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Home My WebLink About1721 BUTTERS RD; ; PC140046; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-28-2015 Plan Check Permit No: PC140046 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: PLANCK Status: PENDING Parcel No: 1560524700 Lot #: 0 Applied: 08/05/2014 Valuation: $0.00 Construction Type: Entered By: RMA Reference #: Plan Approved: Issued: Project Title: MOJARRAD RES- VACANT LOT Inspect Area: BUILD NEW 1988 SF HOME W/ 480 SF 2ND DWELLING Applicant: Owner: MOHSEN SARABI MCCANN MICHAEL W #113 1345 ENCINITAS BLVD 7127 HOLLISTER AVE #25A234 ENCINITAS CA 92024 GOLETA CA 93117 760 855-6500 Plan Check Fee Additional Fees $1,208.61 $0.00 Total Fees: $1,208.61 Total Payments To Date: $1,208.61 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE Please take NOTICE that approval of your project indudes the "Ir pos ton" of fees, dedications, reswMicns, or other exactions hereafter collectively refwed to as "fees(exactions." You have 90 days from the date the perrrit was issued to protest inposition of these fees(exacticns. If you protest Mem you mist follow the protest proceddres set forth in Govemrnent Code Section 66020(a), and file the protest and any other required infamiation with the (Sty Manager for processing in a000rdance with Carlsbad Mrrcipai Code Section 3.32-030. Failureto timely follow that procedure will bar arty subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that yodr right to protest the specified fees(exadions DOES NOT APPLY to water and sewer connection fees and capacity dianges, nor planing, zoning, grading or other sirrilar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/ions ofvhch you have or&vicusiv been aiven a NOTICE sirnilar to this or as to which the statute of limitations has previoLdy otlimm red. ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: (PLANNING [:]ENGINEERING E38UILDING DFIRE OHEALTH OHAZMATlAPCD I Building Permit Application °® 1635 Faraday Ave., Carlsbad, CA 92008 C I T Y O F Ph: 760-602-2719 Fax: 760-602-8558 AA email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. C / �D Est. Value ,7 Plan Ck. Deposit Date SWPPP JOB ADDRESS / TZ I, / (� a 1 t(-ers fillq2o o $ SUITE#/SPACE#/UNIT# APN 15 6 47 - o � CT/PROJECT # LOT # PHASE # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP DESCRIPTION OF WORK: Include Square Feet of AffectedAr O Y✓l _/ Z ^7_ S �r rl �ac�n (19 -� to b P h 'AI > %../ - C( ` sl"r a, V1 q, q�r 5�� EXISTING USE v4Can / f I O r PROPOSED USE GARAGE (SF) 154 Q PATIOS (SF) DECKS (SF) FIREPLACE YES IO N0[::] AIR CONDITIONING YES Z`N0 FIRE SPRINKLERS YES ✓�NO[:] APPLICANT NAME I- "` Primary Contact Sa tl aZeel PROPERTY OWNER NAME r &t r Aa(ctk�7&;avi 0 cw ADDRESS 5,, 1 O �U �� ADDRESS �I O PDX ITY ( Q STATE a ZIPq zc) f (1 CITY s+ / STATE cq ZIP 2-0 PHONEn op (, `A n FAX PHONE - 7/' 2 �nl�_ n�3, FAX EMAIL lIQ4 ♦�U�goj • EMAIL I of P "'1 -• F WE) r t„�I/1 (� 6✓1�. � 1.� 1Nl DESIGN PROFESSIONAL Q n CONTRACTOR BUS. NAME ADDRESS 1-3 ADDRESS CITY i � � STATEw ` ^ _ ZIP LI CITY STATE ZIP F55-- 65 FAX FAX EMAIL � � � � ` � EMAIL STATE LIC. # STATE LIC.# CLASS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its Issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law `Chapter 9, commending with Section 7000 of Division 3 ofthe 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 nenaltv of not more than five hundred dollars {$500}). Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley -Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certifythat I have read the application and state thatthe above information is oonectand that the information on the plans is accurate. I agree to oomplywith all Cityordinanoes and State laws relating to building construction I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void ft the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such Rermft is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). A5APPLICANT'S SIGNATURE TOP \k.;? DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email building(akarlsbadca.goV or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. r0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION LSAPPLICANT'S SIGNATURE DATE EsGil Corporation In Tartnersfiip witfi Government for Buifding Safety DATE: 11/20/14 ❑ APPLICANT ❑ JURIS. JURISDICTION: Carlsbad ❑ PLAN REVIEWER ❑ FILE PLAN CHECK NO.: PC14-0046 SET: III PROJECT ADDRESS: 1721 Butters Road PROJECT NAME: SFD/ Garage /Attached 2nd Dwelling/Covered Entry for Vaziri ❑ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ® EsGil Corporation staff did not advise the applicant that the plan check has been completed. ❑ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: +Z Mail Telephone Fax in Person ! REMARKS: 1)The scope of work has changed. See cove eet for revised sq footages. 2) Transfer notes in red ink to setLs) at the City. On sheeQJ oted window B within 2 ft of door to be tempered. On shee 4 oted to see framing plan for location of hold downs. On sheet 5 oted both walls to be entirefy sheared and change 4 to 6 hold downs at rear. In addition attach gas isometrics (separate sheets ) to back set of plans. By: Ray Fuller Enclosures: EsGil Corporation ❑ GA ❑ EJ ❑ MB ❑ PC (P) 11/13/14 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE: 10/28/ 14 ❑ 9PPLICANT JURIS. JURISDICTION: Carlsbad ❑ PLAN REVIEWER ❑ FILE PLAN CHECK NO.: PC14-0046 SET: II PROJECT ADDRESS: 1721 Butters Road PROJECT NAME: SFD/ Garage /Attached 2nd Dwelling/Covered Entry for Vaziri ❑ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ® The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ® The applicant's copy of the check list has been sent to: Mohsen ❑ 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: Mohsen Telephone #: (760) 855-6500 ate contacted: IOpb (b*)& Email: sciusa(cD_aol.com ail Telephone Fax In Person ❑ REMARKS: The scope of work has changed. See cover sheet for revised sq footages. By: Ray Fuller Enclosures: EsGil Corporation ❑ GA ❑ EJ ❑ MB ❑ PC 10/21/14 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad PC 14-0046 10/28/14 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit 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 92009, (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 2. Verify final sets of architectural sheets will be signed by designer and that the structural sheets and any new calculations will be stamped and signed by engineer of record also. The engineer of record did not stamp and signed the structural sheets and the lateral calculations to be revised to reflect changes in floor design. In addition there were no F1 and F2 sheets provided with the calculations. 3. Please provide evidence that the engineer -of -record has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss layout or a letter). No revised truss calculations were received. The resubmitted design has changed from original submittal and roof slope has changed from 4 in 12 to 7 in 12. 6. Provide a copy of the required.The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: For example the soils report is limiting you to 1000 psf and slab steel to be #3's at 24" o.c. 7. If applies: The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: Response was does not apply. Per page 15 it does apply. Adjust note on S4 . 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." Carlsbad PC 14-0046 10/28/14 8. Provide a letter from the soils engineer confirming that the foundation plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). Response was N/A. Per page 20 it does apply. 12. How is 2"d dwelling to be heated/cooled if applicable as must be provided with its separate systems. The electrical plan on A2.4 is only reflecting one FAU and one water heater. Please clarify. Noting the FAU's in the garage to be AC's. 16. Per the NEC a minimum 100 amp panel must be provided to all dwellings. Sub panel ok as long as tenant has direct access and not placed in bathroom, clothes closet etc. Could not locate where sub panel was for 2"d dwelling? 20. Assume the main dwelling is to use garage . If this is the case the 2nd dwelling must be provided with a minimum STC rating of 50 between garage and 2nd dwelling. Detail and reference to the plans how this will be provided . Reference details to the plans. 21. Walls separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Show the location of and provide details of the listed wall. Reference details to the plans. 26. No smoke detector/carbon monoxide alarms shown directly outside of 2"d dwelling bedroom. Now plans do not reflect required smoke detectors inside of bedrooms. 27. Sleeping rooms shall have a window or exterior door for emergency escape. Section R310. Please update notes on A0.2. Notes on A0.2 are not updated to current codes. In addition the foundation note F4 is stating the PSF to be 2000 and per soils report it is 1000. Bolts in wood framing are not 3 " sq x .229 and noting 3000 psi for concrete ( special inspection?) a. The bottom of the clear opening shall not exceed 44" above the floor. Do not measure to the window sill. 28. Glazing in the following locations should be shown on the plans as safety glazing material Still missing tempered windows. Foe example see window cat kitchen of 2"d dwelling, window E at bath 2 is not a 4040 (must still be tempered) , window B at main kitchen, side lights etc. Recheck all locations. 32. Show a self -closing, self -latching door between garage and dwelling. Door 8 to be noted to be self latching. In addition the door is now shown swinging over the steps which is not allowed. Also electrical plan shows the fire door at a different location. In addition the added door 5 at master bedroom may swing outward only if the exterior landing is not more than 1% inches lower than the top of the threshold. R311.3.1. Carlsbad PC 14-0046 10/28/14 33. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) ♦ Gas piping sizing based upon a minimum input of 200,000 btu/hr. Gas isometrics are required for all new dwelling due to the 200,000 btu/hr must design for. Isometrics to include all gas loads, BTU's for each fuel burring appliance and lengths of all runs. This cannot be a deferred item. Not provided. 40. Residential energy lighting requirements: ES 150.0(k) • In bathrooms, at least one fixture shall be high efficacy and all remaining fixtures shall be high efficacy or be controlled by a vacancy sensor. Electrical legend does not address lights above the lav sinks. Still applies. 44. Residential ventilation requirements: Just copied the notes and did not show how complies. • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • 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 for both units. Include the following information: Fan sizing (cfm), "Sone" specification, duct location and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. 49. Specify on the plans the following information for the fireplace(s): a. If a masonry fireplace (including Isokern's- ESR-2316) then provide structural details to include required foundation details and required steel etc as per listing under Section 5.3 that " Structural design and calculations from a registered design professional must be provided to the code official to justify the supporting structure for all applicable loads , including gravity, wind and earthquake loading, and applicable load combinations per IBC 1605." Section 5.4 of this report goes on to state "An analysis shall be provided to the code official establishing that the seismic conditions for the installation site do not exceed the specified seismic limitations". Structural engineer did not address this. (Continued on the next page) Carlsbad PC 14-0046 10/28/14 50. Please recheck entire plans both architecturally and structurally to verify all notes and all details are complete and/or correct. There are far too many areas to list. Some examples are listed below. Still applies. : a) The windows C at garage are to be 3050's and shown as 3040's on elevation. b) Door 5 and window B at main kitchen as shown on A2.1 do not match east elevation on A3.1 c) The elevations are reflecting windows to be casements and per window schedule they are DH's? d) Window H from bedroom 3 no longer has required light and ventilation due to redesign. Must provide a minimum of 3 ft clear opening to the sky. The plans are reflecting a 6'2" opening with 2 ft of eaves on either side for 2 ft clear opening above. e) Detail and correctly reference all shear locations with a detail showing shear extending to roof sheathing (or drag truss if applies). 59. The plans and notes are reflecting all the structural details to be on SD-1 thru SD3? Still applies. 63. Provide Strong Wall details and reference to plans. Show any required deepen footings i.e. minimum 25 "embedment for the STTB28's with 3" clearance below. Verify footings/ soil bearing adequate for tension and compression forces . Still applies. Strong walls to be shown on the foundation plan. 67. Framing plan is noting 14 hold downs required at front wall and could only count 6? Now see rear wall on S-5 where plans reflect 6 hold downs and notes say 4. Recheck all locations. 68. Please a cut section thru entry that reflect location of 6 x6 header and framing above including what appears to be decorative arched window as shown on south elevation on A3.1. Detail to include relationship of wall to vaulted trusses. Still applies. 70. Missing headers at bearing walls and above fire door. Still applies. 72. Do not understand how the Strong walls can be 10 ft in height at front to garage when plate height is 9 ft from grade as shown on A3.1? In addition would lose the height of stem walls which were not detailed at front of garage. Still applies. (Continued on the next page) Carlsbad PC 14-0046 10/28/14 73. Plans and calculations need to be reviewed by engineer or record to verify that they are complete and that they reflect a complete vertical and lateral load path from roof sheathing to foundation below. It does not appear that the structural calculations match the plans in various areas. Please recheck plans very closely. Still applies. The changes in design have not been adequately addressed . Please provide the revised truss and structural calculations reflecting proposed changes. Plans and calculations need to be reviewed by engineer or record to verify that they are complete and that they reflect a complete vertical and lateral load path from roof sheathing to foundation below. • Complete architectural and structural recheck required when the plans have been reviewed by both designer and structural engineer and clearly reflect compliance with current building codes. Still applies. • Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Please provide a written list of all changes made on plans from 1st submittal that were not a result of corrections. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) • 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 Ray Fuller at Esgil Corporation. Thank you. Carlsbad PC 14-0046 10/28/14 DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC14-0046 PREPARED BY: Ray Fuller DATE: 10/28/ 14 BUILDING ADDRESS: 1721 Butters Road BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance -- — -- '— Bldg, Permit Fee by uroinance Plan Check Fee by Ordinance -W Type of Review: ❑ Complete Review ❑ Structural Only El Other ❑ Repetitive Fee rr 2 Hrs. @ Repeats Hourl EsGil Fee $86.00 " Based on hourly rate Comments: Two hours was charged for changed in design . Sheet 1 of 1 $215.00 $172.00 EsGil Corporation In Partnership with ('Government for Building Safety DATE: 08/ 14/ 14 0PPLICANT JURIS. JURISDICTION: Carlsbad ❑ PLAN REVIEWER ❑ FILE PLAN CHECK NO.: PC14-0046 SET: I PROJECT ADDRESS: 1721 Butters Road PROJECT NAME: SFD/ Garage /Attached 2nd Dwelling/Covered Entry for Vaziri ❑ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ® The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ® The applicant's copy of the check list has been sent to: Sadegh Vaseri ❑ 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: Sadegh Vaseri Telephone #: (562) 805-9222 Date contacted: & �ejr (by: h Email: homyrab@aol.com �J:::�Mail phone, Fax In Person REMARKVS— By: Ray Fuller Enclosures: EsGil Corporation ❑ GA ❑ EJ ❑ MB ❑ PC 08/07/14 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad PC 14-0046 08/14/14 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC14-0046 JURISDICTION: Carlsbad PROJECT ADDRESS: 1721 Butters Road FLOOR AREA: Main Dwelling 2302 2nd dwelling 627 Garage 548 Covered Entry 30 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 08/05/14 DATE INITIAL PLAN REVIEW COMPLETED: 08/ 14/ 14 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: 15 ft per CBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 08/07/14 PLAN REVIEWER: Ray Fuller 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 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PC 14-0046 08/14/14 1. Please make all corrections on the original tracings, as requested in the correction list. Submit 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 92009, (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 2. Verify final sets of architectural sheets will be signed by designer and that the structural sheets and any new calculations will be stamped and signed by engineer of record also. 3. Please provide evidence that the engineer -of -record has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss layout or a letter). CBC Section 107.3.4.2. 4. Could not locate this note on the plans Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3 . 5. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2013 California Residential Code, which adopts the 2012 IRC, 2012 UMC, 2012 UPC and the 2011 NEC. Section R106.1. 6. Provide a copy of the required. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. Please verify report is current (as most reports expire after one to three years). Provide copies of any updated reports and verify soils report addresses current code parameters (IBC and not UBC) liquidation potential etc. 7. If applies: The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 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." Carlsbad PC 14-0046 08/14/14 8. Provide a letter from the soils engineer confirming that the foundation plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 9. Show distance from foundation to edge of cut or fill slopes ("distance -to - daylight") and show slope and heights of cuts and fills. Section R403.1.7. 10. Show on plans that wood shall be 6" minimum above finish grade. Section R404.1.6. 11. Where expansive or collapsible soils are known to exit, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. 12. How is 2"d dwelling to be heated/cooled if applicable as must be provided with its separate systems. The floor plan is reflecting what appears one water heater and one FAU for each dwelling. The electrical plan on A2.4 is only reflecting one FAU and one water heater. Please clarify. 13. Plans to reflect location of AC units. 14. Plans to reflect how providing adequate combustion air to the garage as garage is not large enough to provide adequate combustion air for both the FAU's and the water heaters. 15. Detail the dryer exhaust duct design from the dryer to the exterior. Verify dryer vent termination will be a minimum of 3 ft from any opening. 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. 16. Per the NEC a minimum 100 amp panel must be provided to all dwellings. Sub panel ok as long as tenant has direct access and not placed in bathroom, clothes closet etc 17. Show the T and P relief valve at the water heaters and the % minimum discharge pipe size with routing to the exterior for each water heater. CPC Section 608.3. 18. The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CBC Section 1207.11. Carlsbad PC 14-0046 08/14/14 19. If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11. 20. Assume the main dwelling is to use garage . If this is the case the 2"d dwelling must be provided with a minimum STC rating of 50 between garage and 2"d dwelling. Detail and reference to the plans how this will be provided . 21. Walls separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207.6. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. 22. The plans do not address how the fire separation at the garage is to occur and or dwelling to dwelling? Plans to clearly reflect how this is to be obtained. Wall assemblies separating units in a duplex shall be of one -hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. Exceptions: a) A fire -resistance rating of 1/2-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. b) Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than %-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than '/2 -inch gypsum board or equivalent. 23. The supporting construction of fire -rated floor assemblies shall have an equal or greater fire -rating. Section R302.3.1. 24. Provide a note on the plans stating: "Penetrations of fire -resistive walls, floor -- ceilings and roof -ceilings shall be protected as required in CRC Section R302.4." 25. Plans to reflect garage floor to sloping towards main vehicle entry doorways or towards a approved drainage system. R309.1 26. No smoke detector/carbon monoxide alarms shown directly outside of 2"d dwelling bedroom. 27. For main dwelling the carbon monoxide alarm(s) are required directly outside each separate sleeping area in the immediate vicinity of the bedrooms Carlsbad PC 14-0046 08/14/14 28. Sleeping rooms shall have a window or exterior door for emergency escape. Section R310. Please update notes on A0.2. a) The bottom of the clear opening shall not exceed 44" above the floor. Do not measure to the window sill. This generally applies to windows that have a height of 3' or less. See the figure below to see the correct method of measurement. 29. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Please update notes on A0.2 and note on plans the required locations i.e. window C at bath 3, d at bath 2 etc. a) Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measure horizontally, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. See the figure below. Carlsbad PC 14-0046 08/14/14 Sc Bathtub, whirlpool tub — h,_f fa rh SG = Safety glazing required Measurements are to exposed glazing S( Section view 0 in. )or 30. Specify on the plans the following information for the roof materials, per Section R106.1.1: Manufacturer's name and ICC approval number, or equal. Some examples are ELK COMP ESR-1475, OWEN CORNING, ESR -1372 , CERTAINTEED ESR-1389, GAF ESR1475 etc. 31. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2 a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. 32. Show a self -closing, self -latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. Door schedule is reflecting door 4 to be a 60"x84" hollow bifold door? 33. If applies : Single family dwellings located in subdivisions having 10 or more lots (tentative subdivision map completed on or after 1/1/2014) must comply with the mandatory requirements for "solar ready" buildings. Please review the California Energy Code, Section 110.10, for complete requirements. Requirements include solar zones, conduit installation, documentation, and a minimum size 200 ampere main electrical service. 34. No energy calculations provided for the 2"d dwelling. Please provide the booklets as T24 sheets are not legible in places. Reprint T-24 sheets for clarity. Carlsbad PC 14-0046 08/14/14 35. Prior to the initial plan submittal, the energy design was required to be registered with the appropriate HERS provider data registry. Before the next plan review, please register the energy design and resubmit plans with completed forms showing the registration number. CaICERTS is the only current registry: https://www.calcerts.com Applies to 2"d dwelling. 36. Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2013 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." 37. All hot water piping sized W or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation; larger pipe sizes require 1'/2" thick insulation. Note: In addition, the'/2" size hot water pipe to the kitchen sink is required to be insulated. ES 150.00)2 38. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) ♦ Gas piping sizing based upon a minimum input of 200,000 btu/hr. Gas isometrics are required for all new dwelling due to the 200'000 btu/hr must design for. Isometrics to include all gas loads, BTU's for each fuel burring appliance and lengths of all runs. This cannot be a deferred item. ♦ A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. ♦ The "B" vent installed in a straight position (no bends) from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) ♦ A 120 volt receptacle accessible to the heater installed within 3'. 39. Below grade hot water piping is required to be installed in a waterproof and non - crushable sleeve or casing that allows for replacement of both the piping and insulation. ES 150.00) 40. Residential energy lighting requirements: ES 150.0(k) In bathrooms, at least one fixture shall be high efficacy and all remaining fixtures shall be high efficacy or be controlled by a vacancy sensor. Electrical legend does not address lights above the lav sinks. High efficacy fixtures are required for all other rooms (not described above) or low efficacy fixtures are allowed if controlled by a dimmer or a vacancy sensor. See ceiling fan lights for example. Note: Generally a high efficacy style of fixture is fluorescent, complete with electronic ballasts. Regular incandescent, quartz halogen, low voltage and halogen MR lamps do not comply. 41. Plans to reflect a exterior WP GFCI at front and back of both dwellings. Carlsbad PC 14-0046 08/14/14 42. Could not determine why keynote 2 is referencing FAU in attics on A2.4. 43. Include on the plans the following specifications for any new electrical devices being installed : a) Tamper resistant receptacles required for all new locations . b) Weather resistant type for any new receptacles installed in damp or wet locations (outside). c) Arc -fault protection for all new outlets (not just receptacles) located in rooms described in NEC 210.12(B): Family, living, bedrooms, dining, halls, etc. d) GFCI protected outlets for any new locations described in NEC 210.8: Kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. 44. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). See kitchen island for example. 45. Recheck outlet spacing. Must show outlets within 6 ft of any opening and not tc exceed 12 apart. Any isolated wall 2 ft or wider to have outlets Residential ventilation requirements: See dining and great room for example where spacing exceeds 12 ft. Recheck all locations. 46. Residential ventilation requirements: • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • 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 for both units. Include the following information: Fan sizing (cfm), "Sone" specification, duct location and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. • All fans installed to meet the preceding requirements must be specified at a noise rating of a maximum 1 "Sone" (for the continuous use calculation) or 3 "Sone" (for the intermittent use calculation). Carlsbad PC 14-0046 08/14/14 47. Specify on the plans the make, model, type and efficiency of the space heating (or cooling) system. 48. If applies : "Solar ready" Energy Code Mandatory Requirements are necessary for the following building types: SFR subdivision of ten or more,. Include the following "solar ready" requirements on the plans: Solar Zone (area and location; additionally, see CRC R331 or CBC 3111) and the potential inverter and metering equipment locations, and the future pathways available between the solar zone and equipment. Note: Specific requirements and Exceptions are available in the 2013 Energy Standards, Section 110.10. Note: Subdivision SFR's additionally require a minimum size electrical service of 200 amperes. 49. Specify on the plans the following information for the fireplace(s): a) Manufacturer's name and model number, ICC approval number, or equal. b) Is this to be a direct vented decorative gas fireplace or wood burning? If direct vented clearly note this and show termination. c) If wood burning show the height of the factory -built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CIVIC Section 802.5.4. d) If a masonry fireplace (including Isokern's- ESR-2316) then provide structural details to include required foundation details and required steel etc as per listing under Section 5.3 that " Structural design and calculations from a registered design professional must be provided to the code official to justify the supporting structure for all applicable loads , including gravity , wind and earthquake loading, and applicable load combinations per IBC 1605." Section 5.4 of this report goes on to state "An analysis shall be provided to the code official establishing that the seismic conditions for the installation site do not exceed the specified seismic limitations". 50. Please recheck entire plans both architecturally and structurally to verify all notes and all details are complete and/or correct. There are far too many areas to list. Some examples are listed below. 51. Entry door (5) to 2"d dwelling is noted to 2'4" door and minimum 36 (32" clear space required). 52. Garage door (3) is noted to be 16 ft x 6 ft high? 53. Plans to reflect rise and run of steps from garage to dwelling. Maximum rise is 7- 3/4" and minimum run is 10" . A nosing (between 3/" and 1-'/4") shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Carlsbad PC 14-0046 08/14/14 54. Noting door 6 at laundry to be 30" hollow core Bifold? 55. Noting windows (C) at bathrooms to be 3040 and scale 2 ft. 56. Show the shower stall at master bath can accommodate a 30" circle and has a minimum floor area of 1,024 sq. in. 408.6. 57. The elevations do not appear to match the plans. For example see west elevation on AM where per floor plan all the windows are type A's? 58. Reference all details to applicable locations and cross out or remove those that do not apply. See detail on A5.1 for example. Verify that they do not conflict with structural. 59. The plans and notes are reflecting all the structural details to be on SD-1 thru SD3? 60. The foundation plan is incorrectly referencing hold downs to be SSTBZ's instead of SSTB20's and HDUZ's instead of HDU2's? 61. Foundation plan is reflecting anchor bolt spacing to be with SSTB's which conflicts with structural details. 62. Show size, embedment and location of hold down anchors on foundation plan . 63. Provide Strong Wall details and reference to plans. Show any required deepen footings i.e. minimum 25 "embedment for the STTB28's with 3" clearance below. Verify footings/ soil bearing adequate for tension and compression forces 64. Show or note on plans that all rake walls are to be ballooned framed. 65. Girder truss to be designed for appropriate loads and post/spread footings will be required at each end. Detail continuous roof diaphragm, appropriate truss hangers, blocking, edge nailing and drag strap from girder to wall. 66. Plans are reflecting slab supporting one end of girder truss E—H1 67. Framing plan is noting 14 hold downs required at front wall and could only count 6? 68. Please a cur section thru entry that reflect location of 6 x6 header and framing above including what appears to be decorative arched window as shown on south elevation on A3.1. Detail to include relationship of wall to vaulted trusses. 69. It is unclear if side walls are to be sheared also as shown at entry on S'-2? Carlsbad PC 14-0046 08/14/14 70. Missing headers at bearing walls and above fire door . 71. Do not know what 4 x6 x2 means as referenced to various headers on S-2. 72. Do not understand how the Strong walls can be 10 ft in height at front to garage when plate height is 9 ft from grade as shown on A3.1? In addition would lose the height of stem walls which were not detailed at front of garage. 73. Plans and calculations need to be reviewed by engineer or record to verify that they are complete and that they reflect a complete vertical and lateral load path from roof sheathing to foundation below. It does not appear that the structural calculations match the plans in various areas. Please recheck closely. • CITY OF CARLSBAD REQUIREMENTS 74. All new residential buildings, including additions, require a soils 75. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". 76. All new residential units shall include plumbing specifically designed to allow the later installation of a system which utilizes solar energy as the primary means of heating domestic potable water. No building permit shall be issued unless the plumbing required pursuant to this section is indicated in the building plans. • Complete architectural and structural recheck required when the plans have been reviewed by both designer and structural engineer and clearly reflect compliance with current building codes. • Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) • 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 Ray Fuller at Esgil Corporation. Thank you. Carlsbad PC 14-0046 08/14/14 CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. �Iroject/Permit: Project Address: A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner -Builder D. (If you checked as owner -builder you must also complete Section B of this agreement.) Name: (Please Mailing AddrE Email (F,,st) (M I.) Phone: I am: ❑Property Owner ❑Property Owner's Agent of Record ❑Architect of Record ❑Engineer of Record State of California Registration Number Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off -site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Sin naf a rp Date: B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner -builder. Contractor's Company Name: Name. (Please print) lF-tl Mailing Address. Email: State of California Contractor's License Number Please check if you are Owner -Builder O IM Phone: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • 1 will have in -place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final report / letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signat B-45 Page 1 of 1 Rev. 08111 Carlsbad PC 14-0046 08/14/14 ADO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC14-0046 PREPARED BY: Ray Fuller DATE: 08/ 14/ 14 BUILDING ADDRESS: 1721 Butters Road BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION VN BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Main Dwelling 2303 110.17 253,722 2nd Dwelling 627 110.17 69,077 Garage 548 26.61 14,582 Covered Entry 30 9.59 288 Fireplace 1 2,621.34 2,621 Air Conditioning 2930 4.19 12,277 Fire Sprinklers 3478 3.11 10,817 TOTAL VALUE 363,383 Jurisdiction Code Icb IBy Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: Complete Review ❑ Repetitive Fee —7] Repeats ❑ Structural Only ❑ Other ❑ Hourly jHr. @ EsGil Fee $1,T 50 $1,124 873 1 $969.08 Comments: Additional $86.00 for Cal Green Sheet 1 of 1 macvalue.doc + 46 NV C I T Y 0 F PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:08/20/14 PROJECT NAME: VAZERI RESIDENCE PROJECT ID: PC 14-46 PLAN CHECK NO: I SET#: I ADDRESS: 1721 BUTTERS RD APN: 156-052-47 VALUATION: $362,870 NEW SFD&2DU This plan check review is complete and has been APPROVED by the ENGINEERING Division. 0 A Final Inspection by the Division is required Yes V No xThis plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. ON A Plan Check Comments have been sent to: SCIUSA@AOL.COM roa may also 1'4-ive corrections from onEl or niore, of th-e divisions fisted below. Approval from these divisions may be required prhor to the issuance of a ibuilding permit. Resubmitt(.