rIs ba d ca .go V X Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carisbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Loosen Property PLAN CHECK NO # CB131414 ***STOP*** Please Read Instructions: Outstanding issues are mariced with X • Once necessary corrections for compUance ore made, re-submit to the Buildins division. Items that conform to permit requirements are marked with / or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: X X X 7 North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets X Driveway widths Existing or proposed sewer lateral 1^ Existing or proposed water service Submit on signed approved plans: DWG No. Show on site plan: 7 Drainage patterns / Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address X 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 existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): E-36 Page 2 of 6 REV 6/01/12 Loosen Property PLAN CHECK NO # CB131414 2. DISCRETIONARY APPROVAL COMPLIANCE / Project does not comply with the following engineering conditions of approval for project no.: N/A 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , 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. X Dedication required as follows: James Drive shall be dedicated by Owner along the rear property - SEE ATTACHED EMAIL DATED FEBRUARY 26, 2013 FROM DAVID RICK ** Download engineering submittal checklist, E-5 ** Arland Road was previously dedicated by DOC#2006-0750540 ** Please have site plan reflect dedication ** 4. IMPROVEMENT REQUIREMENTS 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 $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. / Public improvements required, but not limited to: NIA ON FILE, DOC#2006-0808548 E-36 Page 3 of 6 REV 6/01/12 Loosen Property PLAN CHECK NO # CB131414 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. 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. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The qradinq permit must be issued and rough grading approval obtained prior to issuance ofa buildinq permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release forthe building permit. / No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS / 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. / Right-of-way permit required for: RW 13-125 (Sewer main/lateral installation COMPLETED 6/25/2013) E-36 Page 4 of 6 REV 6/01/12 Loosen Property PLAN CHECK NO « CB131414 7. STORM WATER Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. 7 Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 13-227 ) ' 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 / Storm Water Standards Questionnaire complete. \ Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. / Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf X Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Please identify the LID features that will exist or are pre-existing. Identify one ofthe listed LID features on site plan. Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 Loosen Property PLAN CHECK NO tt CB131414 8. WATER METER REVIEW Domestic (potable) Use 7 What size meter is required? FY! Where a residential unit is required to have an automatic fire 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 necessary to meet the water use requirements. FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 9. FEES / Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. ! yes no Project built after 1980 yes no Impervious surface > 50% { ! yes no Impact unconstructed facility yes 1 no Fire sprinklers required iyes Upgrade yes No fees required J no (is addition over 150' from center line) no 10. Additional Comments Attachments: EngineerlngAppllcatlon Storm Water Form RIght-of-Way Appllcatlon/lnfo. ^ Reference Documents E-36 Page 6 of 6 REV 6/01/12 RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: City Clerk CITY OF CARLSBAD 1200 Carlsbad Village Dr. Carisbad, CA 92008 0 10444 A/p DOC # 2006-0750540 III III OCT 23, 2006 3:09 PM OFFICIAL RECORDS SAN DIEGO COUNTY RECORDER'S OFFICE GREGORY J. SMITH, COUNTY RECORDER FEES: 0.00 PAGES: G 2006-0750540 lililllliiilliiiiillll The undersigned grantor(s) declare(s): Documentary transfer tax is $ 0.00 () computed on full value of property conveyed, or () computed on full value less value of liens and encumbrances remaining at time of sale. () Unincorporated area: (x) City of Carlsbad, and Q£l4f' Assessor's Parcel No. Project No. & Name PR 06-121 156-130-33-00 CB061669 Fry Residence IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY FOR PUBLIC STREET AND PUBUC UTILITY PURPOSES FOR VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Peter 0. Fry and Judy L. Fry, co-trustees of the Fry Family Trust UTD June 18'^ 2001 hereinafter designated Grantor, represents that they are the owners of the hereinafter described real property in the City of Carlsbad, County of San Diego, State of California, and for a valuable consideration, hereby mal<es an Irrevocable Offer of Dedication to the City of Carlsbad, Municipal Corporation hereinafter designated Grantee, its successors and assigns, an easement and right-of-way upon, through, under, over and across the hereinafter described real property for the following purpose: AN EASEMENT FOR PUBLIC STREET AND PUBLIC UTILITY PURPOSES The real property referred to above is situated in the City of Carlsbad, County of San Diego, State of California and is described in Exhibit "A" consisting of one( 1 ) page, attached hereto and made a part hereof. Exhibit "B" consisting of two (2 ) page(s) Is attached for clarity only. The Grantor hereby further offers to the City of Carlsbad the privilege and right to extend and access drainage structures, excavation and embankment slopes beyond the limits of the herein described right-of-way where required for the construction and maintenance of said street and utilities. Access rights for drainage structures shall extend a minimum of seven feet (7.0') on either side of pipe outside diameter or outenwalls of box structures and ten feet (10') beyond all Inlet and outlet structures, Including rip rap fields. RESERVING unto Grantor of the above described parcel of land, his successors, or assigns, the right to eliminate such slopes and/or drainage structures or portions thereof, when In the written opinion of the City Engineer of Grantee, the necessity therefore is removed by substituting other protection, support and/or drainage faciiity, provided such substitution is first approved In writing by said Engineer. The Grantor, for himself, his successors and assigns, hereby waives any claim for any and all damages to Grantor's remaining property contiguous to the right-of-way hereby conveyed by Masters/Deeds-Grant Deeds-Easements/lrrevocable Offer to Dedicate Real Propetty for Public Street & Public Utility Purposes REV: 7/25/05 10445 reason of the location, construction, landscaping or maintenance of said street and utilities. This Offer of Dedication is made pursuant to Section 7050 of the Government Code of the State of California and may be accepted by resolution of the City Council of the City of Carlsbad or as authorized by Carlsbad Municipal Code Chapter 11.04.050. This Offer of Dedication may be terminated and the right to accept the offer may be abandoned in accordance with the summary vacation procedures in Section 8300 et seq. of the Streets and Highways Code of the State of California. The termination and abandonment may be made by the City Council of the City of Carlsbad. This Offer of Dedication shall be Irrevocable and shall be binding on the Grantor, its heirs, executors, administrators, successors and assigns. It Witness Whereof, the Grantor has caused this Irrevocable Offer of Dedication to be executed this f^f?* day of t>f--/£iagi«. , 20 the Fry Family Trust UTD June 18'^ 2001 Peter C. Fry and Judy L. Fry, co-trustees of jst UTD J (Grantor) Name: ' ( Peter C. Fry (Type or Print) By lignatilfe) Name: Judy L. Fry (Type or Print) CERTIFICATION FOR ACCEPTANCE OF DEED OFFER TO DEDICATE REAL PROPERTY This is to certify that the Interest in real property conveyed by the Irrevocable Offer to Dedicate Real Property dated ^Ar^tj^ S . 20 OO- from €gN<ir g.. ^r^S^A-^L, ^-c-vy^ to the City of Carlsbad, California, a municipal corporation. Is hereby accepted by the City of Carlsbad, California pursuant to CMC Chapter 11.04.050, adopted on September 16, 1997, and the grantee consents to the recordation thereof by its duly authorized officer. Date: ^0:^7^-^^^ _, •:y^'^:^^.^••'^•••:..>'•:^^z ^v.K •~ ""/:> . ^1- •' o Masters/Deeds-Grant Deeds-Easements/lrrevocable Offer to Dedicate Real Property for Public Street & Pubiie Utility Purposes REV: 7/25/05 1044S State of California County of San Diego ) On > o-5.3-exr>io before me, (Date) R o s LA S K" /LA>j Pufl Ue. ^ (Name, Title of Officer) AJ.s,-fA. personally appeared (Namefs] of Signerfs]) , • personally known to me -OR - J2C^ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/^e)subscribed to the within instrument and acknowledged to me that he/she/yiey ; executed the same In his/her/$ieiri authorized capacityjies), and that by hls/her^f^eir slgnature(s) on the instrument the persori(s), or entity upon behalf of which the person(s) acted, executed the Instrument. WITNESS my hand and official seal Signature of Notary OFRCIAL SEAL I , ROSE LASKI ' (Seal) Masters/Deeds-Grant Deeds-Easements/lrrevocable Offer to Dedicate Real Property lor Public Street & Public Utility Purposes REV: 7/25/05 10447 EXHIBIT "A" LEGAL DESCRIPTION ARLAND ROAD PR 06- \A\ THE SOUTHWESTERLY 20.00 FEET OF THAT PORTION OF THE SOUTHEAST QUARTER OF SECTION 31, TOWNSHIP 11 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO UNITED STATES GOVERNMENT SURVEY APPROVED DECEMBER 27, 1870 DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST NORTHERLY CORNER OF SAID LOT 6; THENCE ALONG THE NORTHWESTERLY LINE THEREOF AND ITS SOUTHWESTERLY PROLONGATION SOUTH 55°26'14" WEST, 407.24 FEET (RECORD SOUTH 55°24'00" WEST, 406.99 FEET) TO THE NORTHEASTERLY LINE OF ARLAND ROAD AS SHOWN ON SAID MAP NO. 2169; THENCE ALONG SAID LINE NORTH 34°35'09" WEST (RECORD NORTH 34°26'00" WEST), 58.00 FEET TO THE MOST SOUTHERLY CORNER OF THAT LAND DESCRIBED IN DEED TO F.A. PATSKE, ET UX, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY NOVEMBER 24, 1945 IN BOOK 1984, PAGE 170, OF OFFICIAL RECORDS; THENCE ALONG THE SOUTHEASTERLY LINE THEREOF NORTH 55°26'14" EAST, 407.11 FEET TO A POINT ON THE SOUTHEASTERLY LINE OF LOT 8 OF SAID MAP 2169; THENCE ALONG SAID LINE SOUTH 34°42°47" EAST (RECORD SOUTH 34°33'00" EAST, 58.00 FEET TO THE POINT OF BEGINNING. AREA: 1160 SQ. FT. AfA^ lSG'lSo-3'y SEPTEMBER 19, 2006 10448 LEGAL DESCRIPTION A PORTION OF THE SE 1/4. SEC 31, T 11 S. R 4 W, SBM. BASIS OF BEARINGS: THE NORTHWESTERLY UNE OF LOT 4, MAP 2169 PER PM 12341; IE. NORTH 47'05'00" EAST LEGEND STREET DEDICATION EXISTING STREET R.O.W. SUBDIVISION BOUNDARY I I I I \ AREA OF DEDICATION PREPARED BY: SAN DIEGUITO ENGINEERING, INC. 4407 MANCHESTER, SUITE 105 ENCINITAS, CA 92024 PHONE: (760) 753-5525 CIWL ENGINEERING • PLANNING LAND SURVEYING CARLSBAD VICINITY MAP NO SCALE STREET DEDICATION PLAT ARLAND ROAD GORDON L. McELROY L.S. 4306 EXP. 6/30/08 SHEETI OF2 PR OS-Ul AP.N.: 156-130-33 U.\1datQ\surveys\4735surv\dwg\4735_ST_DEDlCATI0N_PUVT.dwg 9/19/2006 SDE 4735 / > \ 10449. A PORTION OF THE SE 1/4, SEC 31, T 11 S, R 4 W, SBM. PREPARED BY: SAN DIEGUITO ENGINEERING. I 4407 MANCHESTER, SUITE 105 I ENCINITAS. CA 92024 ' PHONE: (760) 753-5525 ENGINEERING • PLANNING LANO SURVEYING EXHIB T "B" GORDON L. McELROY L.S. 4306 EXP. 6/30/08 SHEET 2 OF 2 PR 06-1;? I A.P.N.: 156-130-33 U:\ldato\surveys\4735surv\dwg\4735_ST_DEDICATI0N_PLAT.dwg 9/19/2006 SDE 4735 From: David Rick To: Caroline Pogley Cc: Glen Van Peski: Unda Ontiveros: K^thlSSn UwrSHW Subject: RE: 2710 Arland Date: Tuesday, February 26, 2013 9:59:22 Al^ Thank you for meeting with me today. As we discussed at the counter, an irrevocable offer of dedication of right of way for the future extension of James Drive at 2710 Arland Road can be reduced from our original requirement of 50 feet. The dimension on the north side of the property may be reduced to 40 feet and the south side to 45 feet. Please print this email and reference it when submitting application for the easement dedication. Thank you. From: Caroline Dooley [mailto:caroline(g)carollnedooley.com] Sent: Monday, February 25, 2013 12:30 PM To: David RIck Subject: Re: 2710 Arland Yes, I'll see you at 9. Thank you, Caroline Caroline Dooley, Architect 2979 State St. Suite C Carlsbad, CA 92008 (760) 815-8748 From: David Rick <David.Rick(g)carlsbadca.gov> To: Caroline Dooley <caroline@carolinedooley.com> Sent: Monday, February 25, 2013 12:07 PM Subject: RE: 2710 Arland Tuesday is the 26*. Would 9 am work for you From: Caroline Dooley [mailto:caroline@carolinedooley.com] Sent: Monday, Febmary 25, 2013 12:00 PM To: David Rick Subject: 2710 Arland Hello David, I would like to meet with you Tuesday moming, Febmary 25, to discuss the rear yard offer of dedication required fo rthis property. I would like to talk about whether the dimension on the north side might be reduced to 40' and the south side to 45'. Bod Sukup prepared a plan that makes a case for these dimensions, which I will bring aling with me. Please let me know. 8:00 or later is fme with me. Thankyou, Caroline Dooley Caroline Dooley, Architect 2979 State St. Suite C Carlsbad, CA 92008 (760) 815-8748 *** Fee Calculation Worksheet *** ENGINEERING DIVISION Prepared by: LINDA ONTIVEROS Date: 7/10/13 GEO DATA: LFMZ: / B&T: Address: 2710/2714 ARLAND RD BIdg, Permit #: PC 13-35 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units i EDU's 1.00 Types of Use: SDU Sq.Ft./Units l EDU's 1.00 Types of Use: Sq.Ft./Units EDU's TOTAL: 2.00 EDU Types of Use: Sq.Ft./Units EDU's ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Fl/Units 1 ADT's 10 Types of Use: SDU Sq.Ft./Units 1 ADT's 6 Types of Use: Sq.Ft./Units ADT's TOTAL: 16 ADT Types of Use: Sq.Ft./Units ADT's FEES REQUIRED: Within CFD: [JYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) / NO 1. PARK-IN-LIEU FEE:[ iNW QUADRANT NE QUADRANT ! SE QUADRANT i IW QUADRANT ADT'S/UNITS: X FEE/ADT: =$ N/A 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 2 X FEE/ADT: APT/SFR =$ 4496 3. BRIDGE & THOROUGHFARE FEE: .7iDIST.#1 { 1 DIST.#2 • iDIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/ADT: =$ 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: =$ 5. SEWER FEE EDU's 2.00 X FEE/EDU: 842 =$ 1,684 BENEFIT AREA: N/A EDU's X FEE/EDU: =$ 6. DRAINAGE FEES A PLDA: ! IHIGH ;;;MED UM rz-Low ACRES: .97 X FEE/AC: 5.697 =$ 5,526.09 7. POTABLE WATER FEES: UNITS CODE CONN, FEE METER FEE SDCWA FEE TOTAL EX 1.5" ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760] 602-2719 for a complete listing of fees*** STORM WATER Development Services Land Development Engineering ^ CITY OF STANDARDS Development Services Land Development Engineering ^ CITY OF QUESTIONNAIRE 1635 Faraday Avenue CARLSBAD E-34 760-602-2750 www.carisbadca.gov INSTRUCTIONS: To acidress 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 stomn 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 detennining 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. 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 impen/ious 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. If 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 1. E-34 Pagel of3 REV4/30/10 ^5J^ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria: YES NO 1. Housina subdivisions of 10 or more dweliina units. Examoies: slnale familv homes, multi-familv homes, condominium and apartments V 2. Commercial - areater than 1-acre. Anv develooment other than heaw Industrv or residential. Examoies: hospitals: laboratories and other medical facilities; educational Institutions; recreational facilities; municipal facilities; commercial nurseries; multi-apartment buildings; car wash facilities; minl-malls and other business complexes; shopping malls; hotels; office buildings; public warehouses; automotive dealerships; airfields; and other light Industrial facilities. V 3. Heaw Industrial 1 Industrv- areater than 1 acre. Examoies: manufacturina olants. food orocesslna olants. metal working facilities, printing plants, and fleet storage areas (bus, truck, etc.). V 4. Automotive reoair shoo. A facilitv cateaorized in anv one of Standard Industrial Classification (SIC) codes 5013. 5014, 5541, 7532-7534, and 7536-7539 Y 5. Restaurants. Anv facilitv that sells prepared foods and drinks for consumotion. Includina stationan/ 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. V 6. Hillside develooment Anv development that creates 5.000 sauare feet of imoervious 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. Y 7. Envlronmentallv Sensitive Area (ESA)\ All deveiopment located within or directiv adiacent^ to or discharalna 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. V 8. Parklna lot Area of 5,000 sauare feet or more, or with 15 or more oarkina spaces, and ootentiallv exposed to urban runoff V 9. Streets, roads, hiahwavs. and freewavs. Anv paved surface that is 5.000 sauare feet or areater used for the transportation of automobiles, trucks, motorcycles, and other vehicles 10. Retail Gasoline Outlets. Servlna more than 100 vehicles per dav and areater than 5.000 sauare feet V 11. Coastal Develooment Zone. Anv proiect located within 200 feet of the Pacific Ocean and t^) creates more than 2500 square feet of impermeable surface or (2) increases impenneable surface on property by more than 10%. ><- 12. More than 1-acre of disturbance. Proiect results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project*. y 1 Environmentally Sensifive Areas include but are not linnited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Contn3l 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 BoanJ (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 directiy to" means outflow from a drainage conveyance system that is composed entirely 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 Pollutant-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 Stonn Water Management Plan, prepared in accordance with City Stonn 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 Stonmwater Requirements. Please check the "does not meet PDP requirements" box in Section 3. E-34 Page 2 of 3 REV 4/30/10 CITY OF STORM WATER Development Services Land Development Engineering CITY OF STANDARDS Development Services Land Development Engineering CITY OF QUESTIONNAIRE 1635 Faraday Avenue CARLSBAD E-34 760-602-2750 www.carisbadca.gov SECTION 2 SIGNIFICANT REDEVELOPIUIENT 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 DEVELOPIVIENT 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) X 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 REQUIREIVIENTS. Please check the "does not meet PDP requirements" box in Section 3 below. 3. Is the project solely limited to just one of the following: a. Trenching and resurfacing associated with utility work? b. Resurfacing and reconfiguring existing surface parking lots? c. New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads? )^ d. 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 PDP 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 ofthe Pacific Ocean and (l)create more than 2500 square feet of impenneable surface or (2) increases impermeable surface on the property by more than 10%? V If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPIVIENT 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 Questionnaire Results: • My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stonnwater criteria per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of appiication. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. Applicant Information and Signature Box TWs Sox for C*y Use Only Address: « Assessor's Parcel Number(s): Applicant Nanje: Applicani Title: , Applicant Signature: ' Date: / ; (e(2^llf 7 E-34 Page 3 of 3 REV 4/30/10 CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: • Right-of-Way Permit ^^^^^^^ing Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria^ Afo Threat Assessment Criteria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threaf assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My pnoject does not meet any of the High, Moderate or Low Threat criteria described below. OW Threat Assessment Criteria My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following critena: Results in some soil disturbance; and/or Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carisbad Grading Ordinance (Chapter 15.16 ofthe Carisbad Municipal Code); or, • 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 project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 - Significant Threat Assessment Criteria • My project includes clearing, grading or other disturisances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or • My project is 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, refueling and maintenance areas: or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-stonn water discharge(s). / certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation ofa construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title IS ofthe Carlsbad Municipal Code and to City Standards. •The City Engineer may authorize minor variances from the Storm Water Threat /Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. B-24 Project Address: . Assessor Parcel No. Owner/Owner's Authorized Agent Name: Title: Owner/Owner's Authorized Agent Signatiie: Date: . city Concuraifce: / By/ /'•ate: / "reject ID: 1 of 1 Rev.03/09 r ^ CITY OF CARLSBAD CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov Construction SWPPP Tier Level Construction Threat Assessment Criteria* Perceived Threat to Storm Water Quaiity Tiers Tier 3 - Hiah Construction Threat Assessment Criteria High Tiers • Project site is 50 acres or more and grading wilt occur during the rainy season • 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 • 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) • 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). • Owner/contractor received a Storm Water Notice of Violation within past two years High Tiers Tier 3 - Medium Construction Threat Assessment Criteria Medium Tiers • All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 Tier 2 Hiqh Construction Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • 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) • 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). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance High Tier 2 Tier 2 - Medium Construction Threat Assessment Criteria Medium Tier 2 • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tierl Tier 1 - Medium Inspection Threat Assessment Criteria Medium Tierl • 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 • 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) • 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). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tierl Tier 1 - Low Inspection Threat Assessment Criteria Low Tierl • All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria Low Exempt - 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 stonn water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4/30/10 CITY OF CARLSBAD STORM WATER COWIPLIANCE FORWI TIER 1 CONSTRUCTION SWPPP E-29 This form is required for all pools, retaining walls or whenever a building footprint is enlarged. Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov STORM WATER COMPLIANCE CERTIFICATE ••^ My project is not in a category of permit types exempt from the Construction SWPPP requirements ^ My project is not located inside or wittiin 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water mnoff or non-storm water discharge(s). <^ My project does not require a grading plan pursuant to tfie Carlsbad Grading Ordinance (Chapter 15.16 ofttie Carisbad Municipal Code) >^ My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more ofthe additional following criteria: • located virithin 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturiDed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be Initiated during the rainy season or will extend Into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWNER'S AGENT NAME (pRINT) OWNER(S)/OWNER'S AGENT NAME (SIdNATURE) DATE ' STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: XllO M/lJ/Iji Assessor's Parcel Number: Project ID:. Construction Penmit No./^^Aj (3 "2-2-^ Estimated Constmction Start Date 7 ^ Project Duration I Months Emergency Contact: Name: 24 hour Phone: 7^^ Perceived Threat to Storm Water Quality cn Medium ^ Low If medium box is checked, must attach a site plan sheet showing proposed wori< area and location of proposed structural BMPs For City-tJse Only City^3|. • CARLSBAD StANDAI^D TIER 1 SWPPP E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Tracking Controi BMPs Non-Storm Water Management BMPs Waste Management and Materiais Poilution Controi BMPs Best Management Practice (BMP) Description Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barrier Storm Drain Inlet Protection Stabilized Constmction Ingress/Egress Stabilized Constmction Roadway Water Conservation Practices Paving and Grinding Ooerations Potable Water/Irrigation Vehicle and Equipment Cleanina Material Delivery and Storane Material Use Stockpile Management Spill Prevention and Cnntrnl Solid Waste Hazardous Waste Concrete Waste CASQA Designation Construction Activity EC-7 EC-8 EC-9 EC-11 SE-1 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 Grading/Soil Disturi}ance Trenching/Excavation Stockpiling Drilling/Boring Concrete/Asphalt Saw cutting Concrete flatwork Paving Conduit/Pipe Installation Stucco/Mortar Wori< Waste Disposal Staging/Lay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): 1 1 Instructions: Begin by reviewflng the list of constmction activities and checking the box to the left of any activity that will occur during the proposed constmction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descmbed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check fhe box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Constmction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Constmction Ingress/Egress" column and place an X in the box where the tvro meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the Califomia Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/30/10 CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carisbadca.gov DATE: 8/20/13 PROJECT NAME: Loosen Property PROJECT ID:MS 13 02 PLAN CHECK NO: PC130035 SET#: I ADDRESS: 2710/2714 Arland Rd APN: 156-130-33 VALUATION: $299,814 SCOPE OF WORK: Retrofit existing sfr to 2du/buiid new 2,300sf sfr ^ You may have corrections from one or more of the (divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & inspection Division is required Yes No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist with the symbol XI • Please resubmit amended plans as required. Plan Check Comments have been sent to: caroiine@caroiinedooiey.com PLANNING 760-602-4610 ENGINEERING 760^02-2750 FIRE PREVENTION 760-602-4665 Chiis Sexton / =• ,> 0' 'o i 24 C> ^ ^1 s, S e X t o •; ''c 0 ii s b a;) c; i, t*i IV Kathleen Lawrence 760'602-2741 Kath;(';erLLawi'erice'i''CarisDadca Jov V3I eg, Jiyai I 760-602-4663 G r ogo r y. R y a n @ca rl s b a d c a. go \' Gina Ruiz 7>0-602-4675 X Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602^4662 C y r, t h 1 a, W o n g@ carls b a c I r. a, go v Dominic Fieri 760-602-4664 Doniinic.Fieri@carisbadca.rtov Remarks: Application for James Drive at ttie rear property is currentiy in review. Once dedication is approved, concurrent approval for the building permits will be granted. No furtiier re-submittal of building plans need to be routed througli to engineering. Please call if you have any questions. Parker Structural Engineering, Inc. 140 Encinitas Blvd., 0-329 Encinitas, QA 92024 760.436.1223 parkerstructural@yahoo.com www.parkerstructural.com STRUCTURAL CALCULATIONS FOR LOOSEN RESIDENCE 2710 ARLAND ROAD CARLSBAD, CA 92008 ARCHITECT: CAROLINE F. DOOLEY JOBNO. 13109.01 JUNE 13, 2013 PLAN CHECK SUBMITTAL TABLE OF CONTENTS DESIGN CRITERIA ROOF FRAMING 1ST FLOOR FRAMING LATERAL ANALYSIS WALLS & FOUNDATION MISCELLANEOUS I- 2 3-8 9-10 II- 14 15-17 18 RECEIVED JUN 2 0 2013 BUILDING DIVISION &-l3'l3 Parker Structui a! Engineenng. Encinitas, CA 760.436.1223 vvww.parker5tructural.com JOB Loosen Residence JOB# 13109 SHEET NO. 1 OF CALCULATED BY BP DATE 6/13 CHECKED BY REV DATE SCALE DgglQN CF^ITERIA CODE: 2009 International Building Code (IBC) 2010 Califomia Building Code (CBC) SEISMIC: WIND: WOOD: SOIL: SDC = D 1 = 1.0 SOIL SITE CLASS = D R = 6.5 Q = 3.0 Ss = 1.265 Si = 0.477 Sds = 0.843 Sdi = 0.485 Rho = 1.00 V = Sds/R = V*Rho = (wood shear walls) 0.130 W 0.130 W O.TxV = 0.091 W LRFD ASD 85 MPH EXP B 3-sec gust speed 2005 NDS (2009 IBC) 2x, 3x, 4x Douglas Fir-Larch No. 2 >4x Douglas Fir-Larch No. 1 Allow, soil bearing = 2000 psf Lateral bearing pressure = 400 pcf Coeff. Of friction = 0.35 per soils report C:\PSE\Projects\Residences\Loosen 13109\eng\Loosen Design Loads 6/13/2013 Parker btr-jcruia! t:ngine-?ring mc. Encinitas, CA 760.436.1223 vmw.parl^ers trudural.com JOB Loosen Residence JOB# 13109 SHEET NO. 2 OF CALCULATED BY BP DATE 6/13 CHECKED BY REV OATE SCALE DESIQN LOADS ROOF COVERED PORCH ROOF DEAD LOADS (psf) DEAD LOADS (psf) Asphalt Shingles 3.5 Asphalt Shingles 3.5 1/2" OSB 1.7 1/2" OSB 1.7 Roof Trusses @ 24" 2.0 Roof Trusses @ 24" 2.0 Insuiation 0.5 Stucco Ceilinq 10.0 Gyp. Ceiling 2.8 ME&P 0.5 ME&P 1.0 Miscellaneous 1.3 Sprinklers 1.0 Dead Load 19.0 Miscellaneous 1.5 Live Load 20.0 Dead Load 14.0 Live Load 20.0 4:12 slope 1st FLOOR DEAD LOADS (psf)' reducible Flooring 4.0 reducible 3/4" OSB 2.5 reducible 2xjoists@16" 2.0 reducible Insulation 1.0 reducible ME&P 1.0 reducible Miscellaneous 1.5 reducible Dead Load 12.0 reducible Live Load 40.0 reducible WALLS Stucco Stone DEAD LOADS Interior Exterior Exterior Stucco 10.0 Stone veneer 20.0 1/2" Gyp. 4.4 2.2 2.2 3/8" OSB 1.1 1.1 2x @16" 1.1 1.0 1.0 insulation 0.8 0.8 Misi;. U.J3 0.9 0.9 Dead Load 6.0 •i6.a 26.0 C:\P5E\Projects\Residences\Loosen 13109\eng\Loosen Design Loads 6/13/2013 Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 vww.parkerstructural.com SHEET NO.. 0F_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 4 5 6 7 2 3 4 5 6 7 8 5 6 7 3 -.2 3 4 5 5 7 8 Hc^e'lS^^'H fv^? ^iM'^^ 4-5^ ^ K^fe *'2- (ti^^-Lii JOIST) Syfi-M'- 1.^ V/ C^'H-n \<v(]f JM^^."^' jovsT TO lA/Aru/rocr: M< 13.^0^t'^^ MA;^ -2^-1'^^ ^-'^ Ux U Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 www. parkerstructural. com JOB. SHEET NO.. OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 5 6 7 8 1 2 3 456781254567B12 ^^•\x c^r J ,^11 Ww) .^i^t^ ^0(^0 >ic^\r M/i'2>7^a-#^ ifk^ H-^^ - '2'H5uy^. Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 www.parkerstructural.com JOB SHEET NO CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. 5678123456 5 6 7 8 Mil siii^^^s' SY/\1v) ^ 1+' Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 Wftww.pa rkerstructural.com 234567312345673 SHEET NO.. 1 0F_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 4567812345 2 3 4 5 6 7 TL V'- 2-5^0^ '''^ H^ptC Dv(^i3fif ^|- f f TU Parker structural Engineenng, Inc Encinitas, CA 760.436.1223 www.parkerstructural.com 23456731234567 JOB. SHEET NO.. 0F_ CALCULATED BY_ CHECKED BY DATE. DATE. SCALE . 2345678 12345578 123456 751234567612345678 •'.23 g?/W' ^' SPEOAL REINF. PER (-A-, TYP. 0 RE-ENTRANT CORNERS Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 vKww.parkerstructural.com .<?HFFT NO 10 OF CALCULATED BY DATF r.HFr.KFn RY DATE / SCAIF 1 2 3 4 5 6 J-1 t^iP. jyisr U^g ^'/^" 6CI SPOg gt^ TJl UD(g[C!»V^. MAX ^AiU ^ 1 Parker Endnitas. CA 92024 760.436.1223 www.parkerstnjctural.com JOB Loosen SHEET NO. • 1 OF CALCULATED BY BP DATE 5/13 CHECKED BY REV OATE ASCE 1^-05 Wind Lateral Desian Analvsis For Rigid Structures With GablelHIp Roofs t' WIND 1 ^ B —r: 9A« -L >-9A« PLAN ELEVATION Directionallv Independent: Desiiin Parameters: Building Category = II Max Roof Heiglit 15 ft Importance Factor, 1 = 1.00 Roof Slope 2.5 /12 Basic Wind Speed (3-sec, mph), V = 85 Max Horizontal Dimension 75 ft Exposure Category = B Min Horizontal Dimension 48 ft Directionality Factor, = 0.85 Ible Spans Min Horiz Dimension Yes (Yes or No) Top<; graphic Factor GABLE, HIP ROOF Mean Roof Height, h= 12.5 ft Top of Wall Height 10.0ft Roof Slope, e= 11.8° 1 Velocity Pressure Exposure Coefficient: a= 7,0 Zj = 1200 ft ijtructure Height (n) Kz = 2.01*(z/Zgy ST ri.il 1Z& 12.S 1Z& 0.55 2-D Ridge[ Elevation Change, H = Crest to Mid-Height, = Dist from Crest, x = H/U K2=1-(|x|/(iU) = 0.55 ]] 2-D Escarp[ 0.55 0.55 0.55 0.55 1 3-D HillP 0.55 f X One Box) 10 5 10 0.50 0.65 0.67 ft ft ft MAX < 60ft Topographic Factor NOT Required Down«rind of Crestj Yes j (Yes or No) 3.0 1.5 Staicture Height (ft) 12.5 12.5 12.5 12.5 12.5 12.5 12.5 K3 = e<-'*"' = 0.15 0.15 0.15 0.15 0.15 0.15 0.15 Ka = (1 + KiK2K3)^ = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V 7.^ «v9 T Parker 204 N. El Camino Real #E246 Encinitas, CA 92024 760.436.1223 www.Darttefstnjctural.com JOB 0 0 SHEET NO. \^ OF CALCULATED BY 0 DATE 5/13 1 CHECKED BY DATE Velocitv Pressure: Stojcture Height (ft) dz = u.UU,^3b K.J Ka Kd V" I CO : 12.5 12.5 12.5 12.5 12.5 TW 12.5 TW 12.5 TW psf Directionallv Dependent: Gust Effect Factor: External Pressure Coefficients: Short Direction: Roof, Cp •• Walls, Cp = Desian Wind Pressures: Short Direction: PWalls - <5tl Gs Cp = Windward n/a 0.8 W/indward 0.850 Windward .eevrarcLong Direction: n/a n/a Roof, Cp = -0.50 Walls, Cp = GL = 0.850 Windward Windward Leeward -0.620 0.8 -0.108 -0.380 -0.39 Leeward See Below -3.65 psf Stnjcture Height (ft) PWalls - VJS ^P • Ptotai - Qz Gs Cp -Qh Gs Cp= 12.5 9.48 12.5 9.48 Windward(+)| Leeward cihGsCp psf Sloped Roof Loads | n/a n/a 12.5 9.48 Max Hi 12.5 TW 9.48 12.5 TW 9.48 12.5 TW 9.48 12.5 TW 9.48 psT psf n/a Vert Loads min psf I max psf | Long Direction: | Windward Leeward Pwalls = Qh GL Cp =1 See Below -2.83 psf Structure Height (ft) | 12.5 12.5 Pwalls = Qz Gu Cp = Ptotai = ciz Gs Cp -qh Gs Op- 12.5 n/a 12.5 n/a 12.5 12.5 12.5 5.83 8.66 5.83 8.66 Windvrard(+)| Leeward q^GsCp psf Sloped Roof Loads -0.79 -2.77 5.83 8.66 Max HI 5.83 8.66 5.83 8.66 5.83 8.66 psf psf psf ^.98 Vert Loads min psf max psf •4.52 -0.79 Building Elements: (+)GCp (-)GCp Walls Main-(4): Walls Comers-(S): Main Roof Uplift-(l): Roof uplift at Ends and Peaks-<2): P=qh[(GCp)-{GCp,)l EQ6-22 P= qh[(eCp)-(GCpi)] EQ6-22 P=qi,[(GCp)-(GCpi)] EQ6-22 P=qhI(GCp)-(GCp,)] EQ6-22 Roof Uplift at Comers-{3): p= qh[(GCp)-(GCpi)] EQ 6-22 1 1 0.3 0.3 0.3 -1.1 -1.4 -1.0 -1.8 -2.8 (+/-)GCpi Force aUiigh^t^lev 14.09 psf> 12.99 psf 21.79 psf 32.80 psf 0.18 0.18 0.18 0.18 0.18 structural Engineering. Inc Encinitas, CA 760.436.1223 wvww.parkerstructural.com JOB Loosen Residence JOB# 13109 SHEET NO. OF CALCULATED BY BP DATE 5/13 CHECKED BY REV DATE SCALE SEISMIC ANALYSIS ROOF FORCE DISTRIBUTION (1-story) Area Roof Weight Ext. Wall Weight Partition Weight wTOTAL" TOTAL W = 3320 sq.ft. 14.0 psf 8.0 psf 2.0 psf 80 kips 80 kips R= 6.5 (wood shearwalls) rho= 1.0 UNFACTORED BASE SHEAR, V= 0.091 W = 7.2 Kips f = 2.2 psf LATERAL ANALYSIS - LONGITUDINAL DIRECTION LEVEL Fir. Ht. (ft) 1-R 8 10 % DL resisting overturning = 48% WALL ID LEVEL LENGTH T.A. : (ft) (ft2) (3/8" Ply) T F total V vtotal i/VALlSINGLE T, C (k) (k) (plf) (plf) TYPE WALL (k) DL/flr Cadd Tnet HD (klf) (k) (k) TYPE Tu 1 2 3 4 5 6 7(w) 1-R 1-R 1-R 1-R 1-R 1-R 1-R 1.83 12 13.5 8 14.5 13 19.5 170 525 315 175 780 640 730 0.4 1.1 0.7 0.4 1.7 1.4 1.6 0.4 1.1 0.7 0.4 1.7 1.4 1.6 202 95 51 48 114 107 82 202 95 51 48 114 107 82 P6 1.83 1.9 P6 12 1.0 P6 13.5 0.4 P6 8 0.4 0.175 0.5 1.6 0.230 0.5 0.1 0.120 0.2 0.0 0.230 0.5 -0.2 P6 5.5 9 P6 13 P6 18 1.0 1.2 0.9 0.7 0.160 0.5 0.160 0.5 0.6 0.6 0.0 HSW H2 none none H2 H2 none 0.200 0.7 0.190 0.5 -0.3 none 2.3 0.1 -0.1 -0.4 0.8 0.9 -0.1 -0.5 3315 PARTIAL LATERAL ANALYSIS SF = 7.2 wmnD~T:EVEET:iFI5TFrT^ (ft) (ft2) TRANSVERSE DIRECTION (3/8" Ply) F Ftotil V vtotal iWALLSINGLE T, 0 (k) (k) (plf) (plf) TYPE WALL (k) DUflr Cadd Tnet HD (klf) (k) (k) TYPEI Tu A B C D E F 1-R 1-R 1-R 1-R 1-R 1-R 18 8.5 12 430 490 820 15.5 660 8.4 510 7 415 1.1 1.8 1.4 1.1 0.9 0.9 1.1 1.8 1.4 1.1 0.9 52 126 149 93 132 129 52 126 149 93 132 129 P6 18 P6 11 P6 7 5 P6 15.5 P6 4.2 P6 7 0.4 0.8 1.6 1.7 0.8 1.5 1.1 0.160 0.5 0.230 0.5 0.100 0.2 0.100 0.2 0.100 0.2 0.370 0.5 0.190 0.5 -0.5 0.0 1.4 1.5 0.3 0.9 0.6 none none H2 H2 H2 H2 • H2 -0.8 -0.1 1.9 2.1 0.4 1.3 0.8 3325 ZF = 7.2 Loosen Seismic 5/20/2013 1 1068 360 DECK STUD WALLS WIND LOAD = ISPSF, CD=1.60 T-» "I 1 1- 2000 2500 3000 Allowable Load (PLF) -•-2x4DF-L#2(12"o.c.) -«-2x4 DF-L #2 (16" o.c) A 2x4 DF-L STUD (12" o.c.) ~^2x4 DF-L STUD (16" o.c.) -*-2x6 DF-L #2 (12"o.c.) -•-2x6 DF-L #2 (16" o.c.) -+—2x8 DF-L #2 (12" o.c.) • 2x8 DF-L #2 (16" o.c.) |^t)l^ifc) 1^0^\^ ^ U)',(ft^^ I^jf5^)n.5(file.) Parker structural Engineering, Inc Encinitas, CA 760.436.1223 www.parkerstructural.com 3 4 5 6 7 8 5 6 7 8 SHEET NO.