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1619 NEW CREST CT; ; CBR2023-3640; Permit
Building Permit Finaled Residential Permit Print Date: 09/10/2024 Job Address: 1619 NEW CREST CT, CARLSBAD, CA 92011-4080 Permit Type: BLDG-Residential Work Class: Parcel #: 2159505000 Track#: Valuation: $115,791.34 Lot#: Occupancy Group: #of Dwelling Units: 1 Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: JOANN ADU Second Dwelling Unit DEV2023-0065 Permit No: Status: (City of Carlsbad CBR2023-3640 Closed -Finaled Applied: 07/26/2023 Issued: 10/31/2023 Finaled Close Out: 08/20/2024 Final Inspection: 07/25/2024 INSPECTOR: Renfro, Chris Alvarado, Tony Description: GEVING: CONVERT EXISTING 340 SF ATTACHED CASITA TO ADU ADDING 458 SF (798 SF TOTAL ADU) Property Owner: GEVING JOANN TRUST 10-09-07 PO BOX 130142 FEE BUILDING PLAN CHECK CARLSBAD, CA 92013-0142 (858) 232-0095 BUILD ING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY SB1473 -GREEN BUILDING STATE STANDARDS FEE 5FD & DUPLEX.ES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $2,858.20 Total Payments To Date: $2,858.20 Balance Due: AMOUNT $813.15 $197.00 $104.00 $20.00 $5.00 $1,330.00 $15.05 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Fai lure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with t his project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. • Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov • C_ City of Carlsbad ~\lo\Cl Job Addres~ New Crest Ct. RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check CB£-2.023 -. S6f-A:C) Est. Value ~\\~; 7C\ \ ,~l\- PC Deposit §8\ ~-\5 Date 7/zto,ks Unit: ______ APN:215-950-50-00 CT /Project #: __________________ Lot #: ____ Year Built: _________ _ BRIEF DESCRIPTION OF WORK:The existing house an approved Casita. We plan to remodel the Casita into an approved ADU. 0 New SF : Living SF, 458 Deck SF, ____ .Patio SF , ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? (:) Y O N New Fireplace? O YO N, if yes how many? ___ _ D Remodel:._3_4_0 ____ SF of affected area Is the area a conversion or change of use? O Y O N □ Pool/Spa: _____ .SF Additional Gas or Electrical Features? ____________ _ OSolar: ___ KW, ___ Modules, Mounted:QRoofQGround, Tilt: 0Y0N, RMA:O>Y ON, Battery:OVO> N, Panel Upgrade: OY O>N Electric Meter number: ------------- Other: APPLICANT (PRIMARY CONTACT) Name: Phil Weatherly Address: 1453 Avocado Rd City: Oceanside State:_C_A __ .Zip: 92054 Phone: (760) 310-6485 Email: pwcustomhomes@gmail.com DESIGN PROFESSIONAL Name: Mike Surprenant Address: 9975 Businesspark Ave City:San Diego State:_C_A __ Z.ip:92131 Phone: (858) 693-0758 PROPERTY OWNER Name:JoAnn Geving Address: 1619 New Crest Ct City: Carlsbad State: CA Zip:_9_20_5_4 __ _ Phone: ___________________ _ Email: jgeving@roadrunner.com CONTRACTOR OF RECORD Business Name: weatherly construction Address: 1453 Avocado Rd City:Oceanside State: ca Zip:._9_2_05_4 ____ _ Phone: (760) 310-6485 Email: _________________ _ Email: pwcustomhomes@gmail.com. CSLB License #: 557999 Class: B 1 Architect State License: S 4352 -------------------- Carlsbad Business License# (Required): BLOS1236704 APPLICANT CERT/FICA TION: I certify that I have read the application and state thot the above information is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Phil Weatherly SIGN ~ ~ DATE: 07/26/2023 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 /~ ~ Email: Building@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUl!J)ING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penalty of perjury that I am licensed underprovisionsof Chapter 9 ( commencing with Section 7000) of Division] of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): DI have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. _________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Insurance carrier and policy number are: lnsuranceCompany Name:-----------------------• Polley No. __________________________ Expiration Date: ________________ , -OR- ~ Certificate of Exemption: I certify that In the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compens.