-,�d p,lans should inch do, fi'orlil 314 divisions, For questions or clarifications on the attached checklist Please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris.Sextonq�carlsbadca.�ov Gina.Ruizqcarlsbadca.e v ,o Remarks: Kathleen Lawrence 760-602-2741 Kathleeii.Lawrence@carlsbadga.go_v Linda.0ntiveros@car1sbadca.0,ov Gregory, Ryan@carisbadca.gov Cynthia.Wong@carlsbadca.gov Dominic.Fieri@carisbadca.gov 0 SHOW PROPOSED SEWER AND WATER LATERAL ON PLANS, CORRECT PROPERTY LINE DIMENSIONS. Set # lI Any outstandiny issues will he marked with X . Make the necessary corrections for compliance with applicable modes and standards..Submit corrected plaals and/or specifications to the Buildiny division lbr ve-submittal to the F:nyineering division. Items that conform to permit requirements are marked with ✓ 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures X Existing street improvements X X Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Show on site plan: Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. X 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. X Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: 1 Site address V Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: PARCEL 2 Reference No(s): MS 01-11 E-36 Page 2 of 6 REV 6/01/12 iMu M M Set # 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: 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 $24,000—, pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $ I 15.00. Dedication required as follows: 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 $124,DDG,W, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Curb, gutter, sidewalk, underground utilities. Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of A4a-QG-so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Processing fee $157.00. Future public improvements required as follows: CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES E-36 Page 3 of 6 REV 6/30110 H 5. GRADING PERMIT REQUIREMENTS PLEASE ADD X TO PLANS ALL CUT, FILL, IMPORT, EXPORT AND REMEDIAL. Im Set # 1 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 grading permit must be issued and rough grading approval obtained prior to issuance of a building 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 for the 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: Driveway E-36 Page 4 of 6 REV 6/01/12 0 Set # 1 7. STORM WATER a a Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 14- ) 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. gov/business/building/Documents/EngStandsw-stds-vol4-ch2.pdt Project needs to incorporate low impact development strategies throughout in one or more of the following ways: 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 7 9. WATER METER REVIEW Domestic (potable) Use 8. FEES Set # 1 What size meter is required? FYI 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 %". d Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? yes no Permit No. Permit No. Project built after 1980 yes no Impervious surface > 50% yes no Impact unconstructed facility yes no V Fire sprinklers required yes no (is addition over 150' from center line) Upgrade yes no No fees required 10. Additional Comments 1. PLEASE PROVIDE EXISTING TOP® AND NEW PROPOSED FINISH FLOOR. Attachments: Engineering Application Storm Water Form E-36 Page 6 of 6 Right -of -Way Application/Info. ReferenceDocuments REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 0s/20/14 Date:08120114 GEO DATA: LFMZ: ji/ B&T: N Address: 1721 BUTTERS RD Bldg. Permit #: PC 14-46 Fees Update by: KML Date: Q8120114 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD & 2DU Sq.Ft./Units 2 EDU's: 2 Types of Use: Sq.Ft,/Units EDU's: Types of Use: Sq.Ft,/Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFD & 2DU Sq.Ft,/Units 1 SFD & 2NDU ADT's: 10 + 6 Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK -IN -LIEU FEE: NW QUADRANT NE QUADRANT SE QUADARANT SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ PD AT FINAL MAP 23RAFFIC IMPACT FEE: ADT'S/UNIT 16 X FEE/ADT: I =$ 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 DIST.#2 DIST,#3 ADT'S/UNITS: �( FEE/ADT: I=$ N/A ❑ 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: I =$ N/A ❑ 5. SEWER FEE EDU's 2 BENEFIT AREA: EDU's 6. DRAINAGE FEES: ACRES: 7. POTABLE WATER FEES: UNITS I CODE M& X FEE/EDU: 1684 X FEE/EDU: PLDA: HIGH X FEE/AC: =$ 1684 ❑ _$ N/A ❑ MEDIUM LOW _$ PD & FINAL MAP ❑ CONN. FEE I METER FEE I SDCWA FEE I TOTAL ,.^ V CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 STORM WATER COMPLIANCE CERTIFICATE ✓ My project is not in a category of permit types exempt from the Construction SWPPP requirements ✓ My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non -storm water discharge(s). ✓ My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad 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 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). 1 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. SADEGH VAZIRI OWNER(S)/OWN R'S AGENT NAME (PRINT) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) 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 314 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES DevelODment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov PROJECT INFORMATION Site Address: 1721 BUTTERS RD Assessor's Parcel Number: 2 a I Project ID: C4�3 1, '�0 / _ 7 Construction Permit No.: Estimated Construction Start Date Project Duration 8 Months Emergency Contact: Name: SADEGH VAZIRI 24 hour Phone: 562-805-9222 to Storm Water Quality [§ Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CAR D STAND TI WPPP Approved By: Date: E-29 Page 1 of 3 REV 4130110 Erosion Control Tracking Control Non -Storm Water Waste Management and Materials BMPs Sediment Control BMPs Management BMPs Pollution Control BMPs BMPs � p c c m E m y € rnBest 2 E Al Z' aEi Mana ement Practice 0c m FL E Ft2 o m 0 � W?� °g (BMP) Description y N o cn C~W m_ C m E ; 0� a� . ccv a�co o E �° c �i u r " w € $ Q.3 s o '° o aLi _ 16 ;;- co ii 3 9W o Cn — in cn U ii 0 in > Cn rn a rn rY 3 a a > i i rn rn cn x c� CASQA Designation t` aQ O i M W �Q W W aQ W O CV rr M t` aQ fV M N aQ Lj W v W Lu W W W N W N W � N N � N � � � Z Z Z Z Z Z Z Z Construction Activity Gradin /Soil Disturbance %,417renching/Excavatlon Stockpiling Drilling/Boring Concrete/Asphalt Saw c ttin Concrete flatwork Paving C duit/Pie Installation "Stucco/Mortar Work Waste Disposal Staging/LayDown Area Equipment Maintenance and Fueling fit Hazardous Substance Use/Storage Dewaterin Site Access Across Dirt Other (list): Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. 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 descrribed, 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 the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two 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 Plastid' 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 Plastid' 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 California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E_29 Page 2 of 3 REV 4130110 CITY OF STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov am applying to the City of Carlsbad for the following type(s) of construction permit: ❑ Building Permit ❑ Right -of -Way Permit ❑ My project is categorically EXEMPT from Electrical Patio/Deck the requirement to prepare a storm water Fire Additional Fire Alarm Photo Voltaic Re -Roofing pollution prevention plan (SWPPP) because it Fixed Systems Sign only requires issuance of one or more of the Mechanical Spa -Factory following permit types: Mobile Home Sprinkler Plumbing Water Discharge Project Storm Water Threat Assessment Criteria* No 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 threat' assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier 1 - Threat Assessment Criteria �-ten project does not meet any of the Significant br Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 - 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 Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad 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 disturbances 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 -storm water discharge(s). 1 certify to the best of my knowledge that the above checked statements are true and correct./ understand and acknowledge that even though this project does not require preparation of a construction SWPP,1 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 15 of the 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. Project Address: Assessor Parcel No. , Owner/Own��eiir's__Aut cal onzed Agent Name: r VC,Z C Y , Title: n j,, .J.A Owner/Owner's Author' ed Agent Signature: Date: City Concu ce: ❑ NO By � ate: / ID, l7�,/� ✓Ict C 44- B-24 Page 1 of 1 Rev.O3/09 V. /CITY OF CARLSD', A D 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.carlsbadca.gov Construction Perceived SWPPP Tier Construction Threat Assessment Criteria* Threat to Level Storm Water Quali Tier 3 — High Construction Threat Assessment Criteria ❑ Project site is 50 acres or more and grading will 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 ElSoil at site is moderately to highly erosive (defined as having a predominance of soils with High Tier 3 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 Tier 3 — Medium Construction Threat Assessment Criteria ❑ All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 High Construction Threat Assessment Criteria ❑ Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside 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) High Tier 2 ❑ 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 Tier 2 — Medium Construction Threat Assessment Criteria ❑ All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tier 1 - Medium Inspection Threat Assessment Criteria ❑ 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) Tier 1 ❑ Site slope is 5 to 1 or steeper ❑ Medium 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 Tier 1 - Low Inspection Threat Assessment Criteria ❑ All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria Low Exempt - Not Applicable - Exempt —Ly cnyuicci 111dy CIULI lice unnor variances rrom the construction threat assessment criteria in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4/30/10 CITY OF CARLSBAD` STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ?. �. �\4 ......_ ._.' ., ';ro- ...... r•.... �..-.:.,.\\�. _.. .. ..,��• �� X is \ \ �� 7,•,v,..3�e ��...... To address post -development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.gov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your 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 you, 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 you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please 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, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. 7,7 8\ \ cam.."- \aa .'... Y'y7'n�'!' `j k3 �Y3 \,� \ \. \ To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non -erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streetsguidance? 2. Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. If you answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 Effective 6/27/13 .� 9 �� CITY OF A LS BA STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov max,. F e To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed -use, and public development projects on public or private land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed -use, andpublic development projects on public orprivate land. 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface ci collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less lf'" from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA i.e. not commingles with flows from adjacent lands).* 8. Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, C e 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (AD7) of ✓.-- 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11.Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page 2 of 3 Effective 6/27/13 STORM WATER STANDARDS QUESTIONNAIRE E-34 Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Complete the questions below regarding our redevelo mentproject: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. ❑ My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. % I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: C%'C�S 1:6C Accessor's Parcel Number(s): Applicant Name: sct l j _ Applicant Title: �t U Applicant Signature: / (� vc a Date: ' O This Box for City Use Only City Concurrence, YES I NO By: o / Date! - Project ID: �C�� /� 7 ) * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent 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. E-34 Page 3 of 3 Effective 6/27/13 C I T Y O F INSTRUCTIONS: STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov To address post -development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.gov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your 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 you, 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 you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please 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, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. "STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or X other non -erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streetsguidance? 2. Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are X designed and constructed in accordance with the USEPA Green Streets guidance? If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. If you answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 Effective 6/27/13 N, C I T Y O F STORM WATER STANDARDS QUESTIONNAIRE E -34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP 2 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively X over the entire project site? This includes commercial, industrial, residential, mixed -use, and public development projects on public or private land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, X industrial, residential, mixed -use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared X foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development X project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface X collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporary arkin or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, X road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less X from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA i.e. not commingles with flows from adjacent lands).* 8. Is your project a new development that supports an automotive repair shop? An automotive repair shop is a X facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's X that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and X are expected to generate pollutants post construction? 11.Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of X impervious surface or (2) increases impervious surface on the property by more than 10%? If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page 2 of 3 Effective 6/27/13 STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP 3 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS ONLY Complete the questions below regarding our redevelopment project: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than X 50% of the surface area of the previously existing development? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. STEP 4 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION ❑ My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. ® My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: 1721 BUTTERS RD CARLSBAD CA 92008 Accessor's Parcel Number(s): Applicant Name: MOHSEN SARABI Applicant Signature: M.SARABI Applicant Title: DESIGNER Date: 9-11-2014 This Box for City Use —Only City Concur ce: YES By: G ��11� Date: '7//L Project ID: L/✓ /t�/_ 9 7 � 7 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent 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. E-34 Page 3 of 3 Effective 6/27/13 may` I I ,,,CARLSBAD t� , PLANNING DIVISION Pvel® ant Servi��s BUILDING PLAN CHECK Planning Division 1635 Faraday Avenue C � (760) 602-4610 P-28 '�� www.carlsbadca.eov 93 DATE: 10/,22'/14 PROJECT NAME: SFR & SDU PROJECT ID: PLAN CHECK NO: PC140046 SET#: ADDRESS: 1721 BUTTERS RD APN: This plan check review is complete and has been APPROVED by the`�� Division. A Final Inspection by the Division is required [:]Yes ❑ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SCIUSA@AOL.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 ❑ Chris Sexton 760-602-4624 Chris.Sexton@carisbadca.gov ❑ Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov ❑ Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov ❑ Gina Ruiz 760-602-4675 G i na. R u iz@ca rlsbadca.9,ov ❑ Linda Ontiveros 760-602-2773 Linda.0ntiveros@carlsbadca.gov ❑ Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov ❑ ❑ ❑ Dominic Fieri 760-602-4664 Dominic.Fier,i@carlsbadca.gov '?9 Plan Check No. PC140046 Address 1721 BUTTERS RD Date 101,6114 Review #' Planner GINA RUIZ Phone (760) 602- 4675 APN: 156-052-47-00 Type of Project & Use: SFR & SDU Net Project Density: DU/AC Zoning: R-1 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) REVIEW #: 1 2 3 Legend: ® Item Complete ❑ Item Incomplete - Needs your action ® ❑ ❑ Environmental Review Required: YES ❑ NO DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: ®❑ ❑ Discretionary Action Required: YES ❑ NO ® TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ®❑ ❑ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES ❑ NO CA Coastal Commission Authority? YES ❑ NO If California Coastal Commission Authority: Contact them at — 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): ®❑ ❑ Habitat Management Plan—$514.08 (.17 AC LOT x $3,024/AC FOR DISTURBED LAND ON VACANT LOT) Data Entry Completed? YES ® NO ❑ If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) ® ❑ ❑ Inclusionary Housing Fee required: YES ® NO ❑ $4,515 IN -LIEU ADDED TO BUILDING PERMIT FEES (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ® NO ❑ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) ❑ ®❑ Housing Tracking Form (form P-20) completed: YES ® NO ❑ N/A ❑ Site Plan: ❑ ® ❑ SITE PLAN SCALE NOT IA DILATED 1/8" STATED ON PLANS i �rw c i co P-28 Page 2 of 3 07/11 // ■ ■ /1 ■ ■ /1 ■ City Council Policy 44 — Neighborhood Architectural Design Guidelines 1. Applicability: YES ❑ NO 2. Project complies: YES ❑ NO❑ Zoning: 1. Setbacks: Front: Interior Side Street Side: Rear: Required 20' Shown 20' Required 7_5' Shown 7_6' Required N/A Shown N/A Required 15' Shown 25.4' 2. Accessory structure setbacks: N/A AS SDU & GARAGE ARE ATTACHED TO SFR Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown 3. Lot Coverage: Required 40% MAX Shown ° SOFT LOT-=�REVISED TO 2996 OF BLDGS / 7500 SQ FT LOT = 40%) 4. Height: Required 30' MAX (4:12 PITCH STATED) Shown 17' ®❑ ❑ 5. Parking: Spaces Required 20' x 20' garage Shown 21' x 20.5' (MECHANICAL ROOM IN THE GARAGE IS LOCATED OUTSIDE OF THE REQUIRED SPACE) (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown E RNEY .] TH H V� APE SUBMITTED WITH THIS NOTARY STATING THAT--W AUTHORIZED TO SIGN ON BEHALF OF BAGHER MOJARRAD. 'ERTY OWNER IS ATING POWER OF NEEDS TO BE 3€G, VAZIRI IS OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE ATE P_28 Page 3 of 3 07/1 George McCurdy Structural Engineer 117- Soot Main Street, Lake Elsinore, California 9253-0-4108 voice 6 fax: 951/67 9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccur y t uct r 1 ngine r.com STRUCTURALCALCULATIONS Sadegh Va yiResidenc 1721 Butters Road Carlsbad, California 92008-1002 t^-� Allied Design Page # GI job Name: VAZ RI J b # 14 ISS Dam 3-Qry14 Revision Al: 4 Nov 14 TABLE OF CONTENTS EacSheet Design toads G 2 Ea c Design Info G S thr G 4 Roof Framing Fleef Fram RF-1 thr RF-S , 2 I Foundation Design Retaining . • FF thru FF FI thr F2 Wall Design RW 1 thr-une, W-1 thr W-2 21 Lateral Analysis Misce cnie DesDesig s & info Lltr L26 #l,� (d Please Note: "The purpose of the earthquake provisions herein is primarily to safeguard against major structural failures and loss oflf! e, not to limit damage or maintain function." (re=sd her from a previous Code fo£pubic awareness only) Please note: Any alterations made to the job Site Address and/or lega description on this sheet voids the®wet signature a @stamp. ./ §` a 4 ar/i 5 ] ! NOV 12 2014 George McCurdy Structural Engineer t Ir t 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com DESIGN VERTICAL LOADS TYP ROOF Sloped Construction ( Roof = 7.00 Tile = 10.0 Plywood = 1.7 Framing = 2.0 I DL = 13.7 DL = 15.8 Ceiling Construction Insulation = 1.0 Framing = 0.8 Ceiling = 2.2 Sprinkler = 1.0 Misc = 0.2 I DL = 20.0 LL(r) = 20.0 Page # G-2 Job Name: VAZIRI Job # 14-135 Date: 2-Jul-14 ROOF LIVE LOAD CBC 2013 Section 1607.3 :12 slope) L(o) R(1) R(2) LL(r) psf 20.0 1.00 1.00 20.0 psf ----- ----- psf/sq ft (2x6 + 2x4) R(1) & R(2) Factors Eq 16-28 psf R(1) psf (slope adjusted) 1.00 A<200sf R(1) & R(2) Factors (cont) (2x4) Eq 16-31 Eq 16 32 3 Slope (F) R(2) R(24 RR4 7.0 1.00 0-.8-5 9,60 :12 F < 4 4 , F < 12 F �! 12 Design Note: Per Eq 16-29 for R(1) for Trib Areas psf > 200 sq ft & < 600 sq ft please see the psf individual member design. I TL = 40.0 psf Sprinkler Piping Pipe o 0.75 in o Material Weight Calcs 2x6 @ 24" oc b 1.50 in 2x4 @ 24" oc b 1.50 in Pipe Wt Water Water Wt I Wt TW Unit Wt 6 64.0 0.2 6.2 6.00 1.03 #/ft pcf #/ft #/ft ft psf d space Weight Wt/sq ft 5.50 24.00 40 1.15 in in oc pcf psf d space Weight Wt/sq ft 3.50 24.00 40 0.73 in in oc pcf psf F George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com CALCULATION DESIGN INFORMATION & NOTES Page # G-3 Job Name: VAZIRI Job # 14-135 Date: 2-Jul-14 Minimum Material Specifications (Typical UNO) Building Code: 2013 California Building Code (UNO) Solid Wood Design Code: National Design Specifications, 2012 Edition Species: Douglas Fir -Larch or better 2x Framing: Vertical: Construction Grade (or better) Horizontal: #2 DF (or better) (F(b) = 900 psi, F(h) = 95 psi, E = 1,600,000 psi) 4x Framing: #2 DF (or better) (F(b) = 900 psi, F(h) = 95 psi, E = 1,600,000 psi) 6x (or larger) Framing: #1 DF (or better) (F(b) = 1,350 psi, F(h) = 85 psi, E = 1,600,000 psi) Prefab Metal Wood Connectors: Simpson Strong Tie or approved equal Prefabricated Trusses: Calcs and shop drawings by others. Proprietary Lumber Products MicroLam Beams: 1.8E DF LVL (F(b) = 2,600 psi, F(h) = 285 psi, E = 1,800,000 psi) UNO Parallam Beams: 2.0E DF PSL (F(b) = 2,900 psi, F(h) = 290 psi, E = 2,000,000 psi) UNO Glu-Lam Beams: Simple Span Beams: Combination 24F-V4 (F(b) = 2,400 psi, F(h) = 165 psi, E = 1,800,000 psi) UNO Cantilever Beams: Combination 24F-V8 (F(b) = 2,400 psi, F(h) = 165 psi, E = 1,800,000 psi) UNO Concrete: No "special inspection" required, F'c = 2,500 psi (@ 28 Days) Maximum slump: 3-4 inches (+/- 1 inch) Note: Concrete in walls must be mechanically vibrated. Reinforcing Steel: ASTI\I A615 or equal, Grade 40 ksi for #4 & #5, Grade 60 ksi for #6 & larger 3 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com CALCULATION DESIGN INFORMATION & NOTES (cont) Page # G-4 Job Name: VAZIRI Job # 14-135 Date: 2-Jul-14 Minimum Material Specifications (cont) Shear Wall Framing (Also see the Shear Wall Schedule) Minimum Douglas Fir/Larch ( North) for all studs, posts, blocking, plates, etc, per 2013 CBC Table 2306.4.1 Minimum 3/8" edge distance @ 3/8" thick panel, 1/2" @ 1/2" thick panel. Use 3x (min) framing at all adjoining panel edges (studs, blocking, etc.) when the nail spacing is 2" oc (1 side) or 4" oc (2 sides) or less. Horizontal Plywood Diaphragms: (or equal as noted on plans) Roof- Use 1/2" APA Rated Sheathing, Exposure I (or Exterior), PI 24/0 w/ 8d @ 6-12 (240 #/ft--unblocked) Typ UNO Calculation Reference Drawings: Symbols Notes & Abbreviations 1) "(E)" denotes existing construction or condition. 2) "(N)" denotes new construction or condition. 3) "(min)" denotes minimum required size. A larger size may be shown on the plans. 4) Items "lined thni" are not applicable to the design under consideration. 5) Beam Size Notations (2) 1.75x12 MicroLams L Indicates size & type of member (ie: 4x12 #2, 6x16 #1, etc) Indicates the number of members required at this Location 6) Calc reference symbols on calc sheets RF-1, FF-1, L-3, etc: LEGEND Denotes Beam or Header Denotes Girder Truss location (to be verified w/ Truss Manufacturer) Denotes Framing Direction Denotes Shear Wall Line Denotes Pad Footing location 7) "UNO" denotes "Unless Noted Otherwise". 8) "Ave" denotes a weighted average used in the design. 9) "S/W" denotes "shear wall", see the Lateral Analysis & Shear Wall Schedule. XOXO 4 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com ROOF FRAMING Design Loadings (please see calc sheet G-2 Page # RF-1 Job Name: VAZIRI Job # 14-135 Date: 2-Oct-14 Roof Floor Dee Wall Wt Misc DL 20 DL 10 44 14 10 psf LL(r) 20 LL 40 69 ----- ----- psf Roof Framing Plan (nts) Notes for this drawing: 1) Please see Calc Sheet G-4 for the notes & symbols used on this drawing. XOXO Page # RF-2 George McCurdy Job Name: VAZIRI ® l� Structural Engineer t Job # 14-135 - 10t Date: 2-Oct-14 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com ROOF FRAMING (cont) Design Loadings see calc sheet G-2 Roof Floor Deck Wall Wt Misc DL 20 DL 11 13 1-4 10 psf LL(r) 20 LL 40 60 ----- ----- psf W Girder Truss Statics Analysis Girder Truss GT-1 L = 18.50 ft Roof Deck Misc Rf TA w L R(L) 5.0 0--0 2.8 93 228 TL 2,107 ft ft ft sq ft 128 DL 1,182 Girder Truss GT-2 L = 24.04 ft Roof Deck Misc Rf TA w R(L) 5.0 0.0 3.6 120 236 TL 2,837 ft ft ft sq ft 136 DL 1,635 Girder Truss GT-3 L = 34.71 ft Roof Deck Misc Rf TA w R(L) 5.0 0.0 5.2 174 252 TL 4,374 ft ft ft sq ft 152 DL 2,639 Girder Truss GT-4 L = 34.71 ft Roof Deck Misc Rf TA w R(L) 3.0 0.0 5.2 104 172 TL 2,986 ft ft ft sq ft 112 DL 1,945 XOXO COMPANY PROJECT George McCurdy Structural Engineer Page # RF-3 WoodWorks1J 117-A South Main Street Job Name: VAZIRI Lake Elsinore, California 92530-4108 Job # 14-135 i (voice & fax) 951/674-9543 Header RB-1 Oct. 2, 2014 17:11 Design Check Calculation Sheet Sizer 8.0 LOADS: Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10, 3 6 t Min. bearing length for beams is 1 /2 for exterior supports Timber -soft, D.Fir-L, No.t, 6x6" Self -weight of 7.19 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.25 1.00 '_.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 cco' 625 - 1.00 i.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+C, V = 916, V design = 676 lbs Bending(+): LC #2 = D+C, M = 801 Ibs-ft Deflection: LC #2 = D+C EI - 99e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Roof DL Dead Full Area 20.00(11.50)* psf Roof LL Constr. Full Area 20.00(11.50)* psf Wall DL Dead Full Area 14.00 (4.00)* psf Dead 501 Live 403 501 Total 916 403 Bearing: 916 Load Comb #2 Length 0.50* #2 Cb i.00 0.50* 1.00 Criterion Analysis Value Design Value Analysis/Design Shear fv = 39 Fv' = 212 fv/Fv' = 0.16 Bending(+) fb = 397 Fb' = 937 fb/Fb' = 0.37 Live Def'_'n 0.01 = <L/999 0.12 = L/360 0.07 Total Def1'n 0.02 = <L/999 0.18 = L/290 0.13 WoodWorks,®RI COMPANY PROJECT George McCurdy Structural Engineer Page # RF-4 117-A South Main Street Job Name: VAZIRI Lake Elsinore, California 92530-4108 Job # 14-135 (voice & fax) 951/674-9543 Header R13-2 Oct. 2, 2014 17:13 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] MagnitudeHEnd nit tern Start End Start Roof DL Dead Full Area 20.00 (5.5sf Roof LL Constr. Full Area 20.00 (5.5sf Wall DL *Tr hn r, WN111; DeadFull If+� Area 14.00 (4.0sf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : a Dead 415 Live 275 415 Total 708 275 Bearing: 708 Load Comb #2 Length 0.50* #2 Cb 1.00 0.50* *Min. bearing length for beams is 1/2"for exterior supports 100 Timber -soft, D.Fir-L, No. 1, 6x6" Self -weight of 7.19 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in► „cinn mnc jnna . Criterion Analysis Value Design Value Analysis/Design Shear fv = 29 Fv' = 212 fv/Fv' = 0.13 Bending(+) fb = 383 Fb' = 1500 fb/Fb' = 0.26 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.08 Total Defl'n 0.04 = <L/999 0.25 - L/240 0.17 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+C, V - 708, V design = 578 lbs Bending(+): LC #2 = D+C, M = 885 lbs-ft Deflection: LC 42 = D+C EI = 122e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (Ali LC's are listed in the Analysis output) Load combinations: !CC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® George McCurdy Structural Engineer Page # RF-5 WoodWorks 117-A South Main Street Job Name: VAZIRI Lake Elsinore, California 92530-4108 Job # 14-135 S Of 1"4REFOR WOOD DESIGN (voice & fax) 951/674-9543 Header RB-3 Oct. 2, 2014 17:17 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof 1 DL Dead Full Area 20.00 (4.50)* psf Roof 1 LL Constr. Full Area 20.00 (4.50)* psf Roof 2 DL Dead Partial Area 5.25 16.50 20.00(10.00)* psf Roof 2 LL Constr. Partial Area 5.25 16.50 20.00(10.00)* psf Wall DL Dead Full Area 14.00 (4.00)* psf GT-2 DL Dead Point 5.25 1635 lbs GT-2 LL Constr. Point 5.25 1280 lbs Dead 3086 Live 2382 3208 Total 5615 2633 Bearing: 5987 Load Comb #2 Length 1.57 #2 Cb 1.00 l.0'7 i.00 Criterion Analysis Value Design Value Analysis/Desi gn Shear fv = 103 Fv' 331 fv/Fv0.31 Bending(+) fb = 1831 Fb' 2870 fb/Fb' 0.69 Live Defi'n 0.26 = L/774 0.55 = L/360 0.47 Total Def1'n 0.75 = L/263 0.83 = L/290 0.91 COMPANY PROJECT WolodWorks'J George McCurdy Structural Engineer 117-A South Main Street Page # 6 Job Name: VAZIRI Lake Elsinore, California 92530-4108 e: Job # 14-135 (voice & fax) 951/674-9543 Header R13-4 Oct. 2, 2014 17:19 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Criterion Analysis value Design Value Analysis/Design Shear fv = 49 Fv' = 212 fv/Fv' 0.23 Bending(+) fb = 506 Fb' = 1500 fb/Fb' 0.34 - Live Defl'n O.G1 = <L/999 0.12 = L/360 0.08 Total Defl'n 0.03 <L/999 0.18 = L/240 0.15 = COMPANY PROJECT rij) George McCurdy Structural Engineer Page # RF-7 WoodWorks1J 117-A South Main Street Job Name: VAZIRI Lake Elsinore, California 92530-4108 Job # 14-135 K (voice & fax) 951 /674-9543 Header R13-5 Oct. 2, 2014 17:21 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Roof DL Dead Full Area 20.00(21.50)* psf Roof LL Constr. Full Area 20.00(21.50)* psf Wall DL Dead Full Area 14.00 (4.00)* psf Dead 1145 Live 1013 1145 Total 2174 1013 Bearing: 2174 Load Comb #2 Length 0.63 #2 Cb '_.00 Criterion Analysis Value Design Value Analysis/Design Shear fv = 8-7 Fv' = 212 fv/Fv' 0.41 = Bending(+) fb = 1108 Fb' = 1500 fb/Fb' = 0.74 Live Defl'n C.04 = <L/999 O.i6 = L/360 0.25 Total Defl'a 0.11 = L/532 0.24 = L/240 0.45 WoodWqrksR) I COMPANY PROJECT George McCurdy Structural Engineer Page # RF-8 117-A South Main Street Job Name: VAZIRI Lake Elsinore, California 92530-4108 Job # 14-135 (voice & fax) 951/674-9543 Header R13-6 Oct. 2, 2014 17:22 Design Check Calculation Sheet Sizer 8.0 ILOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Roof DL Dead Full Area 20.00 (2.50)* psf Roof LL Constr. Full Area 20.00 (2.50)* psf Wall DL Dead Full Area 14.00 (8.00)* psf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 01 Dead 671 Live 207 671 Total 909 207 Bearing: 90 Load Comb #2 Length 0.50* #2 Cb 1.00 0.50* *Min he inn Innnfh fn hen... 4, l7^ s,.. ,..,...-._. _..___1_ 1.00 Timber -soft, D.Fir-L, No. 1, 6xV Self -weight of 7.19 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (osi► and Deflection line i,ainn uric ,3nnc . Criterion Analysis Value Desian Value Analysis/Design Shear fv = 31 Fv' = 153 fv/Fv' = 0.20 Bending(+) fb = 629 Fb' = 1080 fb/Fb' = 0.58 Live Defl'n 0.04 = <L/999 0.28 = L/360 0.16 Total Defl'n 0.26 - L/375 0.41 = L/240 0.64 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# w' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 1200 0.90 1.00 1.00 1.000 1.000 i.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 _.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 i.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #1 = D only, V = 701, V design = 624 lbs Bending(+): LC #1 D onl1, M = 1453 lbs-ft Deflection: LC #2 = D+C EI = 122e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=(-onstruction Lc=concentrated) (All LC's are listed in -he Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com FOUNDATION DESIGN Page # F-1 Job Name: VAZIRI Job # 14-135 Date: 3-Oct-14 Revision Al: 4-Nov-14 Design Loadings ( see calc sheet G-2) A 1 Roof Fleer Dee Wall Wt Misc Design DL 20 DL 1-0 43 14 10 ASP LL(r) 20 LL 49 60 ----- ----- 1,000 psf -psf -psf psf ----- psf Foundation Plan (nts) Notes for this drawing: 1) Please see Calc Sheet G-4 for the notes & symbols used on this drawing. 1 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com FOUNDATION DESIGN (cont) Soils/Foundation Investigation Retort: Page # F-2 Job Name: VAZIRI Job # 14-135 Date: 3-Oct-14 Revision Al: 4-Nov-14 0 1 By: Earth -Strata, Inc Address: 42217 Rio Nedo Rd, Suite A-104, Temecula, Ca 92590 Dated: 16-Sep-14 Project # 14652-10A Telephone: 951 /461402 8 Signed by: Stephen M Poole, PE, GE JV11J . if the Nvefd "None" appeaf!s above, this Engineer- has not feviewed and/er- ineefper-ated the df!awings. The foundatien design and detailing 7 7 been done to the minifni iegi.ents and r-eee endatiens f GBC Table , Qr�2. Continuous Footings Design Note: Uniform, continuous footing loads must be less than 2,000 #/ft w/out a Soils Report per Code. Typical Perimeter (Line "A", see calc sheet L-4 for location) Tributary Widths Roof €leer Deek Wall Misc 21.3 0-.G 0.G 10.0 0.0 ft €t ft ft ----- Uniform Loads & Footing Width W Ftg W Ftg W 990 0.99 11.88 ----> USE 12" Wide Footing #/ft ft in Pad Footings (ASP = 1,000 psf) Design Notes: 1) Please see Calc Sheet F-1 for Pad Locations. 2) Concentrated, pad footing loads must be less than 50,000 # w/out a Soils Report per Code. Pad P-1 Pad P-2 RB-3 "'� z P tmin Areq b = d = 5,990 0 5,990 7.98 5.99 29.37 # # # in sq ft in ----> USE 30" sq x 1211 dt w/ (3) #4 each way -UNO ) GT-3 1p/floef!) z P tmin Areq b = d = 4,370 0 4,370 6.81 4.37 25.09 # # # in sq ft in ----> USE 26" sq x 12" di) w/ (3) #4 each way -UNO) XOXO 2 WoodWorks7-A11 COMPANY George McCurdy Structural Engineer Main Street PROJECT Page # W-1 Job Name VAZIRI LakeSouth Lake Elsinore, California 92530-4108 Job # 14-135 SOFN'^RLHA? WOOD D0It, (voice & fax) 951/674-9543 Studs at Entry July 9, 2014 11:33 Design Check Calculation Sheet Sizer 8.0 LOADS: *Tributary Width (in) MAXIMUM REACTIONS (lbs): c in CD O O 0' 16'-6" Lumber Stud, D.Fir-L, Stud, 2x6" Spaced at 16" c/c; Self -weight of 1.96 plf included in loads; Pinned base; Loadface = width(b), Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 16.50= 16.50 [ft]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : ADDITIONAL DATA: FACTORS: F/E CD CM Ct _L CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.60 1.J0 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 700 1.60 1.00 _.00 1.J00 1.000 1.00 1.15 1.00 1.00 - 4 Fc2_' 625 - '.00 i.00 - - - - 1.00 1.00 - - Fc' 850 1.20 1.00 1.00 0.182 1.000 - - 1.00 1.00 - 2 Fc'_cmb 850 _.60 - - 0. _ - - - - - - q 1.4 million 1.00 1.,;u - - - - 1.00 1.00 - 4 Em,in' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 4 Fc- 850 1.25 -_.00 1.0C - 1�.000 - - 1.00 1.00 - Shear : LC 44 = .6D+W, V = 89, V design = 89 lbs Bending(+): LC 44 = .6D+W, M = 367 lbs-ft Deflection: LC 44 - .6D+W EI = 29e06 lb-in2 Total Deflection - 1. 0(Dead Load Deflection) + Live Load Deflection. Axial LC 42 = D+C, = 162 lbs :ombined LC 44 = .6D+Td; _ - fc/FcE) = 0.97 =dead L=live S=snow W=wind .