- CALCULATED BY_ CHECKED BY SCALE 3 4 5 6 7 2 3 4 5 6 7 OF_ DATE. DATE. 3 4 5 6 6 7 8 1 2 Parker btructural Eng:neenng. Inc. Encinitas, CA 92024 760.436.1223 vvww.parkerstructural.com JOB Loosen JOB# 13109 SHEET NO. 11 OF CALCULATED BY BP DATE 6/13 CHECKED BY REV DATE SCALE IContinuous Footing Axial Allowable | /Vf ^flssf^l lA/^A Bottom Plate Post Continuous Footing ftg. depth x = .i_3_" L=2x+3.5"= ^^.^ " Area = I'j "x 61-^ Ftg. Width L = IPtn' in' = 7.^ ft' Allowable Axial Load = Z^Pg psf x 7,Z ft^ = \H^1^ ibs Allow Soil Area Bearing MAXIIVIUM MOMENTS AND SHEARS VISUALLY GRADED DIMENSION LUMBER X OC. 5 M AS MEMBER MEMBER PROPERTIES MAXIMUM MOMENTS (ft. - lb.) MAX SHEARS (lb.) NOMINAL ACTUAL SIZE SECTION MOM. OF NO.2 GRADE NO. 1 GRADE SELECT ALL GRADES SIZE SIZE (In.) FACTOR AREA MODULUS INERTIA STRUCTURAL b h (in.') (in.') (in.') CD=1.00 CD=1.26 CD=1.00 GD=1.25 CD=1.00 CD=1.25 CD=1.00 CD=1.25 2x4 1.5 3.5 \m 5.25 3.1 5.4 349 436 388 484 581 727 630 788 2X6 1.5 5.5 1.30 8.26 7.6 20.8 741 926 823 1029 1235 1544 990 1238 2X8 1.5 7.25 1.20 10.88 13.1 47.6 1179 1474 1310 1638 1965 2456 1306 1632 2x 10 1.5 9.25 1.10 13.88 21.4 , 98.9 1766 2207 1962 2452 2943 3678 1666 2082 2x 12 1.5 11.3 1.00 16.88 31.6 178 2370 2963 2633 3292 3960 4938 2026 2532 2x14 1.5 13.3 0.90 19.88 43.9 290.8 2963 3704 3293 4116 4939 6173 2386 2982 4x4 3.5 3.5 1.50 12.25 7.1 12.6 799 998 888 1109 1331 1664 1470 1838 4x6 3.5 5.5 1.30 19.26 17.6 48.5 1716 2145 1907 2383 2860 3575 2310 2888 4x8 3.5 7.25 1.30 26.38 30.7 111.1 2993 3742 3326 4167 4989 6236 3046 3807 4x10 3.5 9.25 1.20 32.38 49.9 230.8 4491 5614 4990 6238 7485 9356 3886 4857 4x12 3.5 11.3 1.10 39.38 73.8 415.3 6089 7611 6766 8456 10148 12684 4726 6907 4x14 3.5 13.3 1.00 46.38 102.4 678.5 7680 9600 8533 10667 12800 16000 5566 6957 4x16 3.5 15.3 1.00 53.38 135.7 1034.4 10178 12722 11308 14135 16963 21203 6406 8007 6x6 , 5.5 5.5 1.00 30.25 27.7 76.3 1731 2164 2770 3463 3463 4328 3428 4285 6x8 5,5 7.5 1.00 41.25 51.6 193.4 3225 4031 5160 6450 6460 8063 4676 5844 6x 10 5.5 9.5 1.00 52.25 . 82.7 393 6030 7538 9304 11630 11027 13783 6922 7402 6x 12 5.5 11.5 1.00 63.25 121.2 697.1 8838 11047 13635 17044 .16160 20200 7168 8960 6x 14 5.5 13.5 0.99 74.25 167.1 1127.7 12026 16032 18564 23193 21990 27488 8416 10519 6x 16 5.5 15.5 0.97 85.25 220.2 1706.8 16606 19508 24078 30097 28537 35671 9662 12077 8x8 7.5 7.5 1.00 56.25 70.3 263.7 4394 6492 7030 8788 8788 10984 6376 7969 8x10 7.5 9.5 1.00 71.25 112.8 535.9 7060 8813 11280 14100 14100 17625 8075 10094 8x12 7.5 11.5 1.00 86.25 165.3 950.5 12063 16066 18596 23245 22040 27550 9775 12219 8x 14 7.5 13,5 0.99 101.25 227.8 1537.7 16394 20493 25294 31618 29978 37473 11475 14344 8x 16 7.5 15.6 0.97 116.25 300.3 2327.4 21283 ' 26604 32837 41046 38917 48647 13175 16469 BASELINE STRESSES (psi): 2x&4x 900 1000 1600 180 (WCLIB) 6x6, 6x8, 8x8, & 8x10 750 1200 1600 170 6x10 & greater, 8x12 & greater 875 1350 1600 170 CrVBL, GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING CLIENT: LOOSEN PROJECT: LOO 913-CDG DATE: 24 SEPTEMBER 2013 ANDREA LOOSEN 1340 Oak Ave. Carlsbad, CA. 92008 Subject: Results of Compaction Testing and Inspection for the Residence located at 2710 Arland Road, Carlsbad, CA. (APN: 156-130-33) Reference (a): Site Specific Soil Investigation Report by B & B Engineering, Inc., dated 23 March 2013. Dear Mrs. Loosen: Pursuant to your request, we have completed our inspection and compaction testing of the rough grading operations for the subject parcel. Locations of our field density tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosure (2). Site preparation, soil compaction and testing were accomplished between September 12 and 16, 2013. Based on bur observations and testing, it is our opinion that the work performed during that period was in general conformance with the requirements of Reference (a) and the City of Carlsbad Grading Ordinance. SITE GRADING On September 12, clearing began on the subject lot with the contractor removing some surface vegetation. All debris was removed fi-om the pad grading area prior and during the grading operation. On this date, the contractor over-excavated the surface soils for the easterly side of the house pad by removing the surface materials to an approximate depth of 3 feet below the existing surface, where firm natural ground was encountered. The contractor started on the easterly half of the pad then continued grading in this same manner on the westerly half. The bottom of each excavation was scarified, watered, and recompacted prior to replacing the native stockpiled soils. The limits of over-excavation extended a minimum of 5 feet outside ofthe proposed building foundations. The over-excavation grading operation was accomplished to help mitigate the effects of differential settlement of the proposed structure. The contractor placed and compacted the native soils on the house pad until the designed pad grades were achieved. Density was achieved by the use of a D-5 bulldozer compacting the soil as fill was placed in thin lifts. Since the existing soil was low in moisture content, the contractor spent additional time and effort in his mixing operation in order to ensure near-optimum moisture and proper compaction in the fill material. 16 n -A so. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945-3150 Fax: (760) 945-4221 B&B Engineermg, Inc. Loo 913-cdg As indicated by our Compaction Test Results, Enclosure (2), density tests performed in the construction ofthe house pad indicated over 90% relative compaction as compared to the Maximum Dry Density per ASTM Test Procedure D 1557. SOIL EXPANSION The native materials exposed at surface grades for the subject pad are considered to have a non-expansion potential (EI = 0) according to Reference (a). Therefore, no additional foundation or slab requirements are considered necessary in regard to soil expansion. BUILDING FOUNDATIONS Building foimdations shall be sized and constructed in accordance with the recommendations found in Reference (a). For foimdation design purposes, an allowable bearing strength of 2000 psf may be assumed for all continuous or spread footings founded in dense native soils compacted to 95% relative compaction per ASTM D 1557. It is recommended that the continuous perimeter foundations and concrete slabs for a light weight, wood fi-amed, stucco type structure founded on the native non expansive soil shall be constructed and reinforced in accordance with the following minimum designs: a. For slab-on-grade floors: it is recommended that all foundations for single story structures shall extend a minimum depth of 15 inches and a minimtmi width of 15 inches into the firm native or compacted fill material as measured fiom the lowest adjacent grade. Two story structures shall be supported with footings 18 inches deep and 15 inches wide. b. Continuous interior and exterior foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. c. Footings placed on or adjacent to the top of cut or fill slopes flatter than IH : 1V shall have a minimum horizontal distance of 7 feet from the bottom edge of the footings to the face of the slope, for slopes less than 20 feet in height. For slopes greater than 20 feet, a horizontal distance of H/3 shall be used where H = height of slope, but need not exceed 40 feet maximum. d. All concrete building slabs shall be a minimum of full 4-inches in thickness, and reinforced with a minimum of No. 3 steel rebars at 18-inches on center both ways and placed in the center of the slab. The steel bars shall be wire tied to the perimeter foundation steel and bent downward into the foundations at 18-inches on center to a depth of 3-inches from the bottom. In order to minimize vapor transmission, an impermeable membrane (ie: 10 mil visqueen) shall be placed over 2-inches of coarse sand, gravel or crushed rock. The visqueen shall be covered with 2-inch of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall contain Type II cement with a maximum water/cement ratio of 0.50 and, for non expansive soil, a minimum concrete sfrength of 2500 psi should be utilized for all concrete in contact with the on-site earth materials. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 B&B Engineering, inc. Loo 913-cdg e. Interior concrete slabs shall be provided vdth saw-cut joints spaced at a maximum of 10 feet on center each way within 24 hours after the pour and the saw-cuts shall be 1/4 ofthe slab thickness. It is imperative that the dramage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion hito the subgrade soils beneath the building foundations and slabs. f. Exterior slabs for hardscape, pool decks, walkways, patios, etc. shall be a minimvim of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 24 inches on center each way. The reinforcing steel shall be placed in the upper 1/3 ofthe slab and held in place with concrete chairs. These foundation recommendations are minimum design requirements for the soils encountered during this investigation; however, actual foimdations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful confrol of water/cement ratio and slump of concrete. The confractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce the cracking of slabs. Tile and other sensitive flooring can crack, reflecting the cracks in the concrete slab below. The tile installer should consider installation methods that reduce possible cracking ofthe tile. Slipsheets or a vinyl crack isolation membrane (approved by the Council of America/Ceramic Tile Institute) are recommended between the tile and the concrete slabs on grade. If tiles are anticipated to be used as floor coverings, an expert in the field of sensitive flooring installation should be consulted. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage oftime, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subconfractors carry out such recommendations in the field. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 B&B Engineering, inc. Loo 913-cdg The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B&B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, ^ St^en B. Peter RCE 38623 ; Expires 3-31-15 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 10 # APPROXIMATE LOCATION OF FIELD DENSITY TESTS PLOT PLAN Owner: MR. RON LOOSEN Address: 2710 ARLAND ROAD CARLSBAD, CA. B&B Engineering, inc A.P.N.: 166-130-33 Project: LOO 913-CDG Date: 9/24/2013 ENCLOSURE(1) B&B Engmeering, Inc. Client: RON LOOSEN Project: LOO 913-CDG Date: 9/24/2013 Test No. Test Date Test Location Test El/Depth Dry Density, pcf Moisture, % Relative Retest Test No. Test Date Test Location Test El/Depth Soil Type Field Maximum Field Opt. Compaction No. 1 9/12/13 EAST SIDE O-X 2' A 120.9 127.5 10.6 10.0 95 2 9/12/13 EAST SIDE O-X 2' B 120.9 135.0 9.8 8.5 90 3 9/13/13 EAST SIDE O-X r A 117.9 127.6 10.9 10.0 92 4 9/13/13 WEST SIDE O-X 2' B 123.6 136.0 9.5 8.6 91 5 9/13/13 WEST SIDE O-X 2" B 122.5 136.0 11.2 8.5 91 6 9/13/13 WEST SIDE O-X r A 118.4 127.6 11.8 10.0 93 7 9/16/13 FINISH GRADE r A 118.0 127.5 11.0 10.0 93 8 9/16/13 FINISH GRADE 0.5' A 121.2 127.6 9.2 10.0 95 9 9/16/13 FINISH GRADE r A 117.2 127.6 10.3 10.0 92 10 9/16/13 FINISH GRADE 0.6' B 117.7 127.6 10.3 10.0 92 COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MOISTURE % MAXIMUM DRY DENSITY (DCf) A. DARK BROWN SILTY SAND 10.0 127.5 B. TAN-LIGHT BROWN SILTY SAND 8.5 135.0 EXPANSION POTENTIAL 1 to 20 = Very Low 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical SEE REFERENCE (A) 1 to 20 = Very Low 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical 1 to 20 = Very Low 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical 1 to 20 = Very Low 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical 1 to 20 = Very Low 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical COMPACTION AND EXPANSION TEST DATA ENCLOSURE (2) B&B Engineering, inc. MAINTENANCE GUIDELINES FOR HOMEOWNERS During the wet weather season, homeowners become concemed about the stability of their building site. In general, modem design and construction practice minimizes the probability of serious slope failure. The grading codes of the local jurisdiction (cities and counties) in Califomia conceming filled land, excavation, terracing and slope construction are among the most stringent in the country and, if followed, are adequate to meet most natural occurrences. Therefore, the concem of the homeowner should be directed toward maintaining slopes, drainage provisions and facilities so that they will perform as designed. The following discussion, general recommendations and simple precautions are presented herein to help the homeowner maintain his hillside building site. The general public often regards the natural terrain as stable - "terra firma". This, of course, is an erroneous concept. Nature is always at work altering the landscape. Hills and mountains are wom down by mass wasting (erosion, sliding, creeping), and the valleys and lowlands collect these products. Thus, the natural process is toward leveling the terrain. Periodically (over tens of millions of years) major land movements build mountains and erosion tends to level the terrain. In some areas, these processes are very slow, and in others, they are more rapid. Development of hillsides for residential use is carried out, in as far as possible, to enhance the natural stability of the site and to minimize the probability of instability resulting from the grading necessary to provide home sites, streets, and yards. This has been done by the developer and designers based on geologic and soil mechanics investigations. In order to be successful, the slope and drainage provisions and facilities must be maintained by the homeowner. Homeowners are accustomed to maintaining their homes. They expect to paint their house periodically, replace wiring, clean out clogged plumbing, repair roofs, etc. Maintenance of the home site, particularly on hillsides, should be considered on an even more serious basis. In most cases, lot and site maintenance can be taken care of along with landscaping, and can be ceirried out less expensively to the homeowner than repair after neglect. Most slope and hiUside lot problems are associated with water. UncontroUed water from a broken pipe, cesspool or wet weather causes most damage. Wet weather is the largest cause of slope problems, particularly in Califomia where rain is intermittent, but may be torrential. Therefore, drainage and erosion control are the most important aspects of home site stability. These provisions must not be altered without competent professional advice and maintenance must be carried out to assure their continued operations. We offer these procedures as a checklist to homeowners: 1. Check roof drains, gutters and downspouts to be sure they are clear. Depending on your location, if you do not have roof gutters and dovmspouts, you may wish to install them. Without gutters or other adequate drainage, water falls from the roof eaves and collects against foundation and basement walls, which can be undesirable. 2. Clear surface and terrace drainage ditches and check them frequently during the rainy season, with a shovel, if necessary. Ask your neighbors to do likewise. 3. Be sure that all drainage ditches and sub-drains have outlet drains that are open. This should be tested during dry weather. Usually, this can be done simply with a hose. If blockage is evident, you may have to clear the drain mechanically. 4. Check all drains at the top of slopes to be sure that they are clear and that weather will not overflow the slope itself, causing erosion. 5. Keep subsurface drain openings (weep-holes) clear of debris and other material, which could block them in a storm. 6. Check for loose fill above and below your property if you live on a slope or terrace. 7. Watch hoses and sprinklers. During the rainy season, little, if any, irrigation is required. Over-saturation of the ground is not only unnecessary and expensive, but can cause subsurface damage. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 B&B Engineering, inc. 8. Watch for water backup of drains inside the house and toilets during a rainy season since this may indicate drain or sewage blockage. 9. Exercise ordineiry precaution. Your house and building site were constructed to meet certain standards, which should protect against any natural occurrence if you do your part in maintaining them. 10. Care and maintenance of hUlside homes includes being sure that terrace drains and brow ditches on slopes or at the top of cuts, or fill slopes are not blocked. They are designed to carry away runoff to a place where it can be safely distributed. Generally, a little shovel work will remove any accumulation of dirt and other debris, which may clog the drain. If several homes are located on the same terrace, it is a good idea to check with your neighbors. Water backed up on their property may eventually reach you. Water backed up in surface drains will tend to overflow and seep into the terraces, creating less stable slopes. 11. Water should not be permitted to collect or pond on your home site. Ponded water will tend to either seep mto the ground-loosening fill or natural ground, or will overflow onto the slope and cause erosion. Once erosion is started, it is difficult to confrol and severe damage may result rather quickly, 12. Roof drains and gutters or downspouts should be coimected to area (surfiace) drainpipes, but not to subdrain pipes. Rather, arrange them so that water either flows off your property in a specially designed pipe or it flows out onto a paved driveway or the sfreet. The water may then be dissipated over a wide surface or, preferably, be carried away in a paved gutter or storm drain. Subdrains are constructed to take care of ordinary subsurface water and caimot handle the overload from roofs during a heavy rain. 13. Water should not be allowed to spill over slopes, even where this may seem to be a good way to prevent ponding. This tends to cause erosion and, in the case of fiU slopes, can cut away carefully designed and constructed sites. 14. Loose soil or debris should not be left on or tossed over slopes. Loose soil soaks up water more readily than compacted fill. In addition, it is not compacted to the same sfrength as the slope itself and will tend to slide when laden with water, and may even affect the soil beneath it. The sliding may clog terrace drains below or may cause additional damage in weakening the slope. If you live below a slope, try to be sure that loose fill is not dumped above your property. 15. Water should not be discharged into subsurface blanket drains close to slopes. French drains are sometimes used to get rid of excess water when other ways of disposing of water are not readUy available. Overloading these drains saturates the ground and, if located close to slopes, may cause slope failure. 16. Surface water should not be discharged into septic tanks or leaching field. Not only are septic tanks constructed for a different purpose, but also they wUl tend, because of their construction, to accumulate additional water naturally from the ground during a heavy ram. Overloadmg them artificially during the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since their overflow can pose a serious health hazard. In many areas, the use of septic tanks should be discontinued as soon as sewers can be made available. 17. Slopes should not be over-irrigated. In some areas ice plant and other heavy ground cover can cause surface sloughing when saturated due to the increase in weight and weakening of the near surface soil. Planted slopes should be located, where possible, in areas where they will be adequately irrigated by rainfall. 18. Water should not be allowed to gather against foundations, retaining walls and basement walls. These walls are buih to withstand the ordinary moisture m the ground and are, where necessary, accompanied by subdrains to carry off the excess moisture. If water is permitted to pond against them, it may seep through the wall causing dampness and leakage inside the basement. It also may cause the soil adjacent to the foundation to swell resulting in structural damage to walls and footings. 19. New fill placed behind walls or in trenches should not be compacted by flooding with water. Not only is flooding the least efficient way of compacting fme-grained soU, but also could damage the wall foundation. 20. Hoses and sprinklers should not be left running on or near a slope, particularly during the rainy season. This will enhance ground saturation, which may cause damage. 21. Ditches that have been graded around your house or the lot pad should not be blocked. These shallow ditches have been put there for the purpose of quickly removing water toward the driveway, sfreet or other positive outlet. By all means, do not let water become ponded above slope by blocked ditches. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 CIVIL, GEOTECHNICAL, & QUALITY ENGINEERING l OUNDATlON DESIGN * LAND SUKVEVING * SOIL I ESI ING CLIENT: LOOSEN PROJECT: LOO 713-FTG DATE: 19 JUI.Y2013 ANDREA LOOSEN 1340 Oak Ave. Carlsbad, CA. 92008 Attention: Caroline F. Dooley, Architect Subject: Soils Engineering Foundation Plan Certification for the Proposed Residential Construction located at 2710 Arland Road, Carlsbad, CA. (APN: 156-130-33) Gentlemen: Pursuant to the City ofCarlsbad requirements, this letter will serve as confirmation that the foundation plans and specifications have been reviewed for the subject project. We have determined that the recommendations in our Sit Specific Soil Investigation Report dated 23 March 2013, have been properly incorporated into the constmction documents. Sincerely, tii 1. ;> ; Stephen B. Peter RCE 38623 ' / Expires 3-31-15 RECEIVED AUG 07^0^3 CITY OF CARLSBAD BUILDING DIVISION 1611-A SO. MELROSE DRIVE #285, VIS I A, CA 92081-5471 Ph: (760) 945-3150 Fax: (7601945-4221 35- EtH§meerw0§f Mac. CIVIL, GEOTECHNICAL, & QUALITV ENGINEERING FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING CLIENT: LOOSEN PROJECT: L00 313-INV DATE: 23 MARCH 2013 ANDREA LOOSEN 1340 Oak Ave. Carlsbad, CA. 92008 Subject: Site Specific Soil Investigation for the Proposed Residential Construction located at 2710 Arland Road, Carlsbad, CA. (APN: 156-130-33) Dear Mrs. Loosen: Pursuant to your request, we have completed our site inspection and soil investigation for the proposed residential construction on the subject parcel. On March 13, 2013, a representative from our firm visited the site in order to obtain a soil samples and to evaluate the general surface and underlying soil conditions relative to the proposed constmction. Based on our visual inspections and observations in the field and our laboratory soil test results, the following conclusions and recommendations were derived. No geotechnical conditions were encountered which would preclude the development of the site. FIELD AND LABORATORY TESTING On March 13, 2013, a field investigation was performed at the subject site. This investigation consisted of the excavation of 2 exploratory test pits dug by hand. As the test pits were advanced, the soils were visually classified by the field representative. Undisturbed and bulk samples, as well as in-place density tests, were obtained at various depths. All samples were retumed to our laboratory for detailed testing that were performed in accordance with the procedures outlined in the Book of ASTM Standards. Locations of our Test Pits are shown on the Plot Plan, Enclosure (1). The detailed Logs of these Test Pits are presented on Enclosure (2). Results ofthe in-place compaction tests, the Maximum Dry Density Test values for the various soils sampled and the Expansion Potential Test results are presented on Enclosure (3). These materials were also tested for Shearing Strength, Enclosure (4). Shear tests were made with a direct shear machine of the strain control type in which the rate of strain is 0.05 inches per minute. The machine is so designed that tests may be performed ensuring a mimmum of disturbance from the field conditions. Saturated, remolded specimens were subjected to shear imder various normal loads. Expansion tests were performed on typical specimens of the native fill soils. SEISMIC DESIGN For seismic design purposes, the "Site Class D" can be used for the soils imderlying the subject site, and the procedures outlined in the 2010 Califomia Building Code, CBC, (Sections 1 1611-A so. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3 150 Vlr// Eiuiiiteerinq, lue. Loo 313-inv 1603-A and 1613-A - EARTHQUAKE LOADS) should be used for calculations of the seismic coefficients for stractural design. The following earthquake design data was compiled and calculated from the requirements of Section 1613 ofthe 2010 Califomia Building Code and firom ASCE Standard 7-05 (See Enclosure (6): Mapped Spectral Response Accelerations: S s (0.2) = 1.265g : Sj (1.0) = 0.477g Spectral Response Coefficients: S^s (0.2) = 0.843g : %^ (1.0) = 0.485g Seismic Design Category: "D" Long Period Transition Period: TL = 8 (from map Fig. 22-15) SEISMIC FORCES ON STRUCTURAL RETAINING WALLS Instead of using the full peak ground acceleration, k^ = S DS/2.5 as specified in the 2010 CBC Section 1802.2.7 (page 126), a 50 percent reduction from the full peak ground acceleration as recommended in the County of Los Angeles, Department of Public Works "Manual for Preparation of Geotechnical Reports" [revised December 2006, pages 51 & 52] can be used. The modified/reduced peak acceleration for this project site is: kh = [SDS/2.5] X 50% kh = 0.843/2.5 X 50% = 0.168 [ratio ofthe gravitational force, g] The modified lateral equivalent fluid pressure (EFP) due to earthquake ground motion is: =^ Yt X ki,= 125.0 X 0.168 = 21.08 pcf Note: The "seismic" EFP has an inverted triangle distribution. The point of application of the resultant force of the seismic EFP [or dynamic thrast/seismic load] is located at about 0.6 H (H = height of retaining wall) above the base of the retaining wall. The above calculated "seismic force" can be used in addition to the "static" active or at- rest earth pressure, which has a "regular" triangle distribution with the point of application of the resultant force located at 1/3 H above the base of the retaining wall. No active faults are known to exist within or near the site. The Rose Canyon Earthquake Fault (Type B) is located less than 10 kilometers from the site. The property is not located within an area designated as a special studies earthquake zone under the Alquist-Priolo Earthquake Zone/Special Smdies Act. GRADING On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 MiXMi Entiineeriiui, ine. Loo 313-inv Site preparation should begin with the removal die existing surface vegetation and other deleterious matter. These materials are not suitable for support of the proposed stracture and should be exported from the site. Also, any subsurface stractures such as cesspools, wells, or abandoned pipelines, which are uncovered during the clearing operation, shall be removed or backfilled in accordance with the requirements of the City of Carlsbad. The on-site earth materials are considered suitable for the support of the proposed stracture. The existing ground has approximately 3 foot of weathered surface soils and will require minor grading to properly prepare a uniform graded pad and mitigate the effects of differential settlement for the slab-on-grade for the garage and the raised foundation portion of the stracture. Therefore, prior to constraction or placing fill in this area, the surface materials shall be removed to a depth where firm, dense native soils are encountered. The depth of removal is anticipated to be approximately 3 feet. This can be accomplished during the grading operation by over-excavating the upper 3 feet of the surface soils, ripping the exposed bottom surface to a minimum depth of 12 inches, and recompacting the soil to the design grade. The bottom of this excavation shall be verified in writing by our representative prior to soil replacement. All stractural fill shall be compacted to at least 90% of the maximum dry density at +/- 2% over optimum moisture content as determined in accordance with ASTM Test Procedure D 1557. Site drainage should be dispersed by non-erodible devices in a manner to preclude concentrated nmoff over graded and namral areas in accordance with the City of Carlsbad requirements. Foundations shall be sized and constracted in accordance with the Stractural Engineer's design, based on the earth pressures and the allowable bearing values listed in the latter part of this report, along with the expected live and dead loads, and the projected wind and seismic loads. All grading and/or foundation plans shall be reviewed by our Engineer. FOUNDATION DESIGN The proposed stracture for this project can be supported by conventional isolated, spread and/or continuous footings using the following soil parameters. For foundation design purposes, the following earth pressures were calculated based on our Shear Test results. Enclosure (4), for the native soils and based on a foundation depth and width of 12 inches: Test Pit No. 1 at 1 to 2 feet below the surface: (Dark Brown Silty SAND) Shear Test: Cohesion = 250 psf; Angle of Friction = 33°. Allowable Bearing Value = 2000 psf Equivalent Fluid Pressure = 40 pcf Passive Lateral Resistance = 400 pcf 3 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3 150 Fax: (760) 945-4221 Enqineerinii, Mite, Loo 313-inv At-rest Pressure = 60 pcf Coefficient of Friction = 0.35 Expansion Index = 30 (Low) These values are for dead plus live loads and may be increased by one-third (1/3) for seismic and wind loads where allowed by code. Per 2010 CBC, the allowable foundation pressure may be increased by one-third when using the alteraate load combinations in Section 1605.3.2 that include wind or earthquake loads. SOIL EXPANSION POTENTIAL The native materials exposed at finish grades for the house pad are considered to have a non-expansive potential (EI - 0) according to our Expansion Index test results (See Enclosure (3). Therefore, additional foundation or slab requirements are not considered necessary in regard to soil expansion. SOIL CORROSION The sub-surface soil was tested for Sulfate Content, pH, Chloride and Resistivity on March 15,2013 (See Enclosure 5). The results of these tests indicated that the water soluble sulfate content was found to be 0.001% <0.20% (Negligible); pH was found to be 7.03 >5.5 (Neghgible); Chloride content was 0.003% <0.05 (Negligible); and the Resistivity was found to be 4420 ohm-cm>1000 ohm-cm. Per the 2010 Califomia Building Code, Type II cement with a maximum water-cement ratio of 0.50 and, for non expansive soil, a minimum concrete sfrength (f c) of 2500 psi should be used for concrete in contact with on-site earth materials. It should be noted that B&B Engineering, Inc., does not consult in the field of corrosion engineering. The Client and project architect should agree on the level of corrosion protection required for the project and seek consultation from a quaUfied corrosion consultant as warranted. RETAINING WALLS An equivalent fluid pressure of 35 pcf may be used for design of retaining walls with level backfill and 55 pcf for 2H:1V sloping backfill. These figures are based on a drained condition and use of granular backfill having a sand equivalent of 30 or greater. If the native soils are used as backfill, the equivalent fluid pressure of 40 pcf (level) and 60 pcf (2H: 1V slope) for active conditions and 60 pcf (level) and 80 pcf (2H:1V sloping) for at-rest conditions can be used. FOUNDATIONS It is recommended that the continuous perimeter foundations and concrete slabs for a light weight, wood framed, smcco type stracture founded on the native non expansive soil shall be constracted and reinforced in accordance with the following minimum designs: a. For slab-on-grade floors: it is recommended that all foundations for single story stractures shall extend a minimum depth of 15 inches and a minimum width of 15 inches into the firm native or compacted fill material as measured from the lowest adjacent grade. Two story stractures shall be supported with footings 18 inches deep and 15 inches wide. 1611-A SO. MELROSE DRIVE #285, VISTA. CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 VCY/ Enqiiteeriiui, ine. Soo 1012-inv b. Continuous interior and exterior foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. c. Footings placed on or adjacent to the top of cut or fill slopes flatter than IH : IV shall have a minimum horizontal distance of 7 feet from the bottom edge of the footings to the face of the slope, for slopes less than 20 feet in height. For slopes greater than 20 feet, a horizontal distance of H/3 shall be used where H = height of slope, but need not exceed 40 feet maximum. d. All concrete building shall be a minimum of ftill 4-inches in thickness, and reinforced with a minimum of No. 3 steel rebars at 18-inches on center both ways and placed in the center of the slab. The steel bars shall be wire tied to the perimeter foundation steel and bent downward into the foundations at 18-inches on center to a depth of 3-inches from the bottom. In order to minimize vapor fransmission, an impermeable membrane (ie: 10 mil visqueen) shall be placed over 2-inches of coarse sand, gravel or crashed rock. The visqueen shall be covered with 2-inch of sand to protect it during constraction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall contain Type II cement with a maximum water/cement ratio of 0.50 and, for non expansive soil, a minimum concrete strength of 2500 psi should be utilized for all concrete in contact with the on-site earth materials. e. Interior concrete slabs shall be provided with saw-cut joints spaced at a maximum of 10 feet on center each way within 24 hours after the pour and the saw-cuts shall be 1/4 of the slab thickness. It is imperative that the drainage system around the proposed stracture shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrasion into the subgrade soils beneath the building foundations and slabs. f Exterior slabs for hardscape, pool decks, walkways, patios, etc. shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 24 inches on center each way. The reinforcing steel shall be placed in the upper 1/3 of the slab and held in place with concrete chairs. These foundation recommendations are minimum design requirements for the soils encountered during this investigation; however, acmal foundations shall be designed by the Stractural Engineer for the expected live and dead loads, and for wind and seismic loads. If imported soil materials are used during grading to bring the building pad to the design elevations, or if variations of soils or building locations are encountered, foundation and slab designs shall be reevaluated by our firm upon the completion of the rough grading operation. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water/cement ratio and slump of concrete. The confractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce the cracking of slabs. Tile and other sensitive flooring can crack, reflecting the cracks in the 5 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 iiX'ii EMHfineerimf, ine. Soo 1012-inv concrete slab below. The tile installer should consider installation methods that reduce possible cracking of the tile. Slipsheets or a vinyl crack isolation membrane (approved by the Council of America/Ceramic Tile Instimte) are recommended between the tile and the concrete slabs on grade. If tiles are anticipated to be used as floor coverings, an expert in the field of sensitive flooring installation should be consulted. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. It is recommended that our Engineer be provided the opportunity for a general review of the final design plans and specifications for this project in order that the recommendations of this report may be properly interpreted and implemented in the design. It is also recommended that the Soil Engineer be provided the opportunity to verify the foundation and slab constraction in the field prior to placing concrete. (If our Engineer is not accorded the privilege of making these reviews, he can assume no responsibility for misinterpretation of his recommendations). The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms ofthis agreement, and included in the Report. B&B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, Stephen ^eter RCE 38623 ^ Expires 3-31-13 ~ / 1611 -A SO. MELROSE DRI VE^«-5~VfSTA. CA 92081-5471 Ph: (760) 945-3 150 Fax: (760) 945-4221 7P-2 S APPROXIMATE LOCATION OF FIELD EXPLORATORY TEST PIT PLOT PLAN wner: MR. & MRS. RON LOOSEN TE 2710 ARLAND ROAD jdress CARLSBAD, CA. 92008 B&B Engineering, inc P.N.: 156-130-33 roject: LOO 313-INV ate: 3/23/2013 ENCLOSURE(1) B&B Engineering, Inc EXCAVATED: 3-13-13 PIT DIMENSIONS IN FEET SURFACE ELEVATION IN FEET LOG OF TEST PITS BACKHOE: HAND AUGER W = 3' L = 3' D=4' DATUM CLIENT: LOOSEN PROJECT: LOO 313-INV DATE: 3-23-13 MEAN SEA LEVEL TP-1 GEOLOGICAL CLASSIFICATION DESCRIPTION D. o a UJ D: =) Q u. w X H 1-Q. LU 111 LU Q U- O m >- ENGINEERING CLASSIFICATION AND DESCRIPTION TEST DATA: M- D -0 (RC) TOPSOIL 1'-2' DARK BROWN SILTY SAND (SM) DRY-DAMP, DENSE TO VERY DENSE BECOMING LOOSE AT 2' to 3' TERRACE DEPOSITS TAN-LIGHT BROWN SILTY SAND (SM) DAMP, DENSE BOTTOM OF TEST PIT @ 4' NO WATER - NO CAVING 10 15 20 PROJECT: LOO 313-INV PIT DIMENSION IN FEET W = 3' L = 3' D = 3.5' SURFACE ELEVATION IN FEET TP-2 TOPSOIL TERRACE DEPOSITS 10 15 20 3.5 3' DARK BROWN SILTY SAND (SM) DRY-DAMP, DENSE TO VERY DENSE BECOMING LOOSE AT 2' to 3' TAN-LIGHT BROWN SILTY SAND (SM) DAMP, DENSE BOTTOM OF TEST PIT @. 3.5' NO WATER - NO CAVING ENCLOSURE (2) Engineering, Inc. Client: RON LOOSEN Project: LOO 313-INV Date: 3/23/2013 Test No. Test Date Test Location Test E1/Depth Soil Type Dry Density, pcf Moisture, % Relative Retest Test No. Test Date Test Location Test E1/Depth Soil Type Field Maximum Field Opt. Compaction No. 1 3/13/13 TEST PIT - 1 1' A 110.4 127.5 9.3 10.0 87 2 3/13/13 TEST PIT - 1 2' A 118.1 127.5 9.3 10.0 93 3 3/13/13 TEST PIT - 2 2' A 109.3 127.5 4.8 10.0 86 4 3/13/13 TEST PIT - 2 3' B 118.8 135.0 7.8 8.5 88 COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MOISTURE % MAXIMUM DRY DENSITY (DCf) A. DARK BROWN SILTY SAND TP-1 @ V-2' 10.0 127.5 B. TAN-LIGHT BROWN SILTY SAND TP-2 @. 3' 8.5 135.0 EXPANSION POTENTIAL 1 to 20 = Very Low EXPANSION INDEX = 0 (V. LOW EXPANSION POTENTIAL) TP-1 @ 1'-2' 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical 21-50 = Low 51-90 = Moderate 91-130= High 131+= Critical COMPACTION AND EXPANSION TEST DATA ENCLOSURE(3) 5.0 in is 2.5 (0 in 2.0 1.0 0.5 Direct Shear Test Results • Shear strength at 0.2 inches of Deformation < * m 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Confining Pressure (ksf) INTERNAL FRICTION SAMPLE DESCRIPTION 3.5 4.0 4.5 5.0 COHESION INTERCEPT TP1@1 Dark Brown Silty Sand (Remold To 90%) Shear Strenath at 0.2 inches of Deformation 33 250 S O SOUTHERN CALIFORNIA B&B Eng (LOO-313-INV) •: S rr SOILS TESTING By: CA Date: 3/21/2013 Job Number: 1312032 SAMPLE IDENTIFICATION RESISTIVITY (ohm - cm) pH SOLUBLE SULFATE (%) CHLORIDE (%) TP-^@V 4420 7.03 0.001 0.003 ACI 318 Building Code Requirements for Structural Concrete Table 4.3.1 Requirements for Concrete Exposed to Sulfate-Containinq _ Solutions Sulfate Exposure Water-Soluble Sulfate in Soil Percentage by Weight Cement Type Maximuin Water- Cementitjous Materials Ratio, By WeigM, Nomial Weight Aggregate Concrete(l) Minimum f c, Normal-Weight and Lightweight Aggregate Concrete, psi Negligible 0.00-0.10 -- Moderate 0.10-0.20 II,IP(MS),IS(MS) 0.50 4,000 Severe 0.20-2.00 V 0.45 4,500 Very Severe Over 2.00 V plus pozzolan 0.45 4,500 Corrosive Environment* RESIST1VITY( ohms - cm) pH SOLUBLE SULFATE (%) CHLORIDE (%) Corrosive Environment* <1000** <5.5 >0.2 >0.05 Caltrans Corrosion Criteria * Corrosive enivronment as determined by the California Department of Transportation Division of Engineering Services, Materials Engineering and testing Services Corrosion Technology Branch, 2003 Corrosion Guidelines Version 1.0, September 2003 SOUTHERN CALIFORNIA SOIL & TESTING, INC. B&B Engineering (LOO-313-1NV) BY: DH JOB NUMBER: 1312032 DATE: 3/15/2013 Project Name = LOOSEN RESIDENCE - LOO-313-INV - 3-21-13 Conterminous 48 States 2005 ASCE 7 Standarcl Latitude = 33.1708 Longitude = -117.33919999999999 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.265 (Ss, Site ClassB) 1.0 0.477 (SI, Site ClassB) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1708 Longitude = -117.33919999999999 Spectral Response Accelerations SMs and SM1 SMs = Fa X Ss and SMI = Fv x SI Site Class D - Fa = 1.0 ,Fv = 1.523 Period Sa (sec) (g) 0.2 1.265 (SMs, Site Class D) 1.0 0.727 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1708 Longitude = -117.33919999999999 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.523 Period Sa (sec) (g) 0.2 0.843 (SDs, Site Class D) 1.0 0.485 (SD1, Site Class D) Electronically Filed by Mark Madison and Authenticated at CalCERTS.cow - 8/5/2013 \ Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline iSooley, Architect) 8/6/2013 j PERFORMANCE CERTIFICATE: Residential ^ (Part 1 of 5) Building Type • Single Family • Addition Ator»e""' • Multi Family • Existing-i- Addition/Alteration CF-1R Project Name New Single Family Residence Date 8/5/2013 Project Address 2710 Arland Rd. Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,321 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY • Yes • No HERS Measures ~ If • Yes • No Special Features ~ If CHECKLIST Yes, A CF-4R must be provided per Part 2 of 5 of this form. Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ft^ Features (see Part 2 of 5) Status Wall Woocf Framed R-13 1,856 New Door Opaque Door None 20 New Slab Unheated Slab-on-Grade None 2,320 Perim = 260' New Roof Wood Framed Attic R-30 2,249 Radiant Barrier New n FENESTRATION u-Exterior Orientation Area(^ Factor SHGC Overhang Sidefins Shades Status* Fnsnt (SW) 25.3 0.530 0.65 none 5.0^C3.0 Bug Screen New Front (SW) 14.0 0.550 0.67 none 5.0/3.0 Bug Screen New ^^^H Front (SV^ 24.0 0.550 0.67 ptione 2.0^.0 Bug Screen New ^^^^1 Rear(NE) 59.5 0.490 0.49 none non* Bug Screen New Imii^ Rear(NE) 18.3 0.490 0,49 none 0.0/9.0 Bug Screen New ^^"^ Rear(NB) 28.0 0.550 4.6t none 0.0/10.0 Bug Scrven New i^imgj Left (NW) 40.6 0.490 0.49 none none Bug Screen New ^^^^5 Len(NW) 16.5 0.490 0.49 none 7.5/7.5 Bug Screen New^^^ " Left (NW) 16.5 0.490 0.49 none 7.5/7.5 Bug Screen Lett (NW) 25.3 0.530 0.65 none 0.0/6.0 Bug Screen New ^^^Bi Right (SE) 8.3 0.550 0.67 none 4.0/0.0 Bug Screen New HVAC SYSTEMS Qty. Heating M\n. Eff Cooling mn. Eff Thermostat Status 1 Central Furnace 95% AFUE Split Air Conditioner 14.0 SEER Setbacl< New HVAC DiSTRiBUTION Location Heating Cooling Duct Location Duct R-Value Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Gas RECEIVEt^ 0.62 Wo Pipe Insulation New AUG 0 7 ^0^^ EnergyPro 5.1 by Ener^^ ^^lplpt>^9l$S.D RunCode: 2013-08-05717:53:34 ID: 205764 Page 1 of9 Reg: 213-N0059944A-tion Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Madison and Authenticated at CalCERTS.com - 8/5/2013 Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline Dooley, Architect) 8/6/2013 PERFORMANCE CERTIFICATE: Residential (Part lot 5) CF-1R Project Name New Single Family Residence Building Type H Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 8/5/2013 Project Address 277 0 Arland Rd. Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,327 Addition n/a # ot Stories 1 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures ~ If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features ~ If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity {ff) Features (see Part 2 of 5) Status FENESTRATION u-Exterior Orientation Area(^ Factor SHGC Overhang Sidefins Shades Status Riglit (SE) 116.8 0.550 0.67 none none Sugi Screen New Riglit (SE) 110.3 0.530 0.67 none none Bug Screen New Right (SE) 8.3 0.550 0.67 none 4.0/13.0 Bug Screen New Right (SE) 18.3 0.490 0.49 none 4.0/13.0 Bug Scremi New Right (SE) Mo 0.490 0^49 none none Bug Screen New Skylight ^$6.7 0.840 HOT* none None New Skylight 11.0 0.840 0.67 none none None New Skylight 5.8 0.840 0.67 none none None New Skylight 5.8 0.840 0.67 none none None New Skylight 5.8 0.840 0.67 none none None New Skylight 2.4 0.840 0.67 none none None New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by EnergySoft User Number 1562 RunCode: 2013-08-05717:53:34 ID: 205764 Page 2 of 9 Reg: 213-N0059944A-000000000-0000 Registration Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Madison and Authenticated at CalCERTS.com - 8/5/2013 Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline Dooley, Architect) 8/6/2013 PERFORMANCE CERTIFICATE: Residential (Parti Of5) CF-1R Project Name New Single Family Residence Building Type Q Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 8/5/2013 Project Address 2770 Arland Rd. Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,327 Addition n/a It of Stories 7 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures ~ If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features - If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity jff) Features (see Part 2 of 5) Status FENESTRATION U- Exterior Orientation Area(ff^ Factor SHGC Overhang Sidefins Shades Status Skylight 2.4 0.840 0.67 none none None New Skylight 2.4 0.840 0.67 none none .None New -t-r- HVAC SYSTEMS Qty. Heating Min. Eff Coofing Min. Eff Thermostat Status HVAC DiSTRiBUTION Location Heating Cooling Duct Location Duct R-Value Status WATER HEATING Qty- Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-08-05717:53:34 ID: 205764 PageSof 9 Reg: 213-N0059944A-000000000-0000 Registration Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Madison and Authenticated at CalCERTS.com - 8/5/2013 Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline Dooley, Architect) 8/6/2013 PERFORMANCE CERTIFICATE: Residential (Part 2 Of 5) CF-1R Project Name New Single Family Residence Building Type Cl Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 8/5/2073 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. 7fiis building incorporates an air retarding wrap which shall be installed to meet the requirements of Section 150 (f) ofthe Standards. HIGH MASS Design - Verify Thermal Mass: 2,320.0 ft' Exposed Slab Floor, 3.500" thick at Single Story The Roof R-30 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HEF\3R^MlBppy|Rlf=|CATI0|% J Items in this'^ction reqiifrlf^ testlr^ and/of Ui^catibn by a certified HERS Rater. The Inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. The HVAC System HVAC System incorporates HERS verified Duct Leakage. HERS field veriftoetkm end diagnostic testing is required to verify that duct leakage meets the specified criteria. EnergyPro 5.1 by EnergySoft User Number 1562 RunCode: 2013-08-05717:53:34 ID: 205764 Paae4 of 9 Reg: 213-N0059944A-000000000-0000 Registration Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Madison and Authenticated at CalCERTS.com - 8/5/2013 Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline Dooley, Architect) 8/6/2013 PERFORMANCE CERTIFICATE: Residential (Part 3 Of 5) CF-1R Project Name New Single Family Residence Building Type Bl Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 8/5/2013 ANNUAL ENERGY USE SUMMARY standard Proposed Margin "•"•^V (kBtu/ft^-yr) Space Heating 6.66 2.54 4.12 Space Cooling 3.37 7.27 -3.90 Fans 2.50 3.29 -0.79 Domestic Hot Water 16.86 16.11 0.75 Pumps 0.00 0.00 0.00 Totals 29.38 29.20 0.18 Percent Better Than Standard: 0.6% BUILDING COMPLIES HERS VERIFICATION REQUIRED Fenestration Area 63 99 106 284 72 624 26.9 Building Front Orientation: (SW) 225 deg Number of Dwelling Units: i-00 Fuel Available at Site: Natural Gas Raised Floor Area: 0 Slab on Grade Area: 2,320 Average Ceiling Height: s o Fenestration Average U-Factor: 0.52 Average SHGC: 0.6I Ext. Walls/Roof (SW) (NW) (NE) (SE) Roof Wall Area 550 664 550 664 2,32r TOTAL: Fenestration/CFA Ratio: REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. CABEC R08.07-1879 HK0M7.3S7» Mark Madison CERTIFIED ENERGY PUNS EXAMINER 2008 Title-24 Building Efficiency Standards The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company ENERGY CODE WORKS Address 2600 Michelson Drive Suite #1700 City/State/Zip Irvine, Ca 92612 Name Mark Madi: Phone (949) 240^1867 Signed ^' ' Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Caroline Dooley Architect Address 2979 State Street, Ste. C Name City/State/Zip Carlsbad CA 92008 Rhone (760) 815-8748 Signed License # Date EnergyPro 5.1 bv EnergySoft User Number 1562 RunCode: 2013-08-05717:53:3 ID: 205764 Page 5 of 9 Reg: 213-N0059944A-000000000-0000 Registration Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Madison and Authenticated at CalCERTS.com - 8/5/2013 Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline Dooley, Architect) 8/6/2013 CERTIFICATE OF COMPLIANCE: Residential (Part 4 Of 5) CF-1R Project Name New Single Family Residence Building Type EI Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 8/5/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 487 0.102 R-13 225 90 New 4.31-A3 Single Story Residence Waii 444 0.102 R-13 45 90 New 4.3.1-A3 Single Story Residence Wall 545 0.102 R-13 315 90 New 4.3.1-A3 Single Story Residence Door 20 0.500 None 315 90 New 4.5.1-A4 Single Story Residence Wall 380 0.102 R-13 135 90 New 4.3.1-A3 Singie Story Residence Slab 2,320 0.730 None 0 180 New 4.4.7-A1 Single Story Residence Roof 2,249 0.031 R-30 0 0 New 4.2.1-A20 Singie Story Residence FENESTRAT 0 NSUR FACE QETAILi 3 (1) U-F«ctorType: 116-A = Default (2) SHGC Type: 116-B - Default Table from Standards, NFRC • Table from Standards, NFRC • Labeled Value Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0.76 a.o 3.2 0.1 5.0 0 2.0 3.0 0 2 Bug Screen 0.76 8.0 1.8 3.0 5.0 0 0.1 3.0 0 3 Bug Screen 0.76 8.0 3.0 0.1 2.0 0 0.0 0.0 0 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 5.0 3.7 0.0 0.0 0 0.1 9.0 0 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 8.0 3.5 0.0 0.0 0 0.1 10.0 0 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 4.5 3.7 2.0 7.5 0 5.0 7.5 0 15 Bug Screen 0.76 4.5 3.7 1.0 7.5 0 6.0 7.5 0 16 Bug Screen 0.76 6.7 3.0 0.0 0.0 0 7.0 6.0 0 EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-08-05717:53:34 ID: 205764 Page 6 of 9 Reg: 213-N0059944A-000000000-0000 Registration Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Madison and Authenticated at CalCERTS.com - 8/5/2013 Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline Dooley, Architect) 8/6/2013 CERTIFICATE OF COMPLIANCE: Residential (Part 4 Of 5) CF-1R Project Name New Single Family Residence Building Type IZI Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 8/5/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SURFACE DETAILS (1) U-Factor Type: (2) SHGC Type: 116-A. Default 116-B-Default Table from Standards, Table from Standards, NFRC. Labeled Value NFRC - Labeled Value EXTERIOR SHADING DETAILS Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt DIst Len Hgt 17 Bug Screen 0.76 5.0 1.7 6.0 4.0 0 0.0 0.0 0 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 5.0 1.7 8.0 4.0 0 0.1 13.0 0 21 Bug Screen 0.76 5.0 3.7 4.0 4.0 0 2.0 13.0 0 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 30 Bug Screen 0.76 31 Bug Screen 0.76 32 None 1.00 EnergyPro 5.1 by EnergySoft User Number 1562 RunCode: 2013-08-05717:53:34 ID: 205764 Page 7 of 9 Reg: 213-N0059944A-000000000-0000 Registration Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Madison and Authenticated at CalCERTS.com - 8/5/2013 Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline Dooley, Architect) 8/6/2013 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name New Single Family Residence Building Type E3 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 8/5/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRAT ON SURFACE DETAILS 10 Type Area U-Factor' SHGC Azm Status Glazing Type Location/Comments 33 Skylight 11.0 0.840 Default 0.67 Default 0 New Skylight Single Story Residence 34 Skylight 5.8 0.840 Default 0.67 Defauk 0 New Skylight Single Story Resklenoe 35 Skylight 5.8 0.840 Default 0.67 Default 0 New Skylight Single StOQ^Restdance 36 Skylight 5.8 0.840 Default 0.67 Default 0 New Skylight Single Story Residence 37 Skylight 2.4 0.840 Default J..§L Default 0 New Skylight Single Story Residence 38 Sk0Ht ~*w 2 4 0.840 Wault^ ir' 0.67 ^faiMit 0 Wejv , i Single Story Residence 39 Sk^ht • 2.4 0.840 DefiiMt' 0.67 befaua 0 Ne*r . might -r Single Story Residence ^ 4i * ?* ' t -A * ^ ^- ,^ J # J ' $ ^ 2 (1) U-Factor Type: (2) SHGC Type: 116-A = Default Table from Standards, NFRC > Labeled Value 116-B » Default Table from Standards, NFRC - Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Right Fin Len Hgt 33 None 1.00 34 None 1.00 35 None 1.00 36 None 1.00 37 None 1.00 38 None 1.00 39 None 1.00 EnergyPro 5.1 by EnergySoft User Number 1562 RunCode: 2013-08-05717:53:34 ID: 205764 Page 8 of 9 Reg: 213-N0059944A-OOOOOOOOD-0000 Registration Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc Electronically Filed by Mark Madison and Authenticated at CalCERTS.com - 8/5/2013 Electronically Signed at CalCERTS.com by Caroline Dooley (Caroline Dooley, Architect) 8/6/2013 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name New Single Family Residence Building Type CZl Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 8/5/2073 BUILDING ZONE INFORMATION System Name Zone Name Floor Area (ft"") Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built HVAC System Single Story 2,32 1 20,887 Totals 2,321 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Tharmostat Type Status HVAC System 1 Central Fumace 95% AFUE Split /Ur Conditioner f 4.0 SEER Setback New rf » .fl! •i r si. t 1 li. HVAC DISTRIBUTION , \ J r i, .ig , ,1 i System Name Heating Cooling Duct Location * "Ouct''' R-Value Ducts Tested? Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 EZI New • • • • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (gal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status 50 Gallon Water Heater 1 Small Gas Wo Pipe insulation 50,000 50 0.62 n/a n/a New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) Add Vz Insulation System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty. HP Plenum Outside Buried Add Vz Insulation System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnergyPro 51 by EnergySoft User Number 1562 RunCode: 2013-08-05717:53:34 ID: 205764 Page 9 of 9 Reg: 213-N0059944A-000000000-0000 Registration Date/Time: 2013/08/05 20:55:06 HERS Provider: CalCERTS, Inc ENERGY CODE ATv^ o R K: s Project: Single Family Residence RECEIVED 2710 Arland Road, Carisbad, Ca. JUN 2 0 2013 CITY OF CARLSBAD BUILDING DIVISION 2600 Michelson Drive, Suite 1700 Irvine, Ca. 92612 CEPE Certified Energy Plans Examiners www.enerQvcode.com Dians@eneravcode.com CHEERS Certified HERS Raters/HERS-PV Raters Energy Code Works, Inc. 2008 Title-24 Residential ^ Compliance Energy Standards Compliance Report Compliance Summary Project: Single Family Residence 2710 Arland Road Carlsbad, Ca. Building Siiell: Walls: R-13 batt Insulation (2x4 framing) Ceiling/roof: R-30 batt insulation w/radiant barrier roof deck sheathing Windows: Dual pane/non-metal framing/Low-E Patio doors/French doors: Dual pane/non-metal framing/no tint Skylights: Dual pane/metal framing/Low-E HERS Measures; Duct testing HVAC: Minimum heating effic: 95% Minimum cooling effic: 14.00 SEER/12.00 EER Water heater: 50 gallon water heater with an energy factor of 62% Wliat you need to do: Sign the building designer statement on the Certificate of Compliance where indicated. Submit (2) copies of this report. Place the Certificates of Compliance (CF-IR & MF-IR) on the plans using tiff files inserted into the CAD drawing files. BUILDING ENERGY ANALYSIS REPORT PROJECT: New Single Family Residence 2710 Arland Rd. Carlsbad, CA Project Designer: Caroline Dooley Architect 2979 State Street, Ste. C Carlsbad, CA 92008 (760)815-8748 Report Prepared by: Mark Madison ENERGY CODE WORKS 2600 Michelson Drive Suite #1700 Irvine, Ca 92612 (949) 240-1867 www.energycoda.com Job Number: 205764 Date: 6/18/2013 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.oom. EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-06-18T21.-04:5 ID: 205764 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-1 R Mandatory Measures Summary 12 HVAC System Heating and Cooling Loads Summary 15 j EnergyPro 5.1 by EnergySoft Job Number: ID: 205764 User Number: 1562 PERFORMANCE CERTIFICATE: Residential (Part lof 5) CF-1R Project Name New Single Family Residence Building Type d Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 6/18/2013 Project Address 2710 Arland Rd. Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,32^ Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST El Yes • No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes IZl No Special Features - If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity iff) Features (see Part 2 of 5) Status Wall Wood Framed R-13 1,856 New Door Opaque Door None 20 New Slab Unheated Slab-on-Grade None 2,320 Perim = 260' New Roof Wood Framed Attic R-30 2,249 Radiant Barrier New FENESTRATION u-Exterior Orientation Area(^ Factor SHGC Overhang Sidefins Shades Status Front (SW) 25.3 0.530 0.65 none 5.0/3.0 Bug Screen New Front (SW) 14.0 0.550 0.67 none 5.0/3.0 Bug Screen New Front (SW) 24.0 0.550 0.67 none 2.0/0.0 Bug Screen New Rear(NE) 59.5 0.490 0.49 none none Bug Screen New Rear (NE) 18.3 0.490 0.49 none 0.0/9.0 Bug Screen New Rear (NE) 28.0 0.550 0.67 none 0.0/10.0 Bug Screen New Left (NW) 40.6 0.490 0.49 none none Bug Screen New Left(NW) 16.5 0.490 0.49 none 7.5/7.5 Bug Screen New Left(NW) 16.5 0.490 0.49 none 7.5/7.5 Bug Screen New Left(NW) 25.3 0.530 0.65 none 0.0/6.0 Bug Screen New Right (SE) 8.3 0.550 0.67 none 4.0/0.0 Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 95% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Small Gas 50 0.62 No Pipe Insulation New EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 3 of 15 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1R Project Name New Single Family Residence Building Type 0 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 6/18/2013 Project Address 2710 Arland Rd Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,32^ Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity {ff) Features (see Part 2 of 5) Status FENESTRATION u-Exterior Orientation Area{ff) Factor SHGC Overhang Sidefins Shades Status Right (SE) 116.8 0.550 0.67 none none Bug Screen New Right (SE) 110.3 0.530 0.67 none none Bug Screen New Right (SE) 8.3 0.550 0.67 none 4.0/13.0 Bug Screen New Right (SE) 18.3 0.490 0.49 none 4.0/13.0 Bug Screen New Right (SE) 22.0 0.490 0.49 none none Bug Screen New Skylight 36.7 0.840 0.67 none none None New Skylight 11.0 0.840 0.67 none none None New Skylight 5.8 0.840 0.67 none none None New Skylight 5.8 0.840 0.67 none none None New Skylight 5.8 0.840 0.67 none none None New Skylight 2.4 0.840 0.67 none none None New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 4 of 15 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name New Single Family Residence Building Type 0 Single Family • Multi Family • Addition Alone • Existing+ Addition/Alteration Date 6/18/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that othenwise complies based on the adequacy of the special iustification and documentation submitted. TWs building incorporates an air retarding wrap which shall be installed to meet the requirements of Section 150 (f) of the Standards. rhe Roof R-30 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. The HVAC System HVAC System incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. EnergyPro 5.1 bv EnergySoft User Number: 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Paae 6 of 15 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-IR Project Name New Single Family Residence Building Type 13 Single Family • Multi Family • Addition Alone • Existing+ Addition/Alteration Date 6/18/2013 ANNUAL ENERGY USE SUMMARY (kBtu/ft^-yr) Standard Proposed h/largin (kBtu/ft^-yr) Space Heating 6.66 2.54 4.12 Space Cooling 3.37 7.27 -3.90 Fans 2.50 3.29 -0.79 Domestic Hot Water 76.86 16.11 0.75 Pumps 0.00 0.00 0.00 Totals 29.38 29.20 0.18 Percent Better Than standard: 0.6% BUILDING COIVIPLIES - HERS VERIFICATION REQUIRED Building Front Orientation: Number of Dwelling Units: Fuel Avaiiabie at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: CSM^ 225 deg 1.00 Natural Gas 0 2,320 9.0 0.52 0.6? Ext. Walls/Roof (NW) (NE) (SE) Roof Wall Area 550 664 550 664 2,327 TOTAL: Fenestration/CFA Ratio: Fenestration Area 63 99 706 284 72 624 26.9% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. CABEC l(0M7-1879 NI10M7-3S78 Mark Madison CERTIFIED ENERGY PLANS EXAMINER 2008 TWe-24 BuMng Efficiency Standards The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Address City/State/Zip ^^'"e, Ca 92672 ENERGY CODE WORKS 2600 Michelson Drive Suite #1700 Name Mark Ivladisoj Phone (949) 240 •1B67 Signed ^ pate The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other caicuiations submitted with this permit appiication, and recognizes that compiiance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Caroline Dooley Architect Address 2979 State Street, Ste. C Name City/State/Zip Carlsbad, CA 92008 Phone (760) 815-8748 Signed License # Date EnergyPro 5.1 bv EneravSoft User Number: 1562 RunCode: 2013-O6-18T21M:5 ID: 205764 Paqe 7 of 15 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name New Single Family Residence Building Type 0 Single Family • Multi Family • Addition Alone • Existing+ Addition/Alteration Date 6/18/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 487 0.702 R-13 225 90 New 4.3.7-A3 Single Story Residence Wall 444 0.702 R-13 45 90 New 4.3.7-A3 Single Story Residence Wall 545 0.702 R-13 375 90 New 4.3.7-A3 Single Story Residence Door 20 0.500 None 375 90 New 4.5.7-A4 Single Story Residence Wall 380 0.702 R-13 735 90 New 4.3.7-A3 Single Story Residence Slab 2,320 0.730 None 0 780 New 4.4.7-A 7 Single Story Residence Roof 2,249 0.037 R-30 0 0 New 4.2.7-A20 Single Story Residence FENESTRATIO NSUR FACE DETAILS ID Type Area U-Factor' SHGC^ Azm Status Glazing Type Location/Comments 7 Window 25.3 0.530 Default 0.65 Defauft 225 New French Door Single Story Residence 2 Window 14.0 0.550 Default 0.67 Defauft 225 New Fixed Window Single Story Residence 3 Window 24.0 0.550 Default 0.67 Defauft 225 New Fixed Window Single Story Residence 4 Window 18.3 0.490 NFRC 0.49 NFRC 45 New Operable Window Single Story Residence 5 Window 18.3 0.490 NFRC 0.49 NFRC 45 New Operable Window Single Story Residence 6 Window 18.3 0.490 NFRC 0.49 NFRC 45 New Operable Window Single Story Residence 7 Window 18.3 0.490 NFRC 0.49 NFRC 45 New Operable Window Single Story Residence 8 Window 2.3 0.490 NFRC 0.49 NFRC 45 New Operable Window Single Story Residence 9 Window 2.3 0.490 NFRC 0.49 NFRC 45 New Operable Window Single Story Residence 70 Window 28.0 0.550 Defauft 0.67 Defauft 45 New Fixed Window Single Story Residence 77 Window 4.0 0.490 NFRC 0.49 NFRC 375 New Operable Window Single Story Residence 72 Window 78.3 0.490 NFRC 0.49 NFRC 375 New Operable Window Single Story Residence 73 V\/indow 78.3 0.490 NFRC 0.49 NFRC 375 New Operable Window Single Story Residence 74 Window 76.5 0.490 NFRC 0.49 NFRC 375 New Operable Window Single Story Residence 75 Window 76.5 0.490 NFRC 0.49 NFRC 375 New Operable Window Single Story Residence 76 Window 25.3 0,530 Defauft 0.65 Defauft 375 New French Door Singie Story Residence (1) U-Factor Type: 116-A = Default (2) SHGC Type: 116-B = Default Table from Standards, Table from Standards, NFRC = Labeled NFRC = Labeled Value Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 7 Bug Screen 0.76 8.0 3.2 0.7 5.0 0 2.0 3.0 0 2 Bug Screen 0.76 8.0 7.8 3.0 5.0 0 0.7 3.0 0 3 Bug Screen 0.76 80 3.0 0.7 2.0 0 0.0 0.0 0 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 5.0 3.7 0.0 0.0 0 0.7 9.0 0 8 Bug Screen 0.76 9 Bug Screen 0.76 70 Bug Screen 0.76 8.0 3.5 0.0 0.0 0 0.7 70.0 0 77 Bug Screen 0.76 72 Bug Screen 0.76 73 Bug Screen 0.76 74 Bug Screen 0.76 4.5 3.7 2.0 7.5 0 5.0 7.5 0 75 Bug Screen 0.76 4.5 3.7 7.0 7.5 0 6.0 7.5 0 76 Bug Screen 0.76 6.7 3.0 0.0 0.0 0 7.0 6.0 0 EnergyPro 5.1 by EnerqySoft User Number 7562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 8 of 15 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name New Single Family Residence Building Type IZI Single Family • Multi Family • Addition Alone • Existing-H Addition/Alteration Date 6/18/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC" Azm Status Glazing Type Location/Comments 77 Window 8.3 0.550 Defauft 0.67 Defauft 735 New Fixed Window Single Story Residence 78 Window 8.3 0.550 Defauft 0.67 Defauft 735 New Fixed Window Single Story Residence 79 Window 49.0 0.530 Defauft 0.67 Defauft 735 New Patio Door Single Story Residence 20 Window 8.3 0.550 Defauft 0.67 Defauft 735 New Fixed Window Single Story Residence 27 Window 783 0.490 NFRC 0.49 NFRC 735 New Operable Window Single Story Residence 22 Window 23.8 0.550 Defauft 0.67 Defauft 735 New Fixed Window Single Story Residence 23 Window 23.8 0.550 Defauft 0.67 Defauft 735 New Fixed Window Single Story Residence 24 Window 23.8 0.550 Defauft 0.67 Defauft 735 New Fixed Window Single Story Residence 25 Window 23.8 0.550 Defauft 0.67 Defauft 735 New Fixed Window Single Story Residence 26 Window 5.5 0.490 NFRC 0.49 NFRC 735 New Operable Window Single Story Residence 27 Window 5.5 0.490 NFRC 0.49 NFRC 735 New Operable Window Single Story Residence 28 Window 5.5 0.490 NFRC 0.49 NFRC 735 New Operable Window Single Story Residence 29 Window 5.5 0.490 NFRC 0.49 NFRC 735 New Operable V^ndow Single Story Residence 30 Window 67.3 0.530 Defauft 0.67 Defauft 735 New Patio Door Single Story Residence 37 Window 73.3 0.550 Defauft 0.67 Defauft 735 New Fixed Window Single Story Residence 32 Skylight 36.7 0.840 Defauft 0.67 Defauft 0 New Skylight Single Story Residence (1) U-Factor Type: (2) SHGC Type: 116-A = Default 116-B = Default Table from Standards, Table from Standards, NFRC: NFRC = Labeled Labeled Value Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 77 Bug Screen 0.76 5.0 7.7 6.0 4.0 0 0.0 0.0 0 78 Bug Screen 0.76 79 Bug Screen 0.76 20 Bug Screen 0.76 5.0 7.7 ao 4.0 0 0.7 73.0 0 27 Bug Screen 0.76 5.0 3.7 4.0 4.0 0 2.0 73.0 0 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 30 Bug Screen 0.76 37 Bug Screen 0.76 32 None 7.00 EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 9 of 15 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name New Single Family Residence Building Type la Single Family • Multi Family • Addition Alone • Existing+ Addition/Alteration Date 6/18/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SUR FACE DETAILS ID Type Area U-Factor' SHGC Azm Status Glazing Type Location/Comments 33 Skylight 77.0 0.840 Defauft 0.67 Defauft 0 New Skylight Single Story Residence 34 Skylight 5.8 0.840 Defauft 0.67 Defauft 0 New Skylight Single Story Residence 35 Skylight 5.8 0.840 Defauft 0.67 Defauft 0 New Skylight Single Story Residence 36 Skylight 58 0.840 Defauft 0.67 Defauft 0 New Skylight Single Story Residence 37 Skylight 2.4 0.840 Defauft 0.67 Defauft 0 New Skylight Single Story Residence 38 Skylight 2.4 0.840 Defauft 0.67 Defauft 0 New Skylight Single Story Residence 39 Skylight 2.4 0.840 Defauft 0.67 Defauft 0 New Skylight Single Story Residence (1) U-Factor Type: 116-A (2) SHGC Type: 116-B : Default Table from Standards, NFRC = : Default Table from Standards, NFRC = Labeled Value Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Len Right Fin Hgt 33 None 1.00 34 None 1.00 35 None 1.00 36 None 1.00 37 None 1.00 38 None 1.00 39 None 1.00 EnergyPro 5.1 bv EnergySoft User Number: 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 10 of 15 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name New Single Family Residence Building Type 13 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 6/18/2013 BUILDING ZONE INFORMATION System Name Zone Name Floor Area (ft") Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built HVAC System Single Story 2,32-20,887 Totals 2,321 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC System 7 Centrai Furnace 95% AFUE Sp//f Air Conditioner 74.