-.tlon coverage Is unlawful and shall subject an employer to crtmlnal penalties and ctvll fines up to $UJO,OOO.OO, In addition the to the cost of compensation, damages as provided for In section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: 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'sAddress: _____________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed In accordance with all regulations In existence at the time of their construction, unless othefWise noted. NAME (PRINT): Phil Weatherly Note: If the person signing above Is an authorized agent for the contractor rov (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not Intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder ii it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044of the Business and Professions Code, Is available upon request when this application is submitted orat the fol/owing Website: http:l lwww.leginfo.ca.gov/ca/aw.html. OWNER CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utllltles/utlllty easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existlna and proposed use of each bulldlna as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site sradlng/site preparation. All Improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): Note: If the rson st nln above Is an authorized a ent for the ro owner Include form B-62 st owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@car1sbadca.gov 2 REV. 04/22 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-3640) Permit Type: BLDG-Residential Application Date: 07/26/2023 Owner: TRUST GEVING JOANN TRUST 10-09-07 Work Class: Second Dwelling Unit Issue Date: 10/31/2023 Subdivision: CARLSBAD TCT#03-06 BLACKRAIL-16 Status: Closed -Finaled Expiration Date: 09/30/2024 Address: 1621 NEW CREST CT IVR Number: 50898 CARLSBAD, CA 92011 -4080 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 12/05/2023 12/05/2023 BLDG-21 232303-2023 Passed Chris Renfro Complete Underground/U nderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/08/2023 12/08/2023 BLDG-11 232891-2023 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/08/2024 01/08/2024 BLDG-13 Shear 235860-2024 Cancelled Chris Renfro Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-15 Roof/ReRoof 235859-2024 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/25/2024 01/25/2024 BLDG-13 Shear 237654-2024 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/06/2024 03/06/2024 BLDG-27 Shower 241492-2024 Passed Tony Alvarado Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 241266-2024 Passed Tony Alvarado Complete Combo(14,24,34,44) Tuesday,August20, 2024 Page 1 of 3 PERMIT INSPECTION HISTORY for (CBR2023-3640) Permit Type: BLDG-Residential Application Date: 07/26/2023 Owner: TRUST GEVING JOANN TRUST 10-09-07 Work Class: Second Dwelling Unit Issue Date: 10/31/2023 Subdivision: CARLSBAD TCT#03-06 BLACKRAIL-16 Status: Closed -Finaled Expiration Date: 09/30/2024 Address: 1621 NEW CREST CT IVR Number: 50898 CARLSBAD, CA 9201 1-4080 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-SW-Inspection 241497-2024 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 03/12/2024 BLDG-16 Insulation 242070-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03114/2024 03/14/2024 BLDG-17 Interior 242172-2024 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Master, bathroom, shower stall. location, Yes densglass/hardy backer/with red guard, protection, product, installed and attached correctly -OK 04/02/2024 04/02/2024 BLDG-17 Interior 243858-2024 