=_coact C=construction Lc=concentrated) All LC's are listed in the Analysis output) Lcad combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Roof DL Dead Axial UDL (Ecc. = 0.00") 48 plf Roof LL Constr. Axial UDL (Ecc. = 0.00") 50 plf Wind Wind Full Area 8.10 (16.0)* psf Dead Live 89 89 Total 89 gg Criterion Analysis Value Design. Value Analysis/Design Shear fv = 16 Fv' = 288 fv/Fv' = 0.06 Bending(+) fb = 583 Fb' = 1288 fb/Fb' = 0.45 Axial fc = 20 Fc' = 300 fc/Fc' = 0.07 Axial Bearing fc 20 Fc* = 1062 fc/Fc* = 0.02 Combined (axia compression - s de load bending) Eq.3.9-3 = 0.47 Live Defl'n 0.62 = L/320 _.10 = L/180 0.56 Total Defl'n 0.62 = L/32C 1.10 = L/180 0.56 COMPANY PROJECT WoodWorks� George McCurdy Structural Engineer 11 South Main Street Page # W-2 Job Name: VAZIRI Lake Lake Elsinore, California 92530-4108 Job # 14-135 SOFTWARE FOR WOOD DESIGN (voice & fax) 951/674-9543 King Studs at Gar Dr July 9, 2014 11:41 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Roof DL Dead Axial (Ecc. 0.00") 367 lbs Dead Live 386 386 Total 386 386 Criterion Analysis Value Design Value Analysis/Design Shear fv = 35 Fv' = 288 fv/Fv' = 0.12 Bending(+) fb = 843 Fb' = 1120 fb/Fb' = 0.75 Axial fc = 48 Fc' = 585 fc/Fc' = 0.08 Axial Bearing fc = 48 Fc* = 1062 fc/Fc* = 0.05 Combined (axial compression + s de load bending) Eq.3.9-3 = 0.77 Live Def1'n 0.40 = L/332 0.73 = L/180 0.54 Total Defl'n 0.40 = L/332 0.73 = L/180 0.54 George McCurdy Structural Engineer LA d � �q 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS Page # L-1 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Revision A 1: 4-Nov-14 Site location, Latitude and Longitude Taken from: http://stevemorse.org/jcallatlon.php address city state zip 1721 Butters Rd Carlsbad Ca 92008 country United States Determine Lat/Lon Get Altitudes. reset ongitude above values must be in decimal with minus signs for south and west Determine Address Access geocoder.us / geocoder.ca (takes a relatively long time) from Loo��le Ilatitude longitude laltitude decimal 133.1731362 -117.3402562-: deg -min -sec 33' 10' 23.2903" 117' 20' 24.9223 Site & Soils Profile (info taken from NSHMP_HazardApn.iar 2009 International Building Code Conterminous 48 States Latitude = 33.1731362 Longitude =-117.3402562 Spectral Response Accelerations Ss and S 1 Spectral Response Accelerations Ss and S1 Ss and S 1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.00, Fv = 1.00 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 1 0.2 1.129 (Ss, Site Class B) A 1 1.0 0.434 (S1, Site Class B) Spectral Response Accelerations SMs and SMI Spectral Response Accelerations SMs and SM 1 SMs =FaxSsand SMl =FvxS1 A 1 Site Class D - Fa = 1.049, Fv = 1.565 Period Sa (sec) (g) A 1 0.2 1.184 (SMs, Site Class D) A 1 1.0 0.679 (SM1, Site Class D) 1 (taken from Earth -Strata soils report ( taken from Earth -Strata soils report (taken from Earth -Strata soils report ( taken from Earth -Strata soils report ( taken from Earth -Strata soils report George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Design Seismic Loads Seismic Design Factors Seismic Seismic Import Use Design Factor Group Category I I D 1.00 ----- ----- T 11.5-1 Plywood Shear Walls Response Modification Factor R 6.50 T 12.2-1 Approximate fundamental period h(n) C(t) x 16.04 0.020 0.750 ft T 12.8-2 T 12.8-2 A 1 Seismic & site data S(s) S(1) F(a) 1.129 0.434 1.049 9 9 ----- F 22-1 F 22-1 T 11.4-1 Seismic Base Shear Soils Site Class D T(a) 0.160 sec (Eq 12.8-7 ) F(v) S(MS) S(M1) 1.565 1.184 0.679 Page # L-2 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Revision A 1: 4-Nov-14 T 11.4-2 Eq 11.4-1 Eq 11.4-2 but shall not be but need not exceed less than SD C(s) C(s) C(s) V(gov) 0.121 -OR- 0.435 -OR- 0.010 0.121 Eq 12.8-2 Eq 12.8-3 Eq 12.8-2 W Simolified Static Pfeccaarc (Sc ukeen rc rTr JL1J111i SODS) �c � 6� 0.790 Max f i-cro�T_1 T 1 2.1 4 1 Eq 12.14 11 F F F Hgev1 BOA 7 �r -0 �1-. 2�-0 �9 Seismic -Base �Shear- SD �/ CAS �YS-D (Pg W W S(DS) S(D1) 0.790 0.453 Eq 11.4-3 Eq 11.4-4 SD to ASD WSD Convert V(gov) 0.70 0.085 ----- W F George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/1674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Page :TM L-3 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Design Wind Loads Ultimate to Allowable Stress Wind Loads V(ult) Sqrt (0.6) V(ws) 110 0.775 85 mph ----- mph SEAOC "Simplified All Heights" Method (DSA approved, IR-16A) Design Info Terrain Wind Speed q(s) Exposure K(zt) 85 18.6 C 1.00 mph psf ----- Roof Windward Side Level Rf Slope ht ("z") q(s) K(z) C(net) I P(net) Roof 7.0 16.04 18.6 0.85 0.73 1.0 11.5 ----- :12 ft psf Table 6.3 Table 2 Table 6.1 psf Leeward Side DSA Level Rf Slope q(s) K(z) C(net) I P(net) Roof 7.0 18.6 0.85 0.66 1.0 10.4 :12 psf Table 6.3 Table 2 Table 6.1 psf Walls Windward Side Level Wall Leeward Side Level Wall ht ("z") 10.00 ft Total Wind Pressures (bv level) Level P(net) Roof 22.0 ----- psf q(s) 18.6 psf q(s) 18.6 psf K(z) 0.85 Table 6.3 K(z) 0.85 Table 6.3 DSA Level Wall C(net) I P(net) 0.43 1.0 6.8 Table 2 Table 6.1 psf DSA C(net) I P(net) 0.51 1.0 8.1 Table 2 Table 6.1 psf E P(net) 14.8 psf 3 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Page # L-4 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Roof Framing Plan (nts) Notes for this drawing: 1) Please see Calc Sheet G-4 for the notes & symbols used on this drawing. George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Shear Wall Free Body Load & Dimensions Diagram Vpier Overturning Moment Allowable AB Loads @ Stud Spacings Design Anchor Bolt Dimensions & Allowable Stresses AB o Bearing C(d) 0.63 850 1.00 in psi ----- Design Allowable Anchor Bolt Shears @ Stud Spacings thk 16" oc 32" oc 48" oc 2x PT 1.50 598 299 199 3x PT 2.50 996 498 332 in #/ft #/ft #/ft Abbreviated Plywood Shear Wall Schedule Material Applied on One Side P( Poi Wid Hold Page # L-5 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 IAT/al\ uplift Resisting Moment ---->USE 5/8" o AB w/ 3" x 3" x 1 /4" thk PI Washer MAX 64" oc 72" oc 80" oc 149 133 120 249 221 199 #/ft #/ft #/ft Mark Ply d thk Nailing 3x Frmg Mark @ Raised P6 3/8 8d @ 6-12 No P6 16d@ 6" oc P4 1/2 8d @ 4-12 No P4 16d@ 5" oc P3 1/2 8d @ 3-12 Yes P3 60d@ 8" oc P2 1/2 8d @ 2-12 Yes P2 60d@ 6" oc ----- in ----- ----- Sole PI Attachment 3x Sole pl @ Slab 3x Sole pl No (schedule) No No (schedule) No No (schedule) Yes No ( schedule) Yes George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "A" (see calc sheet L-4 for location) A 1 Design Lateral Loads Wind Seismic Page # L-6 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Revision A 1: 4-Nov-14 Roof Wall Seis A 1 22.0 14.8 0.085 (s 0.091 ---> USE 0.091) psf psf W Design Vertical Loads & Criteria Main Wall Weights Roof Stud Wall Eave Diap �_ i-ap Exter Inter Slope Width Width 20 2-0 14 6 7.0 5.50 1.50 psf psf psf psf :12 in ft Diaphragm Tributary Areas Roof Diaphragm/1st Floor Wall Analysis TW TD thk PI ht # Exter # Inter 38.00 12.60 8.66 10.00 2 2 ft ft ft ft ----- ----- TW T-B thk Pl-lrt V V_A t 0-.00 0.00 0-.00 0..G0 0 0 ft ft ft ft # €t Uniform Loads Wind Analysis @ Main Diaphragm Roof Wall Y Wind ge fWall 190 74 264 0 0 #/ft #/ft #/ft #/f t Seismic Analysis @ Main Diaphragm w seis --- 82 0 #/ft #/f t Additional Overhang ie: Eave Loading if an Wind @ Eave Seismic @ Eave Eave Eave Wi1dth Roof Width Roof 1.50 190 1.50 21 ft #/ft ft #/ft 1 st Floor Wall Analysis Design Loads V seis p V(s) w/"p" V(wind) Vzov 1,061 1.30 1,379 3,616 3,616 # ----- # # # Uplift v dia Wall Wt DL Factor 95 14 0.60 #/ft psf ----- A George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "A" (cont) lst Floor Wall Analysis (cont) Wall Length & Unit Shear Wall L v(wall) 17.75 204 ft #/ft Superimposed Dead Loads Pier L Roof DL Roof TW 4.25 20.0 5.50 8.75 20.0 5.50 ft psf ft Individual Pier Analysis Pier L v_ Vier 4.25 2-94 866 8.75 2-94 1,782 ft #/ft ----------- I = 3,616 Individual Pier Analysis (cont) Shear Panel Overturning Width Post Pier L Width 4.25 3.00 8.75 3.00 ft in Individual Pier Analysis (cont) Pier L Open'g W RM (*) 4.25 3.00 2,100 8.75 3.00 7,331 ft ft ft # Holdown Analysis Page # L-7 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Wall Length = 8.75+4.25+4.75 ft ---->USE S/W Type P6 w/ 2x Frmg (v = 230 #/ft) 5/8" o AB @ 32" oc Floor DL Fes-EW Wall Wt W(dl) T�-9 9.9A 14 150 T�-9 9.9A 14 150 4 ft psf #/ft Pier h h/L OTM 10.00 2.35 8,657 10.00 1.14 17,824 ft ----- ft # # (>_ Vgov from above) Holdown Pullout Width Lever Holdown Lever Arm cl Arm 4.00 1.313 3.77 8.50 1.313 8.27 ft in ft OT FOS 0.24 if < 1.50 0.41 if < 1.50 Pier L RM Uplift 4.25 1,911 2,941 8.75 6,984 2,390 ft ft # # ("-" means no uplift) Shear Wall Deflection Nail Space t V(n) Exponent e(n) 6.0 0.3710 102 3.276 0.0013 in Oc in #/nail ----- -_-- Shear Wall Deflection (cont) Wall L # Studs 17.75 2 ft----- ---->USE Holdown Req'd ---->USE Holdown Req'd ---->USE HDU2-SDS2.5 ---->USE 4DU2-SDS2.5 w/ Dbl Stud G 90,000 psi A E d(a) A h/ 16.50 1.60 0.088 0.3336 360 in(2) x10(6) psi in in ----- 7 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Page # L-8 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Wall Line "A" (cont) Chord Analysis (for chords perpendicular to wall under consideration) Chord Dimensions & Loads L d W T= C= Tgov 25.20 35.00 264 600 600 ft ft #/ft # # Double Top Plate & Splice Connection Analysis b d F(t) C(d) f t <_ F(t) Allow 16d #16d 1.50 5.50 450 1.33 73 600 94 4.78 in in psi ----- psi psi # Footing/Grade Beam Analysis (SD) Footing Dimensions & Material Specs b _h _d 12.00 18.00 15.00 in in in Design Load Factors DL Seis Wind 0.90 1.40 1.30 Flexure Analysis Pier L RM DL OTM 4.25 3,048 17,500 ft ft # ft # Flexure Analysis (cont) F K(n) p 0.2250 64 0.0019 ( Flex 2 ) d' 3.00 in WSD to SD Convers'n 1.40 # Planes 1.0 As 0.34 sq in Wall Line "B" (see calc sheet L-4 for location) Design Lateral Loads Wind Seismic Roof Wall Seis 22.0 14.8 0.091 psf psf W Design Vertical Loads & Criteria Main Wall Weights Dian D4ap Exter Inter 20 2-0 14 6 psf Psf psf psf Diaphragm Tributary Areas Roof Diaphragm/1st Floor Wall Analysis TW TD thk PI ht 21.83 12.75 5.12 10.00 ft ft ft ft 8 f'c n Fy Flexure o 2,500 10 40,000 0.90 psi ----- psi Uplift w(dl) Ft dl 2,941 150 225.00 # #/ft #/ft Mu 14,452 ft # Abar #bar 0.20 1.71 sq in bars req ---->USE (2) #4 T&B (4 total) Roof Stud Wall Eave Slope Width Width 7.0 5.50 1.50 :12 in ft # Exter # Inter 2 1 ® George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "B" (cont) Diaphragm Tributary Areas (cont) TW T) thk 1l-kt 8.99 0.90 0:99 0�0 €t €t €t €t Uniform Loads Wind Analysis @ Main Diaphragm Roof Wall Y Wind 112 74 187 #/ ft #/ ft #/ ft Seismic Anal @ Main Diaphragm w seis 55 #/ft Additional Overhan5z (ie: Eave) Loading (if any Wind @ Eave Seismic @ Eave Eave Eave Width Roof Width Roof 1.50 112 1.50 23 ft #/ft ft #/ft 1st Floor Wall Analvsis Design Loads V seis p V(s) w/"p" V wind V ov 736 1.30 957 2,549 2,549 # ----- # # # Wall Length & Unit Shear Wall L v(wall) 9.25 276 ft #/ft Superimposed Dead Loads Pier L Roof DL 9.25 20.0 ft psf Individual Pier Analysis Pier L v 9.25 2-76 ft #/ft Wall Length = 9.25 ft Roof TW 5.50 4-()-.0 ft p€ Vpier Pier h 2,549 4.00 # ft leer T o^� 0.00 €t h/L 0.43 Page # L-9 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Cant Diaph-Analysis _V v/€t 0 0 # #/€t Rea€ .. ind 0 0 0 e Uplift v dia Wall Wt DL Factor 117 14 0.60 #/ft psf ----- ---->USE S/W Tvpe P4 w/ 2x Frmg (v = 330 #/ft) 5/8" o AB @ 32" oc Wall Wt W(d1) 14 150 psf #/ft OTM 10,194 ft # E George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdyst uucturalengineer.com LATERAL ANALYSIS (cont) Page # L-10 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Wall Line "B" (cont) 1st Floor Wall Analysis (cont) Individual Pier Analysis (cont) Shear Panel Overturning Width Holdown Pullout Width Post Lever Holdown Lever Pier L Width Arm cl Arm 9.25 3.00 9.00 1.313 8.77 ft in Individual Pier Analysis (cont) ft in ft Pier L Open'g W RM (*) OT FOS 9.25 3.00 8,100 0.79 if < 1.50 ---->USE Holdown Req'd ft ft ft # ----- Holdown Analysis Pier L RM Uplift 9.25 7,735 862 ---->USE HDU2-SDS2.5 ft ft # # ("-" means no uplift) w/ Dbl Stud Shear Wall Deflection Nail Space t V n Exponent e n G 6.0 0.3710 138 3.276 0.0036 90,000 in oc in #/nail ----- ----- psi Shear Wall Deflection (cont) Wall L # Studs A E d(a) 0 h/ 9.25 2 16.50 1.60 0.088 0.3594 1-34 ft ----- in(2) x10(6) psi in in Chord Analysis (for chords perpendicular to wall under consideration) Chord Dimensions & Loads L d W T= C= T20v 25.50 18.83 187 806 806 ft ft #/ft # # Double Top Plate & Splice Connection Analysis b d F t 1.50 C(d) f t _< F t Allow 16d #16d 5.50 450 1.33 98 600 94 6.43 in in psi ----- psi psi �v� # f R 1 1 6d (Sinkers) n plat �e�p�� 10 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Page # L-11 Job Name: VAZIRI Job # 14-135 Date: 7-Jul-14 Wall Line "B" (cont) Footing/Grade Beam Analysis (SD) Footing Dimensions & Material Specs b h d d' Pc n Fy Flexure o 12.00 18.00 15.00 3.00 2,500 10 40,000 0.90 in in Design Load Factors in in WSD to SD psi ----- psi DL Seis Wind Convers'n Uplift w(dl) Ft dl 0.90 1.40 1.30 1.40 862 150 225.00 ----- Flexure Analysis # #/ft #/ft Pier L RM DL OTM # Planes M(u) 9.25 14,439 11,163 1.0 -3,276 ft ft # ft # ----- ft # Flexure Analysis (cont) F K n p A(s) Abar #bar 0.2250 -15 0.0011 0.20 0.20 0.99 ----- Flex 2) sq in sq in bars req Wall Line "C" (see calc sheet L-4 for location) ---->USE (1) #4 T&B (2 total) Design Lateral Loads Wind Seismic Roof Wall Seis 22.0 14.8 0.091 psf psf W Design Vertical Loads & Criteria Main "Cant" Wall Weights Roof Stud Wall Eave Diap Diap Exter Inter Slope Width Width 20 20 14 6 7.0 5.50 1.50 psf psf psf psf :12 in ft Diaphragm Tributary Areas Roof Diaphragm/1st Floor Wall Analysis TW TD thk PI ht # Exter # Inter 63.00 14.36 14.13 10.00 2 2 ft ft ft ft ----- ----- "Cantilevered" Roof or "Other" Diaphragm (if any) Cant Diaph Analysis TW TD thk PI ht V v/ft 56.83 12.75 14.13 10.00 1,314 77 ft ft ft ft # #/ft Uniform Loads Wind Analvsis @ Main Diaphragm Cant Diaphragm Roof Wall Y Wind Roof Wall w(wind) 310 74 384 310 74 384 #/ft #/ft #/ft #/ft #/ft #/ft 11 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "C" (cont) Uniform Loads (cont) Seismic Analysis @ Main Diaphragm w(seis 132 #/ft Additional Overhang (ie: Eave) Loading (if anyj Wind @ Eave Seismic @ Eave Eave Eave Page # L-12 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 @ Cant Diaphragm w seis 103 #/ft Width Roof Width Roof 1.50 310 1.50 26 ft #/ft ft #/ft 1st Floor Wall Analysis Design Loads V seis p V(s) w/"p" V wind Vgov 3,254 1.30 4,230 10,885 10,885 # ----- # # # Wall Length & Unit Shear Wall Length = 25 ft Wall L v(wall) 25.00 435 ft #/ft Superimposed Dead Loads Pier L Roof DL Roof TW F1eeF QL Floor- TW 25.00 20.0 12.75 10 0:99 ft psf ft psf €t Individual Pier Analysis Pier L v_ Vpier Pier h h/L 25.00 43-3 10,885 10.00 0.40 ft #/ft # ft Individual Pier Analysis (cont) Shear Panel Overturning Width Post Lever Pier L Width Arm 25.00 3.00 24.75 ft in ft Uplift v dia Wall Wt DL Factor 173 8 0.60 #/ft psf ----- ---->USE S/W Type P3 w/ 3x Frmg (v = 490 #/ft) 5/8" o AB @ 32" oc Wall Wt W(dl) 8 201 psf #/ft OTM 108,849 ft # Holdown Pullout Width Holdown Lever cl Arm 1.313 24.52 in ft 12 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "C" (cont) 1st Floor Wall Analysis (cont) Individual Pier Analysis (cont) Pier L Open'g W RM OT FOS Page # L-13 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 25.00 3.00 69,025 0.63 if < 1.50 ---->USE Holdown Req'd ft ft ft # ----- Holdown Analysis Pier L RM Uplift 25.00 67,794 3,895 ---->USE HDU4-SDS2.5 ft ft # # ("-" means no uplift) w/ Dbl Stud Shear Wall Deflection Nail Space t V n Ex op nent e n G 3.0 0.5000 109 3.276 0.0017 90,000 in oc in #/nail ----- ----- psi Shear Wall Deflection (cont) Wall L # Studs A E d(a) p h/ 25.00 2 16.50 1.60 0.114 2.6088 46 ft ----- in(2) x10(6) psi in in ----- Chord Analvsis (for chords perpendicular to wall under consideration) Chord Dimensions & Loads L d W T=C= Tgov 28.71 38.50 384 1,029 1,029 ft ft #/ ft # # Double Top Plate & Splice Connection Analysis b d F(t) C(d) f t < F(t) Allow 16d #16d 1.50 5.50 450 1.33 125 600 94 8.21 in in psi ----- psi psi # Footing/Grade Beam Analysis (SD) - E (8) 1 6d Sinke --r plate solice Footing Dimensions & Material Specs b h d d' f'c n Fy Flexure o 12.00 18.00 15.00 3.00 2,500 10 40,000 0.90 in in in in psi ----- psi ----- Design Load Factors WSD to SD DL Seis Wind Convers'n Uplift w dl Ftg(d1) 0.90 1.40 1.30 1.40 3,895 201 225.00 --- - ----- ----- ----- # #/ft #/ft Flexure Analysis Pier L RM DL OTM # Planes M(u) 25.00 119,813 136,313 2.0 8,250 ft ft # ft # ----- ft # Flexure Analysis (cont) ---->USE (1) #4 T&B (2 total) F K n p A(s) Abar #bar 0.2250 37 0.0011 0.20 0.20 0.99 ----- ----- ( Flex 2) stliin sq in bars req George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "D" (see calc sheet L-4 for location) Design Lateral Loads Wind Seismic Roof Wall Seis 22.0 14.8 0.091 psf psf W Design Vertical Loads & Criteria Main Wall Weights Diap PiRp Exter Inter 20 2-0 14 6 psf psf psf psf Diaphragm Tributary Areas Roof Diaphragm/1st Floor Wall Analysis TW TD thk PI ht 63.00 16.92 14.13 10.00 ft ft ft ft TW TD ttk Pl-lit 0:00 0.gg 0:00 0;00 ft €t €t €t Uniform Loads Wind Analvsis @ Main Diaphragm Roof Wall Y. Wind 310 74 384 #/ft #/ft tt/fr Page # L-14 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Roof Stud Wall Eave Sly Width Width 7.0 5.50 1.50 :12 in ft # Exter # Inter 2 2 Seismic Analysis @ Main Diaphragm w seis 132 #/ft Additional Overhang (ie• Eave) Loading if any) Wind @ Eave Seismic @ Eave Eave Eave Width Roof Width Roof 1.50 310 1.50 31 ft #/ft ft #/ft Reef Wall W(Wifid� 0 0 0 #-/-ft #-/-ft #/€t e 14 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "D" (cont) 1st Floor Wall Analysis Design Loads V seis p V(s) w/"p" 2,286 1.30 2,972 # ----- # Wall Length & Unit Shear Wall L v(wall) 21.01 332 ft #/ft Superimposed Dead Loads Pier L Roof DL Roof TW 2.67 20.0 2.50 2.75 20.0 2.50 3.75 20.0 2.50 ft psf ft Individual Pier Analysis Pier L v Wier 2.67 3-3-2 886 2.75 3-3-2 912 3.75 3-3-2 1,244 ft #/ft ----------- 6,970 Individual Pier Analysis (cont) Shear Panel Overturning Width Post Pier L Width 2.67 3.00 2.75 3.00 3.75 3.00 ft in Individual Pier Analysis (cont) Pier L Open'g W RM (*) 2.67 3.00 748 2.75 3.00 784 3.75 3.00 1,297 ft ft ft # Holdown Analysis Page # L-15 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Uplift V wind Vgov v dia Wall Wt DL Factor 6,970 6,970 111 14 0.60 # # #/ft psf ----- Wall Length = 2.75+2.75+3.75+3.75+2.67*3 ft ---->USE S/W Type P4 w/ 2x Frmg (v = 330 #/ft) 5/8" 0 AB @ 32" oc ---->USE Strap & Block Det Floof DL F?eefTT;V Wall Wt W(dl) 39 9 0-.09 14 114 39 9 0-.09 14 114 10.0 0-.09 14 114 psf €t psf #/ft Pier h h/L OTM 5.00 1.87 4,429 5.00 1.82 4,561 5.00 1.33 6,220 ft ----- ft # # (>_ Vgov from above) Holdown Pullout Width Lever Holdown Lever Arm Cl Arm 2.42 1.313 2.19 2.50 1.313 2.27 3.50 1.313 3.27 ft in ft OT FOS 0.17 if < 1.50 0.17 if < 1.50 0.21 if < 1.50 Pier L RM Uplift 2.67 646 2,744 2.75 680 2,720 3.75 1,166 2,500 ft ft # # ("-" means no uplift) ---->USE Holdown Req'd ---->USE Holdown Rea' ---->USE Holdown Req'd ---->USE HDU2-SDS2.5 ---->USE HDU2-SDS2.5 ---->USE HDU2-SDS2.5 w/ Dbl Stud 15 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "D" (cont) 1st Floor Wall Analysis (cont) Shear Wall Deflection Nail Space t V(n) 4.0 0.5000 i l 1 in oc in #/nail Shear Wall Deflection (cont) Wall L # Studs A 21.01 2 16.50 ft ----- in(2 ) Footing/Grade Beam Analysis (SD) Footing Dimensions & Material Specs b h d 12.00 18.00 15.00 in in in Design Load Factors DL Seis Wind 0.90 1.40 ----- ----- 1.30 ----- Flexure Analysis Pier L RM DL OTM 2.67 1,088 10,256 ft ft # ft # Flexure Analysis (cont) F K(n) p 0.2250 41 0.0011 ( Flex 2 ) Wall Line " 1 " (see calc sheet L-4 for location) Design Lateral Loads Wind Seismic Page # L-16 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Ex onent e n _G 3.276 0.0017 90;000 ----- ----- psi E d(a) 0 h/ 1.60 0.088 0.1275 474 x10(6) psi in in ----- d' f'c n Fy Flexure e 3.00 2,500 10 40,000 0.90 in psi ----- psi ----- WSD to SD Convers'n Uplift w(dl) Ftg(dl) 1.40 2,744 114 225.00 ----- # #/ft #/ft # Planes M(u) 1.0 9,169 ----- ft # A(s) Abar #bar 0.20 0.20 0.99 sq in sq in bars req ---->USE (1) #4 T&B (2 total) Roof Wall Seis 22.0 14.8 0.091 psf psf W Design Vertical Loads & Criteria Main Wall Weights Diap Diap Exter Inter 20 20 14 6 psf psf psf psf Diaphragm Tributary Areas Roof Diaphragm/1st Floor Wall Analysis TW TD thk Pl ht 52.50 10.75 5.12 10.00 ft ft ft ft 16 Roof Stud Wall Eave Slope Width Width 7.0 5.50 1.50 :12 in ft # Exter # Inter 2 3 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "1" (cont) Diaphragm Tributary "Gantilevcred" Roof Areas (cont) " Di/gyp h�gf (' T-W e e � thk y) 0.00 + ft ++ ft ++ ft ft Uniform Loads Wind Analysis @ Main Diaphragm Roof Wall Y Wind 112 74 187 #/ft #/ft #/ft Seismic Analysis @ Main Diaphragm w seis 116 #/ft Additional Overhang (ie: Eave) Loading (if any) Wind @ Eave Seismic @ Eave Eave Eave Page # L-17 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Cant ram: t, Analysis V trill L10.�1Ii�-SI3aZy3rJ _V V- tc 00 u� # 17`/ft 4 Cant Re4 Wa-14 0 0 #/€t #/€t Width Roof Width Roof 1.50 112 1.50 19 ft #/ft ft #/ft 1 st Floor Wall Analysis Design Loads V seis p V(s) w/"p" V wind V90V 1,277 1.30 1,660 2,175 2,175 # ----- # # # Wall Length & Unit Shear Wall Length = 12 ft Wall 1. v(wall) 12.00 181 ft #/ft Superimposed Dead Loads Pier L Roof DL Roof TW FleefDL Floomoo'- 12.00 20.0 10.920 0:00 ft psf ft psf €t Individual Pier Analysis Pier L v Vpier Pier h h/L 12.00 4-8+ 2,175 10.00 0.83 ft #/ft # ft ----- e Uplift v dia Wall Wt DL Factor 41 14 0.60 #/ft psf ----- ---->USE S/W Type P6 w/ 2x Frmg (v = 230 #/ft) 5/8" o AB @ 48" oc Wall Wt W(dl) 14 215 psf #/ft OTM 21,752 ft # 17 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line " 1 " (cont) 1st Floor Wall Analysis (cont) Individual Pier Analysis (cont) Shear Panel Overturning Width Post Pier L Width 12.00 3.00 ft in Individual Pier Analysis (cont) Pier L O en'g W RM (*) 12.00 3.00 18,629 ft ft ft # Holdown Analysis Page # L-18 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Holdown Pullout Width Lever Holdown Lever `rm cl Arm 11.75 1.313 11.52 ft in ft OT FOS 0.86 if < 1.50---->USE Holdown Req'd Pier L RM Uplift 12.00 17,968 ft 1,273 ---->USE HDU2-SDS2.5 ft # Shear Wall Deflection # ("-" means no uplift) w/ Dbl Stud Nail Space t V n Exponent e n G 6.0 0.3710 91 3.276 0.0009 90,000 in oc in #/nail ----- ----- psi Shear Wall Deflection (cont) Wall L # Studs A E d(a) A h/ 12.00 2 ft 16.50 1.60 0.088 0.7865 4-5-3 ----- Chord Analysis (for chords perpendicular in(2) x10(6) psi in to wall under consideration) in Chord Dimensions & Loads L d W T=C= Tgov 18.50 25.50 187 313 313 ft ft #/ft # ## Double Top Plate & Splice Connection Analysis b d 1.50 5.50 F(t) 450 C(d) ff t <_ F t Allow 16d #16d in in 1.33 38 600 94 2.50 psi ----- psi psi # Footing/Grade Beam Analysis (SD) -->USE �) �16 El -(-,SJ akefsj Footing Dimensions & Material Specs b h 12.00 18.00 d 15.00 d' 3.00 fc 2,500 10 Flexure e in in in in psi ----- 40,000 0.90 Design Load Factors WSD to SD psi _____ DL Seis 0.90 Wind Convers'n Uplift w dl Ft dl 1.40 1.30 1.40 1,273 215 225.00 ----- ----- # #/ft #/ft George McCurdy Structural Engineer 117-A South Main Streetjake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "1" (cont) Footing/Grade Beam Analysis (cont) Flexure Analysis Pier L RM DL OTM # Planes 12.00 28,511 21,388 1.0 ft ft # ft # ----- Flexure Analysis (cont) 0.2250 -32 0.0011 0.20 ----- ----- (Flex 2) sq in Wall Line "2" (see calc sheet L-4 for location) Design Lateral Loads Wind Seismic Roof Wall Seis 22.0 14.8 0.091 psf psf W Design Vertical Loads & Criteria Main "Cant" Wall Weights Diap Diao Exter Inter 20 20 14 6 psf psf psf psf Diaphragm Tributary Areas Roof Diaphragm/1st Floor Wall Analysis TW TD thk PI ht 52.50 9.42 6.49 10.00 ft ft ft ft "Cantilevered" Roof or "Other" Diaphragm (if any) TW TD thk PI ht 31.67 3.09 6.49 10.00 ft ft ft ft Uniform Loads Wind Analysis @ Main Diaphragm Roof Wall Y Wind 143 74 217 #/ft #/ft #/ft Seismic Analysis @ Main Diaphragm w seis 116 #/ft M(u) -7,123 ft # Page # L-19 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Abar #bar 0.20 0.99 sq in bars req ---->USE (1) #4 T&B (2 total) Roof Stud Wall Eave Slope Width Width 7.0 5.50 1.50 :12 in ft # Exter # Inter 2 3 Cant Diaph Analysis V v/ft 177 10 # #/ft Co) Cant Diaphragm Roof Wall w(wind) 143 74 217 #/ft #/ft #/ft Co) Cant Diaphragm w seis 57 #/ft 19 George McCurdy - Structural Engineer t Ir 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "2" (cont) Uniform Loads (cont) Additional Overhang (ie: Eave) Loading (if an Wind @ Eave Seismic @ Eave Eave Eave Width Roof Width Roof 1.50 143 1.50 17 ft #/ft ft #/ft 1st Floor Wall Analysis Design Loads V seis p V(s) w/"p" 1,296 1.30 1,684 # ----- # Wall Length & Unit Shear Wall L v(wall) 17.00 172 ft #/ft Superimposed Dead Loads Pier L Roof DL Roof TW 6.25 20.0 10.92 10.75 20.0 10.92 ft psf ft Individual Pier Analysis Pier L v_ Vpier 6.25 1-7-Z 1,075 10.75 1-7-Z 1,849 ft #/ft ----------- 2,924 Individual Pier Analysis (cont) Shear Panel Overturning Width Post Pier L Width 6.25 3.00 10.75 3.00 ft in Individual Pier Analysis (cont) Pier_L Open'g W RM 6.25 3.00 5,804 10.75 3.00 15,237 ft ft ft # Holdown Analysis Page # L-20 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Uplift V wind Vgov v dia Wall Wt DL Factor 2,924 2,924 56 14 0.60 # # #/ft psf ----- Wall Length = 6.25+10.75 ft MWAWS-Y . 1 ow ::: >USE S/W Type P6 w/ 2x Frmg (v = 230 #/ft) 5/8" o AB @ 48" oc Wall Wt W(dl) 14 215 14 215 psf #/ft Pier h h/L OTM 10.00 1.60 10,750 10.00 0.93 18,490 ft ----- ft # # (>_ Vgov from above) Holdown Pullout Width Lever Holdown Lever Arm Cl Arm 6.00 1.313 5.77 10.50 1.313 10.27 ft in ft OT FOS 0.54 if < 1.50 0.82 if < 1.50 >USE Holdown Req'd >USE Holdown Req'd Pier L ---->USE HDU2-SDS2.5 ---->USE HDU2-SDS2.5 (Frmg OK) RM Uplift 6.25 5,432 1,854 10.75 14,638 1,276 ft ft # # ("-" means Muplift) George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "2" (cont) lst Floor Wall Analysis (cont) Shear Wall Deflection Nail Space t V(n) 6.0 0.3710 86 in oc in #/nail Shear Wall Deflection (cont) Wall L # Studs_ A_ 17.00 2 16.50 ft ----- in(2 ) Footing/Grade Beam Analysis (SD) Footing Dimensions & Material Specs b h d 12.00 18.00 15.00 in in in Design Load Factors DL Seis Wind 0.90 1.40 1.30 Flexure Analysis Pier L RM DL OTM 6.25 7,734 16,227 ft ft # ft # Flexure Analysis (cont) F K(n) p 0.2250 38 0.0011 ----- ----- (Flex 2) Wall Line " 3 " (see calc sheet L-4 for location) Design Lateral Loads Wind Seismic Roof Wall 22.0 14.8 psf psf Design Vertical Loads & Criteria Page # L-21 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Exponent e(n) G 3.276 0.0008 90,000 ----- ----- psi E d(a) 0 h/ 1.60 0.088 0.3986 301 x 10(6) psi in in ----- d' f'c n Fy Flexure o 3.00 2,500 10 40,000 0.90 in psi ----- psi WSD to SD Convers'n Uplift w dl Ft dl 1.40 1,854 215 225.00 ----- # #/ft #/ft # Planes M(u) 1.0 8,493 ----- ft # A(s) Abar #bar 0.20 0.20 0.99 sq in sq in bars req ---->USE (1) #4 T&B (2 total) Seis 0.091 W Main "Cant" Wall Weights Diap Map Exter Inter 20 20 14 6 psf psf psf psf Roof Stud Wall Eave Slope Width Width 7.0 5.50 1.50 :12 in ft 21 w George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "3" (cont) Diaphragm Tributary Areas Roof Diaphragm/1st Floor Wall Analysis TW TD thk Pl ht 57.67 17.50 6.10 10.00 ft ft ft ft "Cantilevered" Roof or "Other" Diaphragm (if any) TW TD thk Pl ht 31.67 3.09 6.10 10.00 ft ft ft ft Uniform Loads Wind Analysis @ Main Diaphragm Roof Wall Y Wind 134 74 208 #/ft #/ft #/ft Seismic Analvsis Page # L-22 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 # Exter # Inter 2 4 Cant Diaph Analysis V v/ft 177 10 # #/ft @ Cant Diaphragm Roof Wall w(wind) 134 74 208 #/ft #/ft #/ft @ Main Diaphragm @ Cant Diaphragm w seis w seis 128 57 #/ft #/ft Additional Overhang ( ie: Eave) Loading (if any) Wind @ Eave Seismic @ Eave Eave Eave Width Roof Width Roof 1.50 134 1.50 32 ft #/ft ft #/ft lst Floor Wall Analysis Design Loads V seis p V(s) w/"p" V wind Vgov 2,468 1.30 3,208 4,489 4,489 # ----- # # # Wall Length & Unit Shear Wall Length =16 ft Wall L v(wall) 16.00 281 ft #/ft Superimposed Dead Loads Pier L Roof DL Roof TW Eleer-DL Fleer-TW 16.00 20.0 19.00 14.0 0:00 ft psf ft psf €t Uplift v dia Wall Wt DL Factor 78 14 0.60 #/ft psf ----- ---->USE S/W Type P4 w/ 2x Frmg (v = 330 #/ft) 5/8" o AB @ 32" oc Wall Wt W(dl) 14 psf 312 #/ft 22 r George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS co Wall Line "3" (cont) 1st Floor Wall Analysis (cont) Individual Pier Analysis Pier L v_ V ier 16.00 2-8+ 4,489 ft #/ft----------- Individual Pier Analysis (cont) Shear Panel Overturning Width Post Pier L Width 16.00 3.00 ft in Individual Pier Analysis (cont) Pier L Open'g W RM (*) 16.00 3.00 46,069 ft ft ft # Holdown Analysis Pier h h/L OTM 10.00 0.63 44,887 ft ----- ft # Page # L-23 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Holdown Pullout Width Lever Holdown Lever Arm cl Arm 15.75 1.313 15.52 ft in ft OT FOS 1.03 if < 1.50---->USE Holdown Req'd Pier L RM Uplift 16.00 44,816 1,451 ---->USE HDU2-SDS2.5 ft ft # # ("-" means no uplift) w/ Dbl Stud Shear Wall Deflection Nail Space t V(n) Exponent e n G 4.0 0.5000 94 3.276 0.0010 90,000 in oc in #/nail ----- ----- psi Shear Wall Deflection (cont) Wall L # Studs A E d(a) 0 h/ 16.00 2 16.50 1.60 0.088 1.1450 4-03 ft ----- in(2) x10(6) psi in in ----- 23 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line " 3 " (cont) Footing/Grade Beam Analvsis (SD Footing Dimensions & Material Specs b _h d 12.00 18.00 15.00 in in in Design Load Factors DL Seis 0.90 1.40 Flexure Analysis Pier L RM DL 16.00 61,862 ft ft # Flexure Analysis (cont) F K(n) 0.2250 -130 Wind 1.30 OTM 32,505 ft # p 0.0011 ( Flex 2 ) Wall Line "4" ( see calc sheet L-4 for location) Design Lateral Loads Wind Seismic d' 3.00 in WSD to SD Convers'n 1.40 # Planes 1.0 A(s) 0.20 sq in Roof Wall Seis 22.0 14.8 0.091 psf psf W Design Vertical Loads & Criteria Main Wall Weights Dian viap Exter Inter 20 2-0 14 6 psf pS€ psf psf Diaphragm Tributary Areas Roof Diaphragm/1st Floor Wall Analysis TW TD thk PI ht 57.67 17.50 6.10 10.00 ft "Cantilever-ed" Reef ft "Othef" ft ft TW of T-D Diaphr-agm thk (if any) PI --lit 0,00 0,00 0,00 ft ft ft ft Fc _n 2,500 10 psi ----- Uplift w( 1)_ 1,451 312 # #/ft Mu -29,358 ft # Abar 0.20 sq in Roof Slope 7.0 :12 # Exter 2 Page # L-24 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Fy Flexure o 40,000 0.90 psi ----- Ft dl 225.00 #/ft #bar 0.99 bars req ---->USE (1) #4 T&B (2 total) Stud Wall Eave Width Width 5.50 1.50 in ft # Inter 4 Cant Diaph-Analysis V v�€t 0 0 # #/- t 24 George McCurdy Structural Engineer 117-A South Main Street, Lake Elsinore, California 92530-4108 voice & fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "4" (cont) Uniform Loads Wind Analysis @ Main Diaphragm Roof 134 #/ft Page # L-25 Job Name: VAZIRI Job # 14-135 Date: 07-Jul-14 Wall Y Wind Cant Diaphfagm Wall Reef 74 208 0 0 #/ft #/ft #/-€t #/€t Seismic Analysis @ Main Diaphragm w seis 128 #/ft Additional Overhang (ie: Eave) Loading (if any) Wind @ Eave Seismic @ Eave Eave Eave Gant Diaphr-aRM. 0 Width Roof Width Roof 1.50 134 1.50 32 ft #/ft ft #/ft 1st Floor Wall Analysis Design Loads V seis p V(s) w/"p" V wind Vgov 2,290 1.30 2,978 3,846 3,846 # ----- # # # Wall Length & Unit Shear Wall Length =10.5+10 Wall L v(wall) 20.50 188 ft #/ft Superimposed Dead Loads Pier L Roof DL Roof TW Fleer- DL Fleef— W 10.00 20.0 19.00 10.0 0.00 ft psf ft psf ft Individual Pier Analysis Pier L v_ V ier Pier h 10.00 +" 1,876 10.00 ft #/ft # ft Individual Pier Analysis (cont) Shear Panel Overturning Width Post Lever Pier L Width Arm 10.00 3.00 9.75 ft in ft Uplift v dia Wall Wt DL Factor 67 14 0.60 #/ft psf ----- ft ---->USE S/W Type P6 w/ 2x Frmg (v = 230 #/ft) 5/8" o AB @ 48" oc Wall Wt W(dl) 14 312 psf #/ft h/L OTM 1.00 18,762 ----- ft # Holdown Pullout Width Holdown Lever Cl Arm 1.313 9.52 in ft Individual Pier Analysis (cont) Pier L Open'g W RM * OT FOS 10.00 3.00 19,393 1.03 if < 1.50 ft ft ft # 25-- >USE Holdown Req'd Page # L-26 George McCurdy Job Name: VAZIRI ® ® Structural Engineer t Job # 14-135 Date: 07-Jul-14 I�117-A South Main Street, Lake Elsinore, California 92530-4108 voice& fax: 951/674-9543 e-mail: litehousegeorge@yahoo.com web site: www.georgemccurdystructuralengineer.com LATERAL ANALYSIS (cont) Wall Line "4" (cont) 1st Floor Wall Analysis (cont) Holdown Analysis Pier L RM Uplift 10.00 18,579 1,005 ---->USE HDU2-SDS2.5 ft ft # # ("-" means no uplift) w/ Dbl Stud Shear Wall Deflection Nail Space t V n Exponent e(n) G 4.0 0.5000 63 3.276 0.0003 90,000 in oc in #/nail ----- ----- psi Shear Wall Deflection (cont) Wall L # Studs _A E d(a) A h/ 20.50 2 16.50 1.60 0.088 0.4896 245 ft ----- in(2) x10(6) psi in in ----- Chord Analysis (for chords perpendicular to wall under consideration) Chord Dimensions & Loads L d W T=C= Tgov 35.00 54.67 208 583 583 ft ft #/ft # # Double Top Plate & Splice Connection Analysis b d F t C(d) f t <_ F(t) Allow 16d #16d 1.50 5.50 450 1.33 71 600 94 4.65 in in psi ----- psi psi # ----- Footing/Grade Beam Analvsis (SD Footing Dimensions & Material Specs b h d 12.00 18.00 15.00 in in in Design Load Factors DL Seis Wind 0.90 1.40 1.30 ----- Flexure Analysis ----- ----- Pier L RM DL OTM 10.00 24,165 14,071 ft ft # ft # Flexure Analysis (cont) F K(n) p 0.2250 -22 0.0011 ----- ----- ( Flex 2 ) d' Pc n Fy Flexure o 3.00 2,500 10 40,000 0.90 in psi ----- psi ----- WSD to SD Convers'n Uplift w(dl) Ftg(dl) 1.40 1,005 312 225.00 ----- # #/ft #/ft # Planes M(u) 2.0 -5,047 ----- ft # A(s) Abar #bar 0.20 0.20 0.99 sq in sq in bars req ---->USE (1) #4 T&B (2 total) XOXO 26 Job Transmittal MiTek USA, Inc. 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax (951) 273-0040 TO: ALOHA LUMBER & TRUSS, INC. ATT: Jon Lazarus Transaction ID: 407538 Drawings Repairs Sequence Ws Description 18 0 6051275-6051292 Transmittal Notes: Design Notes: Vaziri Butters Rd2 - DATE: 91512014 9/5/2014 10:37:22 AM Page 1 Tc jq Do qtp This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 OF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT - 12"OC. UON. BC LATERAL SUPPORT - 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 25.8" 25.8" Connector plate prefix designators; C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 18-10-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0" TO 81- 0.0" V TC UNIF LL( 100.0)+DL( 70.0)= 170.0 PLF 8'- 0.0" TO 10'- 10.0" V TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 10'- 10.0" TO 18'- 10,0" V BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 18'- 10.0" V TC CONC LL( 373.3)+DL( 261.3)= 634.7 LBS @ 8'- 0.0" TC CONC LL( 373.3)+DL( 261.3)= 634.7 LBS @ 10'- 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" 0c in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" ac in 1 row(s) throughout 2x4 webs. 7-10-15 3-00-02 7-10-15 3-11-09 3-11-06 3-02-01 3-09-07 12 634.70# 34.70# 7.00 -�' M-4x6 - M-6x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 70 2- 9=(0) 2350 3- 9-(-22) 104 2- 3=(-2890) 0 9-10=(0) 2362 9- 4=( 0) 374 3- 4=(-2772) 0 10- 7=(0) 2354 9- 5=(-18) 38 4- 5=(-2368) 0 5-10=( 0) 368 5- 6=(-2776) 0 10- 6=(-20) 102 6- 7=(-2894) 0 7- 8=( 0) 70 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SCAN. (SPECIES) 01- 0.0" 0/ 2031V -68/ 68H 5.50' 3.25 OF ( 625) 181- 10.0" 0/ 2031V 0/ OH 5.50" 3.25 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.005" @ -2'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.010" @ -2'- 0.9" Allowed = 0.215" MAX LL DEFL --0.036" @ 10'- 10.0' Allowed = 0.597" MAX TL CREEP DEFL =-0.092' @ 10'- 10.0" Allowed = 0.896" MAX LL DEFL =-0.005" @ 20'- 10.