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 New • • • • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (9al) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status 50 Gallon Water Heater 7 Smali Gas No Pipe Insuiation 50,000 50 0.62 n/a n/a New MULTI-FAMILY WAI rER H EATING DETAI LS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) Add V2" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty. HP Plenum Outside Buried Add V2" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnergyPro 5.1 by EnerqySoft User Number 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 11 of 15 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name Date New Single Family Residence 6/18/2013 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1 R Form with plans. Building Envelope Measures: §116(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the instaiiation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§150(c): Minimum R-13 insulation in wood-frame wall or equivalent U-factor. *§150(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM El677-95(2000) when specified on the CF-IR Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(1): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150G)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §150G)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(1)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(i)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150G)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(j)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 72 of 15 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name New Single Family Residence Date 6/18/2013 §150(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150(m)7: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating or a pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). §150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ftz or 100 watts for dwelling units larger than 2,500 fta may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 13 of 15 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-IR Project Name New Single Family Residence Date 6/18/2013 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 10OP square feet located on a residentiai site is not required to comply with §150(k)11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Undenwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131, 134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. CERTIFIED ENERGY ANALYST C|H|E|E|R|S Certified HERS Rater (800) 700-0131 Mark Madison CABEC R0M7-1879 NR0M7-3578 Mark Madison CEFrriFIED ENERGY PLANS EXAMINER larNM 2008 TNIe-24 BuHcHng Efficiency Standards i EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-06-18721:04:51 ID: 205764 Page 14 of 15 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name New Single Family Residence Date 6/18/2013 System Name HVAC System Floor Area 2,321 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFIVI Sensible Latent CFM Sensible Output per System 100.000 Total Room Loads 1.910 39,860 1.221 791 30.995 Total Output (Btuh) 100,000 Return Vented Lighting 0 Output (Btuh/sqft) 43.1 Return Air Ducts 1.463 1.522 Cooling System Return Fan 0 0 Output per System 60,000 Ventilation 0 0 0 0 0 Total Output (Btuh) 60.000 Supply Fan 0 0 Total Output (Tons) 5.0 Supply Air Ducts 1.463 1.522 Total Output (Btuh/sqft) 25.9 Total Output (sqft/Ton) 464.2 TOTAL SYSTEM LOAD 42,787 1,221 34.039 Air System CFM per System 2,100 HVAC EQUIPMENT SELECTION Airflow (cfm) 2.100 5 Ton Condenser 49.231 9.103 100,000 Airflow (cfm/sqft) 0.90 Airflow (cfm/Ton) 420.0 Outside Air (%) 0.0 % Total Adjusted System Output 49,231 9,103 100.000 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design condifions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34 °F 67 °F 67 °F 105 °F Outside Air 0 cfm 67 °F A— 1 Supply Fan Heating Coil 2.100 cfm 104 °F ROOM 68 °F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 °F 76 / 62 °F Outside Air 0 cfm 76 / 62 °F < * 76 / 61 °F 55 / 54 °F • Supply Fan 2,100 cfm Cooling Coil 56 / 54 °F 45.9 % ROOM I 75 / 61 "F EnergyPro 5.1 by EnergySoft User Number: 1562 RunCode: 2013-06-18T21:04:51 ID: 205764 Page 15 of 15 INSTALLATION CERTIFICATE CF-6R-MECH-05 Indoor Air Quality and Mechanical Ventilation (Page 1 of5) Site Address: Enforcement Agency: Permit Number: 2710 Arland Road Carlsbad, Ca. Ventilation for Indoor Air Quaiity (lAQ): Dwelling shall meet whole-building ventilation rate requirements and ventilation system design requirements of ANSI/ASHRAE standard 62.2. Ref: Title 24 Part 6 Section 150(o). Equation and table numbering on this CF-6R corresponds to the information numbering for this information in the published ASHRAE Standard 62.2. WHOLE-BUILDING VENTILATION Ventilation Rate: A mechanical supply system, exhaust system, or combination thereof shall provide whole-building ventilation with outdoor air each hour at no less than the rate in equation 4.1a. For dwelling occupant densities known to be greater than (Nbr + 1), the rate shall be increased by 7.5 cfm for each additional person. Where: Anoor ~ conditioned floor area, = number of bedrooms; not to be less than one Qfan = ventilation air requirement = fan flow rate, (cfm) (Eq. 4.1 a) Qfe„ = 0.01 + 7.5(Nbr + 1) Enter Eq 4.1a Calculation: Anoor = 2321 sq. ft Nb,= 2 Qfan = 46 Delivered Ventilation: The effective ventilation rate of an intermittent system is the combination of its delivered capacity, its fractional on-time, cycle time, and the ventilation effectiveness from Table 4.2. This calculation only applies to intennittent systems. The intermittent mechanical ventilation system must operate at least once per day and must operate at least 10% ofthe time. (Eq.4.2) Qf = Qr/(Ef) Where: Qr = ventilation air requirement from Eq. 4,1a (above) Tcyc - fan cycle time, defined as the total time for one on-cycle and one off-cycle (used in Table 4.2) f = daily fractional on-time, defmed as the on-time for one cycle divided by the cycle time. E = ventilation effectiveness (from Table 4.2) Qf = fan flow rate during the on-cycle (cfm) Enter Eq 4.2 Calculation (if applicable). Qr = T = I cyc f = E = Qf = 46 8 hour cycle 80% 1.0 58 Table 4.2 — Ventilation Effectiveness (e) for Intermittent Fans Fractional On-Time, f Cycle Time, T„c (hours) Fractional On-Time, f Oto 6 8 12 24 0.1 1.00 0.87 0.65 * 0.2 1.00 0.90 0.76 * 0.3 1.00 0.93 0.83 * 0.4 1.00 0.95 0.88 0.46 0.5 1.00 0.96 0.92 0.68 0.6 1.00 0.98 0.95 0.81 0.7 1.00 0.99 0.97 0.90 0.8 1.00 0.99 0.99 0.96 0.9 1.00 1.00 1.00 0.99 1.0 1.00 1.00 1.00 1.00 *this condition is not allowed since no amount of intermittent ventilation will provide equivalent indoor air quality Whole-Building Ventilation Rate Summary Select the method used to provide Whole- Building Ventilation and enter the required fan flow rate (cfm). Select one: [7] Continuous fan flow (cfm) =J^_cfrn__ [7] Intermittent fan flow (cfm) = Use the fan flow rate from this summary for selection of the whole-building ventilation fan and for the duct design for the whole-building ventilation system. Provide the system design information in applicable sections below. LOCAL VENTILATION EXHAUST Local mechanical exhaust fans shall be installed in each kitchen and bathroom. The minimum airfiow rates shall be at least the amount indicated in tables 5.1 and 5.2. Table S.l - Intermittent Local Ventilation Exhaust Airflow Rates Table 5.2 - Continuous Local Ventilation Exhaust Airflow Rates Application Airflow Notes Application Airflow Notes Kitchen 100 cfm Vented range hood required if exhaust fan flow is less than 5 A£Ua Kitchen 5 ACH Based on Kitchen Volume Bathroom 50 cfm 20 cfm AUG 07 2013 CITY OF CARLSBAD BUILDING DIVISION 2008 Residential Compliance Forms December 2008 INSTALLATION CERTIFICATE Cr-6R-lVIECH-05 Indoor Air Quality and Mechanical Ventilation (Page 2 of5) Site Address: Enforcement Agency: Permit Number: 2710 Arland Road Carlsbad. Ca. Carlsbad VENTILATION SYSTEM DESIGN - Fan selection and duct design criteria for compliance The airflow rates required refer to the delivered airflow of the system as installed and tested using a flow hood, flow grid, or other airflow measuring device. Alternatively, the airflow rating at a pressure of 0.25 in. w.c. of a certifted fan may be used to demonstrate compliance without testing of the airflow of the installed system, provided the system duct sizing meets the prescriptive requirements of Table 7. /, or manufacturer's design criteria. Other methods may be used to provide the required ventilation rates when approved by a licensed design professional, subject to confirmation of delivered ventilation airflow of the installed system. Central Fan Integrated (CFI) ventilation systems shall demonstrate compliance by field testing qf the delivered ventilation airflow of the installed system. WHOLE-BUILDING VENTILATION SYSTEM DESIGN - Identify the ventilation system design criteria (select one criteria from this column) Requirements for installer to demonstrate compliance with code Airflow Test Required? [/jprescriptive design (Table 7.1) Enter the installed ventilation air-moving equipment information and the installed ventilation duct system information in the tables below, and certity on the CF-6R that the installed system conforms to the Table 7.1 prescriptive design criteria. no [^Central Fan Integrated (CFI) Central forced air system fans used in Central Fan Integrated ventilation systems shall demonstrate, in air distribution mode, a watt draw less than 0.58 W/CFM per Standards §151(f)l 1. Submit a CF-6R-MECH-22-HERS form for each forced air unit used for a CFI system. HERS verification is required. yes [^Engineered Design Enter the installed ventilation air-moving equipment information and the installed ventilation duct system information in the tables below, and certity on the CF-6R that the installed system conforms to the ventilation system design approved by the enforcement agency. yes [^Manufacturer's design criteria Enter the installed ventilation air-moving equipment infonnation and the installed ventilation duct system information in the tables below, and certify on the CF-6R that the installed system conforms to the manufacturer's ventilation system design criteria. yes LOCAL VENTILATION SYSTEM DESIGN - Identify the ventilation system design criteria (select one criteria from this column) Requirements for installer to demonstrate compliance with code Airflow Test Required? [/[prescriptive design (Table 7.1) Enter the installed ventilation air-moving equipment information and the installed ventilation duct system infonnation in the tables below, and certify on the CF-6R that the installed system conforms to the Table 7.1 prescriptive design criteria. no 1 [Engineered Design Enter the installed ventilation air-moving equipment information and the installed ventilation duct system information in the tables below, and certify on the CF-6R that the installed system conforms to the ventilation system design approved by the enforcement agency. yes [^Manufacturer's design criteria Enter the installed ventilation air-moving equipment information and the installed ventilation duct system information in the tables below, and certify on the CF-6R that the installed system conforms to the manufacturer's ventilation system design criteria. yes 2008 Residential Compliance Forms December 2008 INSTALLATION CERTIFICATE CF-6R-MECH-05 Indoor Air Quality and Mechanical Ventilation (Page 3 of 5) Site Address; Enforcement Agency: Permit Number: 2710 Arland Road, Carlsbad, Ca. Garlsbad, Ca Table 7.1 Prescriptive Duct Sizing Requirements Diameter, (in) Flex Duct Smooth Duct Fan Rating cfm @ 0.25 in. w.g. 50 80 100 125 50 80 100 125 Maximum Allowable Duct Length (ft) Diameter, (in) Flex Duct Smooth Duct 3 X X X X 5 X X X 4 70 3 X X 105 35 5 X 5 NL 70 35 20 NL 135 85 55 6 NL NL 125 95 NL NL NL 145 7 and above NL NL NL NL NL NL NL NL This table assumes no elbows. Deduct 15 ft of allowable duct length for each tum, elbow, or fitting. NL = no limit on duct length of this size X = not allowed, any length of duct of this size with assumed tums, elbows, fittings will exceed the rated pressure drop INSTALLED VENTILATION AIR-MOVING EQUIPMENT INFORMATION Ventilation devices and equipment shall be tested and rated by HVI procedures for airflow and sound. Sound rating maximum is 1.0 sone for continuous duty and 3.0 sone for intermittent duty unless maximum rated airflow exceeds 400 cfm. In the table below, list the fan equipment installed that meets the requirement for whole-building ventilation and local ventilation exhaust. Fan or System Name or Location' System Type^ (WBV or LVE) Required Airflow^ (CFM) Fan Manufacturer Name'' Fan Model Number^ Certified Airflow*" (CFM) Sound Rating' (Sone) Certified Fan Watts" Calculate Fan Watt/ CFM" Bath #1 WBV 50 cfm 8 roan QTXE080 55 0.80 28.2 0.510 Bath #2 LVE 50 cfm Broan QTXE080 55 0.80 28.2 0.510 Range Hood LVE 100 cfm Venta Hood DAH1836 200 3.0 173 0.384 /) Enter the Fan or System Identification Name or Location Name or System Identifier (e.g. "Bath02" "MastBath", "KitchenOl"). 2) What type of ventilation requirement is the fan specified to meet? WBV (•whole-building ventilation) or LVE (local ventilation exhaust). 3) Enter the ventilation airflow required by the calculations or tables in the Whole-Building Ventilation or Local Ventilation Exhaust sections above (CFM). At least one fan must be designatedfor use for compliance -with the "Whole-Building Ventilation" requirement. 4) Enter the fan manufacture's name. 5) Enter the fan model number or series number. 6) Enter the fan's Certified Airflow rating at 0.25 inch w.c. (CFM). Fans rated at less than 0.25 inch w.c. (e.g. 0. linch w.c.) cannot be used to comply with the ventilation requirements using the prescriptive design criteria in Table 7.1. This certified airflow rating value must be equal to or greater than the required airflow from column 3 of this table when demonstrating compliance using the prescriptive design criteria in Table 7.1. 7) Enter the fan's certified sound rating (Sone) corresponding to the certifled airflow rating that was entered in column 6 ofthis table for the fan. 8) Enter the fan watt draw corresponding to the certifled airflow rate that was entered in column 6 of this table for the fan. 9) Divide the Watt value from column 8 by the Certifled Airflow value (CFM) from column 6. Fans are required to be rated for operation at less than 1.2 Watt/CFM. 2008 Residential Compliance Forms December 2008 INSTALLATION CERTIFICATE CF-6R-MECH-05 Indoor Air Quality and Mechanical Ventilation (Page 4 of5) Site Address: Enforcement Agency: Permit Number: 2710 Arland Road, Carlsbad, Ca. Carlsbad, Ca INSTALLED VENTILATION DUCT SYSTEM INFORMATION Airflows required by the standard refer to delivered airflow of the installed sysiem as determined by testing with a flow hood, flow grid, or other measuring device. Alternatively, the equipment's HVI airflow rating at a pressure of 0.25 inch w.c. may be used, provided the Fan or System Name or Location' Compliance Method^ (T or P) Required Airflow^ (CFM) Airflow Test" (CFM) Duct Type^ Number of Elbows and Fittings'' Actual Duct Length' (ft) Allowable Duct Length* (ft) Pass or Fail" Bath #1 P 50 cfm n/a Flex 2 elbows 25 ft 40 ft Pass Bath #2 P 50 cfm n/a Flex 2 elbows 25 ft 40 ft Pass Range Hood T 100 cfm 185 Smooth 2 elbows 12ft Unlimited Pass /. Enter the Fan or System Identiflcation Name, or Location Name, or System Identifier. These should be the same identifiers as shown in the INSTALLED VENTILATION AIR-MOVING EQUIPMENT INFORMATION table column I above 2. Enter the method for demonstrating compliance with the ventilation airflow requirements. Enter "T" for Tested or "P" for Prescriptive. 3. Enter the ventilation airflow required by the calculations or tables in the WHOLE-BUILDING VENTILA TION or LOCAL VENTILA TION EXHA UST sections above (CFM). This should be the same airflow value that was enteredfor this fan in column 3 of the INSTALLED VENTILATION AIR-MOVING EQUIPMENT INFORMATION table above 4. If complying by a method that requires an Airflow Test of the installed system, enter the result from the Airflow Test for the installed system (CFM). 5. Enter duct type for the installed system. Choices are Flex or Smooth if using Table 7.1 for compliance. 6. Enter total number of elbows or fittings or shc^p turns in the ventilation duct for the installed system. 7. Enter the installed system's actual total duct length (ft). 8. If complying by use of the prescriptive design criteria, enter the Maximum Allowable Duct Length (ft) for the system as determined by table 7.1 above. 9. If complying by airflow test, the system passes ifthe Tested Airflow'' equals or exceeds the Required Airflow'. If complying by prescriptive design criteria, the system passes if actual total duct length' is less than the Table 7.1 maximum allowed length from column 8. Enter: Pass or Fail *** Deduct 15 length for each elbow from allowable, don't add this to actual duct 2008 Residential Compliance Forms December 2008 INSTALLATION CERTIFICATE CF-6R-MECH-05 Indoor Air Quality and Mechanical Ventilation (PageSof 5) Site Address: Enforcement Agency: Permit Number: 2710 Arland Road, Carlsbad, Ca. Carlsbad, Ca. OTHER REQUIREMENTS The numbering below corresponds to other requirements listed in ASHRAE 62.2. Refer also to Chapter 4.6 of the Residential Compliance Manual for information describing these other requirements for Indoor Air Quality and Mechanical Ventilation. 06.1 Transfer Air [^|6.2 Instructions and Labeling I ^[6.3 Cloths Dryers ^ 6.4 Combustion and solid-fuel burning appliances ^ 6.5 Garages ^ 6.6 Ventilation Opening Area 6.7 Minimum filtration 6.8 Air Inlets / DECLARATION STATEMENT • 1 certify under penalty of perjury, under the laws of the State of Califomia, the information provided on this form is true and correct. • I am eligible under Division 3 of the Business and Professions Code to accept responsibility for construction, or an authorized representative of the person responsible for construction (responsible person). • I certify that the installed features, materials, components, or manufactured devices identified on this certificate (the installation) conforms to all applicable codes and regulations, and the installation is consistent with the plans and specifications approved by the enforcement agency. • I reviewed a copy of the Certificate of Compliance (CF-1R) form approved by the enforcement agency that identifies the specific requirements for the installation. 1 certify that the requirements detailed on the CF-1 R that apply to the installation have been met. • I will ensure that a completed, signed copy of this Installation Certificate shall be posted, or made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. 1 understand that a signed copy of this Installation Certificate is required to be included with the documentation the builder provides to the building owner at occupancy. Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) Responsible Person's Name: Responsible Person's Signature: CSLB License: Date Signed: Position With Company (Title): 2008 Residential Compliance Forms December 2008 Development Services ^ CITY OF CERTIFICATION OF Development Services ^ CITY OF SCHOOL FEES PAID Building Department 1635 Faraday Avenue CARLSBAD B-34 760-602-2719 www.carisbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type Residential: Second Dwelling Unit: Residential Additions: Commercial/industrial: City Certification of Applicant Information: Loosen Residence Proiect ID: CT/MS: CB131522 2714 Arland Rd. 156-130-33-00 Ron and Barbara Loosen Single Family Residence Residential NEW DWELLING UNIT(S) 2,300 Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Net Square Feet New Area Net Square Feet New Area Date SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carisbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) r~1 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 1 1 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300x1166) 1 [ San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 X 5514) Certification of Applicant/Owners. The person executing this dedaration ("Owner") certifies under penalty of perjury that (1) the infomiation provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: ll}u/)^d^^^^^7^9^^ Date: ^ S• B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school dlstrict(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 deveioper, 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 detennined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 DATE ^ ^ PHONENUMBER ^ .^ ^ i B-34 Page 2 of 2 Rev. 03/09 CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov Project Address: Permit No.: Infomiation provided below refers to worb being done on the above mentioned permit only. This form must be compleled qnd returned to the Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 11' Number of new or relocated fixtures, traps, or floor drains ' New building sewer line? Ves No Number of new roof drains? ^ Install/alter water line? *^ Number of new water heaters? (_ Number of new, relocated or replaced gas outlets? 3 Number of new hose bibs? ^ Residential Permits: /} ^ in n / New/expanded service: Number of new amps: vt^ 5flM^ i&Q ^»H^ irOrV\CL fo Minor Remodel on^/; Ves No (/J^X/'tcA- Commercial/Industrial: Tenant Improvement: Number of existing amps mvolved in this project: Number of new amps involved in this pro/ect: 9df/}/(jC.' New Construction: Amps per Panel: Single Phase Number of new amperes Three Phase Number of new amperes Three Phase 480 Number of new amperes Number of new furnaces, A/C, or heat pumps? / New or relocated duct worb? Ves No Number of new fireplaces? / Number of new exhaust fans? Relocate/install vent? Y Number of new exhaust hoods? / Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev. 03/09 City ofCarlsbad Permit No: Address VALUATION WORKSHEET Assessor Parcel No. Date Building Division By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 2,300 $110.17 $253,391.00 Residential Additions $131.73 $0.00 Remodels / Lofts 150 $57.48 $8,622.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 258 $28.74 $7,414.92 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 443 $15.57 $6,897.51 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 2,558 $3.11 $7,955.38 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metai $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $284,281 Comm/Res (C/R): C Building Fee $1,420.82 Plan Check Fee $994.57 Strong Motion Fee $60.00 Green BIdg. Stand. Fee $8.00 Green BIdg PC Fee $150.00 License Tax/PFF $9,949.83 License Tax/PFF (in CFD) $5,173.91 CFD 1st hour of Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD $284,280.81 CFD 0 Yes (PFF= 1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: City of Carlsbad Permit No: Address VALUATION WORKSHEET Building Division Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 2,300 $110.17 $253,391.00 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 258 $28.74 $7,414.92 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 443 $15.57 $6,897.51 Retaining Wails, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 2,558 $3.11 $7,955.38 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $275,658.81 Valuation: $275,659 CFD 1.82%) 0 No (PFF = 3.5%) Comm/Res (C/R): C 0 Yes (PFF= CFD 1.82%) 0 No (PFF = 3.5%) Building Fee $1,385.54 Land Use: Plan Check Fee $969.88 Density: Strong Motion Fee Green BIdg. Stand. Fee Green BIdg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD $58.00 $8.00 $150.00 $9,648.06 $5,016.99 Improve. Area: Fiscal Year: Annex. Year: Factor: Explanation: CREDITS PFF and/orCFD Isthourof Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD 1100800 tS613MMS00 HIGHUND DR mnmm HIOHLANDDR 26?SW!L^C*IST 2710 Ai^ANDRO 1] \ \ 196142 S3 oo 2?24 ARLAND RD 1$6142$(0O 1M1410700 2738 HIGHLAND DR 1$«142S40O 2752 ARLAND RD 2754 ARLAND RD 15*1425500 PC130035 2710 ARLAND RD LOOSEN; BUILD NEW HOME & RETROFIT EXIST HOME TO BECOME 2DU CB131522 2714 ARLAND RD LOOSEN: NEW SFD: 2300 SF LV/ 258SF GAR/ 443SF DECKS CB131523 2710 ARLAND RD LOOSEN: MINOR ALTERATIONS TO GARAGE THIS HOME IS THE 2DU TO 2714 ARLAND RD SW /3- 2-2-7 aissuED •cv Approved Date By BUILDING ^/l^|/3 PLANNING ^-71 -0^ ENGINEERING FIRE Expedite? Y N AFS Checked by; HazMat APCD Health Forms/Fees sent Reed Due? By Encina 1 N Fire Y N HazHealthAPCD Y N PE&M L/Z-r^it? Y N School CA ^iM^ Y N Sewer Stormwater C^z^t/l3 Y N Special InsijgctiQn Y N CFD: Y (Cfly~ LandUse; Density ImpArea FY; Annex; Factor: PFF: ( Y j N Comments Date Date Date Date Building Planning Engineering -7/1 iij Fire 1 Need? . ^ ' • Done a Done • Done • Done City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 09-02-2014 Plan Check Revision Permit No:PCR13132 Building Inspection Request Line (760) 602-2725 Job Address: 2714 ARLAND RD CBAD Permit Type: PCR Status: ISSUED Parcel No: 1561303300 Lot#: 0 Applied: 09/27/2013 Valuation: $0.00 Construction Type: 5B Entered By: RMA Reference*: Plan Approved: 10/10/2013 PC#: PC130035 Issued: 10/10/2013 Projecf Title: LOOSEN RES- REVISIONS TO BOTH Inspect Area: MAIN HOUSE (ENTRY, VERANDA, MOVE WALLS-BATH #2), Applicant: Owner. CAROLINE DOOLEY FRY FAMILY TRUST 06-18-01 STE C 2979 STATE ST 2710 ARLAND RD CARLSBAD CA 92008 CARLSBAD CA 92008 760 815-8748 Plan Check Revision Fee $312.50 Fire Expedited Plan Review $0.00 Additional Fees $0.00 Total Fees: $312.50 Total Payments To Date: $312.50 Balance Due: $0.00 FINALAPPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor pianning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov Plan Check Revision No. (r ^-|^\3 ^^^"^ nrigin^i Plan Check No. pC /J }^ Project Address (ll I ^ Af^LAnO .^-0 Date Email ContactC^Z-^^I Q/^m/Pf^'/h /r Contact Address. General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: • Plans • Calculations • Soils • Energy • Other 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the extenor of the project? • Yes 6 Does this revision add ANY new floor area(s)? • Yes • No 7 Does this revision affect any fire related issues? • Yes • No 8 Is this a complete set? • Yes No ^Signature • No 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/2718/2719 www.carisbadca.gov Fax: 760-602-8558 Loosen Residence 2710, 2714 Arland Road Carlsbad, CA 92008 Plan Check Revisions Original plan check #PC 130035 Revisions pl check # PCR 13132 Structural plans revised because of revised truss layout as follows: 1. Added conventional framing based on this truss layout. One is at the long cantilever roof over the entry. 2. Added dropped beam under the trusses across the fireplace area to keep the truss bearing location consistent (2'-6" back from the edge of roof). Structural Engineer reviewed and stamped the truss layout enclosed. Piease slip sheet these structural pages into set that is currently at Esgii. They are part of same revisions. Add review stamped truss layout to truss package. Thank you, Caroline Dooley Architect EsGil Corporation In (Partnersliip tvitH government for (Building Safety DATE: 10/8/2013 • APPLICANT JURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: pcl3-35 rev#l(PCR13132) SET: I PROJECT ADDRESS: 2714 Arland Road PROJECT NAIVIE: Loosen Residence Revision & New Rebuild Shed XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: David Yao Enclosures: original approved plan EsGil Corporation • GA • EJ • MB • PC 9/30, 10/8 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City ofCarlsbad pcl3-35 rev#l(PCR13132) 10/8/2013 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE PLANCHECKNO.: pcl3-35 JURISDICTION: City of Carlsbad rev#l(PCR13132) PREPARED BY: David Yao BUILDING ADDRESS: 2714 Arland Road DATE: 10/8/2013 BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Checlc Fee by Ordinance Type of Review: • Complete Review $312.50 • Structural Only I I Repetitive Fee ^1 Repeats Based on hourly rate • Other [3 Hourly EsGil Fee 2.5 $100.00 Hrs. @ * $250.00 Comments: Sheet 1 of 1 macvalue.doc + Parker structural Engineering, Inc. 140 Encinitas Blvd.,-1^329 Encinitas, CA 92024 760.436.1223 parkerstructural@yahoo.com www.parkerstructural.com STRUCTURAL CALCULATIONS FOR LOOSEN RESIDENCE 2710 ARLAND ROAD CARLSBAD, CA 92008 ARCHITECT: CAROLINE F. DOOLEY JOB NO. 13109.02 OCTOBER 4, 2013 PLAN CHECK SUBMITTAL -/1\ REVISIONS Al TABLE OF CONTENTS * DESIGN CRITERIA 1-2 ROOF FRAMING 3-8 1ST FLOOR FRAMING 9-10 LATERAL ANALYSIS 11-14 WALLS & FOUNDATION 15-17 MISCELLANEOUS 18 Revised pages: 3-8 fu. tV\%- Structural tngmeenrg, inc Encinitas, CA 760.436.1223 www.parkerstructural.com JOB Loosen Residence JOB# 13109 SHEET NO. 1 OF CALCULATED BY BP DATE 6/13 CHECKED BY REV DATE SCALE DESIGN CRITERIA CODE: 2009 International Building Code (IBC) 2010 California Building Code (CBC) SEISMIC: SDC= D 1= 1.0 SOIL SITE CLASS = D R= 6.5 Q= 3.0 Ss= 1.265 Si = 0.477 Sds = 0.843 Sdi = 0.485 Rho= 1.00 V= Sds/R = V*Rho = (wood shear walls) 0.130 W 0.130 W 0.7xV= 0.091 W LRFD ASD WIND: 85 MPH EXP B 3-sec gust speed WOOD: 2005 NDS (2009 IBC) 2x, 3x, 4x Douglas Fir-Larch No. 2 >4x Douglas Fir-Larch No. 1 SOIL: Allow, soil bearing = 2000 psf Lateral bearing pressure = 400 pcf Coeff. Of friction = 0.35 per soils report C:\PSE\Projects\Residences\Loosen 13109\eng\Loosen Design Loads 6/13/2013 Parker istructural Enainee.nna. Inc. Encinitas, CA 760.436.1223 www.parkerstructural.com JOB Loosen Residence J08# 13109 SHEET NO 2 OF CALCULATED BY BP DATE 6/13 CHECKED BY REV DATE SCALE P^^I(?N IQAOS ROOF COVERED PORCH ROOF DEAD LOADS (DSf) DEAD LOADS (psf) Asphalt Shingles 3.5 Asphalt Shingles 3.5 1/2" OSB 1.7 1/2" OSB 1.7 Roof Trusses @ 24" 2.0 Roof Trusses® 24" 2.0 Insulation 0.5 Stucco Ceiling 10.0 Gyp. Ceiling 2.8 ME&P 0.5 ME&P 1.0 Miscellaneous 1.3 Sprinklers 1.0 Dead Load 19.0 Miscellaneous 1.5 Live Load 20.0 Dead Load 14.0 Live Load 20.0 4:12 slope 1st FLOOR DEAD LOADS (osf)- reducible Flooring 4.0 reducible 3/4" OSB 2.5 reducible 2xjoists@ 16" 2.0 reducible Insulation 1.0 reducible ME&P 1.0 reducible Miscellaneous 1.5 reducible Dead Load 12.0 reducible Live Load 40.0 reducible WALLS Stucco Stone DEAD LOADS Interior Exterior Exterior Stucco 10.0 Stone veneer 20.0 1/2" Gyp. 4.4 2.2 2.2 3/8" OSB 1.1 1.1 2x @16" 1.1 1.0 1.0 Insulation 0.8 0.8 MISC. 0.5 0.9 0.9 Dead Load 6.0 16.0 26.0 C:\PSE\Projects\Residences\Loosen 13109\eng\Loosen Design Loads 6/13/2013 TYPICAL ROOF SHEATHING: 1/2" APA RATIO SHEATHING W/ SO. EDCES, 24/0 MIN. SPAN RATING. VI/ 8d 8 6" O.C, E.N. & B.N.. 12" O.C. F.N.. UNBLOCKED. SEE Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 www.parkerstructural.com SHEET NO. _ 0F_ CALCULATED BY_ CHECKED BY DATt. Sky OATE. 4^ SCALE . $7312 6 7 8 1 2 3 4 2 3 4 5 6 7 6 8 1 2 3 4 5 6 fee G Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 www.parkerstructural.com SHEET NO.. 0F_ CALCULATED BY_ CHECKED BY DATE. DATE. SCALE . 2 3 4 5 6 IMC-^ ^11 (Vhift s<(^ ^ 3 4 5 6 7 Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 www.parkerstructural.com 9 ' i 3 JOB. SHEET NO.. 0F_ CALCULATED BY_ CHECKED BY DATE. jZt^V DATE £1 SCALE . 6 12 3 4 4 5 6 7 3 1 2 3 6 7 8 1 2 WiM. Parker Structural Engineering, Inc. Encinitas, CA 760.436.1223 www.parkerstructuraLcom 2 3 4 5 6 7 8 1 JOB. SHEET NO.. 0F_ CALCULATED BY_ CHECKED BY ^/l5 DATE. SCALE . 6 7 8 1 2 3 4 £-i^(^ rhm syKi4 V-7-!St^ ^^-\«^^^ TU Parker structural Engineering, Inc Encinitas, CA 760.436.1223 www.parkerstructuraLcom JOB. SHEET NO.. CALCULATED BY_ CHECKED BY SCALE . OF_ DATE. DATE. iO 3 12 3 4 5 6 K^'-'^'IS ^.'^ f^it-tfvw Hill i^^71- ^ "-uon vJ i/ 3' SPECIAL REINF. PER , TIfP, O VSV RE-ENTRANT CORNERS Parker structural Engineering, Inc. Encinitas, CA 760.436.1223 www.parkerstructuraLcom QHPFT MO 1 ^ OF r.Ai r.l II 4TPn RV DATF r.wpni^Fn RV DATF 1 SCALE •• g 7 6 1 2 3 4 5 676-;234567S1 23456781234557 f^LKM) p^it ^Mdo U-Wfui^or use ^Ci ^ocd? MAX 'SV/W^ ^ ' V^-zot^^ VA-- Lfn^^* •— V < 1^0 a <^'\oii^ : ji...^ i 1 ^ ^ . . , „ ——1 V < 1^0 a <^'\oii^ T-^-- : r,-' lar-r-:; ; Ac^'"0.l^'"^f^.O.S5"H Parker Endnitas, CA 92024 760.'136.1223 www.parkerstructural.com JOB Loosen SHEET NO. H OF CALCULATED BV BP DATE 5/13 CHECKED BY REV DATE ASCE 7-05 Wind Lateral Desian Analvsis For Rigid Structures With Gable/Hip Roofs T VHND mm. iniHffl ''H<^p PLAN ELEVATION GABLE, HiP ROOF Directionallv Independent: Desion Parameters: Building Category = II Max Roof Height 15 ft Importance Factor, 1 = 1.00 Roof Slope 2.5 /12 Basic Wind Speed (3-sec, mph), V = 85 Max Horizontal Dimension 75 ft Exposure Category = B Min Horizontal Dimension 48 ft Directionality Factor, = 0.85 ible Spans Min Horiz Dimension Yes (Yes or No) Mean Roof Height, h= 12.5 ft Top of Wall Height 10.0 ft Roof Slope, 9= 11.8° 1 Velocitv Pressure Exposure Coefficient: o= 7.0 Z5= 1200 ft Structure Meignt (tt) 1Z6 1ZS r^.t> iza 1Z.5 12.S I^S K2 = 2.0r(z/Z5)^'' = raphic Factor: 0.55 0.55 0.55 0.55 0.55 0.55 0.55 2-D Ridge X 1 2-D Escarp 1 3-D Hlllj ("X" One Box) Elevation Change, H = Crest to Mid-Height, L|, = 10 5 ft ft < 60ft Topographic Factor NOT Required Dist from Crest, x = 10 ft Downwind of Cresti Yes (Yes or No) H/Lh = 0.50 IVIAX Ki = K2=1-(|x|/^Lh) = 0.65 0.67 y = v.= 3.0 1.5 stnjcture Height (ft) 12.5 12.5 12.5 12.5 12.5 12.5 12.5 K3 = e'^' = K^ = (1 + KiK2K3)' = 0.15 1.00 0.15 1.00 0.15 1.00 0.15 0.15 1.00 1.00 0.15 1.00 0.15 1.00 WIND J.A€& SH(J^ V,5 204 N. El Camino Real #E246 Encinitas, CA 92024 760.436.1223 wwwpartterstnjctural.com JOB 0 0 SHEET NO. OF CALCULATED BY 0 DATE 5/13 CHECKED BY DATE Velocitv Pressure: Structure Height (ft) 12.5 12.5 12.5 12.5 12.5 125 12.5 Qz = U.UU2bb Kz Ka V1 ffi = 8.58 8.58 8.J)8 8.58 8.58 8.58 8.58 pst Directionallv Dependent: Gust Effect Factor Gs = 0.850 GL = 0.850 External Pressure Coefficients: Short Direction: Windward Windward .eewan Long Direction: Windward WindwanJ Leeward Roof, Cp = n/a n/a n/a Roof, Cp = -0.620 -0.108 -0.380 Walls, Cp = 0.8 -0.50 Walls, Cp = 0.8 -0.39 Desian Wind Pressures: Short Direction: Windward Leeward Pwalls^ lh Gs Cp = See Below -3.65 psf Stmcture Height (ft) 12.5 12.5 12.5 12.5 12.5 12.5 125 Pwalls - Mz "JS ^P -b.83 b.«y b.8a b.yy b.yy psr PtDtai = Qz Gs Cp -q^ Gs Cp= 9.48 9.48 9.48 9.48 9.48 9.48 9.48 psf Wlndward(+)| Leeward Max H( Vert Loads QftGsCp psf psf min psf max psf Sloped Roof Loads n/a n/a n/a n/a n/a Long Direction: Windward Leeward Pwalls = Qh GL Cp = See Below -2.83 psf Structure Height (ft) 12.5 12.5 12.5 12.5 12.5 12.5 12.5 Pwalls - Qz GL Cp = 5.83 5.83 5.83 5.83 5.83 5.83 S^Sv psf Ptotai = Qz Gs Cp -qi, Gs Cp= 8.66 8.66 8.66 8.66 8.66 8.66 f 8.66/ psf Windvifard(+)| Leeward Max H( Vert Loads \ QhGsCp psf psf min psf max psf Sloped Roof Loads -0.79 -2.77 1.98 •4.52 -0.79 Buildina Elements: (+)GCp (-)GCp (+/-)GCpi Force at Hig lestElev Walls Main-(4): P=qh[(eCp)-(GCpi)] EQ 6-22 1 -1.1 0.18 /14.09 psf^ Walls Comers-(5): P=qhHGCp)-(GCpi)] EQ 6-22 1 -1.4 0.18 -?sf Main Roof Uplift-(1): P=qh[(GCp)-(GCpi)] EQ 6-22 0.3 -1.0 0.18 12.99 psf Roof uplift at Ends and Peaks-(2): P=qhI(eCp)-(GCpi)] EQ 6-22 0.3 -1.8 0.18 21.79 psf Roof Uplift at Comers-(3): P=qh[(GCp)-(GCpi)] EQ 6-22 0.3 -2.8 0.18 32.80 psf structural Engineenng^ Inc Encinitas, CA 760.436.1223 www.par1cerstructural.com JOB Loosen Residence JOB# 13109 SHEET NO. \^ OF CALCULATED BY BP DATE 5/13 CHECKED BY REV DATE SCALE SEISMIC ANALYSIS FORCE DISTRIBUTION (1-story) ROOF Area Roof Weight Ext. Wall Weight Partition Weight W TOTAL 3320 14.0 8.0 2.0 80 sq. ft. psf psf psf kips R= rho= 6.5 (wood shearwalls) 1.0 TOTAL W = 80 kips UNFACTORED BASE SHEAR, V= 0.091 W = 7.2 Kips LEVEL Fir. Ht. (ft) f = 2.2 psf 1-R 8 10 % DL resisting overturning = 48% LATERAL ANALYSIS - LONGITUDINAL DIRECTION (3/8" Ply) WALL ID LEVEL LENGTH (ft) T.A. (ft2) F (k) F total (k) V (P'f) V total (plf) iVALLSINGLE TYPE WALL T,C (k) DL/flr (klf) Cadd (k) Tnet (k) HD TYPE Tu 1 1-R 1.83 170 0.4 0.4 202 202 P6 1.83 1.9 0.175 0.5 1.6 HSW 2.3 2 1-R 12 525 1.1 1.1 95 95 P6 12 1.0 0.230 0.5 0.1 H2 0.1 3 1-R 13.5 315 0.7 0.7 51 51 P6 13.5 0.4 0.120 0.2 0.0 none -0.1 4 1-R 8 175 0.4 0.4 48 48 P6 8 0.4 0.230 0.5 -0.2 none -0.4 5 6 1-R 1-R 14.5 13 760 640 1.7 1.4 1.7 1.4 114 107 114 107 P6 P6 5.5 9 13 1.0 1.2 0.9 0.160 0.160 0.200 0.5 0.5 0.7 0.6 0.6 0.0 H2 H2 none 0.8 0.9 -0.1 7{w) 1-R 19.5 730 1.6 1.6 82 82 P6 18 0.7 0.190 0.5 -0.3 none -0.5 3315 5:F = 7.2 PARTIAL LATERAL ANALYSIS - TRANSVERSE DIRECTION (3/8" Ply) WALL ID LEVEL LEMGTH (ft) TJ^. (ft2) F F total (k) V (plf) V total (plf) /VALL SINGLE TYPE WALL T.C (k) DUfIr (klf) Cadd (k) Tnet (k) HD TYPE Tu A 1-R 18 430 0.9 0.9 52 52 P6 18 0.4 0.160 0.5 -0.5 none -0.8 B 1-R 8.5 490 1.1 1.1 126 126 P6 11 0.8 0.230 0.5 0.0 none -0.1 C D 1-R 1-R 12 15.5 820 660 1.8 1.4 1.8 1.4 149 93 149 93 P6 P6 7 5 15.5 1.6 1.7 0.8 0.100 0.100 0.100 0.2 0.2 0.2 1.4 1.5 0.3 H2 H2 H2 1.9 2.1 0.4 E 1-R 8.4 510 1.1 1.1 132 132 P6 4.2 1.5 0.370 0.5 0.9 H2 • 1.3 F 1-R 7 415 0.9 0.9 129 129 P6 7 1.1 0.190 0.5 0.6 H2 0.8 3325 SF = 7.2 Loosen Seismic 5/20/2013 f5) DECK STUD WALLS WIND LOAD = ISPSF, Ci>=L60 3000 Allowable Load (PLF) -•-2x4DF-L#2(12"o.c.) -•-2x4 DF-L #2 (16" o.c) s 2x4 DF-L STUD (12" o.c.) 2x4 DF-L STUD (16" o.c.) -*-2x6 DF-L #2 (12"o.c.) -•-2x6 DF-L #2 (16" o.c.) -+—2x8 DF-L #2(12" o.c.) — 2x8 DF-L #2(16" o.c.) Parker structural Engineering, Inc JOB. SHEET NO Us. OF_ Encinitas, CA CALCULATED BY HATF /!^/l3 760.436.1223 ^ www.parkerstructuraLcom CHECKED BY DATE SCALE 3 4 5 6 7 S ei234567812345e78l23<567fl 12 3 4 5 6 7 Structural Engineering Inc. Encinitas, CA 92024 760.436.1223 www.parkerstructuraLcom JOB Loosen JOB# 13109 SHEET NO. It OF CALCULATED BY BP DATE 6/13 CHECKED BY REV DATE SCALE IContinuous Footing Axial Allowable | /\f €V(^^^\^^ Bottom Plate \ 4 -. Post / / / -1 / X =—. •3.5" \v X \ t f L , 1 • Continuous Footing jd"iHm\io^H ftg. depth L=2x+3.5"= ^'^•^ Area = "x Ftg. Width L = 7^Z_ft^ Allowable Axial Load = VJOQ psf x 7.Z ft^ = _Wji2^lbs Allow Soil Area Bearing Your Peace of Mind is Our Top Priority*' Product Information presented here reflects conditions at time of put)lication. Consult factory regarding discrepancies or inconsistenaes. PUMP COMPANY Zoeller Family of Water Solutions MAIL TO: PO. BOX 16347 • Lou/sWIte, KY 40256-0347 SHIP TO: 3649 Cane Run Road • Louisville. KY 40211-1961 (502) 778-2731 • 1 (800) 928-PUMP - FAX (502) 774-3624 SECTION: 3.10.010 FM0454 0414 Supersedes 0112 Wsif our web site: www. zoeller. com 910 SEWAGE SYSTEMS Model 10-1494 shown. OPTIONS: Zoeller recommends a High Water Alarm for added protection. See FM0732 for available models Products may not be exactly as pictured. 910 - SIMPLEX & DUPLEX SEWAGE PACKAGE SYSTEMS (UNASSEMBLED) ideal for homes, farms, trailer courts, motels, restaurants and institutions where drain facilities are below existing sewer lines. Maximum Temperature rated at ^30°F (54°C). Model Number Pump Volts Basin & Cover Unicheck Weight 910-0005* M267 115V Poly-Foam-18X30-2V2D 2" C.I. 77 910-0006* D267 230V Poly-Foam-18X30-2V2D 2" C.I. 77 910-0007* M267 115V Poly-FGam-18X30-3V2D 2" C.I. 77 910-0008* D267 230V Poly-Foam-18X30-3V2D 2" C.I. 77 910-0009t M267 115V Flberglass-18X30-2V2D 2" C.I. 88 910-0016 M267 115V Poly-18X30-2V2D 2" C.I. 83 910-0017* M268 115V Poly-Foam-18X30-3V3D 3" C.I. 92 910-0018* M267 115V Poly-18X30-2V2D 2" C.I. 82 910-0023 BN264 115V Poly-18X30-2V2D 2" PVC 62 910-0024 BN267 115V Poly-18X30-2V2D 2" PVC 76 910-0026 BN267 115V Poly-Foam-18X30-2V2D 2" PVC 76 ,r"""^T0^0030^^ M264 115V Duplex Poly-Foam-30X36-2V2D 2" Tri-check® 156 ^ 910-0031 **V M267 115V Duplex Poly-Foam-30X36-2V2D 2" Tri-check® 178 BASINS - Polyethylene Structural Foam, Polyethylene or Fiberglass * Split poly cover t Split steel cover **Duplex System is complete with (2) automatic pumps, basin and (2) 2" Tri-checks (check valve, ball valve and CHECK VALVES - 2" Cast Iron and 2" PVC full flow design. Consult factory for other combinations and prices, including 2" and 3" vertical discharge and vent, 115V or 230V. Polyethylene basins recommended for indoor installations onlv. (1) Smart Pak Plus residential alternator, (i; union all-in-one). 30" X 36" duplex poly-foam PUMP PERFORMANCE CURVE 264/267/268 MODELS 264 68 20 40 60 80 10 160 240 320 360 400 FLOW PER MINUTE TOTAL DYNAMIC HEAD/FLOW PER MINUTE SEWAGE AND DEWATERING MODELS 264 267/268 Feet Meters Gal. Liters Gai. Liters 5 1.5 90 341 128 484 10 3.1 60 227 89 337 15 4.6 23 87 50 189 20 6.1 --10 38 Shul-otf Head: 18 n.(5.5m) 21.5ft.(6.6m) Duplex System for Indoor Applications (unassembled) (2) 2" Tri-Check^ Valves 10-0804 Duplex Alternator Duplex Basin with (2) Automatic Pumps Indoor Sewage Applications Only 910-0030 (M264-4/10 HP) or 910-0031 (M267- 1/2 HP) includes: / (2) Automatic Pumps (M264 or M267) Model Pumps / (1) 10-0804 Smart Pak Residential Alternator with Alarm / (1) 31-1105 30" X 36" Poly-foam Basin with 2" Vent/Discharge / (2)30-0101 Tri-Check®Valves MAXIIVIUM MOMENTS AND SHEARS VISUALLY GRADED DIMENSION LUMBER 10C5 Mi>5 Cfu- 'fl MEMBER MEMBER PROPERTIES MAXIMUM MOMENTS (ft. - Ib.) MAX SHEARS (lb.) NOMINAL ACTUAL SIZE SECTION MOM. OF NO. 2 GRADE NO. 1 GRADE SELECT ALL GRADES SIZE SIZE (in.) FACTOR AREA MODULUS INERTIA STRUCTURAL b h CF (in.') (in.') (in.") CD=1,00 CD=1.25 CD=1.00 CD=1.25 Co=1.00 CD=1.25 CD=1.00 CD=1.25 2x4 1.5 3.5 1.50 5.25 3.1 5.4 349 436 388 484 581 727 630 788 2x6 1.5 5.5 1.30 8.25 7.6 20.8 741 926 823 1029 1235 1544 990 1238 2x8 1.5 7.25 1.20 10;88 13.1 47.6 1179 1474 1310 1638 1965 2456 1306 1632 2X 10 1.5 9.25 1.10 13.88 21.4 98.9 1766 2207 1962 2452 2943 3678 1666 2082 2X 12 1.5 11.3 1.00 16.88 31.6 178 2370 2963 2633 3292 3950 4938 2026 2532 2X 14 1.6 13.3 0.90 19.88 43.9 290.8 2963 3704 3293 4116 4939 6173 2386 2982 4x4 3.5 3.5 1.50 12.25 7.1 12.5 799 998 888 1109 1331 1664 1470 1838 4x6 3.5 5.5 1.30 19.25 17.6 48.5 1716 2145 1907 2383 2860 3575 2310 2888 4x8 3.5 7.25 1.30 25.38 30.7 111.1 2993 3742 3326 4157 4989 6236 3046 3807 4x 10 3.5 9.25 1.20 32.38 49.9 230.8 4491 5614 4990 6238 7485 9356 3886 4857 4x12 3.5 11.3 1.10 39.38 73.8 4153 6089 7611 6765 8456 10148 12684 4726 5907 4x 14 3.5 13.3 1.00 46.38 102.4 678.5 7680 9600 8533 10667 12800 16000 5566 6957 4x 16 3.5 15.3 1.00 53.38 135.7 1034.4 10178 12722 11308 14135 16i963 21203 6406 8007 6x6 5.5 5.5 1.00 30.25 27.7 76.3 1731 2164 2770 3463 3463 4328 3428 4285 6x8 5.5 7.5 1.00 41.25 51.6 193.4 3225 4031 5160 6450 6450 8063 4675 5844 6x 10 5.5 9.5 1.00 52.25 . 