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/25/2024 07/25/2024 BLDG-Final Inspection 255835-2024 Passed Chris Renfro Complete Tuesday, August 20, 2024 Page 2 of 3 PERMIT INSPECTION HISTORY for (CBR2023-3640) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 07/26/2023 Owner: TRUST GEVING JOANN TRUST 10-09-07 Issue Date: 10/31/2023 Subdivision: CARLSBAD TCT#03-06 Expiration Date: 09/30/2024 IVR Number: 50898 BLACKRAIL-16 Address: 1621 NEW CREST CT CARLSBAD, CA 9201 1-4080 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Tuesday,August20,2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 3 of 3 OMO 0 C'\I 00~ L{) C'\I (0 o-<O L{)-,,.,.., O') O') ,-., I.() I N M N 0 N L{') <O 0 9 M N 0 ~ UJ 0 0:: al u MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS (Structural Corrections) Project: Geving ADU 1619 New Crest Court Carlsbad, CA 92011 Prepared for: Joann Geving 161 9 New Crest Court Carlsbad, CA 92011 Project No.: 23050 Date: August 11, 2023 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758 • • Mike Surprenant & Associates Consulting Structural Engineers Job_G--'--r;.\J_l_:...N_G--'4-__ 2_'3,_o_S_O_ Sheet No. _____ \~ ____ of _ _,_ __ _ Calculated by ___ l_~ ____ Date Of,, (0, '7'3 Checked hy ____ j_-:i ____ Date ___ _ Scale ________________ _ Correction Response □ Correction #S1 : It is the EOR's understanding that the addition is less than 500 sq-ft, and therefore a soils report is not required. The energy design calculations to be revised, by other, to reflect actual square footage of the addition. □ Correction #S2: T he EOR has reviewed the truss package provided by Pacific Truss for general conformance. Please see truss letter attached. □ Correction #S3: J\s determined by Table R802.11 , the uplift per truss is 158 lbs (Exposure B, Ultimate Design Wind Speed of 110 mph, roof pitch less than 5:12, trusses spaced at 24" o.c., for a mean roof span of 28 ft). Since the uplift is less than 200 lbs, exception 1 applies, and the trusses may be connected to supporting walls per Table R602.3(1), which states the acceptable fasteners needed for a roof truss to plate connection (item 6). Please see similar "Fastening Schedule" already noted on our plans on sheet S002. Additionally, the EOR has reviewed the truss calculations, and uplift is only expected at trusses T1 A and T2A. Both of which are gable end trnsses that are continuously supported along the entire span and attached to the double top plates with clips per details 6/SD02 and 7 /SO02. 111e EOR does not feel that additional hardware is warranted for these trusses. No changes necessary. □ Correction #AS: The EOR is aware that there is an existing stud wall above the truss along gridline 2 from the existing tower, and there are no proposed windows above. See front and west elevation on sheet A3. The structural framing plans on sheet S3 have been revised to call out "Existing Stud Wall Above, v.r.r." for clarity. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS CITY ~ Cl) <( u 0 w I~ u ::> <( 0 I= <( <( _J LL. <( Cl) 5 t-0 I- ;,; LL u c., Cl) <X> t-~ 0) 0 Cl) ~ t::. -..::t w -~ (,0 ~ i'.i5 a:> Mui-I.!") I 0::: '<t ("') 3: w Cl N >z z-0 w oo Z oo ~ .. <( ..-Cl :::> al N ~~ (..)U>w o -Cl I- OMO ON~ 00 LON CD o-(,0 LON M m -LO I'--I ..---M N N 0 N ~ en LO <.O (.) 0 0 I C") N 0 N > w 0 Project: Geving ADU 1619 New Crest Court Carlsbad, CA 92011 Prepared for: Joann Geving 1619 New Crest Court Carlsbad, CA 9201 l Project No.: 23050 Date: May 31 , 2023 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758 JOB GEV/ N§ 23Db0 -,& MIKE SURPRENANT SHEET NO. I OF j6t, & ASSOCIATES CALCULATED BY -r~ DATE 01. (1.1,,; Consulting Structural Engineers j 1:-05/31/22 CHECKED BY DATE SCALE ----------------- r 1 • 1 .II ~ • I I a ' ,I TABLE OF CONTENTS PAGE I. PROJECT SCOPE . . . . . . . . . . . . . . .. . . . . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . .. . . .. . . . . . . . . . . . . . . . . .. . . . . . . . . .. . . . . . . . _2-__ 3 2. DESIGN CRlTERlA SUMMARY ........................................................................ __ _ 3. DESIGN LOADS ......................................................................................... .. 'r --- 4. VERTICAL ANAL YSlS: 5 A. HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) ......... __ _ B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ......................... __ _ 5. LATERALANALYSIS: A. SEISMIC/ WIND COEFFICIENTS......................................................... PJ B. W,, (DEAD LOADS)........................................................................... __ 1J~ C. LATERAL LOAD DISTRIBUTION ....................................................... .. D. LATERAL LOAD-RESISTING DESIGN: \O I. SHEARWALL DESIGN ............................................................. __ _ II. CANTILEVERED STEEL COLUMN ELEMENTS ........................... .. III. STEEL MOMENT FRAMES ......................................................... __ _ 6. FOUNDATION DESIGN: A. CONTINUOUS FOOTINGS ................................................................... --14-- 8. SPREAD FOOTINGS ........................................................................... ~ C. RETAINING WALLS.......................................................................... - D. SPECIAL SYSTEMS ......................................................................... __ _ 1. GRADE BEAMS ....................................................................... __ _ II. DEEPENED PIERS ................................................................... __ _ 7. SCHEDULES...................... . ....... ... . . . .. ..... .................... ... . .. . . .... ... ........ .. ... . ... { 'j A. SHEARWALL SCHEDULE ................................................................... ~ B. HOLD DOWN SCHEDULE ................................................................. . C. SPREAD FOOTING SCHEDULE .......................................................... . 0 PROOllr.T,01 Mike Surprenant & Associates Consulting Structural Engineers 2'Z1J~O Job ______________ =--- Sheet No. __________ .of l'b Calculated by _________ Date ____ _ Checked by _________ Date ____ _ Scale _________________ _ PROJECT SCOPE □ Provide vertical & lateral load calculations for a proposed conversion of an existing one-story wood-framed Casita into a new expanded ADU structure located at 1619 New Crest Court, Carlsbad, California 92011. Structure to be constructed utilizing primarily wood-frame construction. Roof framing to consist of prefabricated wood trusses to be designed by other, and the existing foundation system consists of a post-tensioned concrete slab-on-grade. The new foundation system to consist of a conventional concrete slab-on grade with slightly deepened perimeter footings. A soils report was not provided for this project. Therefore, the foundation design will be based on the minimum soil bearing capacity as specified in the current version of the Governing Code -2022 California Building Code. Mike Surprenant & Associates makes no representations concerning the suitability of the soils and/ or minimum soil values allowed by the CBC. These calculations have been prepared for the exclusive use of J oAnn Geving and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/ conclusions provided herein, to determine if any additional calculations and/ or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers ~ ' 9 • C I a • I JQB ___________ .........:.....2_3_0 _::5_0 __ SHEETNQ. ____ :__ ____ OF_~~.,,._ ____ _ CALCULATED BY _______ _ DATE ______ _ CHECKED BY ________ DATE ______ _ SCALE _________________ _ DESIGN CRITERIA SUMMARY GOVERNING CODE: 2022 