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.010" @ 20'- 10.9" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.014" @ 18'- 4.5" MAX HORIZ. TL DEFL = 0.030" @ 18'- 4.5" Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 1, Truss designed for wind loads 3-11-09 in the plane of the truss only. 12 7.00 M-1.5x4 M-1.5x4 in 0 9 10 < M-3x4 M-3x8 M-2.5x4 M-3x4 0 7-07-04 2-00 <PL:10-00-00 JOB NAME: Vaziri Butters Rd - A-H1 Truss: A-H1 DES. BY: EE DATE: 9/5/2014 SEQ.: 6051275 TRANS ID: 407538 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 3-09-04 7-05-08 18-10 Scale: 0.3027 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 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 be used in a non-comosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint renter lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-00 LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF N2 WEBS: 2x4 OF k2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. OVERHANGS: 25.8" 25.8" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series to 0 o� 0 4-11-05 12 7.00 i 9-05 TRUSS SPAN 18'- 10.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 4-05-11 4-05-11 'I M-4x4 a n° This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. CBC2013/IBC2012 MAX MEMBER FORCES 40R/GDF/Cq=1.00 1- 2=( 0) 71 2- 8=(0) 948 3- 8=(-261) 26 2- 3=(-1198) 0 8- 9=(0) 630 8- 4=( 0) 408 3- 4=(-1048) 0 9- 6=(0) 948 4- 9=( 0) 408 4- 5=(-1048) 0 9- 5=(-261) 26 5- 6=(-1198) 0 6- 7=( 0) 71 BEARING MAX VERT MAX HORZ ERG REOUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0 0/ 970V -81/ 81H 5.50" 1.55 DF ( 625) 18'- 10.0" 0/ 970V 0/ OH 5.50' 1.55 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ -2'- 0.9" Allowed = 0.215" MAX LL DEFL =-0.022" @ 6'- 5.2' Allowed = 0.597" MAX TL CREEP DEFL =-0.061" @ 6'- 5.2" Allowed = 0.896" MAX LL DEFL =-0.019" @ 20'- 10.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 20'- 10.9" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.010" @ 18'- 4.5" MAX HORIZ. TL DEFL = 0.022" @ 18'- 4.5" 9-05 -�( wind• 11n mph h=15ft. TCD1=R.4;RCDL=6.0; ASCE 7-10, 4 11-05 (All Heights); Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 12 in the plane of the truss only. 7.00 Max CSI TC'0 48 BG'0 38 Web'0 07 6-05-03 5-11-10 6-05-03 2-00 '<PL:10-00-00 18-10 2-00 JOB NAME: Vaziri Butters Rd - Al Scale:0.3027 Truss : A Y1 1 DES. BY: E E DATE: 9 / 5 / 2014 SEQ. : 6051276 TRANS I D : 407538 IIII I IIIII IIII IIII IIIII IIII II I I II WARNINGS: 1. Builder and erection contractor should bead vised of all General Notes and Warnings before construction commences 2. 2x4 compression web bracing must be installed where shown +_ 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer 4. No load should be applied 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 responsibility for the fabrication, handling,shipment and installation of components. p 6. This design is furnished subject to the limitations set forth by TPI/VJrCA In BCSI copies of which will be furnished upon request MiTek USA. Inc./CompuTrus Software 7.6.6(1 L)-E GENERAL NOTES, unless otherwise noted. 1. This design is based only upon the parameters shown and is for an individual building component, Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2 Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywalhBC). 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 be used in a non -corrosive environment, and are for "dry condition" of use. 6 Designassumes full hearing at all supports shown. Shim or wedge if 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 indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) to 0 V 0 This design prepared from computer input oy ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS 24-06-08 HIP SETBACK 8-00-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/C =l 00 TC: 2x4 OF N2 LOAD DURATION INCREASE = 1.on-e 4 BC: 2x4 OF N2 25NR ( p) 1- 2=(-4040) 0 1- 9=(0) 3304 2- 9=( -1) 164 2- 3=(-3986) 0 9-10=(0) 3978 9- 3=( O) 888 WEBS: 2x4 OF q2 LOADING 3- 4=(-3446) 0 10- 7=(0) 3304 9- 4=(-740) 170 TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF O'- 0.0" TO 8'- 0.0" V 4- 5=(-3418) 0 4-10=(-780) 164 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 70.0)= 170.0 PLF 8'- 0.0" TO 16'- 6.5" V 5- 6=(-3986) 0 5-10=( O) 890 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 16'- 6.5' TO 24'- 6.5' V 6- 7=(-4042) 0 10- 6=( -16) 242 8C UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 6.5" V 7- 8=( 0) 70 NOTE 2x4 BRACING AT 24 OC UON FOR TC CONC LL( 373.3)+DL( 261.3)= 634.7 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 373.3)+DL( 261.3)= 634.7 LBS @ 16'- 6.5" BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0" 0/ 2518V -65/ 57H 5.50" 4.03 OF ( 625) OVERHANGS: 0.0" 25.8" REQUIREMENTS OF CBC 2013 NOT BEING MET. 24'- 6.5" 0/ 2669V 0/ OH 5.50" 4.27 OF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL =-0.061" @ 12'- 3.3" Allowed = 0.787' ( 2 ) complete trusses required. MAX TL CREEP DEFL =-0.165" @ 12'- 3.3" Allowed = 1.181' Join together 2 ply with 16d Common nails staggered at MAX LL DEFL =-0.005" @ 26'- 7.4" Allowed = 0.143" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL =-0.010' @ 26'- 7.4" Allowed = 0.215' 9' oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.028" @ 24'- 1.0" MAX HORIZ. TL DEFL = 0.060" @ 24'- 1.0" Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 7-10-15 8-08-10 7-10-15 in the plane of the truss only. 3-11-09 3-11-06 4-04-05 4-04-05 3-11-06 3-11-09 634.701 634.70# 12 12 7.00 M-4x6 M 2 5 M-4x6 '-� 7 00 L0 0 v� 0 1 o < 3 . x4 4 M-1.5x4 M-1.5x4 C) _ o 9 10 0 M-2.5x6 0.25 M-3x8 M-2.5x6 0 M-5X10(S) <PL:10-00-00 7-07-04 9-04 24-06-08 7-07-04 JOB NAME: Vaziri Butters Rd - B-H1 -- -- - - Scale: 0.2947 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: B H 1 1. Builder and erection contractor should be advised of all General Notes and Wamings before 1. This design is based only upon the parameters shown and is for an individual - construction commences. 2. 2x4 compression web bracing must be installed where shown +. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building tlesigner. DES. BY: E E 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o-c. and at 10' o.c. respectively unless braced throughout their length by DATE: 9 / 5 / 2O 1 4 '., the overall structure is the responsibility of the building designer, continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging lateral bracing + �7 �7 C /� 6051277 S E Q : O5 1 2 4. No load should be applied to any component until after all bracing and fasteners or required where shown ++ 4. Installation o(truss is the responsibility of the respective contractor. . V / / TRANS I D : 407538 are complete and at no time should any loads greater than design loads be applied to any component, 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6 Design 5 CompuTrus has no control over antl assumes no responsibility for the assumes full bearing at all supports shown. Shim or wedge if fabncalion, handling, shipment and installation of components. necessary. T Design assumes adequate drainage is provided. a This tlesign is furnished subject to the limitations set forth by 8. Plates shall be locatetl on both faces of buss, and placed so their center TPI/VJfCA in BCSI, copies of which will be furnished upon request, lines coincide with joint center lines- IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII Inc./CompuTrusMITek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 9. Digits sic cane size plate inches. 10. For basic connectorplate plate design values see ESR-1311, ESR-1988 (MiTek) 2-00 C 60364 cXR (16 30r15 gT, l:#la' _ fi v -y r This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF k2 WEBS: 2x4 OF H2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 0.0" 25.8" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series r- 0 ch 0 r- rn 0 v� 0 1 o < 3-11-09 <PL:10-00-00 TRUSS SPAN 24'- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. 80TTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-10-15 4-08-10 9-10-15 3-09-07 2-01-15 - 2-04-05 , 2-04-05 2-01-15 3-09-07 8-00 8-00 7-07-04 WAWAAWAW&A 9-04 24-06-08 7-07-04 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1649) 0 1-11=(0) 1326 2-11=(-124) 43 2- 3=(-1460) 0 11-12=(0) 1411 11- 3=( 0) 434 3- 4=( 0) 0 12- 9=(0) 1322 11- 5=(-266) 29 3- 5=(-1220) 0 5-12=(-290) 25 5- 7=(-1209) 0 7-12=( 0) 436 6- 7=( 0) 0 12- 8=(-116) 33 7- 8=(-1463) 0 8- 9=(-1647) 0 9-10=( 0) 71 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SCAN. (SPECIES) 01- 0.0" 0/ 1079V -65/ 57H 5.50" 1.73 OF ( 625) 24'- 6.5" 0/ 1230V 0/ OH 5.50" 1.97 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.045" @ 12'- 3.3" Allowed = 0.787" MAX TL CREEP DEFL =-0.123" @ 12'- 3.3" Allowed = 1.181" MAX LL DEFL =-0.019" @ 26'- 7.4" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 26'- 7.4" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.021" @ 24'- 1.0" MAX HORIZ. TL DEFL = 0.046" @ 24'- 1.0" Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, �( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 11 09 load duration ffor wind Truss designed for wind loads in the plane of the truss only. JOB NAME: Vaziri Butters Rd - B-H2 Scale:0.2697 WARNINGS: GENERAL NOTES, unless otherwise noted:' 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual I Truss: B " H2 and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. 2x4 compression web bracing must De installetl where shown +. 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction 2• o.cand at 10' o.c, respectively unless braced throughout their length by DES. BY: EE is the responsibility ofthe erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9 5 2O 1 4 ', the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6051278 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, for "dry I D 407538 design loads be applied to any component, no responsibility for the and are condition" of use. 6 Design assumes full bearing at all supports shown. Shim or wedge if TRANS : 5. CompuTrus has no control over and assumes fabrication, handling, shipment and installation of components. necessary. 7, Design assumes adequate drainage is provided., 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINJTCA in BCSI, copies of which will be furnished upon request. lines coincide withjoint center lines. IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IN IIIIi MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-00 rn 0 0 0 This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF H2 BC: 2x4 DF H2 WEBS: 2x4 DF k2 TC LATERAL SUPPORT <= 12"OC. UON. 8C LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 0.0" 25.8" Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 C) 0 m to 0 4� 0 1 o < 6-03-01 12 7.00 6-01-05 <PL:10-00-00 TRUSS SPAN 24'- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-10-15 0-08-10 5-07-14 0-08-10 5-05-15 JOB NAME: Vaziri Butters Rd - B-H3 Truss: B-H3 DES. BY: EE DATE: 9/5/2014 SEQ.: 6051279 TRANS ID: 407538 M-4x6 M-6x6 M-2.5x4 5-07-14 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1645) 0 1- 8=(0) 1319 8- 2=( 0) 254 2- 3=(-1167) 0 8- 9=(0) 1317 2- 9=(-477) 0 3- 4=( -915) 0 9-10=(0) 913 9- 3=( 0) 331 4- 5=(-1173) 0 10-11=(0) 1314 9- 4=( -33) 56 5- 6=(-1644) 0 11- 6=(0) 1316 4-10=( 0) 322 6- 7=( 0) 71 10- 5=(-470) 0 5-11=( 0) 255 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" 0/ 1079V -93/ 86H 5.50" 1.73 DF ( 625) 24'- 6.5" O/ 1230V O/ OH 5.50" 1.97 DF ( 625) VERTICAL DEFLECTION LIMITS: 1-1-4/360, TL=L/240 MAX LL DEFL =-0.039" @ 13'- 1.0" Allowed = 0.787" MAX TL CREEP DEFL = .0.109- @ 13'- 1.0' Allowed = 1.181" MAX LL DEFL =-0.019" @ 26'- 7.4" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 26'- 7.4" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.020" @ 24'- 1.0" MAX HORIZ. TL DEFL = 0.044" @ 24'. 1.0" 11-10-15 ind: 110 mph, h=15ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, Cat.2, Heights), Enclosed,oad Exp.B, MWFRS(Dir), 6-03-01 l(All duration factor=1.6 Truss designed for wind loads 12 in the plane of the truss only. 7.00 1-05-12 5-04-03 6-01-05 24-06-08 Scale: 0.2697 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes I. This design is based only upon the parameters shown and is for an individual ' and Warnings before construction commences. building component, Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction A 2' o.c, and at 1 Or o.c. respectively unless braced throughout their length by is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 6 . sumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the nnecessaryDesign fabrication, handling, shipment and installation of components. T. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-00 to 0 0 0 This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF p2 BC: 2x4 DF p2 WEBS: 2x4 DF M2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 0.0" 25.8" Connector plate prefix designators: C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 6-04-07 12 7.00 8-04 <PL:10-00-00 12-03-04 JOB NAME: Vaziri Butters Rd - B1 Truss: B1 DES. BY: EE DATE: 9/5/2014 SEQ.: 6051280 TRANS ID: 407538 TRUSS SPAN 24'- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF 80TTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5-10-13 5-10-13 M-U4 a w CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1615) 0 1- 7-(0) 1315 2- 7=(-370) 48 2- 3=(-1419) 0 7- 8-(0) 852 7- 3=( 0) 613 3- 4=(-1417) 0 8- 5=(0) 1291 3- 8=( 0) 590 4- 5=(-1614) 0 8- 4=(-366) 38 5- 6=( O) 71 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SCAN. (SPECIES) 01- 0.0" O/ 1079V -981 90H 5.50" 1.73 DF ( 625) 24'- 6.5" O/ 1230V 0/ OH 5.50" 1.97 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.039" @ 8'- 4.0" Allowed = 0.787" MAX TL CREEP DEFL =-0.111" @ 8'- 4.0' Allowed = 1.181" MAX LL DEFL =-0.019" @ 26'- 7.4" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 26'- 7.4" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.018" @ 24'- 1.0" MAX HORIZ. TL DEFL = 0.039" @ 24'- 1.0" 12-03-04 Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-04-07 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 '--�' 7.00 7-10-07 8-04 24-06-08 Scale: 0.2697 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes i. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction temporary A 2' o.c. and at 10' o.c, respectively unless braced throughout their length by the rna of the erector. Additional permanent bracing of p Y 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC), the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 6_ Designssumes full bearing at all supports shown. Shim or wedge if 6. CompuTrus has no control over and assumes no responsibility for the . fabrication, handling,shipment and installation of components. P P° 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8- Plates shall be located on both faces of truss, and placed so their center TPIMRCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-00 0 0 0 This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF N2 BC: 2x4 OF N2 WEBS: 2x4 DF q2 TC LATERAL SUPPORT - 12"OC. LON. BC LATERAL SUPPORT - 12"OC. LON. OVERHANGS: 0.0" 25.8" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2oHS,M18HS,M16 = MiTek MT series L0 0 v� 0 1 o < TRUSS SPAN 24'- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12-03-04 6-04-07 5-10-13 5-10-13 If 12 IIM-4x4 7.00 A 1) <PL:10-00-00 8-04 JOB NAME: Vaziri Butters Rd - B2 Truss: B2 DES. BY: EE DATE: 9/5/2014 SEQ.: 6051281 TRANS ID: 407538 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1694) 379 1- 7=(-1462) 2570 2- 7=(-541) 311 2- 3=(-1419) 0 7- 8=(-1223) 1959 7- 3=(-192) 738 3- 4=(-1417) 0 8- 5=(-1464) 2570 3- 8=(-194) 737 4- 5=(-1692) 379 8- 4=(-541) 312 5- 6=( 0) 71 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.01 -97/ 1079V -30001 3000H 5.50" 1.73 OF ( 625) 24'- 6.5" -96/ 1230V -3000/ 3000H 5.50" 1.97 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.040" @ 12'- 3.2" Allowed = 0.787" MAX TL CREEP DEFL =-0.111" @ 8'- 4.0" Allowed = 1.181" MAX LL DEFL =-0.019" @ 26'- 7.4" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 26'- 7.4" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.051" @ 0'- 5.5" MAX HORIZ. TL DEFL =-0.071" @ 0'- 5.5" 12-03-04 1COND. 000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, 6 04-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 12 Truss designed for wind ioads 7.00 in the plane of the truss only. 7-10-07 8-04 24-06-08 Scale: 0.2689 WARNINGS: GENERAL NOTES, unless otherwise noted 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences, building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown *. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction 2• and 10• o.n respectively unless braced throughout their length by is the res onsibild of the erector. Additional rmanent bracing of p Y Pe 9 ). continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). continuous s the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component, and are for "dry condition" of use 6. De es full bearing at all supports shown. Shim or wedge if '�. 5. CompuTrus has no control over and assumes no responsibility for the essary. i fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 9. Digits indicate size of plate in inches. 10, For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-00 This design prepared from computer input by ALOHA LUMBER 8r TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF H2 BC: 2x4 OF N2 WEBS: 2x4 DF N2 TC LATERAL SUPPORT <= 12"OC. LON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 25.1" 25.1" Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 38'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 19.0) ON TOP CHORD = 39.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 49.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18-11-13 19-00-03 12 M-1.5x4 M-1.5x4 12 4.00 M-2.5x6 IIM-4x4 M-2.5x6 4.00 M-2.5x6 M-2.5x64,� M-2.5x6 M-2.5x6 M-5x6(S) M-1.5x4 M-5x6(S) CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 50 2-10=(-39) 26 10- 3=(-540) 0 2- 3=( -81) 127 10-11=(-21) 27 3-11=( -92) 8 3- 4=( 0) 152 11-12=(-29) 38 11- 4=(-738) 0 4- 5=(-477) 0 12-13=(-35) 38 4-13=( 0) 390 5- 6=(-488) 0 13-14=(-32) 45 5-13=(-123) 19 6- 7=( O) 149 14-15=( 0) 19 13- 6 = ( 0) 394 7- 8=( 0) 118 15- 8=(-30) 25 6-14=(-748) 0 8- 9=( 0) 50 14- 7=( -90) 9 7-15=(-527) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 519V -63/ 63H 5.50" 0.83 DF ( 625) 7'- 1.2" 0/ 683V DI OH 2O4.51" 1.09 DF ( 625) 12'- 10.1" 01 819V 01 OH 2O4.51" 1.31 OF ( 625) 17'- 5.7" O/ 142V O/ OH 2O4.51" 0.23 OF ( 625) 25'- 1.6° O/ 861V 0/ OH 144.51' 1.38 OF ( 625) 30'- 10.3" 0/ 659V 0/ OH 144.51" 1.05 DF ( 625) 38'- 0.0" O/ 522V O/ OH 5.50' 0.84 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.018" @ -2'- 0.6" Allowed = 0.139' MAX TL CREEP DEFL =-0.043" @ -2'- 0.6" Allowed = 0.209" MAX TL CREEP DEFL =-0.021' @ 18'- 11.8" Allowed = 0.400' MAX LL DEFL =-0.018° @ 40'- 0.6" Allowed = 0.139' MAX TL CREEP DEFL =-0.043" @ 40'- 0.6" Allowed = 0.209' MAX TC PANEL LL DEFL = 0.010" @ 21'- 5.9" Allowed = 0.383" MAX HORIZ. LL DEFL = 0.002" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.005" @ 30'- 10.3" Wind: 110 mph, h=15ft, TCDL=11.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Max CSI' TC'0 70 BC:O 35 Web:Q 131 Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. M-2.5x6 0.25" 2. 0.25" M-2.5x6 M-2.5x6 M-1.5x4 M-2.5x6 r M-3x6 M-3x6 M 1.5x4 o, M-1.5x4 0 M-2.5x6 M-5x12 M-2.5X6 M 2.5X4 Cl) M-2.5x4 M-4x6 M-2.5x6 M-1.5x4 M-1.5x4 a 0 o < o - 2.00 2.00 � __ 12 12 2-00 19-00 19-00 �2-00 r2-00 <PL:10-00-00 38-00 IPROVIDE FU BEAR NG. 2-00 JOB NAME: Vaziri Butters Rd - CG Truss: CG DES. BY: EE DATE: 9/5/2014 SEQ.: 6051282 TRANS ID: 407538 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the net ofthe erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1672 GENERAL NOTES, unless otherwise noted 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 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 be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. T 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 indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF k2 WEBS: 2x4 OF N2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT - 12"OC. UON. OVERHANGS: 25.8" 25.8" M-2.5x4 where shown; Jts:2-3,5,8-9,13 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,M18HS,M16 = MiTek MT series c2 m 0 N TRUSS SPAN 38'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. 80TTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 19-03 19-03 6-04-06 5-08-07 5-10-03 1-04 6-10 5-10-09 6-06-07 12 12 7.00 IM-4x4 a 7.00 --1 3.50 a.ou 12 12 -L 6-02-10 5-06-11 5-10-03 1-07-( 7-01-08 5-08-13 2-001 19-03 19-03 2-00 <PL:10-00-00 38-06 1PROVIDE FULL BEARING: Jts•2 13 15 9 JOB NAME: Vaziri Butters Rd - C Truss: C DES. BY: EE DATE: 9/5/2014 SEQ.: 6051283 TRANS ID: 407538 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility ofthe building desgnef. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 71 2-11=( 0) 1006 11- 3=( 0) 250 8-16=(0) 242 2- 3=(-1211) 0 11-12=( 0) 1001 3-12=(-766) 0 3- 4=( -322) 36 12-13=( 0) 245 12- 4=( 0) 445 4- 5=( O) 867 13-14=(-677) 60 4-13=(-877) 0 5- 6=( 0) 551 14-15=(-482) 26 13- 5=(-901) 0 6- 7=( 0) 684 15-16=( 0) 368 5-14=( 0) 461 7- 8=( 0) 643 16- 9=( 0) 371 14- 6=(-709) 0 8- 9=( -491) 0 14- 7=( -80) 89 9-10=( 0) 71 7-15=(-456) 0 15- 8=(-799) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SCAN. (SPECIES) 01- 0.0" 0/ 745V -161/ 161H 5.50" 1.19 OF ( 625) 17'- 8.0" 0/ 1546V 0/ OH 5.50" 2.32 OF ( 625) 26'- 4.0" 0/ 883V 0/ OH 5.50" 1.41 OF ( 625) 38'- 6.0" -8/ 549V 0/ OH 5.50' 0.88 OF ( 625) 6-04-11 2-00 2-00 Scale: 0.1533 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 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 be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at 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 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) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ -2'- 0.9" Allowed = 0.215" MAX LL DEFL =-0.034" @ 6'- 3.5' Allowed = 0.569' MAX TL CREEP DEFL =-0.095" @ 6'- 3.1" Allowed = 0.854' MAX TL CREEP DEFL =-0.035" @ 19'- 3.0" Allowed = 0.400" MAX LL DEFL =-0.011" @ 32'- 0.4" Allowed = 0.386" MAX TL CREEP DEFL =-0.032" @ 32'- 0.8" Allowed = 0.579" MAX LL DEFL =-0.019" @ 40'- 6.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 40'- 6.9" Allowed = 0.215" MAX TC PANEL LL DEFL = 0.071" @ 22'- 2.0" Allowed = 0.502" MAX HORIZ. LL DEFL = 0.011" @ 38'- 0.5" MAX HORIZ. TL DEFL = 0.022" @ 38'- 0.5" Wind: 110 mph, h=15.8ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. ESS!�\ C 6038 * EXP.O6!3C,'16 715/lC10- '7 This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF k2 WEBS: 2x4 DF k2 TC LATERAL SUPPORT - 12"OC. UON. BC LATERAL SUPPORT - 12"OC. UON. OVERHANGS: 25.8" 0.0" M-2-Sx4 where shown; Jts:3-4,8-9,13,15 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = Compu?rus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 38'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0° O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 19-03 19-03 5-03-11 4-07-12 4-07-12 , 4-07-12 , 4-07-12 4-07-12 4-07-12 5-03-11 12 7.00 M-5x6 12 ` '7.00 O V 10 o 0 3.50 3.50f 12 12 5-01-15 4-06 4-07-12 4-11-04 4-11-04 4-07-12 4-06 5-01-15 2-001, 19-03 19-03 2-00 <PL:10-00-00 38-06 JOB NAME: Vaziri Butters Rd - C1 Scale:0.1514 WARNINGS: GENERAL NOTES, unless otherwise noted:'i 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual r 1 Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper is the building designer. V 2. 2x4 compression web bracing must be installed where shown +. incorporation of component the responsibility of bottom to be laterally braced at 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and chords 2' o.c. and at 10' O.C. respectively unless braced throughout their length by DES. BY: EE is the responsibility ofthe erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC), DATE: 9 5 2 D 1 4 the overall structure is the responsibility of the building designer. 1 2x Impact bridging or lateral bracing required where shown ++ C /� S E O : 6051284 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, "dry . TRANS I D : 407538 design loads be applied to any component. has no responsibility for the and are for condition" of use. 6. Design assumes full bea ng at all supports shown. Shim or wedge if 5 CompuTrus no control over and assumes I. fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Dgtls indicate size of plate in inches. (IIIII IIIII IIIII IIIII IIIII IIIII II II IIII IIII MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 71 2-11=(0) 4247 11- 3=( 0) 182 8-16=( 0) 246 2- 3=(-4927) 0 11-12=(0) 4253 3-12=(-200) 15 16- 9=(-232) 27 3- 4=(-4554) 0 12-13=(0) 4030 12- 4=( 0) 245 9-17=( 0) 182 4- 5=(-3957) 0 13-14-(0) 3485 4-13=(-541) 0 5- 6=(-3202) 0 14-15=(0) 3486 13- 5=( 0) 482 6- 7=(-3202) 0 15-16-(0) 4032 5-14=(-773) 0 7- 8=(-3958) 0 16-17=(0) 4261 14- 6=( 0) 2867 8- 9=(-4557) 0 17-10=(0) 4256 14- 7=(-774) 0 9-10=(-4934) 0 7-15=( 0) 482 15- 8=(-542) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SOA N. (SPECIES) 0'- 0.0" 0/ 1841V -1501 157H 5.50" 2.95 OF ( 625) 38'- 6.0" 0/ 1694V 0/ OH 5.50" 2.71 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ -2'- 0.9" Allowed = 0.215" MAX LL DEFL =-0.383" @ 19'- 3.0" Allowed = 1.253" MAX TL CREEP DEFL =-1.075" @ 19'- 3.0" Allowed = 1.879" MAX HORIZ. LL DEFL = 0.329" @ 38'- 0.5" MAX HORIZ. TL DEFL = 0.725" @ 38'- 0.5" Wind: 110 mph, h=15.Bft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. C I'll * E"P.36t3vi16 � CIV I:A-. ��- fiQFCAi- This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF q2 BC: 2x4 OF q2 WEBS: 2x4 OF q2 TC LATERAL SUPPORT - 12"OC. UON. BC LATERAL SUPPORT - 12"OC. UON. OVERHANGS: 25.8" 0.0" Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series co Go 0 N u7 0 4� 0 M-2.5x6 TRUSS SPAN 38'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 19-03 19-03 5-03-11 4-07-12 4-07-12 , 4-07-12 , 4-07-12 , 4-07-12 5-11-15 3-11-08 12 7.00 � M-2.5x6 M-1.5x4 M-2.5x6 M-4x6 M-1.5x4 M-2.5x6 4.0" M-2.5x66� M 2.5x6 3.50 12 5-01-15 4-06 4-07-12 4-11-04 2-OOl 19-03 2-00,<PL:10-00-00 JOB NAME: Vaziri Butters Rd - C2G Truss: C2G DES. BY: EE DATE: 9/5/2014 SEQ.: 6051285 TRANS ID: 407538 4-11-04 4-07-12 38-06 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. j 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPWVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 19-03 12 `, 7.00 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 70 2-11=(-1552) 4284 11- 3=( 0) 186 8-16=(-1084) 536 2- 3=(-4466) 870 11-12=(-1558) 4288 3-12=( -926) 688 16- 9=(-1976) 4916 3- 4=(-4320) 1102 12-13=(-2068) 4946 12- 4=( -198) 442 9-17=(-3588) 1638 4- 5=(-4034) 1360 13-14=(-2956) 5336 4-13=(-1006) 518 5- 6=(-3668) 1676 14-15=(-3956) 5894 13- 5=( -272) 760 6- 7=(-2930) 938 15-16=(-3730) 5346 5-14=(-1226) 536 7- 8=(-2622) 282 16-17=(-2486) 1044 14- 6=(-1360) 3172 8- 9=(-2266) 162 17-10=(-1452) 1782 14- 7=(-1004) 440 9-10=(-4080) 5890 7-15=( -238) 536 15- 8=( -666) 562 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SCAN. (SPECIES) 0'- 0.0 -208/ 1629V -1613/ 3534H 5.50" 2.61 OF 625) 34'- 7.8" -1138/ 3698V -4067/ 2146H 42.03" 5.92 OF 625) 38'- 6.0" -32091 2325V -3670/ 5136H 5.50" 3.72 OF ( 625) M-1.5x4 M-1.5x4 M-2.5x6 M-2.5x6 M-4x6 M-2.5x6 M-3x6 u7 0 44 0 3.50 12 5-10-03 3-09-12 Scale: 0.1469 GENERAL NOTES, unless otherwise noted. 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 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 be used in a non-corosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at 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 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) VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 MAX LL DEFL =-0.005" @ -2'- 0.9' Allowed = 0.143" MAX TL CREEP DEFL =-0.010" @ -2'- 0.9" Allowed = 0.215" MAX LL DEFL = 0.205" @ 141- 6.3" Allowed = 1.136" MAX TL CREEP DEFL =-0.413" @ 14'- 6.3" Allowed = 1.704" MAX HORIZ. LL DEFL = 0.199" @ 0'- 5.5" MAX HORIZ. TL DEFL =-0.305" @ 0'- 5.5" Wind: 110 mph, h=15.8ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. C 6034 yf EXP. 06130i16 s� C,it,(�_ 'y�%�©F This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 20 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC LON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 25.8" 25.8" Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 35-00-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0" TO 8'- TC UNIF LL( 100.0)+DL( 70.0)= 170.0 PLF 8'- 0.0" TO 27'- TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 27'- 0.0" TO 35'- BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 35'- TC GONG LL( 373.3)+DL( 261.3)= 634.7 LBS @ 8'- 0.0" TC GONG LL( 373.3)+DL( 261.3)= 634.7 LBS @ 27'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 70 2-12=( 0) 5078 12- 3=( 0) 230 17- 9=(-124) 340 2- 3-(-6176) 0 12-13=( 0) 5072 3-13-( -124) 340 9-18=( 0) 230 3- 4=(-6080) 46 13-14=(-38) 7146 13- 4=( 0) 1850 0.0" V 4- 5=(-5236) 48 14-15=(-42) 7774 13- 5=(-2588) 118 0.0" V 5- 6=(-7196) 118 15-16=(-42) 7774 5-14=( 0) 774 0.0" V 6- 7=(-7196) 118 16-17=(-22) 7146 14- 6-( -782) 40 0.0" V 7- 8=(-5236) 48 17-18=( 0) 5072 15- 6=( 0) 326 8- 91 -6080) 46 18-10=( 0) 5078 6-16=( -782) 40 9-10=(-6176) 0 16- 7=( 0) 774 10-11=( 0) 70 7-17=(-2588) 118 8-17=( 0) 1850 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SOAN. (SPECIES) 01- 0.0" 0/ 3810V -71/ 71H 5.50" 6.10 OF ( 625) 35'- 0.0" 0/ 3810V 0/ OH 5.50" 6.10 OF ( 625) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL =-0.005" @ -2'- 0.9" Allowed = 0.143' 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL =-0.010' @ -21- 0.9" Allowed = 0.215" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL =-0.190" @ 17'- 6.0" Allowed = 1.136" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL =-0.525' @ 17'- 6.0" Allowed = 1.704" MAX LL DEFL =-0.005" @ 37'- 0.9' Allowed = 0.143' MAX TL CREEP DEFL =-0.010" @ 37'- 0.9" Allowed = 0.215' MAX HORIZ. LL DEFL = 0.072' @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.157" @ 34'- 6.5" Wind: 110 mph, h-15ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind ioads in the plane of the truss only. 7-10-15 19-02-02 7-10-15 4-01-05 3-09-10 4-05-15 5-01-02 5-01-02 4-05-15 3-09-10 4-01-05 634.70# 634.70# 12 7 oo� M-7x8 M 2 5x6 M-3x8 M-2 5x6 12 M-7x8 - ,,7.00 5 6 7 M-2.5x4 M-2.5x4 3 0 EM 4 12 13 14 15 16 17 18 0 1 < M-3x8 M-1.5x4 M-3x8 M-2.5x4 0'25 M-2.5x4 M-3x8 M-1.5x4 M-3x8 1 0 3-11-09 3-07-11 5-01-02 2-00 I<PL:10-00-00 JOB NAME: Vaziri Butters Rd - D-H1 Truss: D-H1 DES. BY: EE DATE: 9/5/2014 SEQ.: 6051286 TRANS ID: 407538 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 20 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of j the overall structure is the responsibility of the building designer. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPlfWTCA in BCSI, copies ofwhich will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E M-5x8(S) 4-09-10 4-09-10 35-00 5-01-02 3-07-11 Scale: 0.2212 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c, and at 10' oc. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 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 be used in a non-comosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if jI necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of too ss, 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) 3-11-09 2-00 This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF k2 WEBS: 2x4 OF k2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 25.8" 25.8" Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 5-01-05 12 7 nnl1 r 9-10-15 TRUSS SPAN 35'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. 80TTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 15-02-02 4-09-10 4-09-12 5-04-15 4-11-08 4-09-10 M-5x6 RA 1) C;vA lA '4vA M-5x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 71 2-11=(0) 1993 3-11=(-171) 46 2- 3=(-2447) 0 11-12=(0) 2265 11- 4=( 0) 750 3- 4=(-2202) 0 12-13=(0) 2274 11- 5=(-642) 0 4- 5=(-1830) 0 13-14=(0) 2274 5-12=( 0) 164 5- 6=(-2270) 0 14- 9=(0) 1993 12- 6=( -29) 27 6- 7=(-1830) 0 13- 6=( 0) 158 7- 8=(-2202) 0 6-14=(-645) 0 8- 9=(-2447) 0 7-14=( 0) 745 9-10=( 0) 71 14- 8=(-171) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" 01 1681V -86/ 86H 5.50" 2.69 OF ( 625) 35'- 0.0" 0/ 1681V 0/ OH 5.50" 2.69 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ -2'- 0.9" Allowed = 0.215" MAX LL OEFL =-0.105" @ 15'- 0.2" Allowed = 1.136" MAX TL CREEP DEFL =-0.294" @ 20'- 1.6" Allowed = 1.704" MAX LL DEFL =-0.019" @ 37'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 37'- 0.9" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.048" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.103" @ 34'- 6.5" Wind: 110 mph, h=15ft, TCDL-8.4IBCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6 Truss designed for wind ioads in the plane of the truss only. 9-10-15 M-5x6(S) 9-07-04 5-04-15 5-01-07 5-03-03 9-07-04 2-00 <PL:10-00-00 35-00 JOB NAME: Vaziri Butters Rd - D-H2 Scale:0.1962 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: D - H 2 and Warnings before construction commences. building component. Applicability ofdesign parameters and proper is the building designer, web bracing must be installed where shown 2. 2x4 mural incorporation of component the responsibility of 2. Design assumes the top and bottom chords be laterally Dracetl at ti ', 3. Additional temporary bracing to insure stability during construction tempo 2' antl 1 or on respectively unless braced throughout their length by DES . BY: EE • is the res onsibilil of the erector. Additional ermanent bracin of responsibility p 9 ntino+c rheaat continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). eathin DATE: 9 G 20 4 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until aaer all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. 6051287 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, "dry TRANS . ,7 I D : 407538 design loads be applied to any component. has assumes no responsibility for the and are for condition" of use. 6 Design assumes full bearing at all supports shown. Shim or wedge if 5 CompuTrus no control over and fabrication, handling,shipment and installation of components. po necessary. 7. Design assumes adequate drainage is provided. 6 This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI VJfCA in SCSI copies of which will be famished upon request lines coincide with joint centerlines.lines. 9. Digits indicate size of plate in inches, IIIIII IIIII II II IIIII III I IIIII II I IIII IIII MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10, For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 5-01-05 12 7.00 2-00 rn 0 0 0 This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF N2 BC: 2x4 OF N2 WEBS: 2x4 OF N2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT - 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 25.8" 25.8" Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 c) 0 00 in 0 v� 0 0 TRUSS SPAN 35'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. 80TTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-10-15 11-02-02 11-10-15 5-01-05 4-07-11 2-01-15,2-09-12 - 5-04-15 2-11-08 2-01-15, 4-07-11 10-00 9-07-04 t 2-00 <PL:10-00-00 M-5x6(S) 5-04-15 5-01-07 5-03-03 35-00 10-00 9-07-04 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 71 2-13=(0) 1993 3-13=(-171) 41 2- 3=(-2447) 0 13-14=(0) 2265 13- 4=( 0) 750 3- 4=(-2202) 0 14-15=(0) 2274 13- 6=(-642) 0 4- 5=( 0) 0 15-16=(0) 2274 6-14=( O) 164 4- 6=(-1830) 0 16-11=(0) 1993 14- 7=( -42) 40 6- 7=(-2270) 0 15- 7=( 0) 158 7- 9=(-1830) 0 7-16=(-645) 0 8- 9=( 0) 0 9-16=( 0) 745 9-10=(-2202) 0 16-10=(-171) 41 10-11=(-2447) 0 11-12=( 0) 71 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" 0/ 1681V -86/ 86H 5.50" 2.69 OF ( 625) 35'- 0.0" 0/ 1681V 0/ OH 5,50" 2.69 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ -2'- 0.9" Allowed = 0.215' MAX LL DEFL =-0.105" @ 15'- 0.2" Allowed = 1.136" MAX TL CREEP DEFL =-0.294" @ 20'- 1.6" Allowed = 1.704" MAX LL DEFL =-0.019" @ 37'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 37'- 0.9" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.048" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.103" @ 34'- 6.5" Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1 6 Truss designed for wind oads in the plane of the truss only. 5-01-05 JOB NAME: Vaziri_Butters-Rd - D-H3 Scale:0.183-1 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: DES. DATE • SEQ. TRANS L� r� D' 1 IJ BY: E E 9 / 5 / 201 4 : 6051288 r� I D : 407538 1. Builder and erection contractor should be advised of all General Notes antl Warnings before construction commences 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibilityof the erector. Additional permanent bracing of g the overall structure is the responsibility of the building designer. 