82.7 393 6030 7538' 9304 11630 11027 13783 5922 7402 6x 12 5.5 11.5 1.00 63.25 121.2 697.1 8838 11047 13635 17044 .16160 20200 7168 8960 6X14 5.5 .13.5 0.99 74.25 167.1 1127.7 12026 15032 18554 23193 21990 27488 8415 10519 6x 16 5.5 16.5 0.97 85.25 220.2 1706.8 15606 19508 24078 30097 28537 35671 9662 12077 8x8 7.5 7.5 1.00 56.25 70.3 263.7 4394 5492 7030 8788 8788 10984 6375 7969 8x10 7.5 9.5 1.00 71.25 112.8 535.9 7050 8813 11280 14100 14100 17625 8075 10094 8x 12 7.5 11.5 1.00 86.25 1653 950.5 12053 15066 18596 23245 22040 27550 9775 12219 8x 14 7.5 13.5 0.99 101.25 227.8 1537.7 16394 20493 25294 31618 29978 37473 11475 14344 8x16 7.5 15.5 0.97 116.25 300.3 2327.4 21283 26604 32837 41046 38917 48647 13175 16469 BASELINE STRESSES (psi): 2x&4x 900 1000 1500 180 (WCLIB) 6x6, 6x8, 8x8, &8x10 750 1200 1500 170 6x10 & greater, 8x12 & greater 875 1350 1600 170 3 * -* -*^X§3iSSgSSS«»jRSSoSSS«3i«SSSSS#iSSi«SifiSIS»!KlS*«S lly for general conformance with the design concept of the project and. with the information given in the Contract Documents. Con'ections or on the shop drawings during this review do not relieve the contractor from he requirements of the plans and specifications. Approval of a spedfic item approval of an assembly of which the item is a componant. Contractor is dimensions to be confirmed and conelated at the Jobsite: infomnation that ' the fabncation process or to the means, methods, techniques, sequences 'of construction: coordination of the Work of all trades: and for performing all id satisfactory manner. TRUCTURAL ENGINEERING, INC. DATE / BY JOB/SUBMITTAL 0 \iiD'i-(o-m ill llllll LUMBER SPECIFICATIONS TC: 2X4 DF n BC: 2x4 DF *2 ' ItEBS: 2X4 DF STAND TC UTERAL SUPPORT <= 12"DC. UON. BC LATERAL SUPPORT <= 12"0C. UON. OVERHANQS: 30.0" 30.0- Connector plate prefix designators: C,CN,C18,CN18 (or no prefix] = CoipuTrus, Inc M,M20HS,U18HS,M16 UiTek HT series TRUSS SPAN 25'- 11.5' LOAD DURATION INCREASE =1.25 SPACED 24.0- O.C. LOADINQ LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOM CHORD CHECKEO FOR 10PSF LIVE LOAD. TOP ANO BOTTOM CHORD LIVE LOAOS ACT NON-CONCURRENTLY. CBC2010/IBC2009 BEARINQ LOCATIONS 0'- 0.0' 25'- 11.5" 1-2= -45 47 2 9 2-3= -3898 878 9 10 3-4= -2894 727 10 11 4-5= -2689 668 11 12 5-6= •2894 727 12 7 6-7= •3898 878 7-8= -4S 47 MAX MEMBER FORCES 802 3676 (-807 -802 MAX VERT REACTIONS -149/ 10S9V -149/ 10S9V MAX HORZ REACTIONS •103/ mn -103/ 103H 9- 3^ 3-10' 2689 10- 4= 3677 4-11= 3676 11-5= 11- 6= 4WR/GDF/Cq=1.00- BRQ SIZE 3.50" 3.60" 0 195 -933 123 -127 712 •22 22 •127 712 •933 123 0 195 REQUIRED BRG AREA SQ.IN. (SPECIES) 1.69 DF ( 625) 1.69 OF 625 VERTICAL DEFLECTION LIMITS: LL=L/240 HAX LL DEFL HAX TL DEFL HAX LL DEFL MAX TL DEFL MAX LL DEFL MAX TL DEFL 0.06B' •0.059--0.419" -0.734" 0.068" -0.059" -2' -2'-12'-12'-26'-28'- 6.0" 6,0" 0.0" 0.0" 5.5" 5.5" , TL=L/180 Allowed = Allowed = Allowed = Allowed = Allowed = Allowed = 0.250' 0.333" 1.269" 1.692" 0.250" 0.333" MAX HORIZ. LL DEFL = 0.216" i MAX HORIZ. TL DEFL = 0.378" 9 25'-25'-8.0" 8.0" 12-00 6-09-14 5-05-10 1-11-08 1- 1-08 f- 12-00 5-02-02 6-09-14 12 4.00 [ M-5X10 M-5X6 12 14.00 This truss does not include any tine dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei snd coiponents and cladding criteria. Twind; 90 iph, h=15ft, TCOL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2. Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3X6 M-3x6 12 = 2.00 2.00' 12 S-08-02 5-03-14 1-11-08 5-03-14 6-08-02 2-06 12-00 -4-1-11-08 12-00 2-06 ^ JOBJWHE: LOOSEN 2-06 25-11-08 2-06 Scale: 0.2286 n> trliss: EST ESU dES. BY: LA DATE: 9/30/2013 5679158 TRANS ID: 380572 ,§ SEQ. WARMNOS: t. euMer and erection contractor should be advised of aii General Notss and Warnings befbre construction commences. 2. 2x4 compreislon web bracing must be instaHed where shown +. 3. Ad(fi(ional temporary bracing to insure stsbHity during construction is the responsibility of the erector. Additbnal permanent bracing of the overal structure is the rasponsibdity of tfw buikfing designer. 4. No load should be appied to any component until after idl bracing and fasteners are comptete snd at no time shoidd any loads greater Ihan design loads be applied to any component. 5. CompuTrus has no contrd over and assumes no responsibility for the fabrication, handling, sh^ment and installation of components. 6. This design is furnished subject to the imitations set tcrih by TPI/WTCA in BCSI. copies of which wil tie fumished upon request. 'ek USA, OENERAL NOTES, unless othenvise noted: 1. This design is baud only upon the paremeters shown and H for an individual buiding component ^pNcebility of design parameters and proper incorporation of «imponent it tt>e responteBKy of tha building designer. 2. Deaign assumes the top and bottom chorda to be lateraly braced at 2 o.c. and at 10' o.c. respectively unless bracad throughout their lertoth by cn^inuous sheathing such as plywood sheathing(TC) and/or drywaR(BC}. 3. 2x Impact bridging or lateral bracing raquirad where shown + * 4. InstalMIon of truss is ttw responsibly of the raspective contractor. 5. Design assumes trusses ara to be used in a non-corrosive environment, and are for "dry condition'' of use. 5. Design assumes full bearing at all supports shown. Shim or wedge if necessaiy. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, snd placed so their center lines coincide wKh joint center lines. S. Digits indicate s'ze cf olale i-^ ipches C/TY mil LUMBER SPECIFICATIONS TC: 2x4 DF »1&8TR; 2x4 DF #2 T2 BC: 2x4 OF SS; 2x4 DF «liBTR B2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12'OC. UON. 25-11-08 HIP SETBACK 10-00-00 FROH END »ALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( TC UNIF LL( TC UNIF LLI BC UNIF LL 40.0)+DL( 120.0 +DL 40.0 +DL( O.OHDL LOADING 20.C)= 60.0 PLF 60.0 = 180.0 PLF 20.0 = 80.0 PLF 30.0 = 30.0 PLF 0'. 10'- 15'- 0'- 0.0" TO 0.0" TO 11.5" TO 0.0" TO OVERHANGS: 30.0" 30.0" TC CONC LL( TC CONC LL 600.0)+DL| 300.0) eOO.Oi-fDLj 300.0) 900.0 LBS 9 10'-900.0 LBS 9 15'- CBC2010/IBC2009 1- 2= -44) 46 2- 3= -11594 1978 3- 4= -11526 1944 10'- 0.0" V 4- 5= -10902 1836 15'- 11.5" V 5- 6= •10902 1836 25'- 11.5" V 6- 7= -11626) 1944 25'- 11.5" V 7- 8= -11594) 1978 8- 9= -44 46 O.O- li.5" MAX MEMBER FORCES 4WR/G0F/Cq°1.00 2-10=(-18e6 11034 3-10=(-246) 306 10-11=(-2030 11364 " • Connector plate prefix designators: C,CN,Cie,CN18 (or no prefixT > CoipuTrus, Inc M,M20HS,H18HS,III16 ° MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ANO BOTTOH CHORO LIVE LOADS ACT NOM-CONCURRENTLY. ( 2 ) coiplete trusses required. Join together 2 ply with 3"x.131 OIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9" 00 in 1 rowjs) throughout 2x4 bottoi chords, 9" oc in 1 row(s) throughout 2x4 webs. m BEARING LOCATIONS 0'- 0.0" 25'- 11.5" MAX VERT REACTIONS -350; 2576V -350/ 2576V 10- 4'=(-280) 2312 10- 5=(-536 222 5-11=(-536 222 11- 6=(-280 2312 11- 7=(-246) 306 MAX HORZ REACTIONS -90; SOH -90/ 90H BRG SIZE 3.50" 3.50" REQUIREO BRG AREA SO.IN. (SPECIES) 4.12 OF ( 625) 4.12 DF 625 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OEFL = 0.017" e -2'- 6.0" Allowed = HAX TL DEFL = -0.015" 9 -2'- 6.0" Allowed = MAX LL OEFL = -0.647' 9 12'- 11.7' Allowed = MAX TL DEFL = -1.095" 9 12'- 11.7" Allowed = MAX LL OEFL = 0.017" 9 28'- 5.5" Allowed = MAX TL DEFL = -0.015" 9 28'- 5.5" Allowed = 0.250" 0.333" 1.269" 1.692" 0.250" 0.333" 10-00 5-11-08 10-00 MAX HORIZ. MAX HORIZ. LL DEFL = 0.311" TL DEFL = 0.527" 25'-25'-8.0" 8.0' it This truss does not include any tiie dependent deforiation for long ten loading (creep in the total load deflection. The buiiaing designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-OS, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. to 2-06 U- 10-00 5-11-08 10-00 2-06 2-06 25-11-08 2-06 JOB NAME: LOOSEN Scale: 0.2286 Truss: ESH ESI DES. BY: LA DATE: 9/30/2013 SEQ.: 5679157 TRANS ID: 380572 WARNINGS: 1. Buider and erection conb-actor should be advised of al General Noles and Wamings bafora construction commences. 2. 2x4 comprasaion web brecing must be inrianed where shown +. 3. Additional temporary bracing to insure stabity during constniction is the responsibility of the erector. Additional permanent bracing of the overdi structure is the responsiblity of the buiding designer. 4. No load should be appfied to any component untH after all bracing and fasteners are complete and at no time should any toads graater than design loads be appNed to sny componenl. 5. CompuTrus has no contral over and assumes no responsibiHty for the fabricalion. handling, shioment and instalalion of components. 5. This des g" ;s fjrrr^s^-ed subjecl in the timilatians set fcrfi ty TPI/WTCA ir. BCSI, coc'es cl which wiH be lurnisheo upon request. ifoS doi'iwaie 7.ij.4-Sr5('iL,y-L: OENERAL NOTES, unless othenvise noted: 1. This design is baaed only upon the paranwlers shown and is for an irKiividual building component. Applieafaity of design parameters and proper incorporation of component is the responstoity of the buiding designer. 2. Design assumes the top and bottom chords lo be Merely braced af 2" o.c and at 10* o.c. respectively unless braced throughout their langm by continuous sheathing such at plywood sheathlng(TC) and/or drywal^C). 3. 2x Impact bridging or tateral bracing required where sfiown + + 4. InstaR^on of truss is the responsibHity of the respective contractor. 5. Design assumes trusses are to be used in a non^rrosive envtronment, and ara for "diy condition" of use. 6. Design assumes lutt bearing st all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and ptaced so their center lines coincide with joint center Nnes. 'Z. rcr oas.t •'tz-.z' piaie :its.Q- vsi-as see HS.K-'.i;£Sk-' hib (A/riTenj iiiillilli LUMBER SPECIFICATIONS TC: 2x4 DF »1iBTR BC: 2x4 DF #2 WEBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"X. UON. OVERHANGS: 30.0" 30.0' Connector plate prefix designators: C,CN,Cie,CN18 lor no prefixT = CoipuTrus, M,M20HS,H18HS,lilie - HiTek HT series Inc TRUSS SPAN 25'- 11.5" LOAD DURATION INCREASE '1.25 SPACED 24.0" O.C. LOADING 20.0)+OL( 10.0) ON TOP CHORO = DL ON BOTTOH CHORD = TOTAL LOAO = AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 HAX HEMBER FORCES 4WR/GDF/Cq=1.00 , 1- 2=( -45 47 2- 8=(-814 3655 8- 3=( 0) 217 2- 3= -3877 891 8- 9=(-B19 3654 3- 9=(-1085 160 3- 4= -2715 703 9-10=1-819 3654 9- 4=1 -270 1402 4- 5= -2715 703 10- 6=1-814 3655 9- S=(-1086 160 PSF 5- 6= -3877 891 5-10=1 0) 217 PSF 6- 7= -45 47 PSF 6- 7= -45 TOP BEARING HAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS 0'- 0.0" 25'- 11.5" REACTIONS -155/ 10S9V -155/ 1059V REACTIONS -110/ 110H -110/ 110H SIZE 3.50" 3.50" SO.IN 1.69 1.69 DF (SPECIES) DF ( 625) 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL HAX TL DEFL = MAX LL OEFL = MAX TL DEFL = MAX LL DEFL = MAX TL DEFL = 0.068" 0.059" » 0.410' » •0.718" 9 0.068" 9 0.059" 9 6.0 6.0 11.8 11.8 5.5 5.5 Allowed = Allowed = Allowed = Allowed = AUowed = Allowed = 0.250" 0.333" 1.269" 1.692' 0.250' 0.333' 5 12-11-12 12-11-12 7-03-12 5-08 5-08 7-03-12 12 HAX HORIZ. LL DEFL HAX HORIZ. TL DEFL 0.214" 9 25' 0.375" 9 25' 8.0' 8.0' 12 4.00 This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 > 2.00 2.00 ' 12 7-02 5-09-12 5-09-12 7-02 2-06 12-11-12 12-11-12 2-06 2-06 25-11-08 2-06 JOB NAHE: LOOSEN Scale: 0.2228 Truss: ES DES. BY: LA DATE: 9/30/2013 SEQ.: 5679156 TRANS ID: 380572 WARMNOS: 1. Buiidsr and eraction contrador stiould b« advised ol all Genaral Notes and Wemings befora construction commencea. 2. 2x4 compression web bracing must be installed wttere shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility ol the erector. Additional pennanent bracing of the overall structure is the tesponsibiity of the building designer. 4. No load should be applied lo any component unta after al bracing and fasteners are complele and at no lima should any loads greater tluin design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibilrty for the fabrication, handling, shipment and instalalion of components, 5. T-is oes:3? is 'j— sf",ed Si.b;e:t ;c -.-.e I'n^a: sr-s se; tc-- ty -=W.f-CA - BC5', zzz Si c'w- z- w l[ :e '..— s^sz .zz- -sz.si- MITek USA, IncyCompuTrus Software 7.6.4-SP5(1L)-E QENERAL NOTES, unless othenwise notad; 1. This design is based only upon tha parameters shown and is for an ndhridual buiding componenl. Ap^eability of design parameters and propar incorporatioa of component is the responsbity of the buiding designer. 2. Design aasumes the lop end bottom chords lo be lateraly braced at 2' o.c. and at 10* o.c. respectively unless bracad thraughoul their lenoth by conlinuous sheathing such as plywood sheathing(TC) and/or drywal(BC). 3. 2x Impact bndging or lateral bracing required where shown + + 4. Instellation of truss is Ihe responsibity ol ths respedive contractor. 5. Design sssumes trusses are to be used in a notvcorroahre environment, and are lor "dry condition- of use, 6. Design assumes lui bearing at all supports shown. Shim or wedge if necessary, 7 Design assumes adequate drainage is provided. 5 -la-es shall be lcca:es c- set- faces cMfJss, apd clacea sc the - cere' t.-SE cc -.c 3e VJ':- .z '-: z's-.s- H-es S 3,g ',6 cats s:ze z' p\a'.e " ."Cfies 10, For basic connector plate design values see ESR-1311, ESR-IQeS (MiTelt) It IIIII III! LUHBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 DF Ilf2 WEBS: 2x4 DF STAND TC UTERAL SUPPORT <= 12"0C. UON. BC UTERAL SUPPORT <= 12"0C. UON. LETINS: OVERHANGS: 3-00-00 3-00-00 30.0" 0.0" TRUSS SPAN 7'- 7.0" LOAD OURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+0L( 10.0) ON TOP CHORO = 30.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 35,0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING LOCATIONS 0'- 0.0" 7'- 5.2" 7'- 7,0" Connector plate prefix designators: C,CN,C18,CN1B (or no prefixT = CoipuTrus, Inc M,H20HS,U18HS,H16 = HiTek UT series CBC2010/IBC2009 HAX HEMBER FORCES 4WR/G0F/Cq=1.00. 1- 2=( -45) 47 2-5=(-73) 21 2-3=(-277) 478 2- 3= -501) 241 3- 4=( -40) 67 HAX VERT REACTIONS -117/ 453V -44/ 223V 0/ 112V HAX HORZ REACTIONS -69/ 17H 0/ OH -69/ 17H BRG SIZE 3.50" 3.50" 3.50" REQUIRED BRG AREA SO.IN. (SPECIES) 0,73 DF ( 625 0.36 DF 625 0.18 DF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.068" 9 -2'- 6.0" Allowed = MAX TL OEFL = -0.059" 9 -2'- 6.0" Allowed = MAX LL DEFL = -0.294" 9 2'- 9.0" Allowed = MAX TL DEFL = -0.386" 9 2'- 9.0" Allowed = 0.250" 0.333" 0.350" 0.467" 2-10-01 f f 4-08-15 12 4.00 I M-2.5x4 M-3X8 HAX HORIZ. LL OEFL = 0.066' 9 7'-HAX HORIZ. TL DEFL = 0.084" 9 7'-5.2" 5.2" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The buiiaing designer shall verify that this paraieter fits with the intended use of this conponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, load duration factDr=1.6, Truss designed for wind loads in the plane of the truss only. -01-12 7-05-04 2-06 IPROVIDE FULL BEARING:JtSlaXs] 7-07 JOB NAHE: LOOSEN Scale: 0.4906 Truss: EGB DES. BY: LA DATE: 9/30/2013 SEQ.: 5679155 TRANS ID: 380572 WARNINGS: 1. BidMer and erection contrector shoi4d tw advieed of al General Notei and WamUtgs before construction commences. 2. 2x4 comprassion web bracing must be Installed where shown •». 3. Additional temporary bradng to insure stabitity during construction is the responsibiSty of the erector. Additionai permanent bradng of the overall structure is the responsibWy of the buikting designer 4. No load should be appKed to any component until after all bradng and fasteners are complete and at no time should ariy toads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the tsbricatton, handling, shrpmenl and instaltation of camponents. 6. "his dss-g" is furnished subject !c the limilatics se^ 'o:lh by '=\lvrZA - 3CSI, zcz'st o'vu^'C^ w l: ;5 "s'-eD -cc^ -eo-ss; MiTek USA, InciCompuTrus Soflv^/are 7.6.4-SP5(1L)-E OENERAL NOTES, unless othenwise noted: 1. This design is based only upon tlie parameters ^own and is for an individual building component Appficability of design parameters and proper incorporation of componenl is the responsbllKy of the buiding designer. 2. Design assumea the top and tKrttom chords to be lateraly braced at 2' o.c. and at 10* o.c. respectively unless bracad throughout their length by continuous sheathing such at plywood sheathing(TC) and/or drywallfBC). 3. 2X Impact bridging or lateral bradng required where shown "•- '•' 4. Installation of truss is the responsibifity of the respective contractor. 5. Design assumes trusses are to be used In a nor>^rrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at aR supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainege is provided. 9. Ptates shall be tccaled on both faces of truss, and placed so their center I -es zz'-z zs wr."^ '-s'": ce":e' l-'-es 9. Dig.ts ,.r;o!ca:e size oi plate in mcnes. 10. For basic connector plate destgn values see ESR-1311, ESR-1988 (MiTeic) LUMBER SPECIFICATIONS TC; 2x4 DF #2 BC: 2X4 OF «2 WEBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC UTERAL SUPPORT <= 12'OC. UON. OVERHANQS: 30.0" 0.0" Connector plate prefix designators: C,CN,C18,CN1B (or no prefix! = CoipuTrus, M,U20KS,M1SHS,l!l16 = MiTek HT series Irc TROSS SPAN 10'- 0.0' LOAD DURATION INCREASE =1.25 SPACED 24,0" O.C, LOADING LL( 20,0)+DL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAO = 35.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOAOS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 9'- 5.6" 10'- 0,0" CBC20)0/ISC2009 «« KEHSEfl FORCES 41M!/eDf/Ci)=1.00. 1- 2=( -45) 47 2-5=(-271) 783 3-5=(-76B) 264 2- 3=1-857 327 3- 4=( -86 25 MAX VERT REACTIONS -128/ S21V -7/ 253V -31/ 114V HAX HORZ REACTIONS -92/ 25H 0/ OH -92/ 25H BRG SIZE 3,50" 3,50" 3,50" REOUIREO BRG AREA SO.IN. (SPECIES) 0.B3 DF ( 625 0.41 DF { 625 0.18 DF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL OEFL = 0.066" 9 -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.059" 9 -2'- 6.0" AUowed = 0.333" HAX TL DEFL = -0.049" 9 5'- 7.6" Allowed = 0,628" MAX BC PANEL LL DEFL = -0.312" 9 4'- 10.6' Allowed = 0.382" T 'vr 'A It HAX HORIZ. MAX HORIZ. LL OEFL = 0.007" TL DEFL = 0.010" 5.6' 5.6" 5-08-02 4-03-14 12 M-1.5X4 This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building desianer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 12 ' 2.00 2-06 IPROVIDE FULL BEARING;Jts:2,4:5l 10-00 JOB KAUE: LOOSEN Scale: 0.4261 Truss: EG EL DES. BY: LA DATE: 9/30/2013 SEQ.: 5679154 TRANS ID: 380572 WARMNOS: 1. Builder and araction contractor should be advised of al Genorat Notei and Wamlngs tiefore construction commences. 2. 2x4 compression web bracing mutt be instaiied wlwre shown *. 3. Additional temporary bracing to Insure stablity during construction Is the responsibity of the erector. Addilional permanent bracing of the overal structure Is the responslblily of the buiding designer. 4. No load should be applied to any component until after al bracing and fasteners ate complete and at no time should any loads graater than design loads be applied to any component. 5. CompuTrus has no conlrol over and assumes no responsibility for the fabricatk)n, handling, shipment and installation of components. 6. This dssign is fumished subject to the limitations set forth by TPI/WTCA in BCS!, =spies ofwhich will be furnished uDon reques!. MiTek USA, inc./CompuTrus Solware 7.6.4-SP5(lL)-E OENERAL NOTES, unless othenvise notad: 1. This design is based only upon the parameters shown and Is for an individual buiding componenL AppficablHty of design parameters and praper incorporation of component is the rasponslbilty of the building designer. 2. Design aaaumas ttw top and bottom chords to be lateraly brMed at 2* o.c. end at 10" o.c. raspectively unless braced throughout their length by contimiotis sbeathkig tuch as pywood stieathingfTC) and/or dltywal{BC). 3. 2x Impact bridging or laterel bracing requlrad whara shown + + 4. Installatloo of truss is the responsiblity of the respective contractor. 5. Design essumes trusses ara to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bsaring at all supports shown. Shim or wedge If necessary. 7- Design assumea adequate drainage is provided. 8. Plates shal be located on both faces or tmss. and placed so their center lines coincide with joint center Knes. 3 D'g'tE '-d cale sze ::* clale >c^es. 'C, Fo: oasio connector pla'.e aesig.T values see ESR-13 n, ESR-'. 385 (WiTeK) lllllllllll LUHBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 DF «2 WEBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. LETINS: 3-DO-OO 3-00-00 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, H,M26HS,H18HS,M16 = MiTek HT series Inc TRUSS SPAN 5'- 6.0" LOAD DURATION INCREASE =1.25 SPACED 24,0" 0,C. LOADING LL( 20,0)-i-0L( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOII CHORD = S.O PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 MAX MEMBER FORCES 4tffi/'S0F/C()=f.00. 1- 2=(-138) 109 1-4=(-2) 12 1-2=(-67) 86 2- 3=1 -37) 47 BEARING LOCATIONS 0'- 0,0" 5'- 4.2" 5'- 6.0" HAX VERT REACTIONS -24/ 198V 0/ BOV -41/ 160V HAX HORZ REACTIONS -39/ 13N 0/ OH -39/ 13H BRG SIZE 3.50" 3.50" 3.50" REQUIREO BRG AREA SQ.IN. (SPECIES) 0.32 DF ( 625) 0.13 DF 625 0.26 DF ( 625 2-10 2-08 12 4.00 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.110" 9 2'- 8.9" Allowed = 0.246' HAX TL DEFL = -0.111" 9 2'- 8.9" Allowed = 0.328' HAX HORIZ. LL OEFL = -0.025' 9 HAX HORIZ. TL DEFL = 0.025' 9 4.3" 4.3" ii I -4 M-3X8 This truss does not include any tiie dependent detonation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 inh, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=l,6. Truss designed for wind loads in the plane of the truss only. 5-04-04 0-01-12 ^ 5-06 IPROVIDE FULL BEARIHG;Jts:l737] JOB NAME: LOOSEN Scale: 0.6199 Truss: EFC DES. BY: LA DATE: 9/30/2013 SEQ,: 5679153 TRANS ID: 380572 WARMNOS: 1. Builder and erection contractor slHHild Ite advised of en General Notes •nd Wamings before construction commences. 2. 2x4 comprasslon web bracing must be installed where stKiwn +. 3. Additionai temporary bracing to insure stabiity du^g construction is the responsibity of the erector. AddRiona) permanent bracing of the overal structure is the responsibility of the buiding desigrwr. 4. No load shouM be appfietfto any component und'f after all bracmg and fasteners are complete and at no time should any loads greater than design loads be applied to any comporwnt. 5. CompuTrus has no control over and assumes no responsibility forthe fabrication, handling, shipmefd and instalation of components. 6. This design is fiirnished subject to the limitations set forth by 'P!yw~CA " BCS), coc'fis o' w-'ich will be fifnis'^ed upc reoues; MiTek USA. lnc7CompuTrus Softvrare 7.6,4-SP5(lL)-E OENERAL NOTES, unless Qthenvtse noted: 1. This design i« based only upon the parametere shown and is fbr an individual building component. AppHcabiSty of design parametere and proper incorporation of comporwnt is the responsbtty ofthe building designer. 2. Design assumes the top and bottom clnrds to oe lateraly braced at 2' ox. and at 10* o.c respectively unleas braced throughout their length by continuous sheathing such as ptfwood sheathtng{TC} and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required whera shown -•• ••• 4. Instalationof trussis (he responsibjijty of the respective contractor. 5. Design assumes trusses are to be used In a non-corrosive environment, and are fbr "dry condition" of use. 6. Design assumes ful bearing at all suppoits shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and ptaced so their center lines coincide with joint certe' lines, 1C. For basic connector plale design values see ESR-'.S'i 1, dSR-ISBB (MiTek) llllllllll LUHBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 DF »2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'X. UON. LETINS: OVERHANGS: 3-00-00 30.0" 3-00-00 0.0- Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc ll,M20HS,H1BHS,ii16 = MiTek MT series TRUSS SPAN 5'- 7.0' LOAD DURATION INCREASE ° 1.25 SPACED 24.0* O.C. LOADING LL( 20.0)+DL( 10.0) ON TOP CHORO = 30.0 PSF DL ON BOTTOM CHORO ^ 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOAOS ACT NON-CONCURRENTLY. 2-10-01 CBC2010/I8C2009 MAX MEMBER FORCES 4WR/6DF/Cq=1.00' 1- 2=( -45) 47 2-5=(-59) 15 2-3=(-317) 440 2- 3= -450 295 3- 4= -24 46 BEARING LOCATIONS 0'- 0.0" 5'- 5,2' 5'- 7,0" MAX VERT REACTIONS -115/ 396V -27/ 163V 0/ 82V HAX HORZ REACTIONS -56/ 13H 0/ OH -56/ 13H BRG SIZE 3.50' 3.50' 3.50' REQUIREO BRG AREA SQ.IN. (SPECIES) 0,63 OF ( 625 0.26 DF 625 0.13 DF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0.068' 9 -2'- 6.0' Allowed = MAX TL DEFL = -0.059" 9 -2'- 6.0' Allowed = MAX LL DEFL = -0.118" 9 2'- 9,0" Allowed = HAX TL DEFL = -0.129" 9 2'- 9.0' Allowed = 0,250" 0,333" 0,250" 0,333" 2-08-15 12 HAX HORIZ. MAX HORIZ. LL DEFL TL DEFL 0.028" 0.030" 5'- 5'- 5.2' 5.2' 4.00 [ M-2.5X4 M-3X8 This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp.C, MWFRS, interior zone, ioad duration factor=l.6. Truss designed for wind loads in the plane of the truss only. 12 '2.00 5-05-04 2-06 IPROVIDE FULL BEARlNG;Jts:2,4^ 5-07 0-01-12 > JOB NAHE: LOOSEN Scale: 0.5600 Truss: EFB DES. BY: LA DATE: 9/30/2013 SEQ.: 5679152 TRANS ID: 380572 lilillllllll WARNINOS: 1. Builder and erection contractor should be advised of att General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be instaled where shown *. 3. Additional temporaiy bracing to insure slabi^ during constaiction is tha responsibility of the erector. AddKional permanent bracing of the overal structura is the responsibility of the building designer. 4. No load should be applied to any component until afler all bracing and fasteners ara complete and at no time should any loads greater than design loads be appied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installalion of components. £. "h^s oesign is furnis**ed subject !c the li-viiaticrs se! 'orth by ~"I/W~CA 3CSI zee es z' w c"- w li zs 'J-" s^-ea wCC-' 'ea..es! MiTek uSA. Inc./CompuTrus Soflvware 7.6.4-SP5(lL)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parametere shown and is fbr an individual building component. Applcability of design parametere and praper incorporation of component is the nspoiuitHlity of the buiding designer. 2. Design assumes the top and bottom chords to be lateraly braced at 2' o.c. and at 10' o.c. respectively unless bracad throughout their langth by continuous sheathing such as plywood shaattiirtgCTC) artd/or drywalt^C). 3. 2x Impact bndging or lateral braang required where shown + + 4. Instalation of truss is the responsibity of the respective contractor. 5. Design assumes trusses are to be used in a non^contisive environment, and are for "dry condition' of use. 6. Design assumes full bearng at al supports stKwn. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 6. Plates shall be lecated or, bcth faces c: truss, and placed so Iheir csntc l-'-es co'-'cbe wi'.^ .'c'"': ce^le- I'les r I!; g :E -^0 ca:e s ze z' z\z:i ••' '•z-^ss 'iO. For Dasic ccnnec'.cr plaie aesign values see E5R-t311. ESR-'938 (bliTeK) llllllllll LUMBER SPECIFICATIONS TC: 2x4 DF #2 80: 2X4 DF HZ TC UTERAL SUPPORT <= 12"X. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANOS: 0.0" Connector plate prefix designators: C,CN,C18,CN1S (or no prefix) = CoipuTrus, Inc M,M26HS,M18HS,M16 = UiTek MT series TRUSS SPAN 8'- CO- LOAD DURATION INCREASE =1.25 SPACED 24.0' O.C. LOADING LL( 20.0)'i'DL( 10.0) ON TOP CHORD ' 30.0 PSF OL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAO = 35.0 PSF BOnOM CHORD CHECKED FOR 10PSF LIVE LOAO. TOP AMD BOTTOH CHORO LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00' 1- 2=(-45) 47 2-4=(-fl2) 23 2- 3=(-87 61 BEARING LOCATIONS 0"- 0,0' 7'- 10,3' 8'- 0,0' HAX VERT REACTIONS -119/ 46eV -42/ 211V 0/ 114V HAX HORZ REACTIONS -78/ 20H 0/ OH -78/ 20H BRG SIZE 3.50' 3.50' 3.50' REQUIRED BRG AREA SQ.IN. (SPECIES) 0.75 OF ( 625 0.34 DF 625 0.18 DF 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.068' 9 -2'- 6.0' Allowed -MAX TL OEFL = -0.059' 9 -2'- 6.0" Allowed = MAX TC PANEL LL DEFL = -0.201" 9 4'- 4.5" Allowed = MAX TC PANEL TL DEFL = -0.326" 9 4'- 4.5" Allowed = 0.250' 0.333' 0.446' 0,669' HAX HORIZ. MAX HORIZ, LL DEFL = TL DEFL = 0,001" 9 0,001' 9 7'- 10.3" 7'- 10.3' 8-00 12 4.00 [ 5 This truss does not include any tlie dependent deforiation for long ten loading (creep) in the total load deflection. The buiiaing designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, ioad duration factor=l,6, Truss designed for wind loads in the plane of the truss only. 12 > 2.00 7-10-04 -J4 0-01-12 > 2-06 IPROVIDE FULL BEARING;Jts:2,3;4l 8-00 JOB NAHE: LOOSEN Scale: 0.4687 Truss: EF EK DES. BY: LA DATE: 9/30/2013 SEQ.: 5679151 TRANS ID: 380572 •III 1. Builder artd erection contractor shoukl be advised of aH Generel Notes and Wamings before contruction commences. 2. 2x4 compression web bracing must be instalhKl where shown +. 3. Additional temporaiy bracing to insure slability during constniction is Ihe responsibility of the erector. Additional pennanent bracing of the overal stnicture is the responsit»lity of the building designer. 4. No load should be appfied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibUity for the fabrication, handling, shipment and instalation of components. 6. This design is furnished subject to the limitalicris sei torlh by '^^W/'CA - 3CSI, zzc-es c'w^c'- w'll =B'---'s->ec .cc"^ -ep_es: MiTek USA, Inc/CompuTrus Softvrare 7.6.4-SP5(1L)-E OENERAL NOTES, unless othenvise noted: 1. This design is based only upon the parametera shown and is for an individuat building componenL Applieabiity of design parametws and proper tncorporaftiwi of component ia ttw rasponsnlHy of the biriMing deaner. 2. Design assunws Ihe top and bottom chords to be lateraly braced af Z o.c. and at 10* o.c. respectively unless braced throughout ther length by continuous sheathing such as plywood sheathing(TC) and/or drywal(BC). 3. 2x Impact bridging or lateral bracing required where shown •*• * 4. Instalation of truss is the responsibility ofthe raspective contractor. 5. Design assumes trusses we to be used in a non-corrosive environment, and are for "dry corxlition" of use. 6. Design assumes ful bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and placed so their center {"•-.es "c"3e w^-^ ce"le- P^es. 5 I^ g.'s '0 za:s s'ze z' elate 'n inclies. '2. For sasic connects! plate design values see ESR-1311, ESR-'i988 (MiTelt) LUMBER SPECIFICATIONS rc: 2x4 DF #2 90: 2x4 DF 1112 «EBS: 2x4 DF STAND TC UTERAL SUPPORT « 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. LETINS: 3-00-00 3-00-00 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc H,M20HS,M18HS,H16 = UiTek HT series TRUSS SPAN 3'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C, LOADING LL( 20,0)+0L( 10.0) ON TOP CHORD = 30.0 PSF OL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAO = 35,0 PSF BOTTOH CHORO CHECKED FOR 10PSF LIVE LOAD, TOP ANO BOnOM OHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2C09 HAX HEHBER FORCES 4WR/G0F/Cq°1.00- 1- 2=(-71) 56 1-4=(-27) 9 1-2=(-29) 37 2- 3= -22 26 BEARING LOCATIONS 0'- 0.0' 3'- 4,3' 3'- 6.0' HAX VERT REACTIONS -15/ 128V -26/ lOOV 0/ SOV HAX HORZ REACTIONS -25/ BH 0/ OH -25/ 8H BRG SIZE 3,60" 3.60* 3.50" REQUIRED BRG AREA SO.IN. (SPECIES) 0.21 DF ( 625 0.16 DF ( 625 0.08 DF ( 625 0-06-04 2-10 0-01-12 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0,009' » 2'- 8.9' Allowed = 0,146" HAX TL DEFL = -0.009' 9 2'- 8.9' Allowed = 0,194' 12 HAX HORIZ. LL DEFL = -0.002' HAX HORIZ. TL DEFL = 0.OO2' 3'- 3'- 4.3" 4.3" 4.00 I M-3X8 This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCOL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp.C, HWFRS, interior zone, ioad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-06 IPROVIDE FULL BEARIMGjJtS:1,3,4l JOB NAHE: LOOSEN Scale: 0.7320 Truss: EEC DES. BY: LA DATE: 9/30/2013 SEQ.: 5679150 TRANS ID: 380572 iilllllllllllllllllllilli 1. Builder and erection contractor should be adviud of General Notes and V^^ings before construction commences. 2. 2x4 compression web brac^ must be insteled where shown +. 3. Additional temporary bracing to insure stablity during construction Is the responsibHty of Ihe erector. Additional permanent bracing of the overall structure is the responsibHiiy of the building designer. 4. No load should be applied ta any componerrt unti alter al bracing and fastenere are complete and at no time should any loads greater than design loads be appled to any component. 5. CompuTrus haa no control over and assumes no responsibility for the fabrication, handling, shipment and instalation of components. 6. •'his design -s furnished subject to the limiiaiions sei *of1h by ~^\fWCA > 3CSI, ccc-es o* wucn witi se 'u'-'-sneo uzo'- -eoijesf. MiTek USA, Inc/CompuTrus Software 7.6.4-SP5(1 L)-E OENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parametere shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is ttw responsbUty of the buiding designer. 2. Design asaumes ttie top and bottom chords to be lateraly braced at 2' o.c. and at IO" o.c. raspectively unless braced ttvougtwut their length by continuous sheathing such as plywood sheathin9(TC) and/or drywaOfoC). 3. 2x Impact bridging or lateral bracing required whera ahown * * 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes bosses are to be used in a non-corrosive environment, and are for "dry condition' of use. 6. De«gn assumes ful bearing at aH supports shown. Shim or wedge if necessary. 7. Design aasumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coinc:3e w'ifi jsiil center lines. 5. Digiis ii^a ca'.e s ze z' pla'e inches, ID. Fcr basic cc^necicr plaie ossign values see ESR-1311. ESR-198a (MiTek) .UHBER SPECIFICATIONS rC: 2X4 DF K 30: 2x4 DF »2 «EBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12'OC. UON, BC LATERAL SUPPORT <= 12'OC. UON. LETINS: OVERHANQS: 3-00-00 30.0" 3-00-00 0.0' TRUSS SPAN 3'- 7.0" LOAD DURATION INCREASE =1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 10.0) ON TOP CHORD = 30,0 PSF DL ON BOTTOH CHORD - 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORO LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 HAX HEHBER FORCES 4WR/G0F/Cq=1.00. 1- 2=( -45) 47 2-5=(-44) 10 2-3=(-343) 389 2- 3=(-3a0 331 3- 4= -6 38 BEARING LOCATIONS 0'- 0.0' 3'- 5.2' 3'- 7,0' HAX VERT REACTIONS -121/ 35SV -7/ 102V 0/ 52V HAX HORZ REACTIONS -42/ 9H 0/ OH -42/ 9H BRG SIZE 3,50" 3,50" 3.50' REQUIRED BRG AREA SQ.IN. (SPECIES) 0.57 DF ( 625 0.16 DF 625 0.08 DF 625 Connector plate prefix designators: C,CN,C1S,CN16 (or no prefix) = CoipuTrus, Inc H,H20HS,H1BHS,U16 = HiTek UT series 2-10-01 0-07-03 f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.068' 9 -2"- 6.0" Allowed = MAX TL DEFL = -O.059' 9 -2'- 6.0' Allowed = MAX LL OEFL = -0.016" 9 2'- 9.0" Allowed = HAX TL DEFL = -0.016' 9 2'- 9,0" Allowed = 0.250" 0.333" 0.150' 0,200' 12 HAX HORIZ. HAX HORIZ, LL DEFL = TL DEFL = 0.006" 9 0.006" 9 5.2' 5.2" 4,00 I I This truss does not include any tine dependent deforiation for long ten loading (creep] in the total load deflection. The builoing designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=lSft, TCDL=6.0,BC0L=3.0, ASCE 7-05, Enclosed. Cat.2. Exp.C, KWFRS, QQ interior zone, load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 12 '2.00 4- 2-06 IPROVIDE FULL BEARING;Jts:2,4.5l 3-07 JOB NAUE: LOOSEN Scale: 0.6907 Truss: EEB DES. BY: LA DATE: 9/30/2013 SEQ.: 5679149 TRANS ID: 380572 WARfiNOS: 1. Builder and erection contractor should be advised of all Generai Notes and Wamings befora construction commences. 2. 2x4 compression web bracing must be instaHed where shown *. 3. Additional temporaiy bracing to insure stsbilty during constru^n is the responslbllty of ttie erector, Addtional permanent bracing of the overal structura is the responsibitity of the building designer. 4. No load should be appfied to any component until afler all bracing arxi fasteners are complete and at no time should any toads greater than design toads be applied to any component. 5. CompuTms has no control over and assumes no responsibility forttie fabrication, handling, shipmenl and instalalion of components. 