C.B.C. CONCRETE: f'c = 2500 PSI, NO SPECIAL INSP?CTION REQ'D, (U.N.O.) MASONRY: ASTM C90, fm = 1500 PSI, SPECIAL INSPECTION REQ'D (U.N.O.) MORTAR: ASTM C270, f c = 1900 PSI, TYPE S GROUT: ASTMC1019,f'c=2000PSI REINFORCING STEEL: ASTM A615, Fy = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, Fy = 50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, Fy =-36 KSJ (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPES) WELDING: E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A6 15 GRADE 60 REINFORCING BARS SAWN LUMBER: DOUG FIR LARCH, ALLOW ABLE UNIT STRESSES PER THE NOS. I-JOISTS: BOISE CASCADE -ICC ESR-1336 -(BCI JOIST) MICROLLAMS/ BOISE CASCADE -ICC ESR-1040 -(VERSA-LAM) PARALLAMS/ TIMBERSTRAND GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM SOIL: GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) EXISTING NATURAL SOIL VALUES PER CBC TABLE 1806.2 SOIL CLASSIFICATION -VNC-LASII f-1 ED 0 SOILSREPORTBY: _______________ _ DATED: ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAJNED) PASSIVE SOIL PRESSURE COEFFICIENT OF FRICTION 1000 s _____ PF _____ .PCF _____ .PCF = PCF ----· --- ~r MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB ____________ 2_3_0 ..::::.S ...=Dc___ SHEET N0. _____ 4,___ ___ OF tt> CALCULATEDBY ___ I_~----DATE _____ _ \ CHECKEDBY ________ DATE _____ _ SCALE ________________ _ DESIGN LOADS MATERIAL: ROOF SLOPE: DEAD LOAD: ROOFING MATERIAL ..................................................................................... . CASE I IIU:: /1.Q SHEA THING .. . .. .. .. .......... .... ........ ....... ..... .... . .. . ..... .. . .... ... ... . . .. .. ... .. ... . . ...... .... . .. .. .. . . . . .. . . . . . . . 1.5 RAFfERS/C.J. (or) TRUSSES ..................................... ....................................................... 4.0 INSULATION . . . . . . .. ... . .. .. . . . . .. . . .. . . . . ... . . . .. . . ........... ... . . . . . . .. . . .. . . . . ... .. . . . .. . . . . .... .. . . . . . . .. . . ... .. . . . . .. . .. .. . 1.5 DRYWALL .......... ........................ ........................ ......... ...... ............................. ....... ............. 2.5 OTHER (ELEC., MECH., MISC.) ...................................................................................... 0.5 TOTALDEADLOAD: ~L .0 LIVE LOAD: to .0 TOT AL LOAD: 41. .0 FLQOR FLOOR MATERIAL: NA DEAD LOAD: FLOORING FINISH ..................................................................................................... .. LT. WEIGHT CONCRETE ( __ in.) ............................................................................ . SHEATHING ................................................................................................................. . 2.0 JOISTS ............................................................................................................................. . 3.5 DRYWALL ...................................................................................................................... . 2.5 OTHER (ELEC., MECH., MISC.) ....................................................................................... _ __,""' 3.0 TOT AL DEAD LOAD: .o PSF PSF PSF PSF PSF PSF LIVE LOAD: .0 PSF TOTAL LOAD: -.0 PSF EXTERIOR WALL FINISH: ~illcco STUDS ............................................................................................................................ . 1.0 PSF DRYWALL .................................................................................................................... .. INSULATION .................................................................................................................. . EXTERIOR FINISH ............................................................................................. .. OTHER ........................................................................................................................... .. TOTAL LOAD: INTERIOR WALL 2.5 1.5 IO .o 1.0 lb .o PSF CASE II 1.5 4.0 1.5 2.5 0.5 PSF .0 PSF .0 PSF .0 PSF DECK PSF 2.0 3.5 2.5 JQ .0 PSF .0 PSF .0 PSF 1.0 PSF 2.5 1.5 .0 1.0 .0 PSF STUDS ............... .......... ............ ...... ............................... ............... ... ........ .... ........ .......... ............. . . . . . ... .. ....... 1.0 PSF DRYWALL .................................................................... ..................... ........................................... .............. 5.0 OTHER ........................................................................................................................................................... ~ TOTAL LOAD: --=f. 0 PSF n 00('\Nlf"'T.,.,,.'t MIKE SURPRENANT & ASSOCIATES Consulting Strucrural Engineers JOB __________ ~l-3~0~~~0 __ SHEETNQ. ____ ~£ ____ OF If> CALCULATEDBY ___ T_9__,_ ___ DATE ______ _ CHECKEDBY _________ DATE ______ _ SCALE ------------------- HORIZONTAL MEMBER DESIGN LEVEL: ~OOf MEMBERS: ~~ADE{Z- LABEL: (2.~-1 SPAN= b.5 FT. (9""' UNIFORM LOAD □ POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) wl = (l~A + 11)(41 ps.f) = bw p\ r (33aD/3oou-) ~ ~ W2= 1 1 P1 = io=r+ '2,,(Yt1-RL= lbs R.R = lbs P1 = DL= lbs DL= lbs b )( i l\ I LLR= lbs LLR= lbs USE: GRADE: C: LL= lbs LL= lbs ALT: GRADE: C: LABEL: SPAN= FT. □ UNIFORM LOAD □ POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) ~ W1= k W1= 1 1 P1 = RL = lbs RR = lbs P2 = DL= lbs DL= lbs LLR= lbs LLR= lbs USE: GRADE: C: LL= lbs LL= lbs ALT: GRADE: C: LABEL: SPAN= FT. □ UNIFORM LOAD □ POINT LOAD (CENTERED) □ CUSTOM LOADING (SEE DIAGRAM) ~ Wi= ~ W1 = 1 1 P1 = lbs lbs RL = RR = P2 = DL= lbs DL = lbs LLR= lbs L~= lbs USE: GRADE: C: LL= lbs LL = lbs ALT: GRADE: C: Project Title: Engineer: Geving TG Project ID: Project Descr: 23050 (8". Sheet No.+ of __ U_ [wood Beam LI #: KW 1 476, Build:20.23.2.14 MIKE SUPRENANT & ASSOCIATES DESCRIPTION: RH-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - Fe-Pr11 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch Fe -Perp No.1 Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.33 Lr 0.3 6x8 Span= 6.50 It 1350 psi 1350 psi 925psi 625psl 170 psi 675psi Project FIie: Geving.ec6 (c) ENERCALC IN 1983-2022 E : Modulus of Elasticity Ebend-xx 1600ksi Emlnbend -xx 580ksi Density 31.21 pcf Applied Loads Service loads enlered Load Factors will be applied for calcula11ons Beam self weight calculated and added to loading Uniform Load : D:::: 0.330, Lr:::: 0.30 , Tributary Width :::: 1.0 ft, (W1) DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio :::: 0.465 1 Maximum Shear Stress Ratio :::: 0.288 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 785.32psi fv: Actual :::: 61 .18psi F'b = 1,687.50 psi F'v = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 3.250ft Location of maximum on span = 5.883 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio= 1991 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 In Ratio = 0 <360 n/a Max Downward Total Deflection 0.083 in Ratio = 934 >=240 Span: 1 : +D+Lr Max Upward Total Deflection 0 in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CD CM Ct CLx CE Cru Cl Cr fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 6.50 ft 1 0.343 0.212 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.79 416.6 1,215.0 0.89 32.5 153.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.50 ft 1 0.465 0.288 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.37 785.3 1,687.5 1.68 61 .2 212.5 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.50 ft 1 0.411 0.254 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.98 693.1 1,687.5 1.48 54.0 212.5 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.50 ft 1 0.116 0.072 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.07 250.0 2,160.0 0.54 19.5 272.0 !Wood Beam UC#: KW-06016476. Bulld:20.23.2.14 DESCRIPTION: RH-1 Overall Maximum Deflections Load Combination Span +D+Lr Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Project Title: Engineer: Project ID: Project Descr: MIKE SUPRENANT & ASSOCIATES Max.