4. No load should be applied 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 responsibility for the fabrication, handling,shipment and installation of components. P P 6. This design is furnished subject to the limitations set forth by 1. This design is based only upon the parameters shown and is for an individual building component. Applicability ofdesign parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced al by and s 10' o.n respectively unless braced throughout their length ), 2' continuous continuous sheathing such as plywood sheathing(TC) and/or tlrywall(BC). 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 be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. drainage is truss, a 7. Design assumes adequate both 8. Plates shall be located on both faces of truss, and placed so their center IIIIiI IIIII IIIII IIII IIII I III II I III II TPI MCA in SCSI copies of which will be furnished upon request MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center 9. Digits indicate size of plate in inches 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-00 u7 0 0 0 This design prepared from computer input by ALOHA LUMBER 8 TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT - 12"OC. UON. BC LATERAL SUPPORT - 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 25.8" 25.8" 11-2.5x4 where shown; Jts:3-4,9-10,14,19 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 0 0) Ln 0 0 0 4-11-05 12 7-00 TRUSS SPAN 35'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OIL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC CONC LL+DL= 75.0 LBS @ 17'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-10-15 7-02-02 4-04 4-07-11 0-09-09 5-07 0-09-09 4-07-11 M-4x6 M a o M_avF M-4x6 M-5x8(S)M-1.5x4+ M-2.5x6 M-5x8(S) M-2.5x6 1 75# M-1.5x4+ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 71 2-13=(0) 2088 13- 3=( 0) 180 19-10=(-251) 0 2- 3=(-2566) 0 13-14=(0) 2086 3-14=(-251) 0 10-20=( 0) 180 3- 4=(-2265) 0 14-15=(0) 1886 14- 4=( 0) 279 4- 5=(-1925) 0 15-16=(0) 1665 4-15=(-453) 0 5- 6=(-1597) 0 16-17=(0) 1669 15- 5=( 0) 871 6- 7=(-1666) 0 17-18=(0) 1664 15- 6=(-839) 78 7- 8=(-1597) 0 18-19=(0) 1886 6-16=(-105) 368 8- 9=(-1925) 0 19-20=(0) 2086 17- 7=(-105) 367 9-10=(-2265) 0 20-11=(0) 2088 7-18=(-839) 78 10-11=(-2566) 0 8-18=( 0) 871 11-12=( 0) 71 18- 9=(-453) 0 9-19=( 0) 279 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SCAN. (SPECIES) 0'- 0.0" 0/ 1718V -116/ 116H 5.50" 2.75 OF ( 625) 35'- 0.0" 0/ 1 718V 0/ OH 5.50" 2.75 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0,9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ -2'- 0,9" Allowed = 0.215" MAX LL DEFL =-0.193" @ 20'- 3.5" Allowed = 1.136" MAX TL CREEP DEFL =-0.357" @ 20'- 1.7" Allowed = 1.704" MAX LL DEFL =-0.019" @ 37'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 37'- 0.9" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.041" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.094" @ 34'- 6.5" 1 3-1 0-1 5 Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-04 4-11-05 load duration factor=1.6 Truss designed for wind ioads 12 in the plane of the truss only. 7.00 1 4-09-09 4-02-04 4-07-08 1-04-12 5-00 1-04-12 4-07-08 4-02-04 4-09-09 2-00 <PL:10-00-00 35-00 2-00 JOB NAME: Vaziri Butters Rd - D-H4 Truss: D-H4 DES. BY: EE DATE: 9/5/2014 SEQ.: 6051289 TRANS ID: 407538 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI1WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1837 GENERAL NOTES, unless otherwise noted 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at j 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation oftruss is the responsibility ofthe respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at 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 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) 0 0 0 This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF p2 BC: 2x4 OF p2 WEBS: 2x4 OF p2 TC LATERAL SUPPORT - 12"OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 25.8" 25.8" Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series O m 0 0 TRUSS SPAN 35'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC CONC LL+DL= 75.0 LBS @ 17'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15-10-15 3-02-02 15-10-15 4-04 0-11-08 3-02-02 0-11-08 4-04 4-11-05 1 1 4-05 1202- 7 1-02 07 4-05 12 4-11-05 14-00 12 7.00'✓ M-4x6 M-4x6 7 M-5x6(S) 5 0.25" M-2.5x4 3 5-00 O c� O 15 16 0 1 < M-3x6 M-1.5x4 M-2.5x4 14-00 M-gx6 12 M-4x6 \ 7.00 ° M-5x6(S) 0.25" (2 O u'GO M-2.5x4+ w "' M-5x8(S) M-1.5x4+ M-2.5x6 M-5x8(S) M-2.5x6 75# M-1.5x4+ M-2.5x4 M-2.5x4 M-1.5x4 M-3x6 4-09-09 4-02-04 4-07-08 1-04-12 5-00 1-04-12 4-07-08 4-02-04 4-09-09 2-00 <PL:10-00-00 35-00 JOB NAME: Vaziri Butters Rd - D-H5 Scale:0.171, WARNINGS: GENERAL NOTES, unless otherwise noted. 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: D - 1LJ 15 and Warnings before construction commences. building component, Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY • E E is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c respectively unless braced throughout their length by DATE: 9 / 5 / 2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. rf rr��y : 6051290 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non -corrosive environment, design loads De applied to any component. and are for "dry condition" of use. TRANS I D : 407538 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication handling,shipment and installation of components. p p necessary. 7. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/VVrCA in SCSI, copies of which will be famished upon request. lines coincide with joint center lines (IIIII I II IIIII IIIII IIIII IIIII II II (III II 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 71 2-15=(0) 2088 15- 3=( 0) 180 2- 3=(-2566) 0 15-16=(0) 2086 3-16=(-251) 0 3- 4=(-2265) 0 16-17=(0) 1886 16- 4=( 0) 279 4- 5=(-1925) 0 17-18=(0) 1666 4-17=(-453) 0 5- 6=(-1597) 0 18-19=(0) 1670 17- 5=( 0) 881 5- 7=( 0) 0 19-20=(0) 1664 17- 6=(-839) 78 6- 9=(-1666) 0 20-21=(0) 1886 6-18=(-105) 368 8-10=( 0) 0 21-22=(0) 2086 19- 9=(-105) 367 9-10=(-1597) 0 22-13=(0) 2088 9-20=(-839) 78 10-11=(-1925) 0 10-20=( 0) 881 11-12=(-2265) 0 20-11=(-453) 0 12-13=(-2566) 0 11-21=( 0) 279 13-14=( 0) 71 21-12=(-251) 0 12-22=( 0) 180 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0" 0/ 1718V -116/ 116H 5.50' 2.75 OF ( 625) 35'- 0.0" 0/ 1718V 0/ OH 5.50' 2.75 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0.9' Allowed = 0.143' MAX TL CREEP DEFL =-0.038" @ -2'- 0.9" Allowed = 0.215" MAX LL DEFL =-0.193" @ 20'- 3.5" Allowed = 1.136" MAX TL CREEP DEFL =-0.357" @ 20'- 1.7' Allowed = 1.704' MAX LL DEFL =-0.019" @ 37'- 0.9" Allowed = 0.143' MAX TL CREEP DEFL =-0.038" @ 37'- 0.9" Allowed = 0.215' MAX HORIZ. LL DEFL = 0.041" @ 34'- 6.5" MAX HDRIZ. TL DEFL = 0.094" @ 34'- 6.5" Wind: 110 mph, h=15ft, TCDL=8,4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2-00 O 44 O 0 C 60381 r 4 EP.06/'30; 6 7X!5 W5l. ci4f it- wa iJ i F 1 t This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF k2 WEBS: 2x4 OF q2 TC LATERAL SUPPORT - 12"OC. UON BC LATERAL SUPPORT - 12"OC. UON OVERHANGS: 25.8" 25.8" Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 ( 0 r no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series in 0 m 0 TRUSS SPAN 35'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC CONC LL+DL= 75.0 LES @ 17'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 17-06 17-06 5-04-05 4-09 4-10-12 2-06 2-06 4-10-12 4-09 5-04-05 7.00( 11M-4x4 '-�7.00 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 71 2-12=(0) 2091 12- 3=( 0) 206 17- 9=(-300) 0 2- 3=(-2568) 0 12-13=(0) 2089 3-13=( -300) 0 9-18=( 0) 206 3- 4=(-2215) 0 13.14=(0) 1846 13- 4=( 0) 313 4- 5=(-1845) 0 14-16-(0) 1521 4-14=( -614) 0 5- 6=( -292) 0 16-17=(0) 1833 14- 5=( 0) 592 6- 7=( -292) 0 17-18=(0) 2089 5-15=(-1311) 0 7- 8=(-1845) 0 18-10=(0) 2091 15- 6=( 0) 136 8- 9=(-2215) 0 15- 7=(-1311) 0 9-10=(-2568) 0 7-16=( 0) 592 10-11=( 0) 71 16- 8=( -614) 0 8-17=( 0) 313 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SCAN. (SPECIES) 01- 0.0" 0/ 1718V -145/ 145H 5.50" 2.75 OF ( 625) 35'- 0.0" 0/ 1718V 0/ OH 5.50" 2.75 OF ( 625) M-5xl2(S) � 751#-5x12(S) 5-02-09 4-07-04 5-00-08 5-03-08 5-00-08 4-07-04 5-02-09 L 2-00 <PL:10-00-00 35-00 2-00 JOB NAME: Vaziri Butters Rd - D1 Truss: D1 DES. BY: EE DATE: 9/5/2014 SEQ.: 6051291 TRANS ID: 407538 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1712 GENERAL NOTES, unless otherwise noted 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 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 be used in a non -corrosive environment, and are for -dry condition" of use. 6. Design assumes full bearing at 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 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) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ -2'- 0.9" Allowed = 0.215" MAX LL DEFL =-0.290" @ 20'- 0.9" Allowed = 1.136" MAX TL CREEP DEFL =-0.442" @ 20'- 3.5" Allowed = 1.704" MAX LL DEFL =-0.019" @ 37'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.036" @ 37'- 0.9" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.041" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.094" @ 34'- 6.5" Wind: 110 mph, h-15.3ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u-t 0 0 0 This design prepared from computer input by ALOHA LUMBER & TRUSS, INC. LUMBER SPECIFICATIONS TC: 2x4 OF q2 BC: 2x4 OF k2 WEBS: 2x4 OF H2 TC LATERAL SUPPORT <= 12"OC. LON BC LATERAL SUPPORT - 12110C. UON OVERHANGS: 25.8" 25.8" Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 35'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 17-06 17-06 5-01-04 4-05-15 4-05-15 3-04-14 3-04-14 4-05-15 4-05-15 5-01-04 12 12 7.00 M-46 '-�] 7.00 M-5x8(S) M-5x8(S) 11 4-11-08 4-04-03 4-09-07 6-09-12 4-09-07 2-00 <PL:10-00-00 35-00 JOB NAME: Vaziri Butters Rd - D2 Truss: D2 DES. BY: EE DATE: 9/5/2014 SEQ.: 6051292 TRANS ID: 407538 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIM?CA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(lL)-E 4-04-03 4-11-08 Scale: 0.1712 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 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 be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at 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 placed so their center lines coincide with joint center lines. j 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( O) 71 2-12-(0) 2034 12- 3=( 0) 194 9-17=(0) 194 2- 3=(-2500) 0 12-13-(0) 2032 3-13=(-269) 0 3- 4=(-2174) 0 13-14=(0) 1801 13- 4=( 0) 280 4- 5=(-1819) 0 14-15=(0) 1239 4-14=(-472) 0 5- 6=(-1810) 0 15-16=(0) 1801 5-14=(-293) 27 6- 7=(-1810) 0 16-17=(0) 2032 14- 6=( 0) 826 7- 8=(-1819) 0 17-10=(0) 2034 6-15=( 0) 826 B- 9=(-2174) 0 15- 7=(-293) 27 9-10=(-2500) 0 15- 8=(-472) 0 10-11=( 0) 71 B-16=( 0) 280 16- 9=(-269) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0" 0/ 1681V -145/ 145H 5.50" 2.69 OF ( 625) 35'- 0.0" 0/ 1681V 0/ OH 5.50" 2.69 OF ( 625) 2-00 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ -2'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ -2'- 0.9" Allowed = 0.215" MAX LL DEFL =-O.OB7" @ 20'- 11.8" Allowed = 1.136" MAX TL CREEP DEFL =-0.243" @ 20'- 11.8" Allowed = 1.704" MAX LL DEFL =-0.019" @ 37'- 0.9" Allowed = 0.143" MAX TL CREEP DEFL =-0.038" @ 37'- 0.9" Allowed = 0.215" MAX HORIZ. LL DEFL = 0.040" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.088" @ 34'- 5.5" Wind: 110 mph, h=15.3ft, TCDL=8.4,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. George McCurdy Structural Enizineee 1 7 -, ti{?t l.'N_.-.in Sttte , L.)wL Lls_rk)t,,, a a_ 0-410-S v,wcc_& tax: _;'r 95-'-" 1l.ail: li e*io tseLE e,p_L,,2-%'al_o�).cot.i %�:eb Sits.': ti ^.1�Y,gea, ;;et.�cct�rd9 trt;ctue�let��,�t tcer.l:;�r. Dan Allenbach October 16, 2014 Allenbach Architecture Job # 14-135 29333 via Espada Murrieta, California 92563-4788 Re: Roof Truss Layout for the Sadegh Vaziri Residence with attached Guest Residence 1721 Butters Road Carlsbad, California 92008-1002 Dear Dan: This office has reviewed the Roof Truss Layout Drawing 1/A for this project as supplied from Aloha Lumber and Truss (dated 09/05/14) and take no exception to the truss layout. Please contact this office if you have any questions concerning this letter. t Respectfully -eeorg McCurdy Structural Engineer S2319 License Expires: March 31, 2015 GM:mac cc: RECEIVED CCT 2 0 7014 +;I i Y ter, CARI_.SB AD Sl GILDING DIVISION 2.41 y 1/2. V -01w -------------- i C A i BUILDER: FA 1.4 ® COPYr19M CcmpuTrus Inc. 2006 !ISSUE DATE 09/05/14 �—..—_ r ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO I PROJECT PTLE. Vaziri Butters Rd IREV!$ION-1; ENGINEERETRUSS LD n�S AM DRAWINGS FOR ALL P 1 PLAN. I DRAWN BY. MAC i (REVISION-2 INFORMATION. BUILDING DESM,NERIENGINEER OF RECORD i RESPONSIBLE FOR ALL NON -TRUSS i TO TRUSS CONNECTIONS. BUILDING �+, f Y jCHECKED BY.' SCALE.• I NTS REVISION3: {D IGV � AP�PRO�VER�D TO N.s�DELIVERYLOCATION. ; DESIGNS PRIOR TOCONSTRUCTION. L All designs are ro ,Ass €RU- r E 9 P PartY of Aloha Lumber & Truss, Inc.. All designs are null and void if not fabricated by Aloha Lumber & Truss, Inc.. t e Brian IIensley --i Truss Manager -- Western Division October 29, 2010 R'P Cj leb OCT 2 D zor 'J j , I CAR. 9il��I�N TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124th AVENUE VANCOUVER, WA 98684 Timber Products Inspection (TP) and General Testing and Inspection (GTI) are code recognized by the International Conference of Building Officials (ICBO E.S.) which as of January 1, 2003 became the International Accreditation Service, Inc. (IAS) with the new assigned number of AA-664. This is to verify that: ALOHA LUMBER AND TRUSS, INC. RAMONA, CA TP #7112 Is currently an active member in good standing in the TP Third Party Truss Auditing Program and has been since JULY, 2005 ditt PC / q Cx) q � TIMBER O\S��Ppn INSPECTION October 29, 2010 To Whom It May Concern: This is to verify that Aloha Lumber and Truss Inc of Ramona, CA is a subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Aloha Lumber and Truss Inc in Ramona, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Aloha Lumber and Truss Inc personnel are authorized to apply the GTI Quality Mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GT'I program, please contact Janet Rustad (360) 449-3840 ext. 10. Sincerely, TIMBER PRODUCTS INSPECTION c Brian Hensley Truss Manager Western Division /j r Xc: File IWi SI 124th Avenue , IM. BOX 919 e W41 sigrnan Road Vancouver, Washington 98681 , Conyers, Goor1 is 30012 360/1149-3840 a FAX: 360/449 3953 '//0/922-£3000 • FAX: T/0/922-1290 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied 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 responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 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 be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at 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 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). Q GFESS/p-A,-'Z uJ cr N0. 0$06 EX. a,i,ui'; iL�C EP�G�C��4 IMES Evaluation Report ESR-1988 www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSM, M18SHSM, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 International Building Code (2009 IBC) ■ 2009 International Residential Code° (2009 IRC) ■ 2006 International Building Code° (2006 IBC) ■ 2006 International Residential Codee (2006 IRC) ■ 1997 Uniform Building Code TM (UBC) Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek0TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. Reissued December 1, 2010 This report is subject to re-examination in two years. A Subsidiary of the International Code Council° 3.2 MiTek® MT18HSM: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high -strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® M18SHSTM': Model M18SHSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466-inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/8-inch-long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch-width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek® TL20 and MT20TM: Models TL20 and MT20T11 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are ICC-ES I,valualion Reports are not to he construed as representing uesthelics or any other attributes not spectfrcally addressed, nor are They to he construed as an endorsement of the subject o/ the report or a recononendation for its use. ['here is no warranty by ICY' F1,aluation Semce, LLC' eepress or iniphed, as to any finding or other malter in this report, or as to any product covered by the report 21 Copyright © 2011 Page 1 of 3 ESR-1988 I Most Widely Accepted and Trusted Page 2 of 3 staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek° Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek° connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20Tl plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek° Industries name, the metal connector plate model, and the evaluation report number (ESR-1988). TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG I AA IEA IAE EE TL18, MT18, MT18HSTM, M18SHSTM, TL20 and MT20TM Douglas fir -larch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southern pine 2 0.55 244 192 171 178 For SI: 1lb/in = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. ESR-1988 1 Most Widely Accepted and Trusted Page 3 of 3 TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 MT18HSTM M18SHSTM TL20 AND MT20TM Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the joint)z Tension @ 01 0.5 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 90° 0.52 1208 0.5 1671 0.53 2292 0.49 854 Tension values in accordance with TPI-1 with a deviation [see Section 5.4.9 (e) 1] (Maximum Net Section Occurs over the joint) Tension @ 01 0.59 1349 0.59 1975 0.6 2586 0.59 1035 Tension @ 90° 0.53 1214 0.51 1727 0.54 2341 0.49 861 Shear Values Shear @ 00 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @ 301 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 600 0.83 1283 0.74 1492 0.7 1805 0.82 970 Shear @ 900 0.49 757 0.52 1052 0.39 1012 0.58 686 Shear @ 1201 0.39 1 608 0.4 802 0.41 1073 0.42 498 Shear @ 1500 0.45 702 0.37 745 1 0.33 1 868 1 0.5 592 For 91: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. 2Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. 0 125" 0 250" 0 125" 3.2 mm 6 A mm 3.2 mm '4441[k," �oaoo�a��oo� �oaoo�a0000D ��o�oco�-►�u�U WIDTH W MT18, TL18, MT18HS, M18SHS, MT20, TL20 0 375" 95mm FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) ICC-ES Evaluation Report ESR-1311 Reissued June 1, 2011 This report is subject to renewal in two years. www-icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M- 20, MII 20, M-20 HS, Mil 20 HS, and MT20HSM 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 International Building Code® (IBC) ■ 2006 International Residential Code (I RC) ■ 1997 Uniform Building Code TM" (UBC) Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek° M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1- inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSM: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0,25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses 1CC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construedMM as an endorsement of the suhlecl of the report or a recotmnendatimi for its use. There is no warranty by ICC Livaluation Scrvice, LR' express or implied as '2 to any finding or other malter in this report, or as to any product corered by the report. cooii"m""aio :..�....,,- Copyright © 2011 Pagel 05 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates has not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.5 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek° Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-2002. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek° Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in2/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 1 0.55 187 143 138 150 rur or iioiin = 6.a Kra. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY M-16 AND MII 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS FORCE DIRECTION Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)z Tension @ 0' 0.701 2012 0.50 880 0.59 1505 Tension @ 90' 0.36 1 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e) 1] Maximum Net Section Occurs over the Joint' Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 90' 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0 0.54 1041 0.49 574 0.43 761 Shear @ 30` 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 90' 0.55 1055 0.55 645 0.45 792 Shear @ 120' 0.48 914 0.42 490 0.34 608 Shear @ 150' 0.35 672 0.46 544 0.3 537 rui .5I: 1 lu/Incn = 0. I to N/mm, lincn = 2b.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage; or 0.0575 inch (1.461 mm) for 16 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, for both sides in accordance with Section 4.3.6 of ANSI/TPI. 2Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0 3.3c" 0 427" F ,s 4 nrn 4 1 rn 10 8 rr— 1! LE U U U 11 M-16, M1116 2 rrim F, -1 mo-2'rim H[ L rTj VDTH M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 E 0 125" 0 250" 0 5DY 32mm 64mm 12 7 m L%'C-H 0 3651, D 2 Tr-, M-20 HS, Mll 20 HS7 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) C❑mpuTrius, Inc. t, Custom Software Engineering Manufacturing Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option 1;• For 2x4 Outlookers Option IL• For 4x2 Outlookers M I.5x3 @ 36" cut into ite Do not cut into heel plate • For 2x4 Outlookers. • Requires 2x4 blocking between outlookers. • For 4x2 outlookers. • Notches must be cut with care. • No blocking required. • Same cutting as for common. • Shim let -ins at each end for full bearing. Option III: For 4x2 Outlookers - Span < 24'-0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. Option IV: For 4x2 Outlookers with full continuous bearing, studs at 16" o.c., and sheathing material attached to one face • 4x2 notches must be cut with care. • No extra measures required. IBC 2009 1 CBC 2010 MARCH 12, 2009 � o0 a o0 a MiTek USA, Inc. WEB BRACING RECOMMENDATIONS ST-WEBBRACE MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10'-0" 1610 1886 1886 2829 71 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 P021 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5") FOR 1z4 BRACES, 2-10d (0.131"x3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2.5") NAILS FOR IM LATERAL BRACES, B 2 X 3 #3, STD, CONST DF, HF, OR SYP) 2-10d (0.13113") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131"x3") FOR 2)6 LATERAL BRACES. (SPF, 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCS11 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sbcindustry.com and w .tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL. = 1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODI ICT SPPMFIr.ATION TRUSS W EB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) Q�OFESS/ON\ SOON o�F y m ;C.g74486 c m M 1FOF JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE O OO 0 OO a MiTek USA, Inc. Nailing Pattern L-Brace size Nail Size Nail Spacing 1 x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WE Web Nails MTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 *** 2x6 1 x6 *** 2x8 I 2x8 *** "' DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size I for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size - 1----_1-- 2 -- 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** "' DIRECT SUBSTITUTION NOT APLICABLE SOON �� a 2 L-Brace must be same species grade (or better) as web member. 74486 m X * EX31-13 n * OF LJANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE �aaO O loot O 00 a MiTek USA, Inc. Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "' REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. 'a\ j MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails / Section Detail ® E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. Mirek USA, Inc. Page 1 of 1 VFkOFESS/ON SOON Oy c ti 74486 rn c m EX ?s31-13 OF August 10, 2010 �aaa o loot a o0 a MiTek Industries, Inc. T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY I ST - T-BRACE 2 MiTek Industries, Chesterfield, MO Page 1 of 1 Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) Nails � a SPACING WEB Nails Section Detail i T-Brace a, Web Nails--. Web \ a a Nails," I -Brace T-BRACE Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace MI -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace MI -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. �� ESS/ SON\ ��oo sooty 0 ti � T .g74486 ICE OF JULY 11, 2011 LATERAL TOE -NAIL DETAIL ST-TOENAIL ate/ as a o0 a o0 a MiTek USA, Inc. �� MTek USA, Inc. Page 1 of 1 �^J NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) DIAM. SYP DF HF SPF SPF-S C9 .131 88.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 ri 128 84.1 76.9 66.7 65.3 57.0 Z .131 88.1 80.6 69.9 68.4 59.7 N 148 106.6 97.6 84.7 82.8 72.3 ri 0 .120 73.9 67.6 58.7 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 J 0 131 88.1 80.6 69.9 68.4 59.7 M .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT 45.00 ° a VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE ---� FAR SIDE NEAR SIDE - + FAR SIDE SIDE VIEW 2x6 4 NAILS rFAR SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST-TOENAIL_SP O0 ® MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. I SYP DF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J n .162 108.8 99.6 86.4 84.5 73.8 of .128 74.2 67.9 58.9 57.6 50.3 z j .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 of VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5) WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM \30°TO 60° �45.00° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3,2x4) 2 NAILS NEAR SIDE NEAR SIDE \ ANGLE MAY VARY FROM 300 TO 600 45.00 ° I SIDE VIEW (2x6) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 ° TO 600 b 45.00 ° QROF ESS/ON O� SOON O�Fy ,C- ,74486 -13 nJ* JANUARY 1, 2009 SCAB APPLIED OVERHANGS TRUSS CRITERIA: LOADING: 40-10-0-10 a oo DURATION FACTOR: 1.15 a oo SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X_ SCAB (L) (2.0 x L) 24" MAX 1 24" MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ST-REP13A MTek USA, Inc. Page 1 of 1 OCTOBER 1, 2006 REPLACE BROKEN OVERHANG a o0 a o0 a MiTek USA, Inc. ST-REP13B MiTek USA, Inc. TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X_ SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED i h, (L) (2.0 x L) 24" MAX 24" MIN IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page 1 of 1 Q?,pFESS/ON\ SOON 0 c ti " 4486 c m X OF -13 AJ* FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI �aa OR O 00 00 aaa MiTek USA, Inc. MiTek USA, Inc. RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS a - - - ------------- - - - - - - - - - - - a � ----- VALLEY PLATE I II II " ( SEE NOTE #4 ) - POST VALLEY RAFTERS \( SEE NOTE #8 ) ( SEE NOTE #2) i i i PLANDRAWING TDI ICCTVDlr'Al rL/iIV 0r_U I IVIV GENERAL SPECIFICATIONS POST (24" O.C.) - _� GABLE END, COMMON TRUSS TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X .131 ") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X .131 ")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X .131 ")TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5- X .131") TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X .131") TOE -NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS Q�OFESS/0� !`� SOON Q N Fy WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X .131") NAILS. /�� Q 0� G1 FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X .131 ") NAILS. CID CD� C 2 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN " 74486 m YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. EX31-13 * n * �r cly \FOF CALW'3 DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 MAA LUAUINU tPup . orr1�uv�a BRACING Western Division TCLL 20.0 Plates Increase 1.15 TCDL 16.0 Re Stressrincre YES Bp CHORD RCHORD igid direct) applied. BCLL 0.0 P 9 9 Y PP _BCDL _10.0 - - - - - MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REQ'D 20'-0e MAX in[ SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131 "X3.0" MIN) NAILS @ 3" O.C. 2 ROWS -2-0-0 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 71 4 3x4 CONN. W/2 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 8-0-0 8-0-0 5-0-0 V 110- EXT. 2-0-0 4-0-0 110- 2-0-0 EXT. _ EXT. 2-0-0 EXT. 1111- � 2-0-0 2 0 0 CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOENAILS 1 '--- BOTTOM CHORD LENGTH MAY BE 2'-0" 3x4 OR A BEARING BLOCK. 2-0-0 8-0-0 ►F CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. A WARNING - Verify fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ND-7473 BEF ORE USE. Suite Suite109099nbedc Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 9561 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MTek` fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Qualify Criteria, DSB-69 and BCSII Bulding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �CornpuTrus. Inc. Custom Software Engineering Manufacturing FILE NO. BLOCKING DETAILS DATE. 07/23/08 REF: 25,15-1 DES: SC IBC 2009 / CBC 2010 SEQ: S151507 TRUSSES SPACED AS REQUIRED NAL TRUSS TO SPACER BLOCK WITHLLEL NALS PARALLEL ONE SIDE, TOENAIL TRUSS TO TOP PLATE WITH 2-16d NALS OPPOSITE SIDE 3-16d NALS THROUGH SPACER BLOCKIA TOP PLATE DOUBLE TOP PLATE A STUDS SPACED AS REQUIRED PAVE BLOCK WITH 2-16d NALS PARALLEL ONE END. 2-16d NALS TOENAILED OPPOSITE END. SPACER BLOCK WITH 3-16d NALS INTO TOP PLATES 2 16d NALS INTO EAVE BLOCK SECTION A ALTERNATE EXTERIOR WALL SEE NAILING REQUIREMENTS FOR SIMPSON H2 5 CONNECTOR TOENAIL 2-16d NAILS INTO EAVE BLOCK �FIIMPLTjlpus, Inc. Custom Software Engineering Manufacturing RIDGE FILE DATE REF IBC 2 SEQ FRAMING DETAILS WHERE HIP TERMINATION POINT DOES NOT MEET WITH COMMON TRUSS -I. SHAPED BLOCK t CROSS BLOCK P AFTER A -A t SETBACKFRO END WALLAS SPECIFIED ON ENGINEER B i� II COMMONTRUSSLJ * COMMONTRUSS EXTENDEDTOPCHORDSECTION #4 HIP RAFTER -. #3 I I I #2 I I #� HIP GIRDER TRUSS EXTENDED END END JACK BOTTOM CHORDS M HIP TRUSS See Englneereing for Deans • 2x4LATERAL BRACING AS SPECIFIED ON ENGINEERING 2x4 Vertical at �144-0-0.c typical i �GompuTlrus. Inc. Custom Software Engineering Manufacturing FILE NO: CONNECTION DETAILS DATE 01 /20/00 REF. 25-15-1 DES. SC IBC 2009 / CBC 2010 SEQ S151506 NON -BEARING PARTITION PERPENDICULAR TO TRUSS 807TOM CHORD \ A m TRUSS CLIP OR EQUAL WITH 1-1- NAIL OR A SECTION AA EQUAL 2x4 BLOCK -ATTACHED WITH 2-111 NNLS AT EACH END TRUSS BOTTOM CH SECTION jP `.J NAiL TRUSS TO BLOCK 2O SET NEXT TRUSSAND TOENNLTO PLATE n 2x4 BLOCK SPACED 24" 1, TYPICAL B� TRUSSES SPACED AS C❑mpuTvi Inc Custom Software Engineering Manufacturing Install 2X4 bracing at flat top chord eas at 2'-0" oc. unless otherwise noted M-1v3 AT VERTICALS. DON 16'-0" M-4x6 -+ M-1r3ATVERTICALS DON 12200" MAx6 Hip #3 FILENO. HIPOVERFRAMING DETAIL DATE: 07/01 /09 REF 25,15-1 IBC 20091 CBC 2010 SEQ 5482635 TYPICAL HIP OVERFRAMING DETAIL I I IJ + Hip#5 #1 #2 #3 94 #5 8 0" 8 -0' - Hip#1 14-0' + + + Hip #4 For Truss Details not shown see appropriate CompuTrus desig n Note Flat overframing mate- be equal or better in sizeand grade of flat portion of structural member 10'-0' Hip#2 C❑mpuTr'us, Inc. Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf Hip No. 1 truss 3-1C L Bottom chord of Hip 2'-0"oc typical No.I truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. �,-QprESS107 « N.�oRos FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF 15.25-1 V1 E.fJi IBC 2009 / CBC 2010 SEO: S5480564 3-10d ADJUSTED ROOFTRUSS LAYOUT single member common (net 24" o.c.) 1 24° 1 241 2T 1 30' clear 1 21' 1 24' 1 24 1 Sec FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REP 25-1 IBC 2009 / CBC 2010 SEO. S5480563 ALTERNATE FRAMING DETAIL AROUND 30" ACCESS C❑rnpu his, Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT OF AO� 1 z4 1 z4 1 z4 1 za 1 z4 1 z4 1 z4 1 NOTE. REFERTOAPPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. Ladder Frame Between trusses with 2x4 at 48" o.c. Section A -A (bottom -) CnguTrU Inr-. Custom Software Engineering Manufacturing FILE N0: HIP FRAMING DETAIL DATE. 07/23/08 REF. 25. 15-1 IBC 2009 / CBC 2010 SEO: 5482636 _No. Y �RvFESS/pN �OF CA11r�J?� A) 2x4 Post attached to each truss panel point and overhead purlin with 2-16d nails. B) 2x4 No 1 Hem -Fir or No.2 Doug. Fir pudin at 4'0' o.c. C) 2x4 Not Hem-Firor No Doug, Fir stiffenerattach to post with 3- 16d nails. D) Hip Truss No setback from end wall as noted on truss design. E) Extended end jack top chord (typical) F) Common truss_ G) Hip Corner Rafter. H) 2x4 Continuous lateral bracing. J) Extended bottom chord. Section X Setback Hip Truss at 24"o.c,(Typicap CompuTrus. inc. Custom Software Engineering Manufacturing Girder Truss (1 to 4 Members) FILE NO Standard Hanger Detail DATE: 09/15/2008 DES JCP 1 bi— TYPICAL TRUSS TO TRUSS HANGER DETAIL SECTION DETAIL 1. The hanger(s) specified on the CompuTrus truss design is fora truss to truss connection and for the design vertical loads only. 2. See hanger manufacturers catalog for proper attachment and installation requirements. 3. See CompuTrus truss design for proper attachment of multiple girder members in order to transfer uniform and concentrated loads equally to all members. See appropriate CompuTrus truss designs for details not shown. C❑mpuTrus, Inc. Custom Software Engineering Manufacturing Plate Pitch O 2.82-3.00 M-3x8 M-3x5 M-3x8 3.00-4,50 M-3x8 M-3x5 M-3x8 4.50fi.00 M-3x6 M-3x5 M-3x8 12 2.82-6. 00L,,-' Deflection Criteria: Live Load = L/240 Dead Load = L/180 (AA) 2�6 p Extensions must be supported every 4-M max. Extensions may be plated as shown for additional length. Use M-3x8 plate for 2x4 lumber, M-5x8 for 2x6. Refer to Max Setback Varies with pitch 0 - Do not overcut ripped chords. § - Shim all supports solid to bearing R = 347# max. W = 1 5' min 4 over 2 supports No R = 694# max. W = 15 min. FILE N0- Hip Rafter-2x6(1 25) DATE: 07/01 /09 SED. 2787668 IBC 2009/CBC 2010 Block T Plate 2x4 M-3x6 2x6 M-3x8 2x8 M-3x10 2xl0 M-3x12 Raised Heel 1.5"min. 2 t= Cantilever M-3x5 18" min. 3x4 N--. -3x4 1 ;+. ------------ 2x4. 2i', 2x8, 2x10 block FL grade Lumber Grades TC LL/DL Max Setback TC LL/DL Max Setback SPF1650F(1.5E) 20f7 = 27# *8-8-0 2014 = 34# *8-0-0 SPF2100F(1.8E) 20f7 = 27# *8-10-0 20/14 = 34# 1 *8-4-0 * Note: Max Setback is from inside of bearings. Note Conventional framing is not the responsibility of the truss designer. plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. GompuTrus. inc. Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS: 11.3.12 CORNER RAFTER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE = 1.25+ AR. End Detail M-3x12 M-3x8 2-08-14 FILE NO: Hip Rafter-2x4/2x4 DATE_ D7/D1/D9 SEQ. 2787669 IBC 2DO9 / CBC 2010 2x4 OF kt&BTR -OR- Top Chord LL (20 PSF) + DL (14 PSF) = 34 PSF 2x4 MSR 180OF 11-03-12 xt l ompuTrus.Inc. Custom Software Engineering Manufacturing Alt. End Detail M-3x12 M-3x8 2-08-14 FILE NO. Hip Rafter-2x4/2x4 DATE 07/08/11 SEC: 2787669 IBC 2009 / CBC 2010 LUMBER SPECIFICATIONS: 11-3-12 CORNER RAFTER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE = 1.15+ 2x4 OF #1&BTR -OR- Top Chord LL (25 PSF) + OL (7 PSF) = 32 PSF 2x4 MSR 180OF 11-03-12 JANUARY 1, 2009 R MiTek USA, Inc. STANDARD REPAIR FOR ADDING A FALSE BOTTOM CHORD VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3)-10d(0.131"DIAM.x3"LONG) NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SYP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) NOTES 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SYP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM ST-REP10 MiTek USA, Inc. Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. C❑mpuTf'us. Inc. Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS: 2X4 #2 DF-L CHORDS 2X4 STD. DF-L STUDS M-4x4 4A M-5x6 4A FILE NO. SC GABLE END DATE 07/01/09 REF 25-1 IBC 2009 / CBC 2010 SEQ 5482634 CUTOUT FOR 2x4 "OFF STUD" ADD -ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12" O.C. ADD ON SPLICE TO OCCUR AT PANEL POINTS WITH CLUSTERS 2 -16d NAILS OUTLOOKERS PER DETAIL (1/4" MAX. OVERSIZE CUT) / M-1x3 ONE SIDE AND (2) 14 GA 2` 2x4 CONST. DOUG. STAPLES ON OTHER SIDE FIR AT 32" O.C. MINIMUM GRADE CHORDS AND STUDS 2'-0" M-3x6 MIN. OR USE SAME SIZE AS ON TRUSS BALLOON FRAME BEARING WALL SCISSOR BOTTOM CHORD II II II II BEARING HE ENGINEER OF RECORDDETAILS ON TE SOLE HIS BILITY FES`JD ISPAGE �aC OF THE I ARE SUGGESTIONS ONLY ANDARE NOT INTENDEDTO BE UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL �r� t` n (l •Pti 2x4 BLOCK w/3-16d EACH END 4 -16d SCISSOR GA1:r2x4 I I I I ENDFRAME 16d AT 24' O.C. NTINUOUS BACKINGWITH ILS AT 24"O C. TO WALL SECTION A October 30, 2014 Mr. Mohsen Saraba ALLIED DESIGN 1345 Encinitas Boulevard, Suite 113 Encinitas, CA 92024 ----------`----------------------------------------------- -- E arth Strata, Inc, Geofeehnka/, Erwiroryna W wW ff*WA1/s 1WOU COMU#ftMs BETTER PEOPLE. AETm sERmE. BETTER RESULTS Project No. 14652-51A Subject: Geotechnical Review of Foundation Plans for the Proposed Single Family Residence, Assessor's Parcel Number iS6-052-47, Located at 1721 Butters Road, City of Carlsbad, San Diego County, California Reference: Earth -Strata, Inc., 2014, Preliminary Geotechnical Interpretive Report, Proposed Single Family Residence, Assessor's Parcel Number 156-052-47, Located at 1721 Butters Road, City of Carlsbad, San Diego County, California, dated September 16. Pursuant to your request, Earth -Strata has reviewed the Foundation Plans prepared by George Mc Curdy, Inc., Sheet Nos. S-1 through S-4 dated July 2014. The purpose of our review was to evaluate the plans with regard to the geotechnical recommendations outlined in the referenced report. Our review indicates that the geotechnical recommendations outlined in the referenced report have been incorporated into the aforementioned plans. The opportunity to be of service is appreciated. Should you have any questions or require further clarification, please notify our office at your earliest convenience. Respectfully submitted, IEAIUFIHI-551FIkA\ FAQ, JIN(C Stephen M. Poole, PE, GE Principal Engineer SMP/ca Distribution: (2) Addressee . r. ..�. ➢ice ?..„ � �.a �' ?� �,� PRELIMINARY GEOTECHNICAL INTERPRETIVE REPORT PROPOSED SINGLE FAMILY RESIDENCE, ASSESSOR'S PARCEL NUMBER 156-052- 47, LOCATED AT 1721 BUTTERS ROAD, CITY OF CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA - - - - -- -- ------ - - - -- -- ------- Earth - Strata, Inc.. Geotechnlcal, Environmental and Materials Testing Consultants BETTER PEOPLE. BETTER SERVICE. BETTER RESULTS PROJECT NO. 14652-10A ISSUED: SEPTEMBER 16, 2014 V September 16, 2014 Mr. Mohsen Saraba ALLIED DESIGN 1345 Encinitas Boulevard, Suite 113 Encinitas, CA 92024 -------------------------------------------------- Earth - Strata,, Inco Ceotechnlcal, Environmental and Matarlals Tesdng ConsUMants BETTER PEOPLE. BETTER SERVICE • BETTER RESULTS Project No. 14652-10A Subject: Preliminary Geotechnical Interpretive Report, Proposed Single Family Residence, Assessor's Parcel Number 156-052-47, Located at 1721 Butters Road, City of Carlsbad, San Diego County, California Earth -Strata is pleased to present our preliminary geotechnical interpretive report for the proposed single family residence, Assessor's Parcel Number 156-052-47, located at 1721 Butters Road, in the City of Carlsbad, San Diego County, California. The purpose of this study is to evaluate the nature, distribution, engineering properties, and geologic strata underlying the site with respect to the proposed development. Earth -Strata appreciates the opportunity to offer our consultation and advice on this project. In the event that you have any questions, please do not hesitate to contact the undersigned at your earliest convenience. Respectfully submitted, JEA]mr1Hf_s�r]KA�rA,. ifmuc. Stephen M. Poole, PE, GE Principal Engineer SMP/ca Distribution: (2) Addressee TABLE OF CONTENTS Section Paee INTRODUCTION....................................................................................................................................................1 SITEDESCRIPTION...............................................................................................................................................1 PROPOSEDDEVELOPMENT AND GRADING.......................................................................................................................1 FIELD EXPLORATION AND LABORATORY TESTING......................................................................................3 FieldExploration............................................................................................................................................................................ 3 LaboratoryTesting........................................................................................................................................................................ 3 FINDINGS................................................................................................................................................................3 RegionalGeology............................................................................................................................................................................ 3 Local Geology 4 GeologicStructure.......................................................................................................................................................................... 4 Faulting 4 Landslides........................................................................................................................................................................................... 4 CONCLUSIONSAND RECOMMENDATIONS.......................................................................................................6 General 6 Earthwork........................................................................................................................................................................................... 6 Earthwork and Grading6 Clearingand Grubbing................................................................................................................................ ExcavationCharacteristics.........................................................................................................................6 Groundwater.................................................................................................................................................6 GroundPreparation For Fill Areas...........................................................................................................7 OversizeRock...............................................................................................................................................7 CompactedFill Placement..........................................................................................................................7 ImportEarth Materials...............................................................................................................................7 Cut/Fill Transitions.....................................................................................................................................9 CutAreas........................................................................................................................................................9 Shrinkage, Bulking and Subsidence.........................................................................................................9 GeotechnicalObservations......................................................................................................................10 PostGrading Considerations..................................................................................................................................................10 Slope Landscaping and Maintenance.....................................................................................................10 SiteDrainage...............................................................................................................................................10 UtilityTrenches..........................................................................................................................................10 SEISMICDESIGN CONSIDERATIONS................................................................................................................1 1 GroundMotions....................................................................................................................................................................... 11 SecondarySeismic Hazards.....................................................................................................................................................12 Liquefactionand Lateral Spreading...................................................................................................................................13 Ground Lurching 13 GroundSubsidence......................................................................................................................................................................13 TENTATIVE FOUNDATION DESIGN RECOMMENDATIONS......................................................................................................................................................13 General...............................................................................................................................................................13 AllowableBearing Values........................................................................................................................................................13 Settlement........................................................................................................................................................................................14 LateralResistance........................................................................................................................................................................14 Structural Setbacks and Building Clearance..................................................................................................................14 FoundationObservations.........................................................................................................................................................15 Considerations ExpansiveSoil ...............................................................................................................................................16 Very Low Expansion Potential (Expansion Index of 20 or Less)......................................................16 Footings.................................................................................................................. 16 BuildingFloor Slabs...................................................................................................................................16 Corrosivity........................................................................................................................................................................................17 RETAININGWALLS.............................................................................................................................................18 Activeand At -Rest Earth Pressures....................................................................................................................................18 SubdrainSystem...........................................................................................................................................................................18 TemporaryExcavations............................................................................................................................................................19 RetainingWall Backfill..............................................................................................................................................................19 CONCRETEFLATWORK.....................................................................................................................................19 Thicknessand joint Spacing...................................................................................................................................................19 SubgradePreparation................................................................................................................................................................19 GRADING PLAN REVIEW AND CONSTRUCTION SERVICES.........................................................................20 REPORTLIMITATIONS......................................................................................................................................20 Attachments: Figure 1 - Vicinity Map (Page 2) Figure 2 - Regional Geologic Map (Page 5) APPENDIX A - References (Rear of Text) APPENDIX B - Exploratory Logs (Rear of Text) APPENDIX C - Laboratory Procedures and Test Results (Rear of Text) APPENDIX D - Seismicity (Rear of Text) APPENDIX E - General Earthwork and Grading Specifications (Rear of Text) Plate 1 - Geotechnical Map (In Pocket) ]EAURIPH[-51FIR,A]FAA,. IINC.. Page ii Project No. 14652-10A INTRODUCTION Earth -Strata is pleased to present our preliminary geotechnical interpretive report for the proposed development. The purpose of this study was to evaluate the nature, distribution, engineering properties, and geologic strata underlying the site with respect to the proposed development, and then provide preliminary grading and foundation design recommendations based on the plans you provided. The general location of the subject property is indicated on the Vicinity Map, Figure 1. The plans you provided were used as the base map to show geologic conditions within the subject site, see Geotechnical Map, Plate 1. SITE DESCRIPTION The subject property is located at 1721 Butters Road in the City of Carlsbad, San Diego County, California. The approximate location of the site is shown on the Vicinity Map, Figure 1. The site has been graded. Topographic relief at the subject property is relatively low with the terrain being generally flat. Elevations at the site are approximately 162 feet above mean sea level (msl. Drainage within the subject property generally flows to the north. The site is currently bordered by single family residences. Most of the vegetation on the site consists of landscaped grasses, along with some scattered trees. PROPOSED DEVELOPMENT AND GRADING The proposed residential development is expected to consist of concrete, wood or steel framed one - and/or two-story structures utilizing slab on grade construction with associated streets, landscape areas, and utilities. The current development plans include an addition to the existing residence. The plans provided by you were utilized in our exploration and form the base for our Geotechnical Map, Plate 1. Formal plans have not been prepared and await the conclusions and recommendations of this report. FIELD EXPLORATION AND LABORATORY TESTING Field Exploration Subsurface exploration within the subject site was performed on September 17, 2014 for the exploratory excavations. Hand augers were utilized to excavate 3 borings to a maximum depth of 4 feet. An underground utilities clearance was obtained from Underground Service Alert of Southern California, prior to the subsurface exploration. Earth materials encountered during exploration were classified and logged in general accordance with the Standard Practice for Description and Identification of Soils (Visual -Manual Procedure) of ASTM D 2488. Upon completion of laboratory testing, exploratory logs and sample descriptions may have been reconciled to reflect laboratory test results with regard to ASTM D 2487. Associated with the subsurface exploration was the collection of bulk (disturbed) samples and relatively undisturbed samples of earth materials for laboratory testing and analysis. The relatively undisturbed samples were obtained with a 3 inch outside diameter modified hand auger sampler lined with 1 inch high brass rings. The driven samples were placed in sealed containers and transported to our laboratory for testing and analysis. The approximate exploratory locations are shown on Plate 1 and descriptive logs are presented in Appendix B. Laboratory Testing Maximum dry density/optimum moisture content, expansion potential, pH, resistivity, sulfate content, chloride content, and in -situ density/moisture content were determined for selected undisturbed and bulk samples of earth materials, considered representative of those encountered. An evaluation of the test data is reflected throughout the Conclusions and Recommendations section of this report. A brief description of laboratory test criteria and summaries of test data are presented in Appendix C. FINDINGS Regional Geology Regionally, the site is located in the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges are characterized by northwest trending steep mountain ranges separated by sediment filled elongated valleys. The dominant structural geologic features reflect the northwest trend of the province. Associated with and subparallel to the San Andreas Fault are the San Jacinto Fault, Newport -Inglewood, and the Whittier -Elsinore Fault. The Santa Ana Mountains abut the west side of the Elsinore Fault while the Perris Block forms the other side of the fault zone to the east. The Perris Block is bounded to the east by the San Jacinto Fault. The northern perimeter of the Los Angeles basin forms part of a northerly dipping blind thrust fault at the boundary between the Peninsular Ranges Province and the Transverse Range Province. The mountainous regions within the Peninsular Ranges Province are comprised of Pre -Cretaceous, metasedimentary, and metavolcanic rocks along with Cretaceous plutonic rocks of the Southern iEAR"]C'1H[-53,FRA FA\, ItNC: 3 September 16, 2014 Project Number 14652-10A California Batholith. The low lying areas are primarily comprised of Tertiary and Quaternary non -marine alluvial sediments consisting of alluvial deposits, sandstones, claystones, siltstones, conglomerates, and occasional volcanic units. A map illustrating the regional geology is presented on the Regional Geologic Map, Figure 2. Local Geology The earth materials on the site are primarily comprised of Quaternary alluvial materials. A general description of the dominant earth materials observed on the site is provided below: • Quaternary Old Paralic Deposits (map symbol Oopl: Quaternary old paralic deposits were encountered to a maximum depth explored. These deposits consist predominately of interlayered moderate yellow brown to gray brown, silty sand. These deposits were generally noted to be in a slightly moist to very moist, medium dense to very dense state. Geologic Structure The alluvium is generally massive to horizontally layered and lacks significant structural planes. Faulting The project is located in a seismically active region and as a result, significant ground shaking will likely impact the site within the design life of the proposed project. The geologic structure of the entire southern California area is dominated by northwest -trending faults associated with the San Andreas Fault system, which accommodates for most of the right lateral movement associated with the relative motion between the Pacific and North American tectonic plates. Known active faults within this system include the Newport -Inglewood, Whittier -Elsinore, San Jacinto and San Andreas Faults. No active faults are known to project through the site and the site is not located within an Alquist-Priolo Earthquake Fault Zone, established by the State of California to restrict the construction of new habitable structures across identifiable traces of known active faults. An active fault is defined by the State of California as having surface displacement within the past 11,000 years or during the Holocene geologic time period. Based on our review of regional geologic maps and the computer program (USGS 2002 Interactive Deaggregation), the Newport -Inglewood Fault with an approximate source to site distance of 8.6 kilometers is the closest known active fault anticipated to produce the highest ground accelerations, with an anticipated maximum modal magnitude of 7.0. Based on the data compiled during the preparation of this report, it is our interpretation that the potential for surface rupture to adversely impact the proposed structures is very low to remote. Landslides Landslide debris was not observed during our subsurface exploration and no ancient landslides are known to exist on the site. 1EA1UF1H1-5),T1KAT& YNC_ 4 September 16, 2014 Project Number 14652-10A 1 � `3y I. _ I REFERNCI:S. Morton, d.M., Hauser, Rachel M., and Ruppert, Kelly R., 2004, Preliminary Digital Geologic Map of the Santa Ana 30' x 60' Quadrangle, Southern California, Version 2.0: U.S. Geological Survey Open -File Report 99-0172. 'a 2007 DeLorme (www.delorrne.com) Topo U5AI". _ ALLIED DESIGN, CARLSBAD 14652 - l0A _ _ _ _ _ Earths Strata, Inc. REGIONAL GEOLOGIC MAP SEE BAR SCALE BAedeArNe�; EnvlrwimsMr, ontl Mafer+arx Tssefny a - - - - - - - - - - SEPT 2014 FIGURE 2 HErrER PEOPLE . BETTER S&H"CE . 9E rTER RESVLn CONCLUSIONS AND RECOMMENDATIONS General From geotechnical and engineering geologic points of view, the subject property is considered suitable for the proposed development, provided the following conclusions and recommendations are incorporated into the plans and are implemented during construction. Earthwork Earthwork and Grading The provisions of the 2013 California Building Code (CBC), including Appendix J Grading, should be applied to all earthwork and grading operations, as well as in accordance with all applicable grading codes and requirements of the appropriate reviewing agency. Unless specifically revised or amended herein, grading operations should also be performed in accordance with applicable provisions of our General Earthwork and Grading Specifications within the last appendix of this report. Clearing and Grubbing Vegetation including trees, grasses, weeds, brush, shrubs, or any other debris should be stripped from the areas to be graded and properly disposed of offsite. In addition, laborers should be utilized to remove any roots, branches, or other deleterious materials during grading operations. Earth -Strata should be notified at the appropriate times to provide observation and testing services during Clearing and Grubbing operations. Any buried structures or unanticipated conditions should be brought to our immediate attention. Excavation Characteristics Based on the results of our exploration and experience with similar projects in similar settings, the near surface earth materials, will be readily excavated with conventional earth moving equipment. Groundwater Groundwater was not observed during our subsurface exploration. ]EARTH -STRATA, ][NC_. 6 September 16, 2014 Project Number 14652-10A Ground Preparation For Fill Areas For each area to receive compacted fill, the removal of low density, compressible earth materials, such as upper alluvial materials, and undocumented artificial fill, should continue until firm competent alluvium is encountered. Removal excavations are subject to verification by the project engineer, geologist or their representative. Prior to placing compacted fills, the exposed bottom in each removal area should be scarified to a depth of 6 inches or more, watered or air dried as necessary to achieve near optimum moisture conditions and then compacted to a minimum of 90 percent of the maximum dry density determined by ASTM D 1557. The intent of remedial grading is to diminish the potential for hydro -consolidation, slope instability, and/or settlement. Remedial grading should extend beyond the perimeter of the proposed structures a horizontal distance equal to the depth of excavation or a minimum of 5 feet, whichever is greater. For cursory purposes the anticipated removal depths are shown on the enclosed Geotechnical Map, Plate 1. In general, the anticipated removal depths should vary from 2 to 4 feet below existing grade. Wet Removals Wet alluvial materials will probably not be encountered within the low lying areas of the site. If removals of wet alluvial materials are required, special grading equipment and procedures can greatly reduce overall costs. Careful planning by an experienced grading contractor can reduce the need for special equipment, such as swamp cats, draglines, excavators, pumps, and top loading earthmovers. Possible solutions may include the placement of imported angular rock and/or geotextile ground reinforcement. More specific recommendations can be provided based on the actual conditions encountered. Drying or mixing of wet materials with dry materials will be needed to bring the wet materials to near optimum moisture prior to placing wet materials into compacted fills. Oversize Rock Oversize rock is not expected to be encountered during grading. Oversize rock that is encountered (i.e., rock exceeding a maximum dimension of 12 inches) should be disposed of offsite or stockpiled onsite and crushed for future use. The disposal of oversize rock is discussed in greater detail in General Earthwork and Grading Specifications within the last appendix of this report. Compacted Fill Placement Compacted fill materials should be placed in 6 to 8 inch maximum (uncompacted) lifts, watered or air dried as necessary to achieve uniform near optimum moisture content and then compacted to a minimum of 90 percent of the maximum dry density determined by ASTM D 1557-00. Import Earth Materials Should import earth materials be needed to achieve final design grades, all potential import materials should be free of deleterious/oversize materials, non -expansive, and approved by the project geotechnical consultant prior to delivery onsite. 1EA\lKT1H1-5'7 JKAV FA\, HNC. 7 September 16, 2014 Project Number 14652-10A Fill Slopes When properly constructed, fill slopes up to 10 feet high with inclinations of 2:1 (h:v) or flatter are considered to be grossly stable. Keyways are required at the toe of all fill slopes higher than 5 feet and steeper than 5:1 (h:v). Keyways should be a minimum of 10 feet wide and 2 feet into competent earth materials, as measured on the downhill side. In order to establish keyway removals, backcuts should be cut no steeper than 1:1 or as recommended by the geotechnical engineer or engineering geologist. Compacted fill should be benched into competent earth materials. Cut Slopes When properly constructed, cut slopes into older alluvium up to 10 feet high with inclinations of 2:1 (h:v) or flatter are considered grossly stable. Stabilization Fills Currently, stabilization fills will not be required for cut slopes in the alluvium. Our engineering geologist or his representative should be called to evaluate all slopes during grading. In the event that unfavorable geologic conditions are encountered, recommendations for stabilization fills or flatter slopes will be provided. Fill Over Cut Slopes The fill portion of fill over cut slopes should not be constructed until the cut portion of the slope has been cut to finish grade. The earth materials and geologic structure exposed along the cut slope should be evaluated with regard to suitability for compacted fills or foundations and for stability. If the cut materials are determined to be competent, then the construction of the keyway and subdrain system may commence or additional remedial recommendations will be provided. Temporary Backcuts It is the responsibility of the grading contractor to follow all Cal -OSHA requirements with regard to excavation safety. Where existing developments are upslope, adequate slope stability to protect those developments must be maintained. Temporary backcuts will be required to accomplish removals of unsuitable materials and possibly, to perform canyon removals, stabilization fills, and/or keyways. Backcuts should be excavated at a gradient of 1:1 (h:v) or flatter. Flatter backcuts may be required where geologic structure or earth materials are unfavorable. It is imperative that grading schedules minimize the exposure time of the unsupported excavations. All excavations should be stabilized within 30 days of initial excavation. IEA)ur]H[-smKA\�['A\, ]INC.. 8 September 16, 2014 Project Number 14652-10A Cut/Fill Transitions Cut/fill transitions should be eliminated from all building areas where the depth of fill placed within the "fill" portion exceeds proposed footing depths. This is to diminish distress to structures resulting from excessive differential settlement. The entire foundation of each structure should be founded on a uniform bearing material. This should be accomplished by overexcavating the "cut" portion and replacing the excavated materials as properly compacted fill. Refer to the following table for recommended depths of overexcavation. DOM, F' FILL ("Mr ioo IF DEFi`H D ,A : MUD 3 ~' onion Up to 5 feet Equal Depth 5 to 10 feet 5 feet Greater than 10 feet One-half the thickness of fill placed on the "fill" portion 10 feet maximum Overexcavation of the "cut" portion should extend beyond the building perimeter a horizontal distance equal to the depth of overexcavation or a minimum of S feet, whichever is greater. Cut Areas Where low density surficial earth materials such as any undocumented artificial fills, topsoil, colluvium and/or alluvium are not removed in their entirety in cut areas, the entire lot should overexcavated a minimum of 3 feet below the proposed foundations and replaced with compacted fill. Final determination of areas that require overexcavation due to transition conditions should be determined in the field by a representative of Earth -Strata. Shrinkage. Bulking and Subsidence Volumetric changes in earth material quantities will occur when poorly consolidated earth materials are replaced with properly compacted fill. Estimates of the percent shrinkage/bulking factors for the various geologic units observed on the subject property are based on in -place densities and on the estimated average percent of relative compaction achieved during grading. CEt1 LOGIC UNIT Sim,1 1GE ' ► Alluvium 5 to 10 Subsidence from scarification and recompaction of exposed bottom surfaces is expected to be negligible. The estimates of shrinkage/bulking and subsidence are intended as an aid for project engineers in determining earthwork quantities. Since many variables can affect the accuracy of these estimates, they should be used with caution and contingency plans should be in place for balancing the project. ]EAIR,7IF)HI-5,7IFI ,A7IFA,. ]INC, 9 September 16, 2014 Project Number 146S2-10A Geotechnical Observations Clearing operations, removal of unsuitable materials, and general grading procedures should be observed by the project geotechnical consultant or his representative. No compacted fill should be placed without observations by the geotechnical consultant or his representative to verify the adequacy of the removals. The project geotechnical consultant or his representative should be present to observe grading operations and to check that minimum compaction requirements and proper lift thicknesses are being met, as well as to verify compliance with the other recommendations presented herein. Post Grading Considerations Slope Landscaping and Maintenance Adequate slope and building pad drainage is essential for the long term performance of the subject site. The gross stability of graded slopes should not be adversely affected, provided all drainage provisions are properly constructed and maintained. Engineered slopes should be landscaped with deep rooted, drought tolerant maintenance free plant species, as recommended by the project landscape architect. Site Drainage Control of site drainage is important for the performance of the proposed project. Roof gutters are recommended for the proposed structures. Pad and roof drainage should be collected and transferred to driveways, adjacent streets, storm -drain facilities, or other locations approved by the building official in non -erosive drainage devices. Drainage should not be allowed to pond on the pad or against any foundation or retaining wall. Drainage should not be allowed to flow uncontrolled over any descending slope. Planters located within retaining wall backfill should be sealed to prevent moisture intrusion into the backfill. Planters located next to structures should be sealed to the depth of the footings. Drainage control devices require periodic cleaning, testing and maintenance to remain effective. At a minimum, pad drainage should be designed at the minimum gradients required by the CBC. To divert water away from foundations, the ground surface adjacent to foundations should also be graded at the minimum gradients required per the CBC. Utility Trenches All utility trench backfill should be compacted at near optimum moisture to a minimum of 90 percent of the maximum dry density determined by ASTM test method D 1557-00. For utility trench backfill within pavement areas the upper 6 inches of subgrade materials should be compacted to 95 percent of the maximum dry density determined by ASTM D 1557-00. This includes within the street right-of-ways, utility easements, under footings, sidewalks, driveways and building floor slabs, as well as within or adjacent to any slopes. Backfill should be placed in approximately 6 to 8 inch maximum loose lifts and then mechanically compacted with a hydro - hammer, rolling with a sheepsfoot, pneumatic tampers, or similar equipment. The utility trenches 1EAA1MF1HI-5 KAA�FAA,. ]INC_ 10 September 16, 2014 Project Number 14652-10A should be tested by the project geotechnical engineer or their representative to verify minimum compaction requirements are obtained. In order to minimize the penetration of moisture below building slabs, all utility trenches should be backfilled with compacted fill, lean concrete or concrete slurry where they undercut the perimeter foundation. Utility trenches that are proposed parallel to any building footings (interior and/or exterior trenches), should not be located within a 1:1 (h:v) plane projected downward from the outside bottom edge of the footing. SEISMIC DESIGN CONSIDERATIONS Ground Motions Structures are required to be designed and constructed to resist the effects of seismic ground motions as provided in the 2013 California Building Code Section 1613. The design is dependent on the site class, occupancy category I, II, III, or IV, mapped spectral accelerations for short periods (Ss), and mapped spectral acceleration for a 1-second period (Si). In order for structural design to comply with the 2013 CBC, a computer program, Earthquake Ground Motion Parameters, Version 5.1.0, dated February 10, 2011, was used to compile spectral accelerations for the subject property based on data and maps jointly compiled by the United States Geological Survey (USGS) and the California Geological Survey (CGS). The data found in the following table is based on the Maximum Considered Earthquake (MCE) with 5% damped ground motions having a 2% probability of being exceeded in 50 years (2,475 year return period). The seismic design coefficients were determined by a combination of the site class, mapped spectral accelerations, and occupancy category. The following seismic design coefficients should be implemented during design of the proposed structures. Summaries of the Seismic Hazard Deaggregation graphs and test data are presented in Appendix D. IEA\RTIH(-STIR A TA\, IIN C.. 11 September 16, 2014 Project Number 14652-10A Latitude: 33.172922' (North) Site Location Longitude: - 117.340272° est Site Class D Mapped Spectral Accelerations for short periods, Ss 1.129 Mapped Spectral Accelerations for 1-Second Period, S1 0.434 Maximum Considered Earthquake Spectral Response 1.184 Acceleration for Short Periods, Sms Maximum Considered Earthquake Spectral Response 0.679 Acceleration for 1-Second Period, Sni1 Design Spectral Response Acceleration for Short 0.789 Periods, Sos Design Spectral Response Acceleration for 1-Second 0.453 Period, SD1 Seismic Design Category D Importance Factor Based on Occupancy Category II We performed the probabilistic seismic hazard assessment for the site in accordance with the 2013 CBC, Section 1805.5.11 and 1803.5.12. The probabilistic seismic hazard maps and data files were jointly prepared by the United States Geological Survey (USGS) and the California Geological Survey (CGS) and can be found at the CGS Probabilistic Seismic Hazards Mapping Ground Motion Page. Actual ground shaking intensities at the site may be substantially higher or lower based on complex variables such as the near source directivity effects, depth and consistency of earth materials, topography, geologic structure, direction of fault rupture, and seismic wave reflection, refraction, and attenuation rates. The mean peak ground acceleration was calculated to be 0.443g. Secondary Seismic Hazards Secondary effects of seismic shaking considered as potential hazards include several types of ground failure as well as induced flooding. Different types of ground failure, which could occur as a consequence of severe ground shaking at the site, include landslides, ground lurching, shallow ground rupture, and liquefaction/lateral spreading. The probability of occurrence of each type of ground failure depends on the severity of the earthquake, distance from faults, topography, the state of subsurface earth materials, groundwater conditions, and other factors. Based on our experience, subsurface exploration, and laboratory testing, all of the above secondary effects of seismic activity are considered unlikely. Seismically induced flooding is normally a consequence of a tsunami (seismic sea wave), a seiche (i.e., a wave -like oscillation of surface water in an enclosed basin that may be initiated by a strong earthquake) or failure of a major reservoir or retention system up gradient of the site. Since the site is at an elevation of more than 150 feet above mean sea level and is located more than 1 mile inland from the nearest coastline of the Pacific Ocean, the potential for seismically induced flooding due to a tsunamis is considered nonexistent. Since no enclosed bodies of water lie adjacent to or up gradient of the site, the likelihood for induced flooding due to a seiche overcoming the dams freeboard is considered nonexistent. It is considered remote that any major reservoir or retention system up gradient of the site would be compromised to a point of failure. 