6. This design is furnished subjecl tc the lirritalfcns sef 'orth by ~P\IWCA BCSI, ccc^es c'w^ic" will ce *'j-".sr'e3 -.pc -ea-est, MiTek USA. Inc/CompuTrus Software 7.6.4-SF5(U)-E OENERAL NOTES, unless otheiwise noted: 1. This deaign is based only upon the parametere shown and is for an individual buHding component. Appficabity of design parameters and praper incorporation of component ia the responsbKty of tha buldmg designer. 2. Deaign assumea the tcp and bottom chords to be laterely braced at 2' o.c. and at 10" o.c. respectively unless braced throughout their length by continuous slieathing such aa plywood sheathir)g(TC) arnVor drywatt^). 3. 2x Impact bridging or lateral bracing required where shown "^ ••• 4. Installation of truss is Ihe responsibility of the respective contractor. 5. Design aasumes trusses are to be used in a non-con^sive envtrenment, and are for "diy conditfon" of use. 6. Design assumes fun bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center j.res ccincide with joint center lines. 5. Digits indicate size cf zia'.e inches. "Z. For basic ccnnec'c: plate aesign valjes see ESR-'i311, =SR-198fl (MiTek) lllllllllll LUHBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 DF »2 TC UTERAL SUPPORT <- 12"0C. UON. BC UTERAL SUPPORT <= 12'OC. UON, OVERHANGS: 30,0" 0.0' Connector plate prefix designators: C,CN,C18,CNia (or no prefix) = CoipuTrus, H,H20HS,U18HS,H16 = HiTek MT series Inc TRUSS SPAN 6'- 0.0" LOAO DURATION INCREASE = 1.25 SPACED 24,0' 0,0. LOADINQ LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF BOnOH CHORO CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 5'- 10.3' 6'- 0,0" CBC2010/ISC2009 KAX HEHBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-45) 47 2-4=(-68) 19 2- 3=f-6B 56 HAX VERT REACTIONS -117/ 4oev -29/ 167V 0/ SSV HAX HORZ REACTIONS -65/ 16H 0/ OH -65/ 16H BRS SIZE 3,50' 3,50' 3,SO- REQUIRED BRG AREA SO.IN. (SPECIES) 0.65 DF ( 625 0.25 DF 625 0.14 OF ( 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL - 0.066" 9 -2'- 6,0" Allowed > 0.250' HAX TL DEFL = -0.059" 9 -2'- 6.0" Allowed - 0.333" HAX TC PANEL LL DEFL = -0.077' 9 2'- 10.4" Allowed = 0.306" HAX TC PANEL TL DEFL = -0.089' » 3'- 0.9' Allowed = 0.459' VJ I HAX HORIZ. LL OEFL = 0.001' HAX HORIZ. TL DEFL = 0.001' 5'- 10.3' 5'- 10.3" 5-10-04 0-01-12 ft 12 4.00 I it This truss does not Include any tiie dependent deforiation for long ten loading (creep) in tlie total load deflection. The buiiaing designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to laln windforce-resisting systei and coiponents and cladding criteria. Wind; 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 12 ' 2.00 2-06 IPROVIDE FULL BEARING;Jts:2.3741 6 - 00 JOB NAHE: LOOSEN Scale: 0,5406 Truss: EE EJ DES. BY: LA DATE: 9/30/2013 SEQ.: 5679148 TRANS ID: 380572 liliiliiiiiii WARNINOS: 1. Sulder and erection contractor should be sdvised of al General Notes and Wamings before constructfon commences. 2. 2x4 compressfon web bracing must be installed where shown +. 3. AddiUonal temporary bracing to insure stability during constructfon is tha tespDnsibWty ol the erector. Additfon^ permanent bracing of the overall stnicture is tha responsiblity ofthe building designer. 4. No foad should be appied fo any component until after all bracing and fasteners are complete and at no time should any foads greater than design foads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabncation. handting, shipment and instalalion of components. 6. This design is furnished subjecl ID lhe limitations set !cr!r by "^PI/WCA SCSI, copies o* which will be furnished •jpz" "eqtesl. MiTek USA, Inc/CompuTrus Software 7.6.4-SP5(1L)-E GENERAL NOTES, unfoss othenvise noted: 1. This design is based only upon ttw parametere shown and is for an individual buMing component. Applic^)<Nty of design parameters and proper incorporatfon of component is the responsiblity of the buMing designar. 2. Design assumes the top and bottom chords to be lateraly braced at 2' ox. aiKl at 10* Q.C. respectively unless brued throughout their length by continuous sheathing such as plywood sMathing(TC) and/or drywai(BC). 3. 2x Impact bridging or lateral bracing raquired where shown + + 4. Instalatfon of bvss is ttte respons^Hity of ttie respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environnwnt, and are for Miy conditfon" of use. 6. Design assumes ful beartng at al supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. S. Ptates shall be localed on both faces of truss, and placed so their ce^le^ lines coincide with joint center lines. 9. Digits indicate size of plate in inches. IC. For basic connector plate design values see ESR-1311. ESR-iges (MiTeK) Iiiillilli LUHBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 DF »2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc H,H20HS,H18HS,U16 = HiTek HT series 10-08-00 CORNER GIRDER SETBACK 7-06-08 FROH ENO WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( BC UNIF LL( 106.7)+DL( O.0)+DL( 53.3) 26.7) LOADING = 160.0 PLF = 26.7 PLF 0.0' 0.0' ,0' I ,0" I BOTTOH CHDRD CHECKED FOfl 10PSF LIVE LOAD, TOP ANO BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-2=( CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq='1.00 -74) 51 2- 3=(-1088) 462 3- 4=( -463) 176 BEARING LOCATIONS 0'- 0,0' 10'- 0,3' 10'- 8.0' 1-5=(-596) 5- 6=(-603) 6- 7={-454) 7- 8=(-116) 991 995 1043 45 HAX VERT REACTIONS -231/ 351V -267/ 69eV 0/ 44V 5- 2'( 2- 6=( 6- 3=( 3- 7=( HAX HORZ REACTIONS -114/ 44H 0/ OH -114/ 44H 1-2=(-1004) 567 7-4=(-237) 650 0) 82 -39) 149 -9) 114 -696) 335 BRQ SIZE 3.50' 3.50' 3.50' REQUIRED BRG AREA SQ.IN. (SPECIES) 0.56 DF ( 625) 1.12 DF ( 625) 0.07 DF ( 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = -0.034" 9 6'- 4.1' Allowed = 0.504" HAX TL CREEP DEFL = -0.044' 9 2'- 8.5' Allowed = 0.672' 2-07-02 4-00-04 4-00-10 12 2.63 HAX HORIZ. LL OEFL = 0,012" 9 10'- HAX HORIZ. TL DEFL = 0,012" 9 10'- 0.3' 6.2" 0-00-08 M-3X10 Wind: 90 iph, h=15ft, TCDL=6.0,BC0L=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads In the plane of the truss only. M-2.5x4 M-3x8 M-7x8 2-07-02 3-08-12 2-02-01 2-02-01 10-08 IPROVIDE FULL BEARING:Jts:fAel JOB NAHE: 1 Scale: 0.4890 Truss: ECB DES. BY: LA DATE: 9/30/2013 SEQ.: 5679147 TRANS ID: 380572 liiiiliililil WARNINOS: 1. Builder and erection conttactor shoirid be advised of all General Notes and V^fomings twfore constructfon commences, 2. 2x4 compression web bradng must be installed where shown 3. Addittonal tamporaiy bracing to insure stability during consbuctfon is ttie responsibifity of the erector. AddHfonai permanent bntcing of the ovetaM stmcture ts the responsibity of ttw building designer. 4. t4Q foad should be applied to any component until after al bracing and fastenere are compfote and at no time shouM any foads greater than design foads be applfod to any component. 5. CompuTrus has no control over and assumes no responsibiitty forthe fabrication, handling, shipmenl and installation of components. 6. This desig.". is furnished subjecJ tc ihe limitations sei 'orth i:y TFt/WTCA in BCSI, cooies cf which will be fufp^shet) upon requesi. MiTek USA, Inc/CompuTms Software +7.6.5(1 L)-E OENERAL NOTES, untess ottierwise noted: 1. ^is design is based only upon the parametere shown and is tor an individual building comporwnt. ApplicabtlHy of deaign parameters and proper incorporation of component is the rasponsibilily of tho buMIng aesigner. 2. Deaign assumea the top and bottom chords to be lateraly braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their tenottt by continuous sheattiing such as plywood shealhingfTC) and/or drywal(BC). 3. 2K Impact bridging or lateral bradng required where shown + + 4. Installatfon of truss is ttw responsiblity ofthe respective contractor. 5. Design assurrws trusses are to be used in a non-corrosive environmeni, and are for "dry conditfon" of use, 6. Design assumes full bearing at aR supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is proivded. 8. Plates shall be located cn both faces of truss, and pfaced so their center lines coincide with joint center lines. S. Digits mdicate size cf piate in inches, 10. For basic connector plate design values see ESR<1311, ESR-1988 (MiTek) II III 11 liil LUHBER SPECIFICATIONS TC: 2x4 DF »1&BTR BC: 2x4 DF #2 WEBS: 2X4 DF STAND TC UTERAL SUPPORT « 12'OC. UON. BC UTERAL SUPPORT <= 12'OC. UON. 14-00-04 CORNER GIRDER SETBACK 9-11-00 FROH END WALL LOAD DURATION INCREASE " 1.25 (Non-Rep) TC UNIF LL( BC UNIF LL 140,2)+DL( 0,0)tDL( LOADING 70.1)= 210.3 PLF 35.1)= 35.1 PLF 0,0' TO 0,0' TO 14'-14'-0,2- I 0,2" I CBC2010/IBC2009 HAX HEHBER FORCES 4WR/G0F/Cq=1.00 1- 2=( -45) 48 2- 6=(-969) 3131 6- 3=( 0) 162 2- 3= -3229 1019 6- 7= -981 313B 3- 7= -972 359 3- 4= -2239 650 7- 8= -611 2102 7- 4= -44 309 4- 5=1 -872) 227 8- 9=(-102 34 4- 8= -1461 460 8- 5= -308) 1247 OVERHANGS: 42,5' 0,0' BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc H,H20HS,H18HS,U16 = HiTek HT series BEARING LXATIONS 0'- 0.0' 13'- 4.7' 14'- 0.2' HAX VERT HAX HORZ BRG REACTIONS REACTIONS SIZE -358/ 79SV -99/ 32H 3.50' -341/ 1197V 0/ OH 3.50' 0/ SOV -99/ 32H 3.50' REQUIRED BRG AREA SQ.IN. (SPECIES) 1.27 OF ( 625 1.91 DF 625 0.06 DF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL ° 0.268' 9 -3'- 6.5' Allowed = HAX TL OEFL = -0.238' 9 -3'- 6.5' Allowed = HAX LL DEFL - -0.288* 9 5'- 11.2' Allowed =^ HAX TL DEFL = -0.335' 9 5'- 11.2' Allowed = 4.7' 10.5' 0.354' 0.472' 0.672' 0.896' HAX HORIZ. LL DEFL = 0.044' 9 13' HAX HORIZ. TL DEFL = 0.050' 9 13' 9 6-00-13 3-10-14 4-00-10 12 2.83 = M-3X10 This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The buiiaing designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to aain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 aph, h=15ft, TCDL=6,0,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. 1/1-2.5x6 M-3X6 0-0d-b8 provide support 5-11-01 3-09-02 2-03-05 2-00-12 3-06-08 IPROVIDE FULL BEARING;Jtsi?;?;!! 14-00-04 JOB NAHE: 1 Scale: 0.3413 Truss: EC ED DES. BY: LA DATE: 9/30/2013 SEQ.: 5679146 TRANS ID: 380572 WARNINOS: 1. Builder and erection contrector should be advised of aR General Notes and Wamings before constructfon commences. 2. 2x4 comprasslon web bracing must be installed where shown +. 3. AddiUonal temporary bracing to insure stablity during constmctfon is ttie rasponsibHity of the eredor. Additfonal permanent bracfog of the overal stmcture is the responsibity of Uie buiding designer. 4. No foad should be applied to any component until after all bracing and tastonen are complete and at no time should any foads greater than design foads be applied to any component. 5. CompuTnjs has no control over and assumes no responsibitity for Ihe fabncation, handling, shipmenl and InstaUation of components. 6. This design is furnished subjecl lo lhe limilations set 'srth by TPI/WTCA in BCSI, copies ofwhich will bs furnisned upon request. MiTek USA, IncyCompuTrus Softw^are 7.6.4-SP5(1L)-E OENERAL NOTES, unless othenwise noted: 1. This design is based only upon ttie paranwtera shown and is for an fodividual buiMing component. Applicabity of design parametera and proper incorporatfon of component Is ttie responsfoMy of ttie buiding designer. 2. Oesifl^ assunws ttie top and bottom chords to be lateraly braced at 2* o.c. and at 10* o.c respedively unfoss braced throughout ttwfr tength by continuout sheathing such as plywood shealhlng(TC) and/or drywal(BC). 3. 2x Impad bridging or tateral bradng required whera shown •*• -f 4. Installation of truss is the responsiblity of ttw respedive contrador. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for 'dry conditfon" of use. 6. Design assumes Ml bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss, ana placed sc their cents: lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connedor plate design values see ESR-1311. ESR-19S8 (MiTek) II illll llll LUHBER SPECIFICATIONS TC: 2x4 DF #1iBTR BC: 2x4 DF »2 WEBS: 2X4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC, UON. Connector plate prefix designators: C,CN,C18,CN1B (or no prefix) = CoipuTrus, H,N20HS,U18HS,H16 = UiTek HT series TRUSS SPAN 6.0" CBC2010/IBC2009 Inc LOAD DURATION INCREASE = 1.25 1-2=( -21) 8 3-4=( -8) 21 SPACED 24,0' O.C, LOADING BEARING HAX VERT HAX HORZ BRG .0)+DL( 10.0) ON TOP CHORD = 30.0 PSF LOCATIONS REACTIONS REACTIONS SIZE OL ON BOTTOH CHORD = 5.0 PSF 0'- 0.0' -7/ SOV -26/ OH 3.50' TOTAL LOAD = 35.0 PSF r- 1.2' 0/ 27V 0/ OH 3.50" 1'- 6.0' -14/ 42V -26/ OH 3.50' CHORD CHECKED FOfl 10PSF LIVE LOAD. TOP HAX HEHBER FORCES 4WR/GDF/Cq=1.00 . 3-1=(-45) 12 1-4=(-22) 8 REQUIRED BRG AREA SO.IN. (SPECIES) 0.08 DF ( 625) 0.04 DF ( 625) 0.07 DF ( 625) AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX TC PANEL LL DEFL = -0.000' 9 0'- 9.6' Allowed ' 0.051' HAX TC PANEL TL DEFL = -0.000' 9 0'- 9.6' Allowed = 0.076' 12 4.00 HAX HORIZ. LL OEFL = 0,000' 9 HAX HORIZ. TL DEFL = 0.000' 9 r-r-4.3' 4,3' 0 ID CM o tr o M-1.5x4 This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TC0L=6.0,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. M-1.5x3 IPROVIDE FULL BEARING:Jts:3,2.4l JOB NAME: LOOSEN Scale: 0.7775 Truss: EBC DES. BY: LA DATE: 9/30/2013 SEQ.: 5679145 TRANS ID: 380572 WARNINOS: 1. Buider and erection contrador should be advised of all General Notes and Wamlngs before construdion commences. 2. 2x4 compressfon web bradng must be instaled where shown *. 3. Additfonal temporary bradng fo insure stability during construdion is the responsibility ol the eredor. Additfonal pemwnent bracing of the overall strudure is the responsiblity ofthe buflding designer. 4. No foad should be applied to any componenl until after al bracing and fastenere are comptete and at no ^e should any foads greater than destgn loads be appNed to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and instanation of components, 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which wil be furnished upon request. MiTek USA, Inc/CompuTrus Software +7.6.5(1L)-E OENERAL NOTES, untess othenvise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporatfon of component is the responsibHty of the buiding designer. 2. Design assunws ttw top and bottom chords to be lateraly braced at T O.C. and at 10' OJO. respedively untess braced throughout ttwir tength by contimious sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impad bridging or lateral bradng required where shown + + 4. Installation of truss is the responsibitity of ttw respective contrador. 5. Destgn asswnes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at afl supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Ptates shM be focated on both faces of truss, and placed so their center lines coincide with joint cenler lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1S88 (UiTek) .UHBER SPECIFICATIONS rC: 2x4 DF #1&BTR JC: 2X4 DF #2 VEBS: 2x4 DF STAND rc UTERAL SUPPORT <= 12'OC. UON, iC UTERAL SUPPORT " 12'OC. UON. IVERHANGS: 30.0' 0.0- :onnector plate prefix designators: ;,CN,C18,CN18 (or no prefix) - CoipuTrus, J,M20HS,H1SHS,U16 = HiTek MT series Inc TRUSS SPAN 1'- 7.0- LOAD OURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20,0)+DL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAO. TOP ANO BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00' 1- 2=(-26) 55 4-5=(-42) 56 4-2=(-390) 177 2- 3=(-74) 54 2-5=( -59) 44 BEARINQ LOCATIONS 0'- 0,0' 1'- 1.6' 1'- 7.0' HAX VERT REACTIONS -168/ 384V •16/ 41V •155/ 85V HAX HORZ REACTIONS -13/ 36H at OH -13/ 38H BRG SIZE 3.50' 3.50' 3,50' REOUIRED BRG AREA SQ.IN. (SPECIES) 0.61 DF ( 625) 0.07 DF ( 625) 0.14 OF ( 625) I 12 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = -0.032' 9 -2'- 6.0' Allowed = HAX TL DEFL = -0.049' e -2'- 6.0' Allowed = HAX TC PANEL LL OEFL = -0.003' e 0'- 8.9' Allowed = HAX TC PANEL TL OEFL = 0.004' 9 0'- 8.9' Allowed = 0.250' 0.333' 0.064' 0.082' 4.00 I HAX HORIZ. LL DEFL = 0.000' 9 HAX HORIZ. TL OEFL - -0.000' 9 5.2' 5,2' CM This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to laln windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.O, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 ^2.00 2-06 1-07 IPROVIDE FULL BEARING;Jts:CaI&l JOB NAME: LOOSEN Scale: 0.7956 Truss: EBB DES. BY: LA DATE: 9/30/2013 SEQ,: 5679144 TRANS ID: 380572 WARMNOS: 1. Builder and erectnn contiactor should be advised of all Generel Notes and Wamings before consttticlkin commences. 2. 2x4 compression web bracing must be InstaUed where shown *. 3. Addittenal temporary bracing lo insure stability during construction is the responsibilFly of the erector. Addittenal permanent bracing of the overall structure is the responsiblity of the buflding designer. 4. No k>ad should be spplied to any component untU alter all bracing and fasteners are complete and at no time shoukl any loads greater than design kiads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility forthe fabrication, handling, sh^ment and in9talatk>n of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which wiR be furnished upon request. MiTek USA, IncXompuTrus Software +7,6.5(1L)-E GENERAL NOTES, unless olherwise noted: 1. Ttiis dasign is baaed or^ upon the parametere shown and is tor an indivklu^ building con^nent. Ap^cabUy of design parametera and proper incorporation or component is tha responsbity of ttie buflding designer. Z Design assumes the top and bottom chords to oe lateraly bracad at 2' o.c. and at 10* o.c. raspectively unless braced ttiroughoiA their leng^ by continuous sheathing such aa plywood 8heathing(TC) and/or drywali(BC). 3. 2x Impact brklging or lateral bracing required where shown + * 4. Installation of Iruss is the responsiblity of the respective contractor. 5. Design assumes trusses are to l>e used in a non-corrasive environment, and are for "dry condition" of use. 6. Design assumes fuH bearing at all supports stMwn, Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indk:ate size of plate in inches. 10. For bask: connector pfate design values see ESR-1311, ESR-1988 (MiTek) IIIIIIIII -UHBER SPECIFICATIONS rC: 2x4 DF »1S8TR; 2x4 DF #2 T2 30: 2x4 DF #2 «EBS: 2x4 DF STAND rc LATERAL SUPPORT 30 LATERAL SUPPORT 3VERHANSS: 30.0' 12"0C. UON. 12'OC. UON. 0.0' LLl TRUSS SPAN 29'- 11.0' LOAD OURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING 20.0)+OL| 10,0) ON TOP CHORD = 30,0 PSF OL ON BOTTOH OHORD - 5,0 PSF TOTAL LOAD = 35.0 PSF Connector plate prefix designators: :,CN,C18,CN18 .. r -<,H20HS,U18HS BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ANO BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. ;,CN,C18,CN18 lor no prefix! = Co«puTrus, • H16 = HiTek HT series Inc BEARING LOCATIONS 0'- 0.0' 29'- 11.0" I C8C2010/IBC2009 1- 2= -45) 47 2- 3= -2495 637 3- 4= -2133 508 4- 5= -2090 533 5- 6= -2426 674 HAX HEHBER FORCES 2- 7=(-563) 2299 7- 8=1-401) 1475 8- 6=(-60S) 2222 4m/GDF/Cq=1.00-3- 7=(-528) 163 7- 4= -76) 683 4- 8= -108) 624 8- 5= -475) 193 HAX VERT REACTIONS -168/ 1205V -116/ 1047V HAX HORZ REACTIONS -124/ 107H -124/ 107H BRG SIZE 3.50' 3.50' REQUIRED BRG AREA SQ.IN. (SPECIES) 1.93 DF ( 625 1.68 OF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0.068' 9 -2'- 6,0' Allowed = HAX TL DEFL = -0.059" 9 -2'- 6,0' Allowed = HAX LL DEFL = -0.151' 9 10'- 4,4' Allowed = HAX TL DEFL = -0.263' S 10'- 4.4' Allowed = 0.250' 0.333' 1.467' 1.956' 15-01-12 14-09-04 7-11-12 7-02 12 4.00 —t— M-4X5 7-02 7-07-04 12 I 4.00 HAX HORIZ, LL DEFL ' HAX HORIZ, TL DEFL = 0,049' 9 0,084' 9 29'-29'-7,5' 7.5' This truss does not include any tiae dependent deforiation for long ten loading (creep) in tlie total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systea and coiponents and cladding criteria. Wind: 90 aph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE Enclosed, Cat.2, Exp.C, HWFRS, ' interior zone, load duration factor=1.6, Truss designed for wind loads / in the plane of the truss only. 7-05, M-1X3 M-3x5(S) M-1X3 n 7 8 r 1 {lyl-3x6 M-2.5x4 M-2,5x4 M-2.5x6| 10-04-07 9-06-11 9-11-15 12-00 17-11 2-06 29-11 JOB NAME: LOOSEN Scale: 0.2095 Truss: DTB DES. BY: LA DATE: 9/30/2013 SEQ.: 5679143 TRANS ID: 380572 WARNINGS: 1. Builder and erectkjn contractor shoukl ba advised of all General Notes arKi Wamings before conatructkm commences. 2. 2x4 compresskin web bracing must be instaled where shown +. 3. Additional tamporary bracing to insure stability during construction is the responsiblity ofthe erector. AddHkinal permanent brackig of the overal stmcture is the responslMHy ofthe buBdIng designer. 4. No toad shouki be applied to any component until after all bracing and fastenere are complete and at no time shoukt any kiads greater than design toads be applied to any component. 5. CompuTrus has no control over arxl assumes no responsibility for the fabrication, handling, shipment and instaflatkin of components. 6. This design is furnished subject to the limitations set forth by TPIAA/TCA in BCSI, copies of whKh wil be furnished upon request. MiTek USA, IncyCompuTrus Sottware 7.6.4-SP5(1L)-E OENERAU NOTES, unless otheiwise noted: 1. "ntis design Is based only upon the parametera shown and is far an indivkluai buiding component. ApplcablKty of design parameters and proper incorporatnn of component Is the responsibity of the buMing aesigner. 2. Desfgn assumes the top and bottom chords to be lateraly braced at 2* o.c and ^ 10* o.c. raspectively unless bracad throughoirt their tength by continuous sheathing such as plywood sheathingfTC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required whera shown ••• 4. Instalatkin of buss is ttM responsibility of the respetdivB contractor. 5. Design assumes trusses are to be used in e non-corrosive environment, and are for "dry conditton" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided, B. Plates shall be hKated on both faces of truss, and placed so their center lines coincide with joint centerlines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-ISSe (MiTek) IIIII LUHBER SPECIFICATIONS TC: 2X4 DF #2 BC: 2x4 DF «2 WEBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12'OC. UON, BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2X4 BRACINQ AT 24'OC UON. FOR ALL FLAT TOP CHORO AREAS NOT SHEATHED TRUSS SPAN 29'- 9,5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 30.0' 0.0' Connector plate prefix designators: C,CN,C1B.CN18 (or no prefix) = CoapuTrus, In M,H20HS,H1BKS,lil16 = MiTek UT series BEARING LOCATIONS 0'- 0.0' 29'- 9.5' 10-00-05 10-02-14 9-06-05 CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00-1 2= •45) 47 2-12=( 648 2420 3-12=( •141 91 2 3= -2613 735 12-13= 958 3072 12- 4= -47 457 3 4= -2475 738 13-14= 963 3036 12- 6= -849 286 4 5= 0 0 14-11=( 721 2140 6-13= 0 145 4 6= -2316 698 13- 7= 0 183 6 7= -3094 937 7-14= -913 273 7 9= -2206 715 9-14= -66 423 6 i= D 0 14-10=( 0 204 9 10= -2356 760 10 11 = -2358 803 MAX VERT HAX HORZ BRG REQUIRED BRG AREA REACTIONS -206/ 1201V -169/ 1043V REACTIONS •120/ 34H -120/ 34H SIZE 3.60' 3.50' SQ.IN. 1.92 1.67 (SPECIES) DF ( 625 DF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0.068' 9 -2'- 6.0' Allowed = HAX TL DEFL = -0.059' 9 -2'. 6,0' Allowed = HAX LL DEFL = -0.250' 9 15'- 1,7' Allowed = HAX TL DEFL = -0.437" 9 15'- 1,7' Allowed = 0.250' 0.333' 1.460' 1.947' HAX HORIZ. HAX HORIZ. LL DEFL = TL DEFL = 0.065' 9 29'-0.112' 9 29'-6.0' 6.0' 4-00-08 3-06-04 2-05-09 2-07-02 -f i f- 5-00-11 2-07-02 2-05-09 i 1- 3-06-04 This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the Intended use of this coiponent. Design conforas to lain windforce-resisting systei and coiponents and cladding criteria, ^-Wind: 90 aph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, 1 riR na Enclosed, Cat.2, Exp.C, HWFRS, j-uo-UB interior zone, load duration factor=1.6, 1 Truss designed for wind loads in the plane of the truss only. 8-00 7-06 MM-sxe 12 M-3x8 MHS-3x12(S) M-2'.5x4 14 M-3x8 M-3x5r 7-05 7-08-12 7-08-12 6-11 12-00 17-09-08 2-06 29-09-08 JOB NAME: LOOSEN Scale: 0.2104 Truss: DHW DES. BY: LA DATE: 9/30/2013 SEQ.: 5679142 TRANS ID: 380572 WARNINGS: 1. Bulkier and eraction contractor should be advised of al Qeneral Notes and Waminga befare constructton commences. 2. 2x4 compresston web bracing must be instmd where shown +. 3. Additional temporary bracing to insure stabity during constructton is the responsiblity of the erector. Addittonal permanert bracing of the overal structure is the responsibity ofthe buiding designer. 4. No toad should be applied to any component unll after all bracing and fasteners are complele and at no time should any loads greater than design toads be applied to any componenl. 5. CompuTms has no control over and assumes no responsiblity for the fabricatton, handling, shipment and Instalation of components. 8. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI. copies of whfeh wil be furnished upon request. MiTek USA, IncJCompuTms Software 7.6.4-SP5(1L)-E QENERAL NOTES, unless othenwise noted: 1. This design Is based only upon the parametere shown and is for an individual buikiing component. Appicabity of design parametera and proper incorporalton of componenl is the responsibility of the buiding designer. 2. Design assumes Ihe top and bottom chords to be lateraly braced at 2" O.C. and at IC o.c. respectively unless braced throughout their length by continuous sheathing such as plywood stwathlng(TC) and/or drywal(BC). 3. 2x Inipact brklging or lateral bracmg raquirad wtiere shown * * 4. Installation of truss is tfw rest)onsib9ity of the respective cwtlractor. 5. Design assurrtes trusses are to be used in a non-corrosive environment, and are for "dry condrlton" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be tocated on both faces or truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of piate in inches. 10. For basic connector plate design values see ESR-1311, ESR-198S (MiTek) HI II III] .UHBER SPECIFICATIONS rC: 2x4 DF #2 iC: 2x4 OF #2 VEBS: 2x4 DF STAND rc LATERAL SUPPORT <= 12'OC. UON. iC LATERAL SUPPORT <= 12'OC. UON. WTE: 2x4 BRACINQ AT 24'OC UON. FOR ML FLAT TOP CHORD AREAS NOT SHEATHED 3VERHANQS; 30.0' 0.0' Jnbalanced live loads have been considered for this design. lonnector plate prefix designators: :,CN,C18,CN1B (or no prefix) = CoipuTrus, Inc lll,H20HS,H1BHS,H16 = UiTek HT series TRUSS SPAN 29'- 9.5' LOAD DURATION INCREASE =1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORO CHECKED FOR 10PSF LIVE LOAO, TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 HAX HEHBER FORCES 4WR/G0F/Cq=1.00 1- 2= 2- 3= 3- 4= 4- 5= 4- 6= 5- 7= 6- 8= 7- 10= 9-11 = 10- 12= 11- 13= 12- 13= 13- 14= 14- 15= -45) 47 2-16=(-1016) 2422 -261B 1129 16-17= -1667 3054 -2523) 1216 17-18=(-1672) 3031 -2322) 1107 18-15=1-1062) 2171 -144) 143 -3019 1565 0 0 -3063 1645 0 0 •3020 1564 •143 143 -2251 1116 -2444 1231 -2395 1176 BEARING HAX VERT HAX HORZ LOCATIONS REACTIONS REACTIONS 0'- 0,0' -318/ 1207V -121/ 101H 29'- 9.6' -288/ 1063V -121/ 101H 3-16= -167 121 16-4= -106 400 16-5= -864 527 6-7= -151 157 5-17= -110 197 17-12= -86 221 10-11 = -151 15B 12^ 18= -912 521 13-18= -120 371 18-14= -126 241 BRG REQUIRED BRG AREA SIZE SQ.IN. (SPECIES) 3.50' 1,93 OF ( 625 3,50' 1,70 DF 625) 5K. <3 14-00-05 4-00-08 3-06-04 2-02-14 -i 1- 13-06-05 5-00-11 1-01-02-10-03-01-02 5-00-11 8-00 12 4,00 1 M-2.5x5 M-2.5x6 IS -1—f M-4X6 M-2.5x6 3-06-04 3-06-08 7-06 12 4.00 M-5x6 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0,068' 9 -2'- 6.0' Allowed = HAX TL DEFL = -0.059' 9 -2'- 6.0' Allowed = HAX LL DEFL = 0.391' 9 13'- 8.6' Allowed = HAX TL DEFL = -0.493" 9 13'- B.8" Allowed = 0,250' 0,333' 1,460' 1.947' HAX HORIZ. LL DEFL = HAX HORIZ. TL DEFL = •O.0B5' 9 0.112' 9 29'-29'-6.0' 6,0' This truss does not include any tiae dependent deforaation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits witn the intended use of this coiponent. Design confons to aain windforce-resisting systea and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp,C, HWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. 12-00 17-09-08 2-06 29-09-08 JOB NAHE: LOOSEN Scale: 0.1854 Truss: DHV DHY DES. BY: LA DATE: 9/30/2013 SEQ.: 5679141 TRANS ID: 380572 iiiiniiiiiiiii WARMNOS: 1. Bulkier and erection contractor shoukl be advised of all Qeneral Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Addittonal temporary bracing lo insure stabifity during constmction is the resporuiblNty of Uia erector. ^dMtonal permanent bracir^ of the overal structijre is the responsibility of the building designer. 4. No toad shouid be applied to any component until alter an bracing and fastenere are complele and at no time shoukl any toads greater than design toads be applied to any component. 5. CompuTrus has no control over and assumes no responsibiitty for the fabricatton. handling, shipment and instalation of components. 6. This design is fumished subject to the linutations set forth by TPi/WTCA in BCSI, copies of wfiich wffl be fumished upon requesi. MiTek USA, lnc7CompuTrus Software 7.6.4-SP5(1L)-E GENERAL NOTES, unless othenvba noted: 1. This design is based only upon tha parametera shown arxl is for an indhridual buikiing component. Appicabity of design parameters and praper incorporatton of componant is the responsliity of the buiding designer. 2. Design assumes the lop and bottom chords to be laterely br«^ af 2* o.c. and at ICT o.c. respectively unless bracad throughout their length by cor^uous SheaUiing such as plywood sheathk>g(TC) and/or drywall(DC). 3. 2x Intact bridgtog or btaral bracing required where shown "•• * 4. Installation of truss is the responsibity of tiie respective contractor. 5. Design assumes trusses ara to be used in a non-corrosive en\^onment, and are for "dry conditton" of use. 6. Design assumes ^11 bearing at sA supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be tocated on both facts of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicale size of plate in inches. 10. For basic connector plale design values see ESR-1311, ESR-198S (MiTek) uiiiimii LUHBER SPECIFICATIONS TC: 2x4 DF #2 BC; 2x4 OF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC UTERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACINQ AT 24'OC UON. FOR ALL FUT TOP CHORO AREAS NOT SHEATHED OVERHANGS: 30.0' co- Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc H,H20HS,HieHS,H16 = HiTek HT series TRUSS SPAN 29'- 9.5" LOAO DURATION INCREASE =1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAO = 35.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOAOS ACT NON-CONCURRENTLY. 0802010/1802009 HAX HEHBER FORCES 4»R/60F/Cq=1.00' 1- 2= -45 47 2 16=( -833) 2409 3-16=( -136 101 2- 3= -2603 934 16 17= -1308 3053 16- 4=( -60 418 3- 4= -2498 999 17 18= •1312) 3017 16- B=( -823 388 4- 5= -150 154 18 15=1 -886) 2128 5- 6=( -96 103 4- 6= -2253 845 8-17=( -103 178 5- 7= 0 0 17- 9=1 -67 213 6- 8= -2348 956 11-12=( -96 105 8- 9= -3075 1286 9-18= -888 386 9-11" -2237 960 13-18= -81 -84 385 10-12= 0 0 18-14=1 -81 -84 215 11-13= -2144 846 -81 -84 215 12-13= -148 157 13-14= -2380 1009 14-15= -2347 985 BEARING HAX VERT HAX HORZ BRG LOCATIONS REACTIONS REACTIONS SIZE 0'- 0.0' -263/ 1201V -108/ 79H 3.50" 29'- 9.5' -228/ 1043V -108/ 79H 3.50' REQUIRED BRG AREA SQ.IN. (SPECIES) 1.92 DF ( 625 1.67 DF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL OEFL = 0.068" 9 -2'- 6.0" Allowed = 0.250' HAX TL DEFL = -0.059' «> -2'- 6.0' Allowed = 0.333' HAX LL DEFL = 0.288' 9 15'- 1.7' Allowed = 1.460' HAX TL DEFL = -0.433' 9 15'- 1.7" Allowed = 1.947' 12-00-05 6-02-14 11-06-05 4-00-08 3-06-04 4-01-13 0-10-14 5-00-11 0-10-14 4-01-13 3-06-04 3-06-08 f f f i—i f--f— f f f 8-00 7-06 12 4.00 I M-2.5x5 M-2.5x4 1^-4x6 M-2.5x4 M-2.5x5 M-4x 12 M-5X6 -4x6 M-1x3 o 1 4.00 «I-1X3 r!M-3x6 > 16 M-3x8 I MHS-3x12(S ) M-2V5X4 L 18 M-3X8 L M-2.5x6r J. y 7-05 7-08-1,2 ^ 7-08-12 6-11 2-06 12-00 17-09-08 29-09-08 HAX HORIZ. LL DEFL = -0.074' 9 29' HAX HORIZ. TL DEFL = 0.112" 9 29' 6.0' 6.0' This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design conforas to aain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 aph, h=15ft, TCDL=6,0,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. JOB NAHE: LOOSEN Scale: 0,1854 Truss: DHU DHX DES. BY: LA DATE: 9/30/2013 SEQ.: 5679140 TRANS ID: 380572 WARMNOS: 1. BuMer and erectton contrector should be advised of all General Notes and Warnings before constructton commences. 2. 2x4 compresston web bracing must be installed where shown 3. Addlttonal temporary bracing to insure stability during construction is the responsibility ofthe erector. AddHtonal permanent bracing of the overal stnicture is the responsibility of the building designer. 4. No toad should be appfied to any component untA after all biaong and fasteners are complete and at no bme should any toads greater than design toads be appfied to any component. 5. CompuTms has no contral over and assumes no responsibility for the fabricatton, handfing, shipmenl and instalation of components. 6. This design Is furnished subject to the limilations set forth by TPI/WTCA in BCSI. copies ol which will be (umished upon request, MiTek USA, Inc/CompuTrus Software 7.6.4-SP5(1L)-E GENERAL NOTES, unless othemise noted: 1. This design is based only upon the parametere shown and is for an individual buMing component. Appficablity of design parametera and proper incorporatnn of component is the responsibility of the buMding designer. 2. Design assumes Ihe top and botiom chords to be lateraly braced at 2' o.c. and at 10* o.c. respectively unless braced throughout their length by continuous sheathing such as i^ood shaBthing(TC) and/or drywiMKBC). 3. 2x Impact bridging or lateral bracing required whera shown •*• * 4. Instdlatton ol truss is the responsibility of the raspective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition" of use. 6. Design assumes fuK bearing at al supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 6. Plates shall be tocated on both faces of truss, and placed so their center lines coincide with Joint center fines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) .UHBER SPECIFICATIONS rc: 2X4 OF #2 3C: 2x4 OF #2 VEBS: 2x4 DF STAND rc UTERAL SUPPORT <= 12"00. UON. JC LATERAL SUPPORT <= 12'OC. UON. 40TE: 2x4 BRACING AT 24'OC UON. FOR ^LL FLAT TOP CHORD AREAS NOT SHEATHED TRUSS SPAN 29'- 9.5' LOAD DURATION INCREASE = 1,25 SPACED 24.0' O.C. LOADING LL( 20.0)tOL{ 10.0) ON TOP CHORO = 30.0 PSF OL ON BOTTOH CHORD = S.O PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORO CHECKED FOR 10PSF LIVE LOAO. TOP ANO BOTTOH CHORD LIVE LOAOS ACT NON-CONCURRENTLY. CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00' 1 2=( -45 47 2-12= -648) 2516 3-12=(-t55) 161 2 3=1 -2613 735 12-13= •958' 3072 12- 4=( -47 457 3 4=1 -2475 738 13-14= •963' 3036 12- 6= -849 286 4 5=1 0 0 14-11= -721' 2460 6-13= -137 225 4 6=1 -2318 698 13- 7=1-115 247 6 7=1 -3094 937 7-14= -913 273 7 8 It II otat •2206 0 715 0 9-14= -66 423 14-10=( -94) 246 9 10={ -2356 760 10 11=1 -2358 803 3VERHANGS: 30.0' 0.0' Connector plate prefix designators: :,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc J,H20HS,H18HS,U16 = UiTek UT series BEARING LOCATIONS 0'- 0.0' 29'- 9.5' HAX VERT REACTIONS -206/ 1201V •169/ 1043V HAX HORZ REACTIONS •2000/ 2000H -2000/ 2000H BRG SIZE 3.50' 3.50" REQUIRED BRG AREA SO.IN. (SPECIES) 1.92 DF ( 625) 1,67 OF 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL OEFL = 0.06B' 9 -2'- 6,0' Allowed = 0.250' HAX TL DEFL = -0.059' 9 •^^• 6.0" Allowed = 0.333' HAX LL DEFL = -0.250' e 15'- 1,7" Allowed = 1,460' HAX TL DEFL = -0.437' 9 15'- 1.7" Allowed' 1,947" 1- i 10-00-05 10-02-14 9-06-05 4-00-08 3-06-04 2-05-09 2-07-02 5-00-11 2-07-02 2-05-09 -t f •• 3-06-04 3-06-08 8-00 HAX HORIZ, LL DEFL HAX HORIZ, TL DEFL 0.065' 9 0.112' 9 29'-29'-6.0' 6.0' This truss does not include any tine dependent igner ts with the deforiation for long ten loading (creep) in the total load deflection. The building desig shall verify that this paraieter fits intended use of this coiponent, ICOijorg: 2000.00 LBS DRAG LDAD. I Design confons to lain windforce-resisting ^ systei and coiponents and cladding criteria. Wind; 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, f Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. 12-00 17-09-08 2-06 29-09-08 JOB NAUE: LOOSEN Scale: 0.2104 Truss: DHT DES. BY: LA DATE: 9/30/2013 SEQ.: 5679139 TRANS ID: 380572 llll WARNINQS: 1. Builder and eretdton contractor should be advised of al General Notes and Wamlrtgs betare constructton commences. 2. 2x4 compresston web bracing must t» instmd where shown *. 3. Addittonal temporary bracing to insure stabity during consUuctton is ttie responsiblity of the erector. AddKtonal pennanent bractog of yne overall structura is the responsiblity of the buiding designer. 4. No toad should be appfied to any component unti after aR bracing and fastenere are complete and at no time should any loads greater than design toads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabricatton, handling, shipment and instalation of components. 