·-· Dell Location in Span Load Combination 0.0834 3.274 Geving TG 23050 ,,.,, ( (/) Sheet No. _-r __ of~ Project File: Geving.ec6 (c) ENERCALC INC 1983-2022 Max. "+" Defl Location In Span 0.000 Support notation : Far left is #1 0.0000 Values in KIPS Support 1 Support 2 2.077 2.077 2.077 2.077 1.102 1.102 1.102 1.102 2.077 2.077 1.833 1.833 0.661 0.661 0.975 0.975 2-3 0£'0 JQB ______________ -=--- MIKE SURPRENANT & ASSOCIATES Consulting Struccural Engineers SHEET NO,-------~-OF---4l ...... ~,__ ___ _ CALCULATEDBY ___ I~~----DATE _____ _ CHECKEDBY ________ DATE _____ _ SCALE ________________ _ ' • : • t ROOF WEIGHT: t-I , I 1. Wt (DEAD LOADS) (SEISMIC) Diaphragm= ( q b~ Sf)( ZZ. p~RJ=-Z.11 'b'b LBS LBS Exterior Wall Weight= ( liS ') ( IO/i)(lbp~.f)~ I 0000 Interior Wall Weight= _..,._( _:f_. 0__,'):__l:,_1_0 A-=-i..L..) __,_(_,_1---fp...:::.~-.:.f)'----:,----------=z_.:..._4....!.5=-.:o=--LBS Total Weight (Tributary to Diaphragm)= _________________ "3_3_b_3_6_ LBS __ -_ FLOOR WEIGHT: Diaphragm =----------------------------LBS Exterior Wall Weight=-------------------------LBS Interior Wall Weight = _________________________ LBS Total Weight (Tributary to Diaphragm)= ____________________ LBS __ FLOOR WEIGHT: Diaphragm = ____________________________ LBS Exterior Wall Weight = _________________________ LBS Interior Wall Weight = _________________________ LBS Total Weight (Tributary to Diaphragm)= ____________________ LBS TOTAL DEAD LOAD, Wt= --------------------=-S..=::.3-!:b::._3~b_ LBS BASESHEAR,V= (O .ll1) +(ZO%Addn'IF.O.S.) Wt= (O.l40~)(33b3b):: Ll:rz3 LBS UNIT SHEAR, v = V / Area (Applies to single level structures only)= ( 41'2--3 ) /( q b 3) = 4. q 0 PSF D PRODUCT 207 _,~ Mike Surprenant Job 2-3050 & Associates Sheet No. ct of l 'b Consulting Structural Engineers l(~ = J ,! . j, Calculated by Date . . Checked by WIND DESIGN Main Wind Force Resisting System: Method Used = Analytical Procedure Maximum Building Height (z) =C=::]Q)feet Design Wind Speed =c=}QQ]mph (100 mph for California) K., = 0.85 1 =~_1_.o.;..o;.., Exposure Category=_! ___ B~l (per ASCE-7, 26.7.3) K, = 0.70 Kz1 = 1.00 G = 0.85 Gep1 = -0.18 Cp = 0.80 and -0.5 (windward and leeward walls) qh = 15,./4 pst P =I 10.53tpsf (Note: Reduced by factor of 1.6 for ASD Design) Exposure a Lg CHOSEN EXPOSURE= B 7.0 1200 C 9.5 900 D 11.5 700 a 0.14 0.11 0.09 B" a 0.84 0.25 1.00 0.15 1.07 0.11 SEISMIC DESIGN 6 C 0.45 0.30 0.65 0.20 0.80 0.15 Date 320 500 650 0.33 30 0.20 15 0.13 7 :::.11e1.,I .;:,1=u.1 ;:,1=u.L .;:,I=u . .j1.;:,I=u.4 .;:,,=u.:i Method used = Equivalent Lateral Force Procedure A 0.8 0.8 0.8 0.8 0.8 Occupancy Category = 2 R =I '""e"""'.5---, I = 1.0 Site Class =i,..;.D __ ..... Ss = 1.024 g S1 = 0.371 g Seismic Design Category (SOS)= D Seismic Design Category (SD1) =t,D,,...----t T0 = 0.26 Cs= 0.13 Csmu = 0.29 Csmtn = 0.04 Csact =j .. 0-.1-2_6_ .. sec B 0.8 0.8 0.8 0.8 0.8 (1,2,3,4) (Residential= 2) t----=c,--..-_1_.5 __ 1_.5 __ 1_.5 ___ 1._5 __ 1_.5_ (6.5 for wood shear walls) D 2.4 2.2 2.0 1.9 1.8 (Residential = 1.0) E 4.2 3.3 2.8 2.4 2.2 (A,B,C,D,E) (0.2 sec) F1 = (1 sec) Fv = ~ ~ Sos= 0.819 g So1 = 0.477 g (Use the worst case seismic design category) V =! 0.117!Wx !_, ,•,::fir MIKE SURPRENANT J06 _______ Z.__:30§0c_.