1EA1E .T]H1-S' ]R.A�TA,. 111Nv C. 12 September 16, 2014 Project Number 14652-10A Liquefaction and Lateral Spreading Liquefaction occurs as a result of a substantial loss of shear strength or shearing resistance in loose, saturated, cohesionless earth materials subjected to earthquake induced ground shaking. Potential impacts from liquefaction include loss of bearing capacity, liquefaction related settlement, lateral movements, and surface manifestation such as sand boils. Seismically induced settlement occurs when loose sandy soils become denser when subjected to shaking during an earthquake. The three factors determining whether a site is likely to be subject to liquefaction include seismic shaking, type and consistency of earth materials, and groundwater level. The proposed structures will be supported by compacted fill and competent alluvium, with groundwater at a depth of over 50 feet. As such, the potential for earthquake induced liquefaction and lateral spreading beneath the proposed structures is considered very low to remote due to the recommended compacted fill, relatively low groundwater level, and the dense nature of the deeper onsite earth materials. Ground Lurching The physics of ground lurching are not well understood, but it is generally thought to effect lightly loaded structures such as pavement, pipelines, and sidewalks. Heavier structures typically resist damage from ground lurching. Loose cohesionless earth materials near the surface are prone to ground lurching. Due to the recommendations herein and the lack of loose cohesionless earth materials near the surface, the potential for ground lurching is not expected to occur. Ground Subsidence Groundwater or oil withdrawal from sedimentary earth materials can cause the permanent collapse of pore space previously occupied by the fluid. The consolidation of subsurface sediments resulting from fluid withdrawal could cause the ground surface to subside. If sufficient differential subsidence occurs it can significantly damage engineered structures. Since no excessive withdrawal of fluids is planned in the vicinity of the proposed project, the potential for subsidence is considered low to remote. TENTATIVE FOUNDATION DESIGN RECOMMENDATIONS General Provided grading is performed in accordance with the recommendations of this report, shallow deep foundations are considered feasible for support of the proposed structures. Tentative foundation recommendations are provided herein and graphic presentations of relevant recommendations may also be included on the enclosed map. Allowable Bearing Values An allowable bearing value of 1,000 pounds per square foot (pso is recommended for design of 24 inch square pad footings and 12 inch wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional ]EA\1R'7['1H -S'7['1RATA\, YN C> 13 September 16, 2014 Project Number 14652-10A 1-foot of width and/or depth to a maximum value of 1,500 psf. Recommended allowable bearing values include both dead and frequently applied live loads and may be increased by one third when designing for short duration wind or seismic forces. Settlement Based on the settlement characteristics of the earth materials that underlie the building sites and the anticipated loading, we estimate that the maximum total settlement of the footings will be less than approximately 3/4 inch. Differential settlement is expected to be about 1/2 inch over a horizontal distance of approximately 20 feet, for an angular distortion ratio of 1:480. It is anticipated that the majority of the settlement will occur during construction or shortly after the initial application of loading. The above settlement estimates are based on the assumption that the grading and construction are performed in accordance with the recommendations presented in this report and that the project geotechnical consultant will observe or test the earth material conditions in the footing excavations. Lateral Resistance Passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used to establish lateral bearing resistance for footings. For areas coved with hardscape, passive earth pressure maybe taken from the surface. For areas without hardscape, the first 3 feet of the soil profile must be neglected when calculating passive earth pressure. A coefficient of friction of 0.36 times the dead load forces may be used between concrete and the supporting earth materials to determine lateral sliding resistance. The above values may be increased by one-third when designing for short duration wind or seismic forces. When combining passive and friction for lateral resistance, the passive component should be reduced by one third. In no case shall the lateral sliding resistance exceed one-half the dead load for clay, sandy clay, sandy silty clay, silty clay, and clayey silt. The above lateral resistance values are based on footings for an entire structure being placed directly against either compacted fill or competent alluvium. Structural Setbacks and Building Clearance Structural setbacks are required per the 2013 California Building Code (CBC). Additional structural setbacks are not required due to geologic or geotechnical conditions within the site. Improvements constructed in close proximity to natural or properly engineered and compacted slopes can, over time, be affected by natural processes including gravity forces, weathering, and long term secondary settlement. As a result, the CBC requires that buildings and structures be setback or footings deepened to resist the influence of these processes. For structures that are planned near ascending and descending slopes, the footings should be embedded to satisfy the requirements presented in the CBC, Section 1808.7 as illustrated in the following Foundation Clearances From Slopes diagram. ]EAKTIHI-STRAUfA�, ]INC,, 14 September 16, 2014 Project Number 14652-10A FOUNDATION CLEARANCES FROM SLOPES Earth - Strata, Inc. 2013 CALIFORNIA BUILDING CODE BUILDING SETBACK DIMENSIONS FACE OF FOO� When determining the required clearance from ascending slopes with a retaining wall at the toe, the height of the slope shall be measured from the top of the wall to the top of the slope. Foundation Observations In accordance with the 2013 CBC and prior to the placement of forms, concrete, or steel, all foundation excavations should be observed by the geologist, engineer, or his representative to verify that they have been excavated into competent bearing materials. The excavations should be per the approved plans, moistened, cleaned of all loose materials, trimmed neat, level, and square. Any moisture softened earth materials should be removed prior to steel or concrete placement. Earth materials from foundation excavations should not be placed in slab on grade areas unless the materials are tested for expansion potential and compacted to a minimum of 90 percent of the maximum dry density. 1EA\1R,' '1H[-5MR,AV' FA\, ][-NC_, 15 September 16, 2014 Project Number 14652-10A Expansive Soil Considerations Preliminary laboratory test results indicate onsite earth materials exhibit an expansion potential of VERY LOW as classified in accordance with 2013 CBC Section 1803.5.3 and ASTM D4829-03. Additional, testing for expansive soil conditions should be conducted upon completion of rough grading. The following recommendations should be considered the very minimum requirements, for the earth materials tested. It is common practice for the project architect or structural engineer to require additional slab thickness, footing sizes, and/or reinforcement. Very Low Expansion Potential (Expansion Index of 20 or Less) Our laboratory test results indicate that the earth materials onsite exhibit a VERY LOW expansion potential as classified in accordance with 2013 CBC Section 1803.5.3 and ASTM D4829-03. Since the onsite earth materials exhibit expansion indices of 20 or less, the design of slab on ground foundations is exempt from the procedures outlined in Section 1808.6.1 or 1808.6.2. Footings • Exterior continuous footings may be founded at the minimum depths below the lowest adjacent final grade (i.e. 12 inch minimum depth for one-story, 18 inch minimum depth for two-story, and 24 inch minimum depth for three-story construction). Interior continuous footings for one-, two-, and three-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent final grade. All continuous footings should have a minimum width of 12, 15, and 18 inches, for one-, two-, and three-story structures, respectively per Table 1809.7 of the 2010 CBC, and should be reinforced with a minimum of two (2) No. 4 bars, one (1) top and one (1) bottom. • Exterior pad footings intended to support roof overhangs, such as second story decks, patio covers and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. No special reinforcement of the pad footings will be required. Building Floor Slabs • Building floor slabs should be a minimum of 4 inches thick and reinforced with a minimum of No. 3 bars spaced a maximum of 24 inches on center, each way. All floor slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement at mid - depth. • Interior floor slabs, within living or moisture sensitive areas, should be underlain by a minimum 10-mil thick moisture/vapor barrier to help reduce the upward migration of moisture from the underlying earth materials. The moisture/vapor barrier used should meet the performance standards of an ASTM E 1745 Class A material, and be properly installed in accordance with ACI publication 318-05. It is the responsibility of the contractor to ensure that the moisture/vapor barriers are free of openings, rips, or punctures prior to placing concrete. As an option for additional moisture reduction, higher strength concrete, such as a minimum 28-day compressive strength of 5,000 pounds per square inch (psi) may be used. ]EA\]MFIHI-S 1RA\TA\, RNC.. 16 September 16, 2014 Project Number 14652-10A Ultimately, the design of the moisture/vapor barrier system and recommendations for concrete placement and curing are the purview of the foundation engineer, taking into consideration the project requirements provided by the architect and owner. • Garage floor slabs should be a minimum of 4 inches thick and should be reinforced in a similar manner as living area floor slabs. Garage floor slabs should be placed separately from adjacent wall footings with a positive separation maintained with % inch minimum felt expansion joint materials and quartered with weakened plane joints. A 12 inch wide turn down founded at the same depth as adjacent footings should be provided across garage entrances. The turn down should be reinforced with a minimum of two (2) No. 4 bars, one (1) top and one (1) bottom. • The subgrade earth materials below all floor slabs should be pre -watered to promote uniform curing of the concrete and minimize the development of shrinkage cracks, prior to placing concrete. The pre -watering should be verified by Earth -Strata during construction. Corrosivity Corrosion is defined by the National Association of Corrosion Engineers (NACE) as "a deterioration of a substance or its properties because of a reaction with its environment." From a geotechnical viewpoint, the "substances" are the reinforced concrete foundations or buried metallic elements (not surrounded by concrete) and the "environment" is the prevailing earth materials in contact with them. Many factors can contribute to corrosivity, including the presence of chlorides, sulfates, salts, organic materials, different oxygen levels, poor drainage, different soil types, and moisture content. It is not considered practical or realistic to test for all of the factors which may contribute to corrosivity. The potential for concrete exposure to chlorides is based upon the recognized Caltrans reference standard 'Bridge Design Specifications", under Subsection 8.22.1 of that document, Caltrans has determined that "Corrosive water or soil contains more than 500 parts per million (ppm) of chlorides". Based on limited preliminary laboratory testing, the onsite earth materials have chloride contents less than 500 ppm. As such, specific requirements resulting from elevated chloride contents are not required. Specific guidelines for concrete mix design are provided in 201 CBC Section 1904.1 and ACI 318, Section 4.3 Table 4.3.1 when the soluble sulfate content of earth materials exceeds 0.1 percent by weight. Based on limited preliminary laboratory testing, the onsite earth materials are classified in accordance with Table 4.3.1 as having a negligible sulfate exposure condition. Therefore, structural concrete in contact with onsite earth materials should utilize Type I or 11. Based on our laboratory testing of resistivity, the onsite earth materials in contact with buried steel should be considered mildly. Additionally, pH values below 9.7 are recognized as being corrosive to most common metallic components including, copper, steel, iron, and aluminum. The pH values for the earth materials tested were lower than 9.7. Therefore, any steel or metallic materials that are exposed to the earth materials should be encased in concrete or other measures should be taken to provide corrosion protection. IEA R, F1H[-S�FIR A\ FA\, RN C.. 17 September 16, 2014 Project Number 14652-10A The preliminary test results for corrosivity are based on limited samples, and the initiation of grading may blend various earth materials together. This blending or imported material could alter and increase the detrimental properties of the onsite earth materials. Accordingly, additional testing for chlorides and sulfates along with testing for pH and resistivity should be performed upon completion of grading. Laboratory test results are presented in Appendix C. RETAINING WALLS Active and At -Rest Earth Pressures Foundations may be designed in accordance with the recommendations provided in the Tentative Foundation Design Recommendation section of this report. The following table provides the minimum recommended equivalent fluid pressures for design of retaining walls a maximum of 8 feet high. The active earth pressure should be used for design of unrestrained retaining walls, which are free to tilt slightly. The at -rest earth pressure should be used for design of retaining walls that are restrained at the top, such as basement walls, curved walls with no joints, or walls restrained at corners. For curved walls, active pressure may be used if tilting is acceptable and construction joints are provided at each angle point and at a minimum of 15 foot intervals along the curved segments. The retaining wall parameters provided do not account for hydrostatic pressure behind the retaining walls. Therefore, the subdrain system is a very important part of the design. All retaining walls should be designed to resist surcharge loads imposed by other nearby walls, structures, or vehicles should be added to the above earth pressures, if the additional loads are being applied within a 1.5:1 (h:v) plane projected up from the heel of the retaining wall footing. As a way of minimizing surcharge loads and the settlement potential of nearby buildings, the footings for the building can be deepened below the 1.5:1 (h:v)plane projected up from the heel of the retaining wall footing. Upon request and under a separate scope of work, more detailed analyses can be performed to address equivalent fluid pressures with regard to stepped retaining walls, actual retaining wall heights, actual backfill inclinations, specific backfill materials, higher retaining walls requiring earthquake design motions, etc. Subdrain System IEAURT H[-S'7 RA TA\, YN C.. 18 September 16, 2014 Project Number 14652-10A We recommend a perforated pipe and gravel subdrain system be provided behind all proposed retaining walls to prevent the buildup of hydrostatic pressure behind the proposed retaining walls. The perforated pipe should consist of 4 inch minimum diameter Schedule 40 PVC or ABS SDR-35, placed with the perforations facing down. The pipe should be surrounded by 1 cubic foot per foot of 3/4- or 11/z inch open graded gravel wrapped in filter fabric. The filter fabric should consist of Mirafi 140N or equivalent to prevent infiltration of fines and subsequent clogging of the subdrain system. In lieu of a perforated pipe and gravel subdrain system, weep holes or open vertical masonry joints may be provided in the lowest row of block exposed to the air to prevent the buildup of hydrostatic pressure behind the proposed retaining walls. Weep holes should be a minimum of 3 inches in diameter and provided at intervals of at least every 6 feet along the wall. Open vertical masonry joints should be provided at a minimum of 32 inch intervals. A continuous gravel fill, a minimum of 1 cubic foot per foot, should be placed behind the weep holes or open masonry joints. The gravel should be wrapped in filter fabric consisting of Mirafi 140N or equivalent. The retaining walls should be adequately coated on the backfilled side of the walls with a proven waterproofing compound by an experienced professional to inhibit infiltration of moisture through the walls. Temporary Excavations All excavations should be made in accordance with Cal -OSHA requirements. Earth -Strata is not responsible for job site safety. Retaining Wall Backfill Retaining wall backfill materials should be approved by the geotechnical engineer or his representative prior to placement as compacted fill. Retaining wall backfill should be placed in lifts no greater than 6 to 8 inches, watered or air dried as necessary to achieve near optimum moisture contents. All retaining wall backfill should be compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM D 1557. Retaining wall backfill should be capped with a paved surface drain. CONCRETE FLATWORK Thickness and Joint Spacing Concrete sidewalks and patio type slabs should be at least 31/z inches thick and provided with construction or expansion joints every 6 feet or less, to reduce the potential for excessive cracking. Concrete driveway slabs should be at least 4 inches thick and provided with construction or expansion joints every 10 feet or less. Subgrade Preparation ]EAllKT H[-STRATA, ][-NBC.. 19 September 16, 2014 Project Number 14652-10A In order to reduce the potential for unsightly cracking, subgrade earth materials underlying concrete flatwork should be compacted at near optimum moisture to a minimum of 90 percent of the maximum dry density determined by ASTM test method D 1557-00 and then moistened to at least optimum or slightly above optimum moisture content. This moisture should extend to a depth of at least 12 inches below subgrade and be maintained prior to placement of concrete. Pre -watering of the earth materials prior to placing concrete will promote uniform curing of the concrete and minimize the development of shrinkage cracks. The project geotechnical engineer or his representative should verify the density and moisture content of the earth materials and the depth of moisture penetration prior to placing concrete. Cracking within concrete flatwork is often a result of factors such as the use of too high a water to cement ratio and/or inadequate steps taken to prevent moisture loss during the curing of the concrete. Concrete distress can be reduced by proper concrete mix design and proper placement and curing of the concrete. Minor cracking within concrete flatwork is normal and should be expected. GRADING PLAN REVIEW AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Mr. Mohsen Saraba and their authorized representative. It likely does not contain sufficient information for other parties or other uses. Earth - Strata should be engaged to review the final design plans and specifications prior to construction. This is to verify that the recommendations contained in this report have been properly incorporated into the project plans and specifications. Should Earth -Strata not be accorded the opportunity to review the project plans and specifications, we are not responsibility for misinterpretation of our recommendations. We recommend that Earth -Strata be retained to provide geologic and geotechnical engineering services during grading and foundation excavation phases of the work. In order to allow for design changes in the event that the subsurface conditions differ from those anticipated prior to construction. Earth -Strata should review any changes in the project and modify and approve in writing the conclusions and recommendations of this report. This report and the drawings contained within are intended for design input purposes only and are not intended to act as construction drawings or specifications. In the event that conditions encountered during grading or construction operations appear to be different than those indicated in this report, this office should be notified immediately, as revisions may be required. REPORT LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists, practicing at the time and location this report was prepared. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. Earth materials vary in type, strength, and other geotechnical properties between points of observation and exploration. Groundwater and moisture conditions can also vary due to natural processes or the works of man on this or adjacent properties. As a result, we do not and cannot have complete knowledge of the subsurface conditions beneath the subject property. No practical study can completely eliminate uncertainty with regard to the anticipated geotechnical conditions in connection with a subject property. ]EA\IKF1H[-S FIKAA�F& RTNC_. 20 September 16, 2014 Project Number 14652-10A The conclusions and recommendations within this report are based upon the findings at the points of observation and are subject to confirmation by Earth -Strata based on the conditions revealed during grading and construction. This report was prepared with the understanding that it is the responsibility of the owner or their representative, to ensure that the conclusions and recommendations contained herein are brought to the attention of the other project consultants and are incorporated into the plans and specifications. The owners' contractor should properly implement the conclusions and recommendations during grading and construction, and notify the owner if they consider any of the recommendations presented herein to be unsafe or unsuitable. IEAUuf 1H ss ri1.A rA\, ir�N . 21 September 16, 2014 Project Number 14652-10A APPENDIX A REFERENCES APPENDIX A References California Building Standards Commission, 2010, 2010 California Building Code, California Code of Regulations Title 24, Part 2, Volume 2 of 2, Based on 2009 International Building Code. DeLorme, 2004, (www.delorme.com) Topo USA®. Geo-Slope International, Ltd, 2007, GeoStudio 2007; Slope/W 2007, Stability Modeling; An Engineering Methodology. Hart, Earl W. and Bryant, William A., 1997, Fault Rupture Hazard Zones in California, CDMG Special Publication 42, revised 2003. Irvine Geotechnical, 2001, Mult Calc 2000, October 10. Ishihara, K., 1995, Effects of At -Depth Liquefaction on Embedded Foundations during Earthquakes, Proc. 101" Asian Regional Conference on Soil Mechanics and Foundation Engineering, August 29- September 2, Beijing, China. Jenkins, Olaf P., 1978, Geologic Map of California, Santa Ana Sheet; CDMG, Scale 1:250,000. Kennedy, M.P., 2000, Nelson, B., and R. Hauser, Geologic Map of the Pechanga 7.5 Minute Quadrangle, Riverside and San Diego Counties, California, Version 1.0: U.S. Geological Survey, CDMG. Kennedy, M.P., 1977, Regency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, California Division of Mines and Geology Special Report 131. Kennedy, M.P., et all, 2005, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, U.S. Geological Survey, Department of Earth Sciences, University of California, Riverside. Kennedy, M.P., S.S. Tan, 2005, Geologic Map of the San Diego 30' x 60' Quadrangle, California, U.S. Geological Survey, Department of Earth Sciences, University of California, Riverside. Morton, D.M., Hauser, Rachel M., and Ruppert, Kelly R., 2004, Preliminary Digital Geologic Map of the Santa Ana 30' x 60' Quadrangle, Southern California, Version 2.0: U.S. Geological Survey Open -File Report 99-0172. Morton, D.M., Hauser, Rachel M., and Ruppert, Kelly R., 2004, Preliminary Digital Geologic Map of the Murrieta 7.5 Minute Quadrangle, Southern California, Version 1.0: U.S. Geological Survey Open -File Report 99-0172. Morton, D.M. (compiler), and Fred K. Miller (compiler), 2003, Preliminary Geologic Map of the San Bernardino 30' x 60' Quadrangle, California: U.S. Geological Survey Open -File report 03-293, U.S. Geological Survey, Menlo Park, California. Morton, D.M. (compiler), and Fred K. Miller (compiler), 2006, Geologic Map of the San Bernardino and Santa Ana 30'x 60' Quadrangles, California: U.S. Geological Survey, Version 1, California. National Association of Corrosion Engineers, 1984, Corrosion BasicsAn Introduction, page 191. Southern California Earthquake Center (SCEC), 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, March. APPENDIX B EXPLORATORY LOGS Name: ALLIED DESI6N CARLSBAD Depth (ft) Sample No. Moisture (%) Dry Dens) �classification Project No.: 14652- 10A Graphic Log: North Wall Ha Equipment: nd Au er Scale: V = 2' Orientation: N Logged by: BU SEPT. 2014 Elevation (feet): ft 0 - 6" SP A - Topsoil reddish brown sand, slightly moist, loose 6" - 4' 4.0 93.9 ------------------------------------------------------------------------------------------------------------------------------------------------- SM B — Alluvium (Qop): Silty SAND, reddish brown sand, slightly moist to moist, loose to medium dense 4' -- --------------------------------------------------------------------------------------------------------------------------------------------- C - Moderately hard to hard, Refusal @ 4 feet --------------------------------------------------------------------------------------------------------------------------------------------------- — ---------- ------------------------------------------------------------------------------------------------------------------------------------------ Total Depth (feet : 4' — No Groundwater I 611- I I HA- 2 Name: ALLIED DESIGN CARLSBAD Depth (fr) Sample Na. Moisture (%) Dry (�� I lassif!cation Project No.:14652-10A Graphic Log: North Wall Equipment: Hand Auger Scale: 1" = 2' Orientation: N 7Loq9ed by: BU SEPT. 2014 Elevation (feet): ft 0 - 6" Sp A - Topsoil reddish brown sand, slightly moist, loose 6" - 4' 3.0 ------------------------------------------------------------------------------------------------------------------------------------------------- SM B —Alluvium (Qop): Silty SAND, reddish brown sand, slightly moist to moist, loose to medium dense 4• ---------------------------------------------------------------------------------------------------------------------------------------------------- C - Moderately hard to hard, Refusal @ 4 feet --------------------------------------------------------------------------------------------------------------------------------------------------- --------------------------------------------------------------------------------------------------------------------------------------------------- Total Depth feet. 4' _ No Groundwater i 611_ HA-3 APPENDIX C LABORATORY PROCEDURES AND TEST RESULTS APPENDIX C Laboratory Procedures and Test Results Laboratory testing provided quantitative and qualitative data involving the relevant engineering properties of the representative earth materials selected for testing. The representative samples were tested in general accordance with American Society for Testing and Materials (ASTM) procedures and/or California Test Methods (CTM). Soil Classification: Earth materials encountered during exploration were classified and logged in general accordance with the Standard Practice for Description and Identification of Soils (Visual -Manual Procedure) of ASTM D 2488. Upon completion of laboratory testing, exploratory logs and sample descriptions were reconciled to reflect laboratory test results with regard to ASTM D 2487. Moisture and Density Tests: For select samples moisture content was determined using the guidelines of ASTM D 2216 and dry density determinations were made using the guidelines of ASTM D 2937. These tests were performed on relatively undisturbed samples and the test results are presented on the exploratory logs. Maximum Density Tests: The maximum dry density and optimum moisture content of representative samples were determined using the guidelines of ASTM D 1557. The test results are presented in the table below. I►TEi14IA lli"Ri's HA-1 @ 0 to 2 feet Sand 110.5 9.5 Expansion Index: The expansion potential of representative samples was evaluated using the guidelines of ASTM D 4829. The test results are presented in the table below. P� vT�L llrtl 1w f,T)ftli ��. PtiBiITIAL HA-1 @ 0 to 2 feet Sand 5 Very Low Minimum Resistivity and pH Tests: Minimum resistivity and pH Tests of select samples were performed using the guidelines of CTM 643. The test results are presented in the table below. din lR �I1M Tt!ITY HA-1 @ 0 to 2 feet Sand 6.2 2,900 Soluble Sulfate: The soluble sulfate content of select samples was determined using the guidelines of CTM 417. The test results are presented in the table below. �AwT SU�ACkI� HA-1 @ 0 to 2 feet Sand 0.002 Negigiblefl Chloride Content: Chloride content of select samples was determined using the guidelines of CTM 422. The test results are presented in the table below. i11��ial�''liC A'i 1 �` �PPm) HA-1 @ 0 to 2 feet Sand 50 APPENDIX D SEISMICITY [)�tiirwl� 19aC�5 tiunrt�l�Jh� RCI) rt 2[= Design Maps Summary Report User -Specified Input Report Title arlsdacJ Building Code Reference Document 2009 NEHRP Recommended Seismic Provisions vr'l,r• u< <ver UtiGS hazard data,.ear=atle i� 200i7`. Site Coordinates 33.172920N, 117.34027°W Site Soil Classification Site Class D -- "Stiff Soil" Risk Category I/II/III 2311 —I SOOOm Camp Pendleton South ` \Oceanside Vista �� \\ Carlsbad mapquest USGS-Provided Output 020141 T H �ItiAL HlCn 0 ® MapQaast S,= 1,129g S„,= 1.184g S,),= 0.789g S, = 0,434 g S„, = 0.679 g S,,, = 0.453 g Fur nforr-rb,,�n wi how the S, and S va+.;es above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direc-tton of maximum horizontal response, please view.,the detailed report- MCER Spectrum a_ a ,1 + A. C, Period. T (sec) For PGA.., T, C.., and C. values, please view the detailed report. Design Response Spectrum q, r, �,. Period. T (sec) http:/lehp3-earthquake.wr.usgs.gov/designmaps/us/summary.php?template =minimal&Iatit... 9/18/2014 I) "IL,n Vah- Dctailcd Rcport Pazc 1 of c) ZUSGS Design Maps Detailed Report 2009 NEHRP Recommended Seismic Provisions (33.17292°N, 117.34027°W) Site Class D - 'Stiff Sol!`, Risk CategOry 1/11/111 Section 11.4.1 — Mapped Acceleration Parameters and Risk Coefficients Note: Ground motion values contoured on Figures 22-1, 2, 5, & 6 below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S_ and Ss,;) and 1.3 (to obtain 5::,., and S,,). Maps in the Proposed 2015 NEHRP Provisions are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. Figure 22-1: Uniform -Hazard (2% in 50--Year) Ground Motions of 0.2-Second Spectral Response Figure 22-2, Uniform -Hazard (2(11, in 50-Year) Ground Motions of 1.0 Secono Spectral Response Acceleration (511/(j of Critical Damping), Site Class B http://ehp3-earthquake.wr.usgs.gov/designniaps/us/report.php?template=minimal&latitude... 9/18/21014 Mal'� Octl'til��d Repoli 50 1 GOD ll'? I — J T -4 250 500 1 DOD hI67.MeFS LIS; i-cport.php'.'ICIII PlJtC-- 1111111 llldl&'Id litLICIC. 9/ 18.1:20 14 IMap, I)ctailccl Report http:l/ehp )-earthquake.wr. usgs.gov/designmaps/us/report.php?template- min imal&latitude... 9/ 18/2014 1)csi� i� Map, Ociallcd RcC)(ut Cnt,cal D<�r7;uinuI S,C(-, Class B Figure 22-6: Deterministic Ground Motions of 1.0 Second Spectral Response Acceleration (511/c of Critical DamDina). Site Class B http://ehp3-earthquake.wr.usgs.gov/designmaps/us/report.php?template—minimal&latitude... 9/18/2014 Design Maps Detailed Report Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20, Table 20.3-1 Site Classification site Class A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 Page S of 9 v$ N or Su >5,000 ft/s N/A N/A 2,500 to 5,000 ft/s N/A N/A 1,200 to 2,500 ft/s >50 >2,000 psf 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >- 40%, and • Undrained shear strength s, < 500 psf See Section 20.3.1 For SI• lft/s = 0,3048 m/s Ilb/ft2 = 0.0479 kN/m2 Section 11.4.3 — Site Coefficients, Risk Coefficients, and Risk -Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Equation (11.4-1); CR,S,,,; = 0.954 x 1.184 = 1.129 g Equation (11.4-2): SS,, = 1.500 g S: = "Lesser of values from Equations (11.4-1) and (11.4-2)" = 1.129 g Equation (11.4-3): CR,S,u„ = 1.005 x 0.432 = 0.434 g Equation (11.4-4): S,,, = 0.600 g S, _ "Lesser of values from Equations (11.4-3) and (11.4-4)" = 0.434 g http: //ehp3-earthquake.wr.usgs.gov/designmapslus/report.php?template=minimal& latitude... 9/ 18/2014 Design Maps Detailed Report Page 6of9 Table 11.4 -1: Site Coefficient F_- Site Class Spectral Response Acceleration Parameter at Short Period S,<_0.25 S,=0.50 SS=0.75 5;=1.00 S,?1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0� E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and S, = 1.129 g, F. = 1.048 Table 11.4-2: Site Coefficient F, Site Class Spectral Response Acceleration Parameter at 1-Second Period S,50.10 S,=0.20 S,=0.30 S,=0.40 S,-a0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1..0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 _J E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4,7 of ASCE 7 .Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.434 g, F, = 1.566 http://ehp3-earthquake.wr.usgs.gov/designmaps/us/report.php?template=minimal&latitude... 9/ 18/2014 Design Maps Detailed Report Page 7 of 9 Equation (11.4-5): S s = F,Ss = 1.048 x 1.129 = 1.184 g Equation (11.4-6): Sr„ = F�S, = 1.566 x 0.434 = 0.679 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-7): Sos = % SMs = % x 1.184 = 0.789 g Equation (11.4-8): Sp, = % S,,, = % x 0.679 = 0.453 g Section 11.4.5 — Design Response Spectrum Figure zz-7: Long-penoo I ransiuon venoo, i L 0 �-TL= 8 seconds 250 ~ ' 600 1000 Mks 260 600 1000101maters —a http://ehp3-earthquake.wr.usgs.gov/designmapslus/report.php?template=minimal&latitude... 9/ 18/2014 Design Maps Detailed Report Page 8 of 9 0 I.""" Figure 11.4-1: Design Response Spectrum 1 T<T, S.=S,,(04+0.6T17o) = , " � 4 7 U 11` _ r�ti 1 X1 Period. T (sec$ Section 11.4.6 — MICE, Response Spectrum .................. The MM response spectrum is determined by multiplying the design response spectrum above by 1.5. a =1184� v Period T (sec) http://ehp3-earthquake.wr. usgs.gov/designmaps/us/report.php`?template=minimal&latitude... 9/ 18/2014 !Xl' �q- I I '% lar I )t:;& ;k:J Iik! I �j o j Ct i o n 11 .8.3 - AddiLionc; e `)(I I eouk-ernent, foi- Sees in Design (7atecories D through F mapped M(-"- e n c- f\1 e I i Pca�: C-xo,und Act-c-!Iefahon, PGA Class PGA PGA PGA = PGA > 0.10 C). L 0 30 0.40 0.50 i 1.0 1.0 D 1,6 1.4 I 1.0 E 2,5 1.7 1.2 0.9 0.9 S,2e SCC',iC)ri i 1.4 nf ASCE 7 U,-, sLra!(-`ir -Imc, mteipol"iOnri ior rltcl F'),'d)We valuC, rIc-IA F�or Site Class = D at,d PGA = 0,443 g, F;-,p = 1,057 Mapped PGA PGA = 0.443 g Equation (11 .8- 1 PG,", PGA, - 1 05-7 x- 0 -1 ", 3 = 0 .4 E, 8 9/19/1-014 APPENDIX E GENERAL EARTHWORK AND GRADING SPECIFICATIONS General EARTH -STRATA General Earthwork and Grading Specifications Intent: These General Earthwork and Grading Specifications are intended to be the minimum requirements for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These General Earthwork and Grading Specifications should be considered a part of the recommendations contained in the geotechnical report(s) and if they are in conflict with the geotechnical report(s), the specific recommendations in the geotechnical report shall supersede these more general specifications. Observations made during earthwork operations by the project Geotechnical Consultant may result in new or revised recommendations that may supersede these specifications and/or the recommendations in the geotechnical report(s). The Geotechnical Consultant of Record: The Owner shall employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant), prior to commencement of grading or construction. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading or construction. Prior to commencement of grading or construction, the Owner shall coordinate with the Geotechnical Consultant, and Earthwork Contractor (Contractor) to schedule sufficient personnel for the appropriate level of observation, mapping, and compaction testing. During earthwork and grading operations, the Geotechnical Consultant shall observe, map, and document the subsurface conditions to confirm assumptions made during the geotechnical design phase of the project. Should the observed conditions differ significantly from the interpretive assumptions made during the design phase, the Geotechnical Consultant shall recommend appropriate changes to accommodate the observed conditions, and notify the reviewing agency where required. The Geotechnical Consultant shall observe the moisture conditioning and processing of the excavations and fill materials. The Geotechnical Consultant should perform periodic relative density testing of fill materials to verify that the attained level of compaction is being accomplished as specified. The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of earth materials to receive compacted fill, moisture - conditioning and processing of fill, and compacting fill. The Contractor shall be provided with the approved grading plans and geotechnical report(s) for his review and acceptance of responsibilities, prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the approved grading plans and geotechnical report(s). Prior to commencement of grading, the Contractor shall prepare and submit to the Owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "equipment" of work and the estimated quantities of daily earthwork contemplated for the site. The Contractor shall inform the Owner and the Geotechnical Consultant of work schedule changes and revisions to the work plan at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. No assumptions shall be made by the Contractor with regard to whether the Geotechnical Consultant is aware of all grading operations. It is the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the earthwork operations in accordance with the applicable grading codes and agency ordinances, these specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). At the sole discretion of the Geotechnical Consultant, any unsatisfactory conditions, such as unsuitable earth materials, improper moisture conditioning, inadequate compaction, insufficient buttress keyway size, adverse weather conditions, etc., resulting in a quality of work less than required in the approved grading plans and geotechnical report(s), the Geotechnical Consultant shall reject the work and may recommend to the Owner that grading be stopped until conditions are corrected. Preparation of Areas for Compacted Fill Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed in a method acceptable to the Owner, Geotechnical Consultant, and governing agencies. The Geotechnical Consultant shall evaluate the extent of these removals on a site by site basis. Earth materials to be placed as compacted fill shall not contain more than 1 percent organic materials (by volume). No compacted fill lift shall contain more than 10 percent organic matter. Should potentially hazardous materials be encountered, the Contractor shall stop work in the affected area, and a hazardous materials specialist shall immediately be consulted to evaluate the potentially hazardous materials, prior to continuing to work in that area. It is our understanding that the State of California defines most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) as hazardous waste. As such, indiscriminate dumping or spillage of these fluids may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall be prohibited. The contractor is responsible for all hazardous waste related to his operations. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Owner should contract the services of a qualified environmental assessor. Processing: Exposed earth materials that have been observed to be satisfactory for support of compacted fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Exposed earth materials that are not observed to be satisfactory shall be removed or alternative recommendations may be provided by the Geotechnical Consultant. Scarification shall continue until the exposed earth materials are broken down and free of oversize material and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. The earth materials should be moistened or air dried to near optimum moisture content, prior to compaction. Overexcavation: The Cut Lot Typical Detail and Cut/Fill Transition Lot Typical Detail, included herein provides a graphic illustration that depicts typical overexcavation recommendations made in the approved geotechnical report(s) and/or grading plan(s). KeKways and Benching: Where fills are to be placed on slopes steeper than 5:1 (horizontal to vertical units), the ground shall be thoroughly benched as compacted fill is placed. Please see the three Keyway and Benching Typical Details with subtitles Cut Over Fill Slope, Fill Over Cut Slope, and Fill Slope for a graphic illustration. The lowest bench or smallest keyway shall be a minimum of 15 feet wide (or 1/2 the proposed slope height) and at least 2 feet into competent earth materials as advised by the Geotechnical Consultant. Typical benches shall be excavated a minimum height of 4 feet into competent earth materials or as recommended by the Geotechnical Consultant. Fill placed on slopes steeper than 5:1 should be thoroughly benched or otherwise excavated to provide a flat subgrade for the compacted fill. Evaluation Acceptance of Bottom Excavations: All areas to receive compacted fill (bottom excavations), including removal excavations, processed areas, keyways, and benching, shall be observed, mapped, general elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive compacted fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to placing compacted fill. A licensed surveyor shall provide the survey control for determining elevations of bottom excavations, processed areas, keyways, and Fill Materials benching. The Geotechnical Consultant is not responsible for erroneously located, fills, subdrain systems, or excavations. General: Earth material to be used as compacted fill should to a large extent be free of organic matter and other deleterious substances as evaluated and accepted by the Geotechnical Consultant. Oversize: Oversize material is rock that does not break down into smaller pieces and has a maximum diameter greater than 8 inches. Oversize rock shall not be included within compacted fill unless specific methods and guidelines acceptable to the Geotechnical Consultant are followed. For examples of methods and guidelines of oversize rock placement see the enclosed Oversize Rock Disposal Detail. The inclusion of oversize materials in the compacted fill shall only be acceptable if the oversize material is completely surrounded by compacted fill or thoroughly jetted granular materials. No oversize material shall be placed within 10 vertical feet of finish grade or within 2 feet of proposed utilities or underground improvements. Import: Should imported earth materials be required, the proposed import materials shall meet the requirements of the Geotechnical Consultant. Well graded, very low expansion potential earth materials free of organic matter and other deleterious substances are usually sought after as import materials. However, it is generally in the Owners best interest that potential import earth materials are provided to the Geotechnical Consultant to determine their suitability for the intended purpose. At least 48 hours should be allotted for the appropriate laboratory testing to be performed, prior to starting the import operations. Fill Placement and Compaction Procedures Fill Layers: Fill materials shall be placed in areas prepared to receive fill in nearly horizontal layers not exceeding 8 inches in loose thickness. Thicker layers may be accepted by the Geotechnical Consultant, provided field density testing indicates that the grading procedures can adequately compact the thicker layers. Each layer of fill shall be spread evenly and thoroughly mixed to obtain uniformity within the earth materials and consistent moisture throughout the fill. Moisture Conditioning of Fill: Earth materials to be placed as compacted fill shall be watered, dried, blended, and/or mixed, as needed to obtain relatively uniform moisture contents that are at or slightly above optimum. The maximum density and optimum moisture content tests should be performed in accordance with the American Society of Testing and Materials (ASTM test method D1557-00). Compaction of Fill: After each layer has been moisture -conditioned, mixed, and evenly spread, it should be uniformly compacted to a minimum of 90 percent of maximum dry density as determined by ASTM test method D1557-00. Compaction equipment shall be adequately sized and be either specifically designed for compaction of earth materials or be proven to consistently achieve the required level of compaction. Compaction of Fill Slopes: In addition to normal compaction procedures specified above, additional effort to obtain compaction on slopes is needed. This may be accomplished by backrolling of slopes with sheepsfoot rollers as the fill is being placed, by overbuilding the fill slopes, or by other methods producing results that are satisfactory to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill and the slope face shall be a minimum of 90 percent of maximum density per ASTM test method D1557- 00. Compaction Testing of Fill: Field tests for moisture content and relative density of the compacted fill earth materials shall be periodically performed by the Geotechnical Consultant. The location and frequency of tests shall be at the Geotechnical Consultant's discretion based on field observations. Compaction test locations will not necessarily be random. The test locations may or may not be selected to verify minimum compaction requirements in areas that are typically prone to inadequate compaction, such as close to slope faces and near benching. Frequency of Compaction Testing: Compaction tests shall be taken at minimum intervals of every 2 vertical feet and/or per 1,000 cubic yards of compacted materials placed. Additionally, as a guideline, at least one (1) test shall be taken on slope faces for each 5,000 square feet of slope face and/or for each 10 vertical feet of slope. The Contractor shall assure that fill placement is such that the testing schedule described herein can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork operations to a safe level so that these minimum standards can be obtained. Compaction Test Locations: The approximate elevation and horizontal coordinates of each test location shall be documented by the Geotechnical Consultant. The Contractor shall coordinate with the Surveyor to assure that sufficient grade stakes are established. This will provide the Geotechnical Consultant with sufficient accuracy to determine the approximate test locations and elevations. The Geotechnical Consultant can not be responsible for staking erroneously located by the Surveyor or Contractor. A minimum of two grade stakes should be provided at a maximum horizontal distance of 100 feet and vertical difference of less than 5 feet. Subdrain System Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the approved grading plan, and the typical details provided herein. The Geotechnical Consultant may recommend additional subdrain systems and/or changes to the subdrain systems described herein, with regard to the extent, location, grade, or material depending on conditions encountered during grading or other factors. All subdrain systems shall be surveyed by a licensed land surveyor (except for retaining wall subdrain systems) to verify line and grade after installation and prior to burial. Adequate time should be allowed by the Contractor to complete these surveys. Excavation All excavations and over -excavations for remedial purposes shall be evaluated by the Geotechnical Consultant during grading operations. Remedial removal depths indicated on the geotechnical plans are estimates only. The actual removal depths and extent shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading operations. Where fill over cut slopes are planned, the cut portion of the slope shall be excavated, evaluated, and accepted by the Geotechnical Consultant prior to placement of the fill portion of the proposed slope, unless specifically addressed by the Geotechnical Consultant. Typical details for cut over fill slopes and fill over cut slopes are provided herein. Trench Backfill 1) The Contractor shall follow all OHSA and Cal/OSHA requirements for trench excavation safety. 2) Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions in the Standard Specifications of Public Works Construction. Bedding materials shall have a Sand Equivalency more than 30 (SE>30). The bedding shall be placed to 1 foot over the conduit and thoroughly jetting to provide densification. Backfill should be compacted to a minimum of 90 percent of maximum dry density, from 1 foot above the top of the conduit to the surface. 3) jetting of the bedding materials around the conduits shall be observed by the Geotechnical Consultant. 4) The Geotechnical Consultant shall test trench backfill for the minimum compaction requirements recommended herein. At least one test should be conducted for every 300 linear feet of trench and for each 2 vertical feet of backfill. 5) For trench Backfill the lift thicknesses shall not exceed those allowed in the Standard Specifications of Public Works Construction, unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment or method. Earth 51tirca raf hoc, -- Gaotachnkal, Envltonmontal and Materials Tasting Consuffants 1 BETTER PEOPLE. BETTERSERVICE. BETTER RESULTS TYPICAL BENCHING INTO EARTH MA STABILIZATION FILL TYPICAL DETAIL MIN_ OF 5 FEET DEEP COMPACTED FILL, BUT VARIES AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT 4INCH PERFORATED PROPOSED GRADE PVC BACKDRAIN� 4INCH SOLID PVC OUTLETN / 4INCH PERFORATED PVC BACKDRAIN 4 INCH SOLID PVC / DUTLET� 2 FEEi MIN 5 FEE! M�N COMPACTED FILL 15 FEET MIN— JT10FEMIN TYPICAL BENCHING INTO EARTH MATERIALS 30 FEET MAX GEOFABRIC (MIRAFT 140N OR APPROVED EQUIVALENT) PERFORATED PVC PIPE WITH PERFORATIONS �f,/ KEYWAY BOTTOM SHOULD FACING DOWN T -A ...... 15.0 FEET DESCEND INTO SLOPE KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT / \ GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN.) 12 INCH MIN. OVERLAP,/ SECURED EVERY 6 FEEI SCHEDULE 40 SOLID PVC OUTLET PIPE, SURROUNDED By COMPACTED FILL. OUTLETS TO BE PLACED EVERY 100 FEET OR LESS: _- 5 CUBIC FEET / FOOT OF 3/4 INCH - 1 ii INCH OPEN GRADED ROCK Gaotechnlcal, Environniental and Materials resting Consultants BETTER PEOPLE . BETTER SERVECE. BETTER RESULTS TYPICAL BENCHING INTO COMPETENT EARTH MA 4 INCH PERFORATED PVC BACKDRAIN_ 4 INCH SOLID PVC OUTLET BUTTRESS TYPICAL DETAIL MIN. OF 5 FEET DEEP COMPACTED FILL, BUT VARIES AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT PROPOSED GRADE 15 FEET MIN- 4 INCH PERFORATED PVC BACKDRAIN 4 INCH 50LIO PVC OUTLET 10 FEET MIN `-- � J OMPACTED FILL W/-� '---TYPICAL BENCHING INTO COMPETENT 30 FE T MAX EARTH MATERIALS 2 FEET MIN ' 5 FEE MIN GEOFABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) PERFORATED PVC PIPE WITH PERFORATION5 KEYWAY BOTTOM SHOULD FACING DOWN +15 0 FEET DESCEND INTO SLOPE KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT / GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN.) 12 INCH MIN. OVERLAP,' SECURED EVERY 6 FEET SCHEDULE 40 SOLID PVC OUTLET PIPE, SURROUNDED By COMPACTEb FILL. OUTLETS TO BE PLACED EVERY 100 FEET OR LEC5 5 CUBIC FEET / FOOT OF 3/4 INCH - 1 is INCH OPEN GRAbEb ROCK) y. FaFth - Strata,, hoc, Geotechnical, Environmental and Materials Testing Consultants BETTER PEOPLE. BETTER SERVICE. BETTER RESULTS CONTACT BETWEEN SUITABLE AND UN5UITA8LE MATERIAL TO BE REMOVED - PROPOSED GRADE EXISTING NATURALGRA UNSUITABLE MATERIALS TO BE REMOVED CANYON 5UBDRAIN SYSTEM TYPICAL DETAIL COMPACTED FILL \ // 'y TYPICAL BENCHING INTO— vXy,\y T y x y a y COMPETENT EARTH MATERIALS NOTE5 1 - CONTINUOUS RUNS IN EXCESS OF 500 FEET LONG WILL REQUIRE AN 8 INCH DIAMETER PIPE 2 - FINAL 20 FEET OF PIPE AT OUTLET WILL BE SOLID AND BACKFILLED WITH COMPACTED FINE-GRAINED EARTH MATERIALS, GEOFABRIC (MIRAFI 14ON C 6 INCH COLLECTOR PI (SCHEDULE 40 PERFORATED PVC PI WITH PERFORATIONS FACING DOW 12 INCHES MIN. OVERLAP. SECURED EVERY 9 CUBIC FEET / FOOT OF Y. INCH - I Yz INCH CRUSHED ROCK CANYON 5UBDRAIN TYPICAL OUTLET -20,0 FEET MIN GEOFABRIC (MIRAFI 14CN OR APPROVED EQUIVALENT) �^ PROP05ED GRADE TYPICALLY 10.0 FEET COMPACTED FILL BUT VARIE / 1a o 6 INCH SOLID PVC PIPE / }~2 ♦ INCH - �j INCH CRV5HED ROCK .0 FEET MIN INCH SOLID PVC PIPE INCH PERFORATED SCHEDULE 40 PVC PIPE MIN CH Mir ---------------------------- Earth Struts, Inc, Geotachnka{ Envlmnmental and Maftdals'resting CansuHants BETTER PEOPLE . BETTER SERVICE . BETTER RESULTS REMOVE UNSUITABLE MATERIALS �rI 1 PROPOSED GRADE COMPACTED FILL 1:1 PROJECTION TO COMPETENT - EARTH MATERIALS CUT LOT TYPICAL DETAIL OVEREXCAVATE+AND RECOMPACT 1:1 PROJECTION TO COMPETENT EARTH MATERIALS GRADE / e'l Y5 FEET MIN'BUT VARIES NOTE: REMOVAL BOTTOMS SHOULD BE GRADED WITH A MINIMUM 2 % FALL TOWARDS STREET OR OTHER SUITABLE AREA (AS DETERMINED BY THE GEOTECHNICAL CONSULTANT) TO AVOID PONDING BELOW THE BUILDING NOTE: WHERE DESIGN CUT LOTS ARE EXCAVATED ENTIRELY INTO COMPETENT EARTH MATERIAL-S, OVEREXCAVATION MAY STILL 8Y NEEDED FOR HARD -ROCK CONDITIONS OR MATERIALS WITH VARIABLE EXPANSION POTENTIALS - - - - Earth rth - Strata" .�� c� - i ap hnical, Environmental and Materials Testing Consultants BETTER PEOPLE. BETTER SERVICE . BETTER RESULTS PROPOSED &RADE—",,, COMPACTED FILL CUT / FILL TRANSITION LOT TYPICAL DETAIL r.vc..h..r.if tt coo TYPICAL BENCHING INTO COMPETENT EARTH MATERIALS _ Q16��A4 (yRl �S ; : ¢MOVE `+•.y �•-'.a *+ ij.: �a`N Sot 1:1 PROJECTION TO ~ '''' tJ• COMPETENT EARTH �s ::,• {- '. +:i_ MATERIALS 5 FEET MIN BUT VARIES NOTE; REMOVAL BOTTOMS SHOULD BE GRADED WITH A MINIMUM 2 % FALL TOWARDS STREET OR OTHER SUITABLE AREA (AS DETERMINED BY THE GEOTECHNICAL CONSULTANT) TO AVOID PONOING BELOW THE BUILDING NOTE: WHERE DESIGN CUT LOTS ARE EXCAVATED ENTIRELY INTO COMPETENT EARTH MATERIALS, OVEREXCAVATION MAY STILL BY NEEDED FOR HARD -ROCK CONDITIONS OR MATERIALS WITH VARIABLE EXPANSION POTENTIALS KEYWAY &BENCHING TYPICAL DETAILS - Earth J Strata, Inc. CUT OVER FILL SLOPE Ggotschnlcal, Environmental and Materials Tasting Consultants BETTER PEOPLE • BETTER SFRWCE. BETTER RESULTS PROPOSED GRADE CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIALS TO BE REMOVED EXISTING NATURAL GRADE a1r�/ PROPOSED GRADE OVERBUILD AND CUT BACK TO COMPACTED FILL THE PROPOSED GRADE TO BE CUTBACK / 1:1 PROJECTION TO JSSf/ COMPETENT EARTH PJ MATERIALS Yti,. .Spey Dpl1Q� TEMPORARY 1:1 CUT 2A FEET :� 15,0 FEET---+' KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT / GEOLOGIST (TYPICALLY H12 OR 15 FEET MIN.) KEYWAY BOTTOM SHOULD DESCEND INTO SLOPE NOTE' NATURAL SLOPES STEEPER THAN 5 1 (H'V) MUST BE BENCHED INTO COMPETENT EARTH MATERIALS Ea r tlhi - Strata, lrnr c, Gooteehnical, Environmental and Materials Testing Consultants BETTER PEOPLE . BETTER SERVICE . BETTER RESULTS CONTACT BETWEEN SUITABLE AND UNSUITABLE EARTH MATERIALS TO BE REMOVED CUT SLOPE PlEA5E 5FE NOTE5 EXISTING NATURAL KEYWAY & BENCHING TYPICAL DETAILS FILL OVER CUT SLOPE ............... . ...... .... ..... _._...._......................... ............... ..'......� PROPOSED GRADE OOPP9FIW . GRADE OJT '- ' COMPACTED FELL RQ NE��a AV VARIES (4 FEET TYPICAL) / Jtt— (8 FEET �'y N^ - KEYWAY BOTTOM SHOULD DESCEND INTO r 15.0 FEET SLOPE NOTES: KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT / GEOLOGIST (TYPICALLY H12 OR 15 FEET MIN,) NATURAL SLOPES STEEPER THAN 5:1 (H:V) MUST BE BENCHED INTO COMPETENT EARTH MATERIALS THE CUT SLOPE MUST BE CONSTRUCTED FIRST - _ - Earth - Strata, Inc. - - - Gomo w,hnled, Envkwwm►tal and Aftioriala Tatft ConauManta -------------------------------------- BETTER MOPLE. BETTER SERVICE. BETTER RESULTS CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIALS TO BE REMOVED 1:1 PROJECTION TO COMPETENT EARTH MATERIALS FROM PROPOSED TOE OF SLOPE TEMPORARY 1:1 CUTS 2 o FEET KEYWAY & BENCHING TYPICAL DETAILS FILL SLOPE PROPOSED GRADE f� cod EXISTING NATURAL GRADE COMPACTED FILL �y VARIES (4 FEET TYPICAL) . �P \l. ! /..... ... `cPC!� .. ......................................................... .... ....... ,,...---.......... ....... cN,—VARIES (8 FEET TYPICAL KEYWAY BOTTOM SHOULD DESCEND INTO 15.0 FEET SLOPE KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT / GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN.) NOTES'. NATURAL SLOPES STEEPER THAN 5:1 (H:V) MUST BE BENCHED INTO COMPETENT EARTH MATERIALS y . '» lEar t]hr St mar it ar,. I ni c,. Geotachnlcat, Environmental and Materials Testing Consultants BETTER PEOPLE . SETTER SERVICE. BETTER RESULTS PROPOSED SLOPE F OVERSIZE ROCK TYPICAL DETAIL COMPACTED FILL I BOULDER JETTING OF APPROVED NOTE5'. GRANULAR MATERIAL OVERSIZE ROCK IS LARGER THAN ", Qir- 8 INCHES IN MAX DIAMETER EXCAVATED TRENCH OR DOZER V-CUT LEGEND —o .. — Approx . Geologic Units Qvop - Very Old Poralic Deposits Symbols Limits of Report B-3 Qv0p T.D. = 4' B_3 - Boring Location NO G W T.D. = 4' ImIudi.y Tm l D. KOW NO G.W. Depth ip r,.L A T. 2_4' - Recommended Removol Depth B-1 T.D. = 4' NO G.W. p' T.D. = 4' GEOTECHNICAL MAP NO G.W. AM 1564MZ47 LOCATED AT 1721 BUTTERS ROAD CITY OF CARLSBAD, SANDW00 COUNTY, CALWOMM PROJECT ALLIED DE$IGN, CALRSRAD CLIENT ALLIED DESIGN PROJECTNO. 14952-f0A DATE SEPT 2014 SCALE 1:40 MjMATE11GF1 oVWXREFS REVISION DRAWN -BY CS Earth - Strata,.lrt ce — BffrMR060". Arrrm SFRvME. MFr RRESULTS .., ►Amp *! r 1 Of CERTIFICATION OF Development services f C t ,' Building Department ` SCHOOL FEES PAID 1635 Faraday Avenue Carlsbad 8-34760-602-2719 www.carisbaarlsbadca.govov 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 Molarrad residence Project ID: CT/MS: Building Permit Plan Check Number: CB141877 & CB141978 Project Address: 1721 & 1723 Butters Rd A. P. N 156 062-47 00 Project Applicant (Owner Name): Ba her Mgjarrad Project Description: with n attached second dwelling knit � new home � �e �+�u � G� � attached J Building Type SFD with a 217111 Residential: 1988 NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s DEC 01 2014 Second Dwelling Unit: 480 Square Feet of Living Area in SDU Residential Additions: CITY Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: obanett dfbbe� Date 11/24/2014 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ® Carlsbad Unified School District ❑ Vista Unified School District ❑ San Marcos Unified School District 1 0 0 6225 El Camino Real 1234 Arcadia Drive 2 5 5 P i c o Ave S t e. Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 2222 EJ Encinitas Union School District ❑ San Dieguito Union High School District -By Appointment Only 101 South Rancho Santa Fe Rd 684 Requeza Dr. Encinitas, CA 92024 Encinitas, CA 92024 (760-944-4300 x1166) (760-753-6491 x 5514 ) Certification of ApplicanUOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the num ber 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: Date: , �f- B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER CARLSBAD UNIRED SM EL NO REAL CARLSBAD, CA OW m od g_gq Page 2 of 2 Rev. 03/09 AVIARA OAKS ELEMENTARY E—] CARLSBAD UNIFIED SCHOOL DISTRICT E—] PACIFIC RIM ELEMENTARY Receipt No. Q AVIARA OAKS MIDDLE Q CARLSBAD VILLAGE ACADEMY E::] POINSETTIA ELEMENTARY Q BUENA VISTA ELEMENTARY Q HOPE ELEMENTARY Q PRESCHOOL Q CALAVERA HILLS ELEMENTARY F-1 JEFFERSON ELEMENTARY Q SAGE CREEK HIGH Q CALAVERA HILLS MIDDLE Q KELLY ELEMENTARY MAGNOLIA ELEMENTARY 4-] VALLEY MIDDLE THER Q CARLSBAD HIGH Q RECEIVED FROM, LL DATE: e (If Applicable) PARENT OF ? PAYMENT FOR: ACCOUNT NUMBER AMOUNT 3 1c, RECEIVED BY: 'ti ° ''' CASH CHECK # TOTAL ,`i a PLUMBING, Development Services City of ELECTRICAL, Building Division `� MECHANICAL 1635 Faraday Avenue Carlsbad760-602-2719WORKSHEET www.carlsbadca.gov B-18 Building@carisbadca.gov Project Address:l7�_3 Q MSRr 1W Permit No.: q I q I ?-�p Information provided below refers to work beingdone the on above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains .... ............................................ „..... 1 Newbuilding sewer line?......................................................................................... Yes_ X _ No Numberof new roof drains?............................................................................................................... 0 Install/alter water line? ......................................... _.............................................................................. 1 Numberof new water heaters?......................................................................................................... I_ Number of new, relocated or replaced gas outlets?.................................................................... 3 Numberof new hose bibs?.................................................................................................................. 1 Residential Permits: New/expanded service: Number of new amps: Minor Remodel onlyt Yes No Comm ercial/Industrial: Tenant Improvement: Number of existing amps involvedin this project: Number of new amps involived in this project: New Construction: Amps per Panel: - Single Phase............................................................... Number of new amperes 100 ThreePhase................................................................. Number of new amperes Three Phase 480........................................................ Number of new amperes Number of new furnaces, A/C, or heat pumps?............................................................................ 1 New or relocated duct work?.......................................................................... Yes X No Numberof new fireplaces?................................................................................................................. 0 Numberof new exhaust fans?............................................................................................................ 1 Relocate/install vent?............................................................................................................................ I Numberof new exhaust hoods?........................................................................:............................... 1 Number of new boilers or compressors?........................................................... Number of HP 0 13-18 Page 1 of 1 Rev. 03109 C(P-City of Carlsbad PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 h/A Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov Buildin 2carlsbadca aov Project Address: 70'1-1 9VfTW RD Permit No.; 6 G Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ....................::................................. 12 Newbuilding sewer line?......................................................................................... Yes X No Numberof new roof drains? ................................................. »............................................................ 0 Install/alter water line? ................. 1 Numberof new water heaters? .................................................... »............................................. .... 1 Number of new, relocated or replaced gas outlets?.................................................................... 4 Numberof new hose bibs?.................................................................................................................. 2 Residential Permits: New/expanded service: Number of new amps: Minor Remodel only. Yes No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this pLoLacf Number of new amps involved in this project. New Construction: Amps per Panel: Single Phase............................................................... Number of new amperes 200 Three Phase................................................................. Number of new amperes ThreePhase 480........................................................ Number of new amperes Numberof new furnaces, A/C, or heat pumps?............................................................................ 1 New or relocated duct work?..........................................................................Yeses_ No Numberof new fireplaces?...........................................................................».................................... 1 Numberof new exhaust fans?............................................................................................................ 2 Relocate/install vent? ................................. »......................................................................................... 4 Numberof new exhaust hoods?........................................................................................................ I Number of new boilers or compressors?........................................................... Number of HP 0 B-18 Page 1 of 1 Rev. 03/09 City of Carlsbad Valuation Worksheet Building Division Permit No: Address Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 480 $132.05 $63,384.00 Residential Additions $157.88 $0.00 Remodels / Lofts* $68.98 $0.00 Apartments & Multi -family $117.70 $0.00 Garages/Sunrooms/Solariums $34.45 $0.00 Patio/Porch/Carport $11.48 $0.00 Enclosed Patio* $18.66 $0.00 Decks/Balconies/Stairs $18.66 $0.00 Retaining Walls, concrete, masonry $22.96 $0.00 Pools/Spas-Gunite $48.80 $0.00 TI/Stores, Offices $43.32 $0.00 TI/Medical, restaurant, H occupancies $60.29 $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 480 $3.73 $1,790.40 Air Conditioning - commercial $6.03 $0.00 Air Conditioning - residential $5.02 $0.00 Fireplace/ concrete, masonry $4,621.70 $0.00 Fireplace/ prefabricated Metal $3,141.89 $0.00 $0.00 $0.00 Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical $65,174 R $476.12 $333.28 $7.00 $1.00 $150.00 $2,281.10 $1,186.17 ago TOTAL $65,174.40 CFD Q Yes (PFF=1.82%) El No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: Explanation: CREDITS PFF and/or CFD City of Carlsbad Valuation Worksheet Building Division Permit No: Address Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 1,988 $132.05 $262,515.40 Residential Additions $157.88 $0.00 Remodels / Lofts* $68.98 $0.00 Apartments & Multi -family $117.70 $0.00 Garages/Sunrooms/Solariums 528 $34.45 $18,189.60 Patio/Porch/Carport $11.48 $0.00 Enclosed Patio* $18.66 $0.00 Decks/Balconies/Stairs $18.66 $0.00 Retaining Walls, concrete, masonry $22.96 $0.00 Pools/Spas-Gunite $48.80 $0.00 TI/Stores, Offices $43.32 $0.00 TI/Medical, restaurant, H occupancies $60.29 $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 2,516 $3.73 $9,384.68 Air Conditioning - commercial $6.03 $0.00 Air Conditioning - residential 1,988 $5.02 $9,979.76 Fireplace/ concrete, masonry 1 $4,621.70 $4,621.70 Fireplace/ prefabricated Metal $3,141.89 $0.00 $0.00 $0.00 Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical $304,691 R $1,349.71 $944.80 $30.00 $12.00 $150.00 $10,664.19 $5,545.38 TOTAL $304,691.14 CFD Q Yes (PFF=1.82%) Q No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: Explanation: CREDITS PFF and/or CFD