6. This design is fumished subject to the fimitations set forth by TPI/WTCA in BCSI. copies of which will be Kirnished upon request. MiTek USA, IncyCompuTais Software 7.6.4-SP5(1L)-E OENERAL NOTES, uniass otherwise noted: 1. This design is based only upon the parametere shown and is fbr an individual buiding component. ApplcablKty of design parameters and proper incorporatton of component is the responstoHity ofthe buiding designer. 2. Deugn assumes the top and tiottom ctwrds to be lateraly braced a( 2* O.C. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywal(EIC). 3. 2x Irnpact bridging or tateral bracing required wlwre shmvn -i- * 4. InstaHatton of truss is Ihe responsiblity of the respective contractor. 5. Design assumes trusses are to be used in a norvcorroslve environment, and are fbr 'dry conditton'' of use. 6. Design assumes full bearing at al supports shown. Shim or wedge if necessary. 7. Destgn assumes adequate drainage is provided. 8. Plates ShaH be localed on bolh faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indtoate size of plate in inches. 10. For basic connector plale design values see ESR-1311, ESR-1968 (MiTek) LUHBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2X4 OF Ill2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12"OC, UON. BC UTERAL SUPPORT <= 12"0C, UON, NOTE: 2x4 BRACING AT 24'OC UON, FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TRUSS SPAN 29'- 9.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADINQ LL( 20.0)tDL( 10.0) ON TOP CHORD = 30,0 PSF DL ON BOTTOM CHORD = 5,0 PSF TOTAL LOAD = 35,0 PSF BOTTOH CHORO CHECKEO FOR 10PSF LIVE LOAD, TOP ANO BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY, CBC2010/IBC2009 1 2= -45 47 2 3= -2606 591 3 4= -2388 531 4 5= 0 0 4 6= -2228 494 6 7= -2759 627 7 9= -2139 514 8 9= 0 0 9 10= -2292 556 10 11= •2382 664 HAX HEHBER FORCES 2-12=(-516) 2467 4m/GDF/Cn=1.00- 14-11= -610 2425 3-12= 12- 13= -639 2748 12- 4= 13- 14= -645 2719 12- 6= 6- 13= 13- 7= 7- 14= 9-14= 14- 10= -204) 139 •38 44B -616 167 -146 204 -126 22S -670) 152 -56) 420 -149 218 OVERHANGS: 30.0' 0.0' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, H,H20HS,U18HS,U16 = UiTek HT series Inc BEARING LOCATIONS 0'- 0.0' 29'- 9.5' HAX VERT REACTIONS -155/ 1201V -116/ 1043V HAX HORZ REACTIONS -2000/ 2000H -2000/ 2000H BRG SIZE 3.50' 3.50' REQUIRED BRG AREA SO.IN. (SPECIES) 1.92 DF ( 625) 1.67 DF 625) VERTICAL DEFLECTION LIHITS: HAX LL DEFL = 0,068' 9 -2 HAX TL DEFL = -0.059' 9 -2 HAX LL DEFL = -0.213' 9 15 HAX TL DEFL = -0.372' 9 15'- LL=L/240, TL=L/180 6.0" Allowed = Allowed = Allowed = Allowed = - 6.0" 1.7' 1.7* 0.250" 0.333" 1.460" 1.947" I 8-10-13 12-05-14 8-04-13 4-05-12 3-11-08 0' 05-09 4-00-02 4-05-11 4-00-02 0-05-09 3-11. -pf 08 3-11-12 -10-08 8-04-08 HAX HORIZ. LL DEFL HAX HORIZ. TL DEFL 0.060' 0.104" 29' 29' 6.0' 6.0' This truss does not include any tiie dependent deforiation for long tern loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. ICOND. 2: 2000.00 LBS DRAG LOAD. I Design confons to lain windforce-resisting systei and coiponents and cladding criteria. 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. Wind: JOB NAHE: LOOSEN Scale: 0.2066 Truss: DHR DES. BY: LA DATE: 9/30/2013 SEQ.: 5679138 TRANS ID: 380572 iiiiiilliiiiiiiiil WARNINQS: 1. BuMar and erectton contractor shoukl be sdvised of all General Notes and Waminga befora constroction commences. 2. 2x4 compresston web bracing must be installed where shown +. 3. AddXtonal temporaiy bracing to insure stability during constnjctton is the responsibility of the erector. Addittonal permanent bracing of Ihe overall stnicture is the responsiblity of ^e buiding designer. 4. hto toad should be applied to any component until after all bracing and fastenere are complete and at no time shouid any loads greater than design toads be appltod to any component. 5. CompuTros has no conhvl over and assumes no responsibility tor the fabricatton, handling, shipment and instalalion of components. 6. This design is fumished subjecl lo the limilatjons set forth by TPI/WTCA in SCSI, copies ofwhich wi be furnished upon request. MiTek USA, IncyCompuTrus Software 7.6.4-SP5(1L)-E GENERAL NOTES, unless othenvise noted: 1. This design is based only upon the parametera shown and is fbr an indivkluai buldtng component. Applicabity of design parameters and praper incorporatton of component is the rasponsibHIty of ttte buiding designer. 2. Design assumes tiie top and botiom chords to be laterely braced at 2' o.c. and at 10* o.c respectively unless braced throughout their length by continuous stieatiiing such as plywood sheatiiing(TC) and/or drywalpC). 3. 2x Impact bridging or lateral bracing required where shown * 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to used in a non-corrosive environment, and are for "dry conditton" of use. 6. Design assumes hill bearing at al supports shown. Shim or wedge if necessery. 7. Design assumes adequate drainage is provided. 8. Plates shal be tocaled on both faces oftruss, and placed so their center lines coincide with joint cenler lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1986 (MiTek) lllllllllll LUHBER SPECIFICATIONS TC: 2X4 DF #2 BC: 2x4 OF #2 WEBS: 2x4 DF STAND TC UTERAL SUPPORT <= 12"OC, UON. BC LATERAL SUPPORT <= 12"0C, UON, NOTE: 2x4 BRACING AT 24'OC UON, FOR ALL FUT TOP CHORD AREAS NOT SHEATHED 29-09-08 STUB HIP SETBACK 8-00-00 FROH END WALL LOAD DURATIOH INCREASE = 1.ZS (Non-Hep) TC UNIF LL( TC UNIF LL( TC UNIF LL( BC UNIF LL 40.0)+DL( 100,0 +DL 40.0 +DL( 0.0 +DL( LOADING 20.0)= 60.0 PLF 50.0 = 160.0 PLF 20.0 = 60.0 PLF 25.0 = 25.0 PLF 0.0' TO 0.0' TO 3.5' TO 0.0' TO TC CONC LL( TC CONC LL 373.3)+DL( 373.3)+DL( 186.71= 186.7 = 560.0 LBS 9 560.0 LBS 9 8'- 22' - 22'-29'-29'- 0,0" 3,5" CBC2010/IBC2009 1- 2= •44) 46 2- 3= -6486 1282 3- 4= -6736 1342 0.0" V 4- 5= 0 0 3.5' V 4- 6= -6386 1276 9.5' V 6- 7= -8454 1826 9.5' V 7- 9= -6116 1242 8- 9= 0 0 9-10= -6452 1306 10-11= -5892) 1202 OVERHANGS: 30,0' Connector plate prefix designators: C,CN,C16,CN18 (or no prefix) = CoipuTrus, Inc H,H20HS,H18HS,H16 = UiTek UT series BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAO. TOP AND BOTTOH CHORD LIVE LOAOS ACT NON-CONCURRENTLY, ( 2 ) coiplete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 rowlsj throughout 2x4 top chords, 9' oc in 1 row(s) throughout 2x4 bottoi chords, 9' oc in 1 rowjs] throughout 2x4 webs. 1 BEARING LOCATIONS 0'- 0.0' 29'- 9.5' HAX VERT REACTIONS -477/ 2607V -454/ 2490V 2-)2=/-1)BB) 12- 13= 13- 14=( 14- 11= 1892 1880 1098 HAX HORZ REACTIONS -80/ 63H -80/ 63H 6048 8398 8310 5386 BRG SIZE 3.50" 3.50" 3-12=( -102) 544 '-' 968 676 0 212 0 282 2414 702 12- 4= -II 12- 6=1-2232 6- 13=1 13- 7= 7- 14= 9-14= 14- 10= 892 844 REQUIRED BRG AREA SO.IN. (SPECIES) 4,17 DF ( 625) 3,98 DF I 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0,017' 9 -2'- 6.0" Allowed = 0.250" HAX TL DEFL = -0.015" 9 -2'- 6.0' Allowed = 0,333' HAX LL DEFL = -0.340" 9 15'- 1.7' Allowed = 1,460' HAX TL DEFL = -0.587' 9 15'- 1.7' Allowed = 1.947" o to ci •^ o CD CO O CO 8-00-05 0-05-09 fi 14-02-14 0-05-09 i-i 7-06-05 4-00-08 3-06-04 4-07-02 5-00-11 4-07-02 -ii- 3-06-04 3-06-08 8-00 7-06 in Ziz HAX HORIZ. LL DEFL = 0.086' 9 29'- 6.0' HAX HORIZ, TL DEFL = 0.149' 9 29'- 6.0" This truss does not include any tlie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 aph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, < Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6, / Truss designed for wind loads I in the plane of the truss only. r|M-3x8 L 12 M-SxS L 13 CN18-3x17.9(S) M-2.5x4 L 14 M-3X8 I M-4x5ri > 7-05 f 7-08-12 i 7-08-12 6-11 > y y-2-06 12-00 17-09-08 29-09-08 JOB NAME: LOOSEN Scale: 0.2104 Truss: DH2 DES. BY: LA DATE: 9/30/2013 SEQ.: 5679137 TRANS ID: 380572 WARNINGS: 1. Buider and erectton contractor should be advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be instaHed where stiown +. 3. Additional temporary bracing to ^sure stability during constroction is the responsibility of the erector. Additiwial permanent bracing of the overal structure is the responsibility of the building designer. 4. No load should be applied lo any component until alter all bracing and fasteners are complete and at no time should any loads greater tiian design loads be applied to any component. 5. CompuTrus has rro control over and assumes no responsibility for ths fabrication, handling, shipment and instalation of components. 6. This design is furnished sut^ect to the lirrutations set forth by TPUWTCA in BCSI, copies of which wil be furnished upon requed. MiTek USA, Inc/CompuTrus Sottware 7.6.4-SP5(1L)-E GENERAL NOTES, unless othenivise noted: 1. This design Is based only upon the parametera shown and is for an kidividual tHiUdlng component. AppKcabiSty of design parameters and praper incorporation of componenl is the responsbity of the buiding designer. 2. Design aasumes the top and bottom chords to be lateraly braced at 2 o.c. and at IO" o.c. respectively unless braced througlwut their length by continuous sheathing such as plywood sheattiing(TC) and/or diywall(BC). 3. 2x Impact bridging or lateral bracing required where shown *• * 4. Instalation of truss Is tha responsibilrty of tiie respective contiactor. 5. Design assumes trusses are to be used in a non-corrosive environment, and ara for "dry condition' of use. 6. Design assumes ful bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage ts provided, S. nates shall be located on both faces of truss, and placed so their center lines coincitte with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, E5R-ig88 (MiTek) lllllllllll LUVBER SPECIFKATIOtiS TO: 2x4 DF #2 BC: 2x4 DF «2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12'OC, UON, BC UTERAL SUPPORT <= 12'OC, UON. NOTE: 2x4 BRACINO AT 24"0C UON. FOR ALL FUT TOP CHORD AREAS NOT SHEATHED 30-03-08 mp SETBACK B-OO-DO FROH END WALL LOAD DURATION INCREASE = 1,25 (Non-Rep) TC UNIF LL( TC UNIF LL( TC UNIF LL( BC UNIF LL 40,0)tDL( 100,OS+DL 40,0)+DL 0,0 +DL LOADING 20,01= 60.0 PLF 50.0 = 150.0 PLF 20.0j= 60.0 PLF 25.0)= 25.0 PLF 0.0" TO 0.0' TO 3.5' TO 0.0" TO TC CONC LL( TC CONC LLj 373.3)tDL( 373.3)tDL( 186.7)= 1B6.7 = 560.0 LBS 9 560.0 LBS 9 22' 22'-30'-30'- 0.0" 3.5' 0.0' 3.5' 3.5' 3,5' OVERHANGS: 30,0' 30.0" BOTTOH CHORO CHECKEO FOR 10PSF LIVE LOAD, TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY, Connector plate prefix designators: C,CN,C18,CN18 • .. r . I«,H20HS,H18HS,I C,CN,C18,CN18 (or no prefixT = CoipuTrus, Inc -,H16 = UiTek HT series ( 2 ) coiplete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9' oc in 1 rowjs) throughout 2x4 bottoi chords, 9" oc in 1 row(s) throughout 2x4 webs. CBC2010/IBC2009 1- 2=( -44 2- 3= -6604 3- 4= -6S68 4- 5= 0 4- 6=(-6510 6- 7= -8710 7- 9=1-6510 B- 9= 9-10= 10- 11=( 11- 12= 0 6866 6604 -44 46 0 1292 1862 1292 0 1360 1298 46 BEARING LOCATIONS 0'- 0.0" 30'- 3.5" HAX VERT REACTIONS -432/ 2641V -482/ 2641V HAX HEHBER FORCES 2-13=(-1204) 6158 4WR/GDF/Cq=1,00 ' 3-13=( -104) 556 1298 13-14= -1922 8610 13- 4= -124) 1004 1360 14-15= -1922 8610 13- 6=(-2312) 690 15-11=(-1204 6- 14= 14- 7= 7- 15= 9-15= 15- 10= 0) 244 0) 244 2312) 690 -124) 1004 -104 556 HAX HORZ REACTIONS •80/ BOH -80/ BOH BRG SIZE 3.50" 3.50" REQUIRED BRG AREA SO.IN. (SPECIES) 4.22 DF ( 625) 4.22 DF ( 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/1B0 HAX LL DEFL = 0.017" 9 -2'- 6.0" Allowed = 0.260" HAX TL DEFL = -0.015" 9 -2'- 6.0" Allowed = 0,333" HAX LL DEFL = -0,368" 9 15'- 1.7" Allowed = 1.4B5" HAX TL DEFL = -0.636" 9 15'- 1,7" Allowed = 1,981" HAX LL DEFL = 0,017" 9 32'- 9,5" Allowed = 0.250' HAX TL DEFL = -0,015' 9 32'- 9,5' Allowed = 0,333' eg 8-00-05 0-05-09 i-i 14-02-14 0-05-09 ft 8-00-05 4-00-08 3-06-04 -it 4-07-02 5-00-11 4-07-02 -ii- 3-06-04 4-00-08 8-00 8-00 riM-3x8 I 13 M-3X8 L 14 M-2.5x4 CN18-3x17.9(S) L 15 M-3x8 1- M-3x8ri J, y 7-05 7-08-12 i 7-08-12 — r 7-05 > 12-00 18-03-08 HAX HORIZ. HAX HORIZ. LL DEFL : TL DEFL 0.092" 0.158' SO- SO' 0.0" 0,0" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and components and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6,0,BCDL=3,0, ASCE 7-05, Enclosed, Cat,2, Exp,C, HWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. 2-06 30-03-08 2-06 JOB NAHE: LOOSEN Truss: DH scale: 0.1993 DES. BY: LA OATE: 9/30/2013 SEQ.: 5679136 TRANS ID: 380572 WARNINQS: 1. Builder and eradion contractor should be advised of aR General Notes and Wamingt twfore construction commences. 2. 2x4compresstonwebb(actngtTVistbeir\ttBledwtwestWNn+. 3. AddttionaJ lemporary bracing to iruure stabity during construction is the responsibility of tfte erector. AddKional permanent bracing of ttia overall structure is tha responsibity of the buiiding designar. 4. No load should be applied to any component until alter all bracing and fasteners are comptete end at no time ihould any loads greater than design loads be applied to any component. 5. CompuTrus tras no control over ar\d assuirws rvo respoivstbility for ttie fabrication, frendling, shipment and installation of components. 6. Ttiis design is fumished subjecl to the limitations set forth by TPI/WTCA in BCSI. copies of which wi be fumished upon request. MiTek USA, Inc/CompuTrus Software 7.6.4-SP5(1L)-E OENERAL NOTES, unless ottienwise noted: 1. This design is based only upon the parameters shown and is for an individual buikiing component. Applicwity of design parametars and proper incorporation of component is the responsbity of the buiMing designer. 2. Design asaumes the top and bottom chords to be lateraly braced at 2' o.c. and at 10* o.c. respectively unless braced throughout their length by continuous sheathing sucti as p^ood sheathingCTC) and/or dtywallfBC). 3. 2x Impact bridging or lateral bracing required where shown + + 4. Instalation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are lo be used in a non-conosive environment, and are for "dry condition" of use. 6. Design assumes fufl bearing at al supports sliown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. S. Plates ShaR be located on both faces or truss, and placed so their center Nnes coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-ie88 (MiTek) llllll LUHBER SPECIFICATIONS TC: 2X4 DF #1&BTR; 2x4 DF ll T2 BC: 2x4 DF |I2 WEBS: 2X4 DF STAND TC UTERAL SUPPORT <= 12"0C. UON. BC UTERAL SUPPORT <= 12"0C. UON. NOTE: 2X4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-00-00 HONO HIP SETBACK 8-00-00 FROH END WALL LOAD DURATION INCREASE = 1,25 (Non-Rep) CBC2010/IBC2009 HAX HEHBER FORCES TC UNIF LL( 40.0)+DL( TC UNIF LL 100.0 tDL( BC UNIF LL( 0.0)tDL( LOADING 20,0)= 60,0 PLF 50,0 = 150,0 PLF 25,0 = 25,0 PLF 0.0' 0,0' 0.0' 0.0' V 0.0' V 0,0" V TC CONC LL( 373.3)'i'DL( 186,7)= 560.0 LBS 9 8'- 0.0" BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 9'- 0,0" OVERHANGS: 30.fl-CO" Connector plate prefix designators: C,CN,C1B,CN1B (or no prefixT = CoipuTrus, Inc H,H20HS,H13HS,H16 = HiTek UT series I 8-00-05 0-05-09 0-11-11 -i--i 7-06-12 0-11-11 -i i f 8-00 12 4.00 M-4X6 "^560# t 1- 2= 2- 3= 3- 4= 3-5= HAX VERT REACTIONS -92/ 626V -150/ 966V -45) -4B6 0 -396 2-6=j 6-7= 396 63 4WR/GDF/Cq=1.00-6-3=( -481) 13B 6-5= 0 773 5-7=(-1040 99 HAX HORZ REACTIONS -79/ 67H -79/ 67H BRS SIZE 3.50" 3.50' REOUIRED BRG AREA SQ.IN. (SPECIES) 1.00 OF ( 625 1.55 DF 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/iaO HAX LL DEFL = 0.068' 9 -2'- 6.0' Allowed = HAX TL DEFL = -0.059' 9 -2'- 6.0' Allowed = HAX LL OEFL = -0.010' 9 8'- 0.0' Allowed = HAX TL DEFL = -0.017" 9 8'- 0.0' Allowed = 0,250' 0,333" 0,421" 0,561" HAX HORIZ. LL DEFL = 0.002" HAX HORIZ. TL DEFL = 0,004' 8'- 10,3' 8'- 10,3" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The buiiaing designer shall verify that this paraieter fits witn the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6,0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6, Trtiss designed for wind loads in the plane of the truss only. 7-06-12 1-05-04 2-06 9-00 JOB NAHE: LOOSEN Scale: 0.4561 Truss: CMH DES. BY: LA DATE: 9/30/2013 SEQ.: 5679135 TRANS ID: 380572 III WARNINOS: 1. Builder and erection contractor should be advised of all General Noles and Wamings bebre construction commances. 2. 2x4 compression web bracing must be instaNed where shown *, 3. Additional temporary bracing to insure stabttty during constmction is the responsiblity of tha erector. Addtional permanent bracing of the overal structure is the responsiblity ofthe buiding designer. 4. No load should be applied to any component unti afler all bracing and ^steners are complete and at no lime sfwukl any loads greater than design loads be appfied to any component, 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Instalation of components. 6. This design is fumished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which wil be fumished upon request. MiTek USA, IncVCompuTrus Software 7.6.4-SP5(1L)-E GENERAL NOTES, unless othenvise notad: 1. This design is based only upon the parametere shown and is fbr an individual buiding componant. Ap^cabiTrty of design parametere and proper incorporation of componant is the raaponsliiSty ofttie building designer. 2. Design assumes the top and bottom chords to oe lateraly braced af 2* o.c. and 10' ox. respectively unless braced throughout ttieir length by continuous sheathing such as plywood sheathingfTC) and/or drywatl(BC). 3. 2x Impact bridging or tatarel bracing raquired where shown + •» 4. InstaMion of truss is Ihe responsibPity of the respective contractor. 5. Design asaumes tiuases are lo tw used in a non-corrosive environment, and are for 'diy condition" of use. 6. Design assumes full bearing at all supports shown. Stiim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shal be located on both taces or truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR<1968 (MiTek) IIIII Villi LUPJjER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x6 DF #2 WEBS: 2x4 OF STAND TC UTERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FUT TOP CHORD AREAS NOT SHEATHED TC UNIF LL( BC UNIF LL( 9-00-00 GIRDER SUPPORTING 14-03-08 LOAD DURATION INCREASE = 1.25 (Non-Rep) 40.0)+DL( 122.9)+DL( LOADING 20.0)= 60.0 PLF 102.2)= 225,1 PLF 0.0' 0.0' BOTTOH CHORD CHECKEO FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY, 0.0" 0,0' BEARING LOCATIONS 0'- 0.0' 9'- 0.0' CBC20tO/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2040) 233 1-6=(-21B) 1894 6-2=( -88) 10B6 2- 3=( -69) 76 6-7=(-213) 1825 2-7=(-ig72) 231 3- 4={ -43) 46 7-4=( -107) 63 3-5=( 0) 0 HAX VERT REACTIONS •145/ 1283V -147/ 1283V HAX HORZ REACTIONS -59/ 73H •59/ 73H BRS SIZE 3.50' 3.50" REQUIREO BRG AREA SQ.IN. (SPECIES) 2.05 DF ( 625) 2.05 DF ( 625) Single leiber as shown. Hangers attached to the bottoi chord will have 1.5" lax. nail penetration. f- Unbalanced live loads have been considered for this design. 8-10-13 0-10-09 i i i Connector plate prefix designators: C,CH,C18,CN1B (or no prefix) = CoipuTrus, Inc H,H20HS,H1BHS,U16 = HiTek HT series 4-10-08 3-01-03 0-01-03 —ii 0-01-12 fi r 8-10-08 12 4.00 M-4x6 M-2.5x5 ^, it M-4X6 M-5X16 1^ 1^7 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/1B0 HAX LL DEFL = -0.035" 9 • i.T Allowed = HAX TL DEFL = -0.061" ? 4'- 8.7" Allowed' 0.421" 0.561" HAX HORIZ. LL OEFL = 0.008" 9 HAX HORIZ. TL DEFL = 0.014" 9 8.5" 8.5" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BC0L=3.0, ASCE 7.05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4-08-12 4-03-04 9-00 JOB NAHE: LOOSEN Truss: CMG OES. BY: LJ DATE: 7/31/2013 SEQ.: 5610869 TRANS ID: 374989 Scale: 0.4B82 WARMN9S: 1. Buider and erection contractor should be advised of sA General Notes and Wamings before consttuction cotninences. 2. 2x4 compression web btacinfi must be instalted where shown *. 3. Additional temporary brecing to insure stabity during construction is the tesponsibCty of the erector. Additional permenent bracing of tha overall stnjcture is the rasponsibilily of the building designer. 4. No load shouid be appfied to any component undl afler all bracing and fasteners ara complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no conlrol over and assumes no responsibiity for the fabrication, handling, sh^ent and instalation of components. 6. This design is fumished subject to the limitattons set forth by TPI/WTCA in BCSI, copies ofwhich wl be fumished upon request. MITek USA. IncJCompuTrus Soflware 7.6.4-SP5(1L)-E oeNERAL NOTES, unless othenwise noted: 1. This design is based only upon the parameters shown end Is for an individual buiMing componenL AppficablHty of design parameters and proper incorporation of component Is the responsbWty of the building designer. 2. Dasign assumes the top and bottom chords to be lateraly braced at Z" O.C. and at 10' o.c. raspedivaly untess braced throughout their tength by continuoua sheathing such as plywood SheathingCTC) and/or drywan(BC]. 3. 2x Impact brklging or lateral biacing required where shown * * 4. Instalalion of truss is the responsibifity of the respecthre contractor. 5. Design assumes tmsses are to be uaed in a non-coirosive environment, end are Ibr "dry condition'' of use. 6. Design sssumes ful bearing at Bl suppoits shown. Shim or wedge if necessary. 7. Design auumes adequate drainage is provided. a. Plates shall be tecaled on bolh faciss oftruss, and placed so their center lines coincide with joint canter fines. 9. Digits indicate size of plate in inches. 10. For basic connector plale design values see ESR-1311, ESR-igae (MiTek) lllllllllll LUITfR SPECIFICATIONS TC: 2x4 DF #2 BC: 2x6 DF HfUBTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. BC LATERAL SUPPORT <= 12"00. 23.00-00 GIRDER SUPPORTING 30-03-08 23-00-00 GIRDER SUPPORTING 9-00-00 LOAD OURATION INCREASE = 1.25 (Non-Rep) UON. UON, TC UNIF LL( 40.0)+0L( BC UNIF LL( 237.1)+DL( BC UNIF LL( 70.0)tDL( LOADING 20.0)= 60,0 PLF 222,2)= 459,3 PLF 52.5)= 122.5 PLF 0.0" 0.0" 0.0" 23' 23' 23' 0.0" V 0.0" V 0.0" V NOTE: 2X4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORO AREAS NOT SHEATHED Connector plate prefix designators: C,CK,C1B,CN16 (or no prefix) = CoipuTrus, U,U20HS,U1BHS,H16 = UiTek HT series Inc ADDL: BC CONC LL'fOL= 1283.0 LBS 9 14'- 1.8" ADDL: BC CONC LL+DL= 2490.0 LBS 9 14'- 10.5" ADDL: BC CONC LL+0L= 967.0 LBS 9 14'- 11.7" BOTTOH CHORO CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 4 ) coiplete trusses required. Join together 4 ply with SDS 1/4x5" long wood screws staggered at: 24" oc in 1 row(s) throughout 2x4 top chords, 14" oc in 2 row(s) throughout 2x6 bottoi chords, 24" oc in 1 row(s) throughout 2x4 webs. 1- 2= 2- 3= 3- 4= 3- i' 5- 7= 6- 7= 7- 8= 8- 9= CBC2010/IBC2009 22580) 1680 (-20572) 1748 ! 0) 0 (-19436) 164B (-23328) 20B4 ( 0) 0 (-24668) 2212 (-26612) 2336 HAX HEHBER FORCES 4WR/GDF/Cq=1,00 10=(-176B) 21304 10- 2=( -IOB) 2052 11=(-1764) 21172 12=(-ig40) 22368 13=(-1940) 22368 14=(-2192 24980 9=(-2200 25116 2-1t=(-156B) 116 11- 3=( -440) 5460 11- 5=(-3860) 3B8 12- 5=( -92) 1592 • -644) 1264 •568) 6600 13- 8=(-1408) 100 8.U=( -120) 2164 5-13=< 7-13=( BEARING LOCATIONS 0'- 0,0" 23'. 0,0" HAX VERT REACTIONS -742/ 9074V -895/ 10427V HAX HORZ REACTIONS -68/ 68H -68/ SBH BRQ SIZE 3,50" 3,50" REQUIRED BRG AREA SQ,IN. (SPECIES) 14.52 DF ( 625) 16,66 DF ( 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = -0,333" 9 11'- 6.0" Allowed = 1,121" HAX TL CREEP DEFL = -0.567" 9 11'- 6,0" Allowed = 1.494' 9-00-05 •* HANGER BY OTHERS TO APPLY CONC. LOAD{S) EQUALLY TO AL MEMBERS. PROJECT ENGINEER TO REVIEW ANO INSURE THAT CONNECTION TRANSFERS LOAO TO PLY OPPOSITE HANGER. 4-11-06 9-00-05 4-11-04 i f- 3-07-08 0-05-092-05-11 f f 2-05-11 0-05-09 f-t— 3-07-08 4-11-04 it M-2.5X4+ 10 M-1x3 11 12 M-3X8 M-1x3 CN-5.5x11.9(S) 4-09-08 3-07-08 10-00 3-01 3-01 13 M-7X8 ll283# ^ |2490# 1967# 14 M-1.5x3 M-2.5x4+ 3-07-08 4-09-08 13-00 HAX HORIZ. LL DEFL HAX HORIZ. TL DEFL 0.074" 9 0.109" 9 8.5" 8,5" Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15tt, TCDL=6.0,BCDL=3,0, ASCE 7-05, Enclosed, Cat,2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 23-00 JOB NAUE: LOOSEN Truss: CHG DES. BY: LJ DATE: 7/31/2013 SEQ.: 5610868 TRANS ID: 374989 Scale: 0.2926 WARNINOS: 1. Builder and erection contractor ahoiM be advised of aH General Notes and Warnir)gs t>efare construction commences. 2. 2x4 compression web bradng must be instaHed wtwre slwwn +. 3. Addition^ ten^orary bradng to insure stabity during construction il the responsibiity otttie erector, ^itional permanent bracing of the overal structure is tha responsibity ofthe buUing designer. 4. No load should be applied to any component unti after all bracing and fasteners are complete and at no time should any loads greater than design loads be appled to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment artd installation of comportents. 6. This design is fumished subject to the limitations set fbrth by TPt/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncXompuTrus Software 7.6.4-SP5(1L>-E QENERAL NOTES, unless Otheiwise noted: 1. This design is based onty upon the parameters shown and is for an individual buiding component. Applicability of design parameters and proper incorporation of component is the responsibity of tha buildino designer. 2. Dasign assurrws the top and twttom chords to be lateraly braced at 2" O.C. and at o.c. respectively unless braced throughout their tength tiy continuous sheathing such as plywood sheathing(TC) and/or drywafl^). 3. 2x ImiMct bridging or lateral bracing required where shown + + 4. InstaRation of truss is the responsibity of the respectiw contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, end are for "dty condition'' ot use. 6. Design assumes tut bearing at aN supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is providad. 8. Piates shad be located on both faces of truss, and ptaced so ttwir center lines coincide with joint center lines. g. Digits indicate size of plate In inches. 10. For basic connector plale design values see ESR-1311, ESR-198e (MiTek) FEBRUARY 14,2012 (X>IVBIT10NAL VAiJ£Y R=t^^ ST-VALLEYI mBB GMKEBQ.CQMUOMmfiS nunn-ewRooMMowTOBss ORGRDBtlFUBS PLANSECnOW Tnuss MUST BESHEnHED 1. wma»xmmtBBaeamimmia^mvrwaammiTO ivcHanDCFauminMB|wsQ'mu8a8&. NOTE: ^roaMNCHUMPOSTSRMCfiQ mime; DE«IDt£MD-15PSFfHKK) imi-«C-1.15 AiaB.5niMSmM1MEaiIERSBBmBHD6E0F ii9(£7eaLAS(£7^i«scE>e59aimaMFRsi vast WSB EneMLTOwWEawaawa. weaaiFosrwDaEeBHW nammsmfoopaHBommmmm mtrxjarjMBtims. BOnZMOF Biroc. iMiaiwuariMnBiiD BI6IBI1IBWjEriMmR10WUEri>UIE«RIH[3) pint Jan IOC IWJ 7. sw«oirDC\MiJLBrRinaBwm2x4^i>a6iS4rac(aiiBS^ •RXmLroSISMJISIMeBiBiraiBWWaiMMCNIUMIXIWMA a. roiasami.mxx*mcKteammuxmBmi,ocmmt^ taUWrWE. m5ISeCEeDHei9r«IU.flEMDHERS8nO«z«aRBEi> (z)Ft.T2xcinsiBeai06EnB<«mH2nawsGF wiMLSGrac- ji^y^^ii? .^,yj.r<2pn lllllllllll LUHBER SPECIFICATIONS TO: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"DC. BC LATERAL SUPPORT <= 12"0C. UON. UON. LL( TRUSS SPAN 14'- 0.0" LOAD OURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF OVERHANGS: 30.0" 0.0" Connector plate prefix designators: C,CN,C16,CN1S (or no prefixT = CoipuTrus, Inc H,H20HS,U18HS,H16 = MiTek MT series BOTTOH CHORD CHECKEO FOR 10PSF LIVE LOAD. TOP ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 14'- 0.0" 6-00 6-03-08 2-03-08 -i 1' 2-00 —( f- 5-08-08 5-08-08 12 4.00 12 ^ 4.00 CBC2010/IBC2009 1- 2=1 -45) 2- 3= -1567 3- 4= -1402 4- 5= -154B HAX HEHBER FORCES 4WR/GDF/Cq=1.00- 47 2-6=(-391) 1447 6-3=(-39) 2B9 453 6-7= -383 1422 3-7= -49 17 410 7-5=j-419i 1425 7-4=(-32) 289 469 HAX VERT REACTIONS -117/ 658V -61/ 490V HAX HORZ REACTIONS -63/ 45H -63/ 45H BRG SIZE 3.50" 3.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 1.05 OF ( 625) 0.7B DF 625 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 HAX LL OEFL = 0,068" 9 -2'- 6,0" Allowed = HAX TL OEFL = -0,059" 9 -2'- 6,0" Allowed = HAX LL DEFL = -0.089" * 6'- 0.0" Allowed = HAX TL DEFL = -0.156" 9 6'- 0.0" Allowed = 0.250" 0.333" 0.671" 0.894" HAX HORIZ. LL OEFL = 0.045" 9 13'-MAX HORIZ. TL OEFL = 0,079" 9 13'- 8,5" 8,5" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3,0, ASCE 7-05, Enclosed, Cat,2, Exp.C, HWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5X10 M-5X6 H-2.5x4 12 = 2.00 2.00 ' 12 2-06 6-00 2-03-08 5-08-08 2-06 14-00 JOB NAME: LOOSEN Scale: 0.3641 Truss: BST DES. BY: LA DATE: 9/30/2013 SEQ.: 5679134 TRANS ID: 380572 WARMNOS: 1. Builder and erection contractor should be advised of aH General Notes and Wamlngs before construction commences. 2. 2x4 compression web bracing must tw installed where shown *. 3. Additionid temporary bracing to insure stabity during construction is the responsibity of tha erector. Addtional permanent bracing of the overall structure is the responsibiitty of the buSding designer. 4. No load should be applied lo any component until after all bracing and fasteners are complete and at no time should any loads greater ttwn design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibity for the fabrication, handing, shipment snd instalation of components. 6. This design is furnished subject to the Kmitations set forth by TPI/WTCA in BCSI, copies of which wil be furnished upon request. MiTek USA, Inc ./CompuTrus Softvrare 7.6.4-SP5(1L)-E GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the peranwtefa shown and is for an individual building component. Applicabity of design parameters and proper incor^ration of component is the responsibility of the buiding aesigner. 2. Design assumes the lop and bottom chords to be lateraly braced at 2' o.c. and at 10* o.c. respectively unless braced throughout their lem^h by continuous sheathbig such as plywood sheathing(TC) and/or drywaN(BC}. 3. 2x Impact bridging or lateral bracing required whera shown * * 4. InstalMion oftruss is the responsibifity ofthe respective contractor. 5. Design assumes trusses are to be used in a non-corrostve environment, and ara for "dry condition' of use. 6. Design assumes foil twaring at aU supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shal be locatea on both faces oftruss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) IIIIIIII .UHBER SPECIFICATIONS rC: 2x4 DF #2 JC: 2x4 DF #2 «EBS: 2X4 DF STAND rc LATERAL SUPPORT <= 12"0C. UON. 30 LATERAL SUPPORT <= 12"0C. UON. 14-00-00 STUB HIP SETBACK 4-00-00 FROM END WALL LOAO DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LLI TC UNIF LL TC UNIF LL BC UNIF LL 40.0)+DL( 60.0 +DL 40.0 +DL( 0.0 +0L LOADING 20.0)= 60.0 PLF 30.0 = 90.0 PLF 20.0 = 60.0 PLF 15,0 = 15.0 PLF 0.0" TO 0.0" TO 3.5" TO 0.0" TO )VERHANGS: 30,0" 0.0" :onnector plate prefix designators: :,CN,C18,CN18 (or no prefix) = CoipuTrus, il,M20HS,H18HS,U16 = HiTek HT series Inc TC CONC LL( TC CONC LL 80.0)'»DL( BO.Oj^DLl 40.0)= 120.0 LBS 9 4' 40.0 = 120.0 LBS 9 10' 4'-10'-14'-14'- 0.0" 3.5" 0.0" V 3.5" V 0.0" V 0.0" V CBC2010/IBC2009 1- 2=( -45] 47 2- 3= -3068 761 3- 4=(-2843 701 4- 5= -2715 706 5- 6=(-2946 765 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 14'- 0,0" 4-00 6-03-08 3-08-08 4-00 12 4.00 120# 3-01-10 3-01-14 i -,1 .it U-5x6 3 ^120# M-5x6 3-08-08 12 14.00 'it 12 ' 2.00 2.00 • 12 MAX MEMBER FORCES 2- 7=(-1209 3619 7- 8= -1029 3351 8- 6= -1279 3578 4WR/GOF/Cq=1,00 - 7- 3=(-150) 669 7- 4=1-846) 529 4- 8=(-87S) 445 8- 5= -150) 675 MAX VERT REACTIONS -211/ 902V -164/ 744V HAX HORZ REACTIONS -2000/ 2000H -2000/ 2000H BRS SIZE 3.50" 3.50" REQUIRED BRG AREA SO.IN. (SPECIES) 1.44 OF ( 625 1.19 DF j 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL OEFL = 0.068" 9 -2'- 6.0" Allowed = 0.250" HAX TL DEFL = -0.059" 9 -2'- 6.0" Allowed = 0.333" HAX LL OEFL = -0.214" 9 7'- 1.7" Allowed = 0.671" HAX TL OEFL = -0.362" 9 7'- 1.7" Allowed = 0.894" HAX HORIZ. LL DEFL = 0.091" HAX HORIZ. TL OEFL = 0.155" 13'-13'- 8,5" 8,5" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent, ICOND. 2: 2000.00 LBS DRAG LOAD. I Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind; 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 2-06 4-00 6-03-08 3-08-08 2-06 14-00 JOB NAUE: LOOSEN Scale: 0.3599 Truss: BSH DES. BY: LA DATE: 9/30/2013 SEQ.: 5679133 TRANS ID: 380572 iiiiiiiiiiiinn WARMNOS: 1. Builder and erection contractor should be sdvised of all Qerwral Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be installed where shown *. 3. Additional temporaty bracing to insure slability during construction is the responaibitty ot the erector. Additional permanent bracing of the overall structure is the responsibity ofttie t>uildir>g designer. 4. No load stwuM tM applied to any componeiti until after all bracing and fasteners are complete and at no time should any loads greater than design toads be appked to any component. 5. CompuTrus has no contral over and assumes no responsibility for the fabrication, handting, shipmant and instalation ol components. 6. This design is fomished subject to Uw limitations set forth by TPI/WTCA in BCSI, copies ofwhich wi be (umished upon request. MITek USA, IncyCofnpuTrus Software 7.6.4-SP5(1L)-E OENERAL NOTES, unless Otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicabity of design parametera and proper incorporation of component is ttw responsibity of the biukting designer. 2. Design assumes the top and bottom chords to be lateraly braced at 2' o.c. and at 10* o.c. respectivirty unless braced throughout ttwir length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC}. 3. 2x Irnpad bridging or lateral bracing raquired where shown •*• * 4. Instalation of truss is thte responsibiity of the respective contractor. 5. Design assumes trusses are to tw used in a norvcorrosivB environment, and ara for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shmn or wedge if necessary. 7. Dasign assunws adequate drainage is provided. B. Piates shal be located on both faces oftruss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design \^es see ESR-1311. ESR-198S (MiTeic) LUHBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2X4 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. OVERHANGS: 30.0" 0.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc H,H20HS,H18HS,U16 = HiTek UT series TRUSS SPAN 14'- 0.0" LOAD DURATION INCREASE =1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOAOS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 14'- 0.0" CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00' 1- 2=( -45) 47 2-5=(-434) 1264 5-3=(-101) 497 2- 3=(-1384) 501 5-4=(-434) 1263 3- 4={-1385) 490 HAX VERT REACTIONS -124/ 658V -51/ 490V HAX HORZ REACTIONS -71/ 53H -71/ 53H BRS SIZE 3.50" 3,50" REQUIRED BRG AREA SCIN. (SPECIES) 1.05 OF ( 625) 0.78 DF 625) VERTICAL DEFLECTION LIHITS; LL=L/240, TL=L/180 HAX LL DEFL = 0.068" 9 -2'- 6.0" Allowed = 0.250" HAX TL DEFL = -0.059" 9 -2'- 6.0" Allowed = 0.333" HAX LL DEFL = 0.084" 9 7'- 1.7" Allowed = 0.671" HAX TL DEFL = -0.143" 9 7'- 1.7" Allowed = 0,894" ( 7-01-12 6-10-04 HAX HORIZ. LL DEFL = HAX HORIZ. TL DEFL = •0.042" 0.072" 13'-13'-8.5" 8.5" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 12 4.00 12 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-06, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4.00 •it M-2.5x4 12 '2.00 2.00 ' 12 2-06 7-01-12 6-10-04 2-06 14-00 JOB NAHE: LOOSEN Scale: 0.3641 Truss: BSB DES. BY: LA DATE: 9/30/2013 SEQ.: 5679132 TRANS ID: 380572 WARNINOS: 1. Builder and erection contractor should be advised of all General Notes and Waminga before construdion commences. 2. 2x4 compression web bracing must be instiled where shown 3. Additionai temporary bracing to insure stabitty during constmction is the responsibility of the erector. AcbHtionBt permanent bracing of the overal structure is the responsibity ofthe buiding designer. 4. No load shoukl be applied lo any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied lo any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment snd installation of components. 6. This destgn is fomished subject to the limitations set torth by TPI/WTCA in BCSI, copies of which wil be fumished upon request. MiTek USA. Inc/CompuTrus Software 7.6.4-SP5(1L)-E OENERAL NOTES, unless otheiwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicabity of design parameters and proper incorporation of component is the responstttilty of the buMing designer. 2. Design auumes the top and bottom chords to be lateraly braced at Z a.c. and at 10* o,c. respectively unless braced throughout their length by continuous sheathing such as plywood shaathing(TC} and/or drywailfBC). 3. 2x Impact bridging or lateral bracing requlrad whera shown -•• -•• 4. Installation of truss is the responsibility of the respective contractor. 