__ SHE£T NO --_____ _.lP~ OF ( t> '· l & ASSOCIATES • • '!' ~ Consulting StnH.:tur...l Engineers L -CAlCULATED BY ____ ti~~t-----DATE ____ _ CHECKED ev _____ _ DATE ____ _ SCALE ___________________ _ SHEARWALL DESIGN \ ~ t-Story Shearwalls ---t'J-$ Direction Unit Lateral Load, v = 4.CfO psf Gridline ______ ( 1 \ ) Tributary Area (This Level): --2.b_1/_2.,,~-J~(_11._._5_' _= __________________ _ 161 sq ft 1'l Lateral Load (This Level):-------------------------~-Lbs Lateral Load (Level Above): _________________________ _ Lbs Total Load (All Levels), F, = ------'---'--'-- Shcarwall(s) Length, L = ____ 4_, 0_5 ____ fl. 2 (1-.S :.r = 4 OS 1 -=,q &J Lbs UnitWallShear,v=F.IL = _ l'\1 plf -(ID') Shearwall Type: @ I q 't p\ f L 'lb O P If Overturning: L = ____ ft. L--okay by Inspection Uplift = ________________________ Lbs Holdown Anchor Type· □ Gridllne ___ 1____ ( 1 Tributary Arca (This Level):231-z.-) (2'1')= __________________ 5_.._sq. ft. Lateral Load (This Level): ------------------------~'-'--.__Lbs Lateral Load (Level Above): Lbs 5 c; 1 ,. S, 1 Total Load (All Levels), F, = ____ ___.l._.b'-"3 __ 1-"-Lbs Shearwall(s)Length,L = • ➔-r. -.3.z..-1~-2 ft. 2(4')~ _ , Unit Wall Shear. v = F,/L = plf -(-I 0-,-)--J. z Shearwall Type: 0 IO I p \ r L _l -'-b _O __._P_\ f ____ _ Overturning: L = ____ ft. ✓ __ Okay by Inspcctton Uplift = ________________________ Lbs Holdown Anchor Type: □ Gridline ___ 3 ___ _ Tributary Area (This Level): Lateral Load (This Level): '11:J.-sq ft 2.:B:J-Lbs Lateral Load (Level Above): __________________________ Lbs , , Total Load (All Levels}, F, = Shearwall(s) Length, L = _1_~_1 '1_"_1_1 ____ ft. 1.°3 31 Lbs Unit Wall Shear, v = F,/L = 11 I plf Shearwall Type: I\ I p If L 260 plf Overturning: L = ____ ft. v--. __ Okay by Inspection Uplift = ________________________ Lbs Holdown Anchor Type: D D PIIODUCT101 JOS ___________ __:::2:......3~0.::::::£.l:!O __ MIKE SURPRENANT & ASSOCIATES SHEET NO ________ ...u.._ OF {~ . Consulting Scrucrural Engineers ·L CALCULATED ev ____ -n-..::9"-----DATE ______ _ CHECKED BV ________ _ DATE ______ _ SCALE------------------- \~~ --''---Story Shearwalls f--W Direction Unit Lateral Load, v = _4_-_q_O_ psf Gridline ___ A____ 1 f;' ) Tributary Area (This Level): __.(_2,..:;.3.....:;' )....:t ...... 3_· 1/,.....:z.::...+_l '~=---------------=-c,4,_!..-::..s-=~-sq. ft . Lateral Load (This Level): 2 1. 10 Lbs Lateral Load (Level Above): Lbs q '-t,.i I z I~ Total Load (AJI Levels), F, = ____ ....;..l..:ic.;;3"""0 __ Lbs Shearwall(s) Length, L = ____ o ______ ft. Unit Wall Shear, v = F.fL = 14 q plf Shearwall Type: 14q plf L 7.-bO plf Overturning: L = ____ ft. V: . __ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: D --------------------- Gridline ___ c____ I Tributary Area (This Level): _ .... ( UJ_' )::;_(._3_1_· ~-½.=-+-'-I -_~ ..... ')'-=----------------:-5_l._t_ sq. ft. Lateral Load (This Level): 2. 5 't Lbs Lateral Load (Level Above): Lbs Lbs Total Load (All Levels), F, = 2-5 ~ 1.. Shearwall(s)Length,L -S".5'+ 2 (J.-=!!;'):: 13 ft ( I ID' ) ) , UnitWallShear,v=F,IL = ---1'-l-~---pl_f ____ l.1.S'-0. tS( ¼f' ](tf':3.=tS Shearwall Type: C} I ~ q P I .f L 2 6 0 pl f Overturning: L = ____ ft. (...--"" __ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: D --------------------- Gridline _____ _ Tributary Area (This Level): ___________________________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F, = ________ Lbs Shearwall(s) Length, L = __________ ft. Unit Wall Shear, v = F,/L = _____ plf Shearwall Type: Q Overturning: L = ____ ft. __ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: D 0 PAOOUC1 ig7 --------------··----------------- 2..3Db0 JOB ______________ -"---- MIKE SURPRENANT & ASSOCIATES SHEET NO, _______ /..:;..1/_ OF~l~~----- ~ Consulting Strucrural Engineers CALCULATED ev ___ li_~----DATE _____ _ CHECKEDBY ________ DATE _____ _ SCALE ________________ _ FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = lo oo psf (Per Design Criteria) CONTINUOUS FOOTINGS i Wmax t t 1/ LJ ,, h . . I/ ,, k k 1 b 71 MARK: CF-1 Ftg. Width (b) = I . () ft. Depth of Ftg. (h) = 