5. Design sssumes trusses are to be used in a non-convsiva environment, and are for 'dry condition'' of use. 6. Design asstmies full bearing at aR supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shal be located on both faces of titiss, and placed so their center Hrws coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1968 (MiTek) IIIIIIIII .UHBER SPECIFICATIONS rc: 2X4 DF *1&BTR 30: 2X4 DF »2 rc LATERAL SUPPORT <= 12"0C. UON. 50 LATERAL SUPPORT <= 12"0C. UON. 3VERHAN6S: 30.fl-CO" lonnector plate prefix designators: :,CN,C18,CN18 (or no prefix) = CoipuTrus, Inc ll,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 4'- 0.0" LOAD OURATION INCREASE =1,25 SPACED 24.0" 0,0, LOADING LL( 20.0)+DL( 10,0) ON TOP CHORD = 30,0 PSF DL ON BOTTOH CHORD = 5,0 PSF TOTAL LOAD = 35,0 PSF BOTTOH CHORD CHECKEO FOR 10PSF LIVE LOAD, TDP AND BOTTOH CHORO LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0,0" 3'- 10.2" 4'- 0.0" CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=t.00- 1- 2=(-45) 47 2-4=(-53) 15 2- 3= -52 44 HAX VERT REACTIONS -120/ 361V -15/ 105V •21 SSV HAX HORZ REACTIONS -52/ 12H 0/ OH -52/ 12H BRG SIZE 3,50" 3.50" 3.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 0.58 DF ( 625) 0.17 DF I 625) 0,09 DF ( 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0.061" 9 -2'- 6,0" Allowed = 0.250" HAX TL DEFL = -0.052" 9 •2'- 6.0" Allowed = 0.333" HAX TC PANEL LL OEFL = -0.021" e r-11.3" Allowed = 0.165" HAX TC PANEL TL DEFL = -0.021" * 1'- 11.3" Allowed = 0.248" 3-10-04 0-01-12 fl- HAX HORIZ. LL DEFL = 0,000" 9 3' HAX HORIZ. TL DEFL = 0,000" 9 3' 10.2" 10.2" 12 4.00 [ This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 12 ' 2.00 -4- 2-06 IPROVIDE FULL BEARIN0:Jts:2,3,4l 4-00 JOB NAHE: LOOSEN Scale: 0.6565 Truss: BK EB EI DES. BY: LA DATE: 9/30/2013 SEQ.: 5679131 TRANS ID: 380572 IlliniliOIIIIIII WARNINOS: 1. Buider and erection contractor should be advised of al General (tetes and Wamings before construction commences. 2. 2x4 compression web bracing must be installed whem shown +. 3. Additional temporary bracing to insura stablity di^ng construction is the responsibility of the erector. MMianal permanent bracing of the overal structure Is the responsibity of the budding designer. 4. No load stwuM be appBed to any component unti after all bracing and fasteners are complete and at no tinw should any loads greater than design loads be appfied to any comporwrtt. 5. CompuTrus has no control over and aasumes no responsibitity for the fabrication, handling, shqiment and instalation of components. 6. This design is fumished subject to ttw limitations set forth by TPI/WTCA in BCSI, copies of which wll be forntshed upon request. MiTek USA. IncJCompuTrus Software 7.6.4-SP5(1L)-E OENERAL NOTES, unless othenwise noted: 1. This design is tused only upon the parameters shown and is for an individual building comporwnt. Applicabity of design parameters and praper incorporation of componer^ is ttw responsibity of the buldtng aesigner. 2. Design assumes tha top and bottom chords to be lateraRy braced at 2" o.c. and at 10' o.e. respectively unless braced throughout their length t)y continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral tiracing required wtwre shown + 4. Instalation of truss is ttie responsibility of the respective contractor. 5. Design assumes trusses are to be used in a norvcorrosive environment, and are for "dry condhion'' of use. 6. [Resign asumies ful bearing at al supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shal be localed on both faces of truss, and placed so their center lines coincide with joint center fines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) IIIIIIIII .UHBER SPECIFICATtONS X: 2x4 DF #1&BTR IC: 2x4 DF »2 •C LATERAL SUPPORT <= 12'OC. UON. )C LATERAL SUPPORT <= 12"M. UON. IVERHANGS: 30.0" lonnector plate prefix designators: ;,CN,C18,CN18 (or no prefixT = CoipuTrus, Inc l,H20HS,MiaHS,M16 - HiTek MT series TRUSS SPAN 2'- 0,0" LOAD DURATION INCREASE = 1.25 SPACED 24,0" 0,C, LOADINQ LL( 20.0)tDL( 10,0) ON TOP CHORO = 30,0 PSF OL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORD CHECKEO FOR 10PSF LIVE LOAD, TOP ANO BOTTOH CHORD LIVE LOAOS ACT NON-CONCURRENTLY, 12 4.00 CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00- 1- 2=(-45) 47 2-4=(-36) 28 2- 3= -38 30 BEARING LOCATIONS 0'- 0.0" 2'- 0.0" MAX VERT REACTIONS -153/ 376V -86/ 65V HAX HORZ REACTIONS -36/ 6H -36/ 6H BRG SIZE 3,50" 3,50" REQUIRED BRG AREA SCIN. (SPECIES) 0.60 OF ( 625 0.10 DF I 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/iaO HAX LL DEFL = 0.061" 9 -2'- 6.0" Allowed = MAX TL DEFL = -0.052" 9 -2'- 6.0" Allowed = MAX BC PANEL LL DEFL = -0,010" 9 0'- 11.3" Allowed = MAX BC PANEL TL OEFL = -0.009" 9 0'- 11.3" Allowed = 0.250" 0.333" 0,051" 0.069" MAX HORIZ. LL DEFL HAX HORIZ. TL DEFL 0,000" 9 0'- 0,000" 9 0'- 3.5" 3.5" provide support This truss does not Include any tile dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits witn the intended use of this coiponent. Design confons to lain windforce-resisting systei and components and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6,0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2. Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 12 > 2.00 2-06 2-00 JOB NAHE: LOOSEN Scale: 0.8307 Truss: BJ EA EH DES. BY: LA DATE: 9/30/2013 SEQ.: 5679130 TRANS ID: 380572 WARNINOS: 1. Builder and erectkin contractor shouid tw advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be instaled where shown "•-. 3. Additional tamporaiy bracing to insure stabity during constmction is the responsibiity of ttw erector. Additiorul permanent bracing of ttie overall structure is the responsibility ofthe buikiing designer. 4. No load should be applied to any component until after all bracing and fasteners ara complete and at no time should any toads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibNity for the fabrication, handlmg, shipment and instalation of components. 6. This design is furnished subject lo the limitations set forth by TPI/WTCA in BCSI, copies of which wil be furnished upon request. MiTek USA, IncyCompuTrus Software 7.6.4-SP5{1L)-E GENERAL NOTES, unless othenvise noted: 1. This design is twsed only upon tha parameters shown arid is for an individual buikUng component Applicabity of design parametere and proper incorporatton of component is ttw responsibity of ttw building aesigner. 2. Destgn asaumes the top and bottom chords to be lateraly braced at 2* O.C. and at IC o.c. raspectivety unless braced Uiroughout their length liy contimjous stwathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown * 4. Instolation of tnjss is ttw responsibity of the respective contractor. 5. Design asaumes trusses are to be used In a non-corrosive environment, and ara for "dry corKlilion'' of use. 6. Design assumes fol bearing at al supports shown. Shim or wedge if rwcessary. 7. Design assumes adequate drairwge is provided. 8. Plates shal be located on both faus of truss, and placed so their center lines coirwide wfth joint center ines. 9. Digits indicate size of plate in inches. 10. For basic conrwctor plate design values see ESR-1311, ESR-19e8 (UiTek) IIIIIIII LUHBER SPECIFICATIONS TC: 2x4 DF »1tBTR BC: 2x4 DF 12 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. 5-06-06 CORNER GIRDER SETBACK 3-10-15 FROM END WALL LOAD DURATION INCREASE = -1.26 (Hon-Rep) TC UNIF LL( BC UNIF LL 55.3) 0.0 ^DL( •DL( LOADING 27.7) = 83,0 PLF 13.8) = 13.8 PLF 0'- 0'- 0.0" TO 0.0" TO 6.4" 6.4" DVERKANGS: 42.5" BOTTOII CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY, Connector plate prefix designators: -,CN,C1B,CN18 (or no prefixT ' lil,H20HS,U18HS,H16 CoipuTrus, Inc HiTek HT series BEARING LOCATIONS 0'- 0.0" 4'- 9.4" 5'- 6.4" CBC2010/IBC2009 1- 2=( -451 2- 3= -523 3- 4= -46 HAX HEHBER FORCES 4WR/GDF/Cq=1.00 48 2-5=(-146) 538 3-5=(-555) 151 134 25 HAX VERT REACTIONS -231/ 395V -31/ 130V •61/ 123V HAX HORZ REACTIONS -51/ i3H 0/ OH -51/ 13H BRG SIZE 3.50" 3.50" 3.SO- REQUIRED BRG AREA SO.IN. (SPECIES) 0.63 DF ( 625 0.21 DF 625) 0.20 DF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/18Q HAX LL DEFL = 0.238" 9 -3'- 6.5" Allowed = 0.354" MAX TL DEFL = -0.211" 9 -3'- 6,5" Allowed = 0.472" HAX TL DEFL = -0.013" 9 3'- 7,1" Allowed = 0.330" HAX TC PANEL LL DEFL = 0.019" 9 1'- 7.1" Allowed = 0.148" I HAX HORIZ. LL DEFL = 0.004" HAX HORIZ. TL DEFL = 0.003" 4'-4'-9.4" 9.4" 5-06-06 2.83 ' 12 This truss does not Include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp.C, HWFRS, interior zone, ioad duration factor=1.6. Truss designed for wind loads in the plane of the truss only. o M-1.5x3 provide support 3-06-08 IPROVIDE FULL BEARIHG:Jts:27;5) 5-06-06 IOB NAHE: 1 Truss: BC DES- BY: LA DATE: 9/30/2013 SEQ.: 5679129 TRANS ID: 380572 scale: 0.5367 WARNINOS: 1. Bulkier and erection contrector shouU be advised of all General Notes «\d Wamings twfore construction commences. 2. 2x4 compression web bracing must tw instaled where shown +. 3. Additional temporary bradng to Insure stabity during construction is the responsibity of ttw erector. AddKional permanent bracing of the overall structure is Ihe responsibility of the building designer. 4. No foad shoirid be applied to any component until alter al bracing and fasterwrs are complete and at no tinw should any toads greater than design foads be appfied to any component. 5. CompuTms has no conbxjl over and assumes no responsibiitty for the fabricatnn, handling, shipment and instalation of components. 6. This design is fomished subject to the limitations set forth by TPI/WTCA in BCSI, copies of w^ich wi be fomished upon request. MfTek USA. IncXompuTrus Software 7.6,4-SP5(1L)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon tha parameters shown and is for an indivkiuat buMing component AppfecabWty of design parameters and proper incorporatkin of component is the responsbMy of the buMing designer. 2. Design assumes lhe top and bottom chords to be lateraly braced at Z O.C. and at 10* o.c. respectively unless braced throughout their tength by continuous sheathing such as ptywood sheathing(TC) and/or drywal(BC). 3. 2x Impact tKidging or lateral bracing required where shown + + 4. Instelatfon of tuss is the responsfelity of the respectiw contractor. 5. Design assumes trusses ara to be used in a non-corrasive environment, arxl are for "dry condltkin" of use. 6. Design assumes foil bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. 8. Plates shal be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR'19e8 (MiTek) lllllllllll LUHBER SPECIFICATIONS TC: 2x4 DF K BC: 2X4 DF «2 WEBS: 2X4 DF STAND TC UTERAL SUPPORT <= 12"0C, UOM. BC UTERAL SUPPORT <= 12"0C. UOH. O'lTERKANSS: 30.0" Connector plate prefix designators: C,CN,C1S,CM18 lor no prefix) = CoipuTrus, Inc H,H20HS,H18HS,U16 = HiTek HT series TRUSS SPAN 13'- 11,0" LOAD DURATION INCREASE = 1.25 SPACED 24,0" O.C. LOADING LL( 20.0)tDL( 10.0) OM TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 5,0 PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY, CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00- 1- 2=( -45) 47 2-5=(-730) 1321 5-3=(0) 246 2- 3= -863 267 5-4=(-730) 1321 3- 4=(-B33) 256 BEARING LOCATIONS 0'- 0,0" 13'- 11.0" HAX VERT REACTIONS -124/ 655V -51/ 467V HAX HORZ REACTIONS -2000/ 2000H •2000/ 2000H BRS SIZE 3.50" 3.60" REQUIREO BRG AREA SQ.IN, (SPECIES) 1.05 OF ( 625) 0.78 DF ( 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0.068' 9 -2'- 6.0" Allowed = 0.250" HAX TL DEFL = -0.059" 9 -2'- 6.0" Allowed = 0.333" HAX LL DEFL = 0,028" * 7'- 2.0" Allowed = 0.667" HAX TC PANEL TL DEFL = 0,059" e 10'- 4,8" Allowed' 0.654" HAX HORIZ. LL DEFL = 0.020" 9 HAX HORIZ. TL DEFL = -0.025" 9 3.5" 3,5" 7-02 6-09 it This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent, ICONDT?: 2000.00 IBS DRAG LOAD. I Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind; 90 iph, h=15ft, TCDL=6.0,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 7-02 6-09 2-06 13-11 JOB NAME: LOOSEN Scale: 0.3726 Truss: ATR DES, BY: LA DATE: 9/30/2013 SEQ.: 5679128 TRANS ID: 380572 WARNINOS: 1. Bulkier and eraction contractor shouU be sdvised of all General Notes and Wamings before construction commences. 2. 2x4 compresskm web bracing must be instelled whera shown *. 3. AddHkinat temporary bracing to kisure slability during construction is the responsibiity of the erector. Additional permarwnt bradng of Uw oversi structure is the responsibifty ai the buiidkig designer. 4. No foad stwuU be appied to any component unti afler al bracing and tosteners are complete and at no tiirw shoukl any foads greater tiian design toads be applied to any componertt. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handlmg, stupment and instalation of components. 6. This design is fijmistwd subject to the KmRatlons set forth by TPI/WTCA in BCSI, copies ot which wil be furnished upon request. MiTek USA, lnc7CompuTrus Software 7.6.4-SP5(1L)-E GENERAL NOTES, unless ottwnvise noted: 1. This design is based only upon tha parameters shown and is fbr an indivkluai buiding comporwnt. Applicability of dasign parametere and proper ^corporation of component is fhe responsAiity of the building designer. 2. Design assunws tha top and bottom chords to be lateraly braced at 2* o.c. and at IIT o.c raspedivaly untoss braced thrauglwut ttwir tongth by continuous sheathing such as ptywood stwathiig(TC) snd/or drywalltBC). 3. 2x Impact bridging or lateral bradng required whera shown * * 4. Insfaliatkm of truss is the responsibity of the raspective contracfor. 5. Design assumes tniSses ara to be uaed in a non-corrosive environment, and ara for 'dry condttton" of use. 6. Design assumes ful bearing at al aupporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. 8. Plates shal be focated on both tacas oi truss, and ptoced so their center lines coincide with joint center linea. 9. Digits Indicate size of plate tn inches. 10. For base connector pfate design values see ESR-1311, ESR-19B8 (MiTek) llllllllll LUHBER SPECIFICATIONS TC: 2X4 DF #2 BC: 2x4 OF #2 WEBS: 2x4 OF STAND TC UTERAL SUPPORT BC UTERAL SUPPORT 13-11-00 STUB TERHINAL HIP SETBACK 7-02-00 FROH END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) CBC2010/IBC2009 OVERHANGS: 30.0" 12"0C. UON. 12"0C. UON. 0.0" TC UNIF LL( BC UNIF LL( 40.0)+DL( 0.0)+DL( LOADING 20.0)= 60.0 PLF 41.2)= 41.2 PLF 0'- 0'- 0,0" 0,0" 11.0" V 11.0" V 1- 2= 2- 3=( 3- 4=( 4- 5= 5- 6= -22) 2602 2377) •2376) 2475) HAX HEHBER FORCES 4WR/GDF/Cq°1.00 47 2-7=(-153) 2409 3-7=(-200) 43 77 7-6= -166 2254 7-4= 7-5= 493 65 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, H,H20HS,H18HS,H16 = UiTek HT series Inc TC CONC LL( 589.3)m( 294.6)= 883.9 LBS « 7'- 2,0" BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING LOCATIONS 0'- 0.0" 13'- 11.0" HAX VERT REACTIONS -38/ 1283V -26/ 1160V HAX HORZ REACTIONS -65/ 54H -65/ S4H BRG SIZE 3.50" 3.50" REQUIRED BRG AREA SO.IN. (SPECIES) 2.05 OF ( 625 1.86 DF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL OEFL = 0.040" 9 -2'- 6.0" Allowed = HAX TL DEFL = -0.059" e -2'- 6.0" Allowed = HAX LL DEFL = -0.068" 9 7'- 2.0" Allowed = HAX TL CREEP DEFL = -0.158" 9 7'- 2.0" Allowed = 0.250" 0.333" 0.667" 0.889" HAX HORIZ, LL DEFL = 0.024" 9 13'- HAX HORIZ. TL DEFL = 0,044" 9 13'- 7.5" 7.5" "A 7-02 -f-6-09 Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=5,4, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. -i 3-11-14 3-02-02 12 4.00 [ ^3.90# M-4x6 3-02-02 3-06-14 12 I 4.00 1^6 7-02 6-09 2-06 13-11 JOB NANE: LOOSEN Scale: 0.4260 Truss: ATI DES. BY: LA DATE: 9/30/2013 SEQ.: 5679127 TRANS ID: 380572 llllllllllinilllii WARNINOS: 1. BuiMer and erectfon contractor shouM be advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must tw instelled wtwre shown 3. Additional temporary bracing lo insure stebility during construdton is the responsibilHy of the erector. Addittonal permanent bracing of the overall stmdure is the responsibility of ttie buildtog designer. 4. No toad shoukl be applied to any component until after aN bradng and testeners are complete and at no time shoukl any toads greater than design toads be appKed to any component. 5. CompuTrus has no control over and assumes no responsibility tor the tebricatton, handing, shipment and instalation of components. 6. This design Is fumished subjed to the limitations set forth by TPt/WTCA in BCSI, copies of whtoh wi be fomished upon request. MiTek USA. IncyCompuTrus Software +7.6.5(1 L)-E GENERAL N0T€8, untoss othenvise noted: 1. This design is based only upon the parametere shown and is for an mdividual buMing componenl. Applicabity of dasign paranwtera and proper incorporatton of component is tfw rasponsibSty of the buiding designer. 2. Design assumes the top and bottom chords lo ba teleraly iKaced at Z O.C. and at 10' o.c. respedively untoss bracad tiiroughout ttieir tength by continuous shealhng such as plywood sheathingCTC) and/or drywaB(BC). 3. 2x Irnpad bridging or latersd bracing required whwe shown * * 4. Instalatton of truss is the responsibHity of the respedive contrador. 5. Design assumes busses are to be used ki a non-corrosive environment, and ara for "dry condition* of use. 6. Design assumes full bearing at al supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be tocated on both faces of truss, and ptoced so their center lines coincide whh joint center Rnes. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR*19BB (MiTek) muiui .UHBER SPECIFICATIONS •C: 2x4 OF #2 IC: 2X4 OF #2 /EBS: 2X4 OF STAND C UTERAL SUPPORT <= 12"00. UON. IC UTERAL SUPPORT <= 12"0C. UON. 14-04-00 TERHINAL HIP SETBACK 7-02-00 FROH END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( BC UNIF LL( 40.0)tDL( 0.0)+DL( 20.0] 22.9 LOADING = 60.0 PLF = 22.9 PLF 0.0" 0.0" 14'-14'-4.0" 4.0" IVERHANGS: 30.0" 30.0" •onnector plate prefix designators: :,CN,C18,CN18 (or no prefix) = CoipuTrus, l,U20HS,H18HS,U16 = HiTek HT series Inc TC CONC LL( 5B9.3)tDL( 294.6)= 883,9 LBS 9 7'- 2,0" BOTTOH CHORD CHECKEO FOR 10PSF LIVE LOAO. TOP ANO BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING LOCATIONS 0'- 0.0" 14'- 4,0" CBC2010/IBC2009 1- 2=( -45) 47 2- 3=(-2479 297 3- 4=(-2250 254 4- 5= -2251 254 5- 6= -2480 297 6- 7=( -45 47 HAX HEHBER FORCES 2- 8=(-266) 2293 B- 6= -266) 2294 HAX VERT REACTIONS -169/ 1186V -169/ 1186V HAX HORZ REACTIONS -71/ 71H -71/ 71H BRG SIZE 3,50" 3,50" 4WR/GDF/Cq=1,00' 3- 8=(-235) 75 8- 4=j 0 392 8- 5= -236 76 REQUIRED BRG AREA Sa,IN. (SPECIES) 1,90 DF ( 625 1.90 DF ( 625) VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 I VN) 5 7-02 7-02 3-11-14 3-02-02 12 4.00 •it |883.90# 3-03 3-11 12 HAX LL DEFL HAX TL DEFL HAX LL DEFL HAX TL DEFL HAX LL DEFL HAX TL DEFL 0.068" -0.059" 9 -0,078" 9 -0,134" 9 0.068' 9 -0.059" 9 •2' -2'- 7'- 7'- 16'- 16'- 6.0' 6.0" 2,0" 2,0" 10.0" 10,0" Allowed Allowed = Allowed = Allowed = Allowed = Allowed = 0.250" 0,333" 0,688" 0.917' 0.250" 0.333" HAX HORIZ. LL DEFL = 0.027" HAX HORIZ. TL DEFL = 0.045" 14'-14'-0.5" 0,5" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2 Exp.C, HWFRS, interior zone, load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. 7-02 7-02 2-06 14-04 2-06 OB NAHE: LOOSEN Scale: 0,3696 Truss: ATH DES. BY: LA DATE: 9/30/2013 SEQ.: 5679126 TRANS ID: 380572 WARNINOS: 1. Buider and erection contrador shoi4d be advised of aO General Notes and Wamtogs before construdton commences. 2. 2x4 compresston web bradng must be instaled where shown +. 3. Additional temporary bradng to insura stabity during construdton is tha responsibity of the erector. Additonal permanenl bracing of ttw overall structura ts Itw responsibity of the buiding designer. 4. No toad shoukl be applied to any component until after all bracing and fasteners are comptete and at no lime stiould any toads graater than design toads be applied to any componertt. 5. CompuTrus has no control over and assumes no responsibflity tor the tebricatton, harxiling, shtomenl and kisteOation of components. 6. This design is furnished subjed lo the Imlattons set fonh by TPI/WTCA in BCSI, copies of which wll be bmished upon request. MiTek USA, Inc/CompuTrus Software 7.6.4-SP5(lL)-E GENERAL NOTES, untoss otiienvise noted: 1. This dasign is based only upon the parametere shown and is for an todrvklual buMing componenL Applicabity of dasign parameters and proper incorporalton of component is ttw responsliity of ttw buiding aesigner. 2. Design assumes the top and bottom chords to oa laterely braced af Z O.C. and at IC o.c. respedively untess bracad throughout ttwir tength by contrwous shealhtog such as plywood shaathing(TCl and/or drywalKeC). 3. 2x Impad bridging or toteral bracing reqtdred where shown + ••• 4. Iruteliatton of truss is the responsibility of the respectiM contrador. 5. Design assumes trusses ara to be used to a non-corrosive envkonment, and ara for Miy conditton' of use. 6. Design assumes ttM bearing at all supports shown. Shkn or wedge if necessary. Design assunws adequate drainage is provkted. . - . jfj^ Plates ShaH be tocated on bottx teces of truss, and ptoced so their center lines coindde with joint center ines. 9. Digite indicate size of plate in inches. 10. For basic connedor plate design values see ESR-1311, ESR*1988 (MiTek) .UHBER SPECIFICATIONS rC: 2X4 DF #2 3C: 2X4 DF #2 VEBS: 2X4 DF STAND rc UTERAL SUPPORT <= 12"0C. UON. iO UTERAL SUPPORT <= 12"OC. UON. 5VERH.A.NGS: 30.0" 0.0" ;onnector plate prefix designators: ;,CN,ci8,Cilie (or no prefix) = CoipuTrus, Inc il,H20HS,U18HS,U16 = HiTek HT series TRUSS SPAN 13'- 11.0" LOAD OURATION INCREASE = 1.25 SPACED 24.0" 0,C. LOADING LLI 20,0)+DL( 10,0) ON TOP CHORD = 30.0 PSF OL ON BOTTOH CHORD = 9.0 PSF TOTAL LOAD = 39.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 13'- 11.0" CBC2010/IBC2009 HAX HEHBER FORCES 1- 2=( -45) 47 2-5=(-150] 2- 3= -864 210 5-4=(-150| 3- 4= -869 200 4WR/GDF/Cq=1.00 750 5-3=(0) 312 750 HAX VERT REACTIOHS -90/ 710V -17/ 542V HAX HORZ REACTIONS -71/ S4H •71/ 54H BRG SIZE 3,50" 3.50' REQUIREO BRG AREA SQ.IN. (SPECIES) 1.14 OF ( 625 0.87 DF ( 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/1B0 HAX LL OEFL = 0.068" 9 -2'- 6.0" Allowed = 0,250" HAX TL DEFL = -0.059" 9 -2'- 6.0" Allowed = 0.333" HAX LL DEFL = 0.022 " 9 7'- 2.0" Allowed = 0.667" HAX TC PAHEL TL DEFL = 0.055" 9 10'- 4,8" Allowed = 0.654" HAX HORIZ. LL DEFL = -0,007" 9 13'- HAX HORIZ, TL DEFL = 0,014" 9 13'- 7,5" 7.5" 7-02 6-09 This truss does not Include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits witn the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TC0L=6.0,BCDL=S.4, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 4.00 M-4X5 12 4.00 7-02 6-09 2-06 13-11 IOB NAHE: LOOSEN Scale: 0.3726 Truss: ATC DES. BY: LA DATE: 9/30/2013 SEQ.: 5679125 TRANS ID: 380572 WARNINOS: 1. Buiktor and eredion contrador stwukl be advised of al General Notes and Wamngs before constmction commences. 2. 2x4 compresston web bracing must be instelled where shown 3. Additionel temporary bracing to insure slabSity during construction is the responsibKty ofthe eredor. AddittonsI permarwnl brectog of the overall stmctiire is the responsiblity ot ttw buidtog designer. 4. No toad shouto be applied to any component unti after all bracing and fasteners are comptete and at no time should any toads greater than design toads be appltod to any component. 5. CompuTrus has no control over and assumes rw responsibility for the tebrication, handing, shipment and mstalation of componente. 6. This design is fomished subjed to the timilations set forth by TPI/WTCA in BCSI, coptos ofwhich wi be fumished upon request. MiTek USA. Inc/CompuTrus Software 7.6.4-SP5(1L)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon tha parametera stMwn and is fbr an todivklual buiMtog componenl. Af^cablHy of design parametere and propw incorporatton of component is the responsibfli^ of tiie buikiing designer, 2. Design auumes the top and bottom chords to be lateraly braced « 7 0.C and at IC o.c. respectively untess bracad ttiroughout their kngtti by contknuna shaathing such as plywood sheattiing(TC) WKVOT drywaipc). 3. 2x Impact bridging or toteral bracing requlrad where shown * * 4. Instalatton oftruss is the responstoiity of the respedive contrador. 5. Design assunws trusses are to be used to a nonconosive environment, and are for 'dry conditton*' of use. 6. Dasign assumes foil bearing at aO supports shown. Shkn or wedge if rwcessary. 7. Design assumes adequate drainage is provided. 6. Plates shall be tocated on both faces of miss, and placed so ^ir center lines coincide with Joint center lines. 9. Digits indicate siu of plate m inches. 10. For basic connedor ptote design values see ESR-1311, ESR-196S (MiTek) LUHBER SPECIFICATIONS TC: 2X4 DF #2 BC: 2X4 DF #2 WEBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON, OVERHANGS: 30.0" 0.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, H,H20HS,H18HS,U16 = HiTek HT series Inc TRUSS SPAN 13'- 11.0" LOAD DURATION INCREASE =1.25 SPACED 24.0" D.C. LOADING LL( 20.0)tDL( 10.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOH CHORD = 5.0 PSF TOTAL LOAD = 35.0 PSF BOTTOH CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOH CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARINO LOCATIONS 0'. 0.0" 13'. 11.0" CBC2010/IBC2009 HAX HEHBER FORCES 4WR/QDF/Cq=1.00 1- 2=( -45) 47 2-5=(-206) 659 5-3=(0) 246 2- 3= -767 267 6-4=(-205) 659 3- 4= -771 258 HAX VERT REACTIONS •124,' 655V -51/ 4a7V HAX HORZ REACTIONS -71/ 54H -71/ 54H BRG SIZE 3.50" 3.50" REOUIRED BRS AREA SQ.IN. (SPECIES) 1.05 OF ( 625 0.78 OF 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = 0.068" 9 -2'- 6.0" Allowed = 0.250" HAX TL DEFL = -0.059" 9 -2'- 6.0" Allowed = 0.333" HAX LL DEFL = 0.022" 9 7'- 2.0" Allowed = 0.667" HAX TC PANEL TL DEFL = 0.059" 9 10'- 4.8" Allowed = 0.654" 7-02 6-09 12 4,00 I M-4x5 12 4,00 HAX HORIZ, LL DEFL = -0,007" 9 13'- HAX HORIZ, TL DEFL = 0.013" 9 13'- 7.5" 7,5" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraieter fits with the intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Hind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. it 7-02 6-09 2-06 13-11 JOB NAHE: LOOSEN Scale: 0.3726 Truss: ATB DES. BY: LA DATE: 9/30/2013 SEQ.: 5679124 TRANS ID: 380572 WARNINOS: 1. BuiUer and erectton contractor shoukl be advised ot all General Notes and Wamings before constructton commences. 2. 2x4 compresston web bracing m\ttt be instelted where shown -t^. 3. Additonal temporary bracing to insure stabiBty during construdion is ttw responsibity ofthe erector. Addittonal permanent bracing of the overaH strudure is the responsibitity of the building designer. 4. No toad should be apptied to any component until after aB bradr^ and fastenere are complete and at no tkne shoukl any toads greater ttwn design toads be apptied to any component. 5. CompuTms has no control over and assumes no responsibility for the tebricatton, handling, shipment and instalalion of components. 6. This design is furnished subjed to the limitations set forth by TPI/WTCA in Best, copies of whtoh wil be fornished upon request. MiTek USA, Inc/ConnpuTrus Soflware 7.6.4-SP5(1L)-E OENERAL NOTES, untess dherwtoe noted: 1. 1Tiis design to based only upon the parametera sliown and is for an individual buHding component. Appicabity of design parameters and proper incorporatton of componant is ttw responsfeilHy of ttw buUing designer. 2. Design assumes the top and bottom chords to be teteraly braced ai Z o.c. and at 10* o.c. respecttvely unless braced throughout ttieir tongth by continuous sheathing such as plywood shaattiingCTC) and/or drywaH(BC). 3. 2x Impad bndgtog or teteral bradng required whera shown + * 4. InsteHation oftruss is the responsiliity ofthe respedive contrador. 5. Design assumes trusses ara to be usad in a non-corrosive envkonment, and are for 'dry conditton" of use. 6. Design assumes foH bearing at al supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 6. Plates shaR be located on botti faces of tmss, and placed so thek center lines coindde with joint center lines. 9. Digite todtoate size of plate In inches. 10. For basic connedor plate design vatoes see ESR-1311, ESR-198a (MiTek) LUHBER SPECIFICATIONS TC: 2x4 DF #2 3C: 2x4 DF «2 WEBS: 2X4 OF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. CVERKANGS: 30.0" 30.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CoipuTrus, H,H20HS,HiaHS,U16 = HiTek HT series Inc TRUSS SPAN 14'- 4.0" LOAD OURATION INCREASE =1.25 SPACED 24,0" O.C. LOADING LL( 20,0)+DL( 10,0) ON TOP CHORD = 30,0 PSF DL ON BOTTOH CHORD = 5,0 PSF TOTAL LOAD = 35.0 PSF BOnOH CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ANO BOTTOH CHORO LIVE LOAOS ACT NOH-CONCURRENTLf, BEARING LOCATIONS 0'- 0.0" 14'- 4.0" CBC2010/IBC2009 HAX HEHBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -45) 47 2-6=(-171) 700 6-3=(0) 254 2- 3= -811) 231 6-4= -171 700 3- 4= -811) 231 4- 5= -45) 47 HAX VERT REACTIONS -122/ 652V •122/ 652V HAX HORZ REACTIONS -71/ 71H -71/ 71H BRG SIZE 3.50" 3,50" REQUIREO BRG AREA SO, IN, (SPECIES) 1,04 DF ( 625) 1,04 OF ( 625 VERTICAL DEFLECTION LIHITS: LL=L/240, TL=L/180 HAX LL DEFL = HAX TL DEFL = KAX LL DEFL = HAX TL DEFL = HAX U. OEFL = HAX TL DEFL = 0.068" 0.O59" 0.024" •0.043" O.OSS" 0.059" •2' -2'-7'-7'-16'-16'- 6,0' 6.0' 2,0" 2.0" 10.0" 10.0" Allowed Allowed = Allowed = Allowed = Allowed = Allowed = 0.250" 0.333" 0.683" 0.917" 0.250" 0.333" -4 st 7-02 7-02 12 12 HAX HORIZ, LL OEFL = 0.008" 9 14'- 0.5" HAX HORIZ. TL DEFL = 0.014" 9 14'- 0.5" This truss does not include any tiie dependent deforiation for long ten loading (creep) in the total load deflection. Tho builoing desioner shall verify that this paraieter fits with the Intended use of this coiponent. Design confons to lain windforce-resisting systei and coiponents and cladding criteria. Wind: 90 iph, h=15ft, TCDL=6.0,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2 Exp.C, HWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 7-02 7-02 2-06 14-04 2-06 JOB NAME: LOOSEN Scale: 0.3696 Truss: AT DES. BY: LA DATE: 9/30/2013 SEQ.: 5679123 TRANS ID: 380572 WARNINGS: 1. BuHder and eradion contrador shouto be advised of all General Notes and Warnings before construction commences. 2. 2x4 compresston web bracing must be instelted where shown 3. Addtttonai temporary bradng to insure stebitity during constmdton is the responsibity of the eredor. Additonal permanent bredng of the overaH structure is the responsibitty of lha buidtog designer. 4. No toad should be applied to any comporwnt unti afler all bradng and testeners are comptete and at no linrw shoiid any toads greater ttwn design toads tw appfied to any component. 5. CompuTrus has no control over and assumes no responsibiity for the fabricatton, handling, shipment and tostelatton of components. 6. This destgn is fomished subjed to the kmitations set forth by TPI/WTCA in BCSI, copies of which wi be fomished upon request. MiTek USA. Inc/CompuTrus Sottware 7.6.4-SP5{1L)-E GENERAL NOTES, untess otherwise noted: 1. Ttiis design is based only upon the parametere stiown and is for an indivtoual buHding component Applicabity of design parametera and praper incorporatton of component is the responsibity of ttw buiding designer. 2. Design assumes ttw top and bottom chords to be lateraly braced Z O.C. and at IO* o.c. respectively uniaaa bracad througtwut their tength by contmuous sheathing such as plywood sheathingCTC) and/or dfywaU{BC). 3. 2x Impad tKidging or tateral bradng required where shown + 4. InsteHation of truss is the respmsibHity of ttie respedive contrador. 5. Design assumes trusses are to be used to a non-corrosive environment, arKi are for "dry conditton" of use. 6. Design assumes futi bearing at aH supporis shown. Shkn or wedge if necessary. 7. Design assumee adequate drainage is provtded. 8. Plates shall be tocated on both faces of tmss. and pbced so their center lines cotocide with joint center Rnes. 9. Digtts indicate size of plale in inches. 10. For basto connedor ptote design values see ESR-1311, ESR-1988 (MiTek) OETAIL FOR COMMON AND END JACKS MII/SAC - 8 -20PSF 8/31/2005 PAGE1 f><AXLOA0K<G (paO JR\ ICU. 20.0 '6' TCOL 16i) 0J> SPACING Plates Increase t.is Lumber Increase i.fs Hep Stress Incr YES ecu. BCQI. MINIMU^'. LUMBER SIZE A^JD GRADE TOPCHORD 2X4HF,DF-L\'o.l BOTCHORD 2X4 SPF, HF. DF-L No.2 BRACING TOPCHORD Sheathed. BOT CHORD Rigid ceiling directly applied. Mrrek Industries, Inc. Wsstern Division Li;!-;GT.K CF E.XTillJSlO.S J.S 3ESIC-H ?:ZQ-D 20•-0" MV-'. SFLlCc CAr4 EITHEH BE 3X6 MT20 PUTES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W.'SAME LUMBER AS TOP CHDHD ATTACH TO ONE FACE W.- (.13rX3.0" MIN) NAILS @ 3' O.C. 2 ROWS NOTE: TOP CHO.RD PUCK: 3/12-8/12 BOrrOM CHORD PITCH: 0112-41^,2 PITCH DIFFERENCE BETWEEN TOP A.ND BOTTOM CHORD TO BE "2" MIN. SPACiNG= 24" O.C. SUPPORT AND COfJNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5-) LGT TOE NAILS SUPPORTS SHALL BE PROVIOED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. Cmn. vv 3 I6d COMMON WIRE (0.162"DIA. X 3.r LGT) TOE NAILS 3x4= CCHK. V7 2 led COWKOt.1 V/IRE (0.16Z-DIA. X W LGT) TOE NAILS :t--CONW. iry/3 1« COMWON WIRE (0.162 OIA. X 3JS' LGT) TDE NMS 3x4= BC r ro.'-i CHORD LEf.'srK .MAV ee z-a- CP. A BEARING BLOCK. 8*0 COMM. V;. 2 16d COf.aflCtfJ WlREfO.ieZniA. X 3.S-) LGT TOE NAILS OR SEE DET.AIL M1I/3AC-7 RDR PRESSUSeSLOCKTC INFO. -i NOTE: N-MLiNG SHALL BE SUCH THAT THE LUFJIBER DOES NOT SPLIT. tuMiam-nrisr' Dv^gn vcAd for LM on^ M«h Mfmk fc far lolainl i^pori ol hdMdugl <»»> B* dmiign a hnurl only upon pjuiiial«i» ihoiwi. ood * terai ladMdual buMhg ImjmpuiufcnotcowiporiaoHiioipnniliMifolbuMno rltiantr-nciimdmii onV- AddBonoilamigaaiy bradng loiniumilabByilutiaeomkii^^ IncilQSiMMA iMpuuMRy ol HIA 77770rw>*M>in " MB Hey«.CA,8S*1i 2 SsS I < 1 < cr ct cc ite if i d ^ d i S ' 5' ? 'T' 7 7 ^ ? 0^ ? ^'^ 5^ L!J 7 > © > S CT^ > 5^ ^' ^' 1^ i'^ f^' ?^ ^ S STUB ^-5-0 1-7-0 STUB 2-5-0 3-7-0 STUB ?-5-0 5-7-a LOOSEN 4/12 PITCH ?710 ARLAND RD 2»4 TOP CHORD CARLSBAD 30- OVERHANG 20.10.5* BOOT HIND EXP- C WIND SPE^D 90mDh BEN/ELED END BLO;K NORTH COUNTT TRUSS ASSUMES NO » RESPONSIBILITY FOR TRUSSES CUT OR INSTALLED IMPROPERLY. BACKCHARGES AKE NOT ACCEPTED • 14-0-e STUB 9-3-8 EXHiBrr "A' AREA OF DEDICATION JAMES DRIVE BUILDING FOUNDATION LOCATION PLAT PREPARED BY: "AQUJCKSURVET 2163 WOODLAND HEIGHTS GLEN ESCONDIDO, CA.92Q26 (760) 5254)694 CELL 5706i@sb(9k)bal.net PIAT PREPARED FOR: SnEDATA: DATE1M3-13 JNI3«6AA PLAT PREPARED BY: "AQUJCKSURVET 2163 WOODLAND HEIGHTS GLEN ESCONDIDO, CA.92Q26 (760) 5254)694 CELL 5706i@sb(9k)bal.net ANDREA LOOSEN 1340 QAK ROMD CARLSBAD, CA. 92008 ioosengsboglotialjief (760)213^1 APN1SS-13(K33 RECORO OF SURVEY MAP NO. 9278 2710 ARLAND ROAD CARLSBAD, CA,9200S TBMAP»1tfl&« PAGE10F1 MifcHAEL THOMPSON, P.LS. 5W6 DATE ANDREA LOOSEN 1340 QAK ROMD CARLSBAD, CA. 92008 ioosengsboglotialjief (760)213^1 APN1SS-13(K33 RECORO OF SURVEY MAP NO. 9278 2710 ARLAND ROAD CARLSBAD, CA,9200S TBMAP»1tfl&« PAGE10F1 GH S i I Re: House set back certification zilla5706-work@yahoo.com <zilla570&-work@yahoo.com> Thu, Oct 3, 2013 at 3:22 PM Reply-To: "zilla5706-work@yahoo.com" <zilla5706-work@yahoo.com> To: Andrea Loosen <loosen@sbcglobal.net> Cc: "davidmorgan.mg@gmail.com" <da\/idmorgan.mg@gmail.com> Andrea and David, Attached you will find Proposal, Plat and Invoice. Your good as to setbacks the closest was within 0.2' tenth's of a foot at the southeast comer. Please call ifyou or your inspector have any questions. Also please sign and retum the proposal for my records, the check just drop in the mail. Thanks Michael From: Andrea Loosen <loosen@sbcglobai.net> To: IVIichael Thompson <zilla5706-work@yahoo.com> Sent: Thursday, October 3, 2013 7:28 AM Subject: Re: House set back certification Dave, • I need the set back numbers • Do they want a Plat, Letter or just field verify Andrea, I can push tomorrows job and do yours but I need some update info.. We have already as-built the existing home and garage so you must have started on the new proposed home? What are the set back numbers and do they want a Plat, Letter or just field verify? Michael From: Andrea Loosen <loosen@sbcglobal.net> To: Michael Thompson <zilla5706-work@yahoo.com> Sent: Wednesday, October 2, 2013 1:22 PM Subject: Fw: House set back certification PCR13132 2714 ARLAND RD LOOSEN RES- REVISIONS TO BOTH ^ ft)3 ^^^^ Ji H/^ I fa Juf^ lof<-fl 15 oropf>e<o OFF ^=W€^7S AHV£5 A^UJJ TO T-t=Vice Ti-ve, Pt^oe OP Or\^ Aroc^^-i IL) Final Inspection required by: • Plan • CM&I • Fire SW •ISSUED •cv. Approved BUILDING PLANNING ENGINEERING FIRE Expedite? Y N By AFS Checked by: HazMat APCD Health Forms/Fees Sent Rec'd Due? Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD: Y N LandUse: By Density: ImpArea: FY: Annex: Fattor: PFF: Y N Comments Date Date Date Date Building Planning Engineering Fire • Done TV -n^<-€. -n+e PcA-ce OP or^^ igrou^^~t (iJ Final Inspection required by: a Plan • CM&I • Flre \ SW •ISSUED acv. Approved Djite ^ By BUILDING PLANNING r.r ENGINEERING fMfr^ FIRE Expedite? Y N • / AFS Checked by: HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina V N Fire Y N HazHealthAPCD y N PE5.M V N School Y N Sewer Y N Stormwater Y f* Special Inspection Y N CFD: Y N LandUse: Density: ImpArea: FY: Annex: Factor: PFF: Y N Comnients Date Date Date Date Building Planning Engineering Fire Need? —. , , ^ 1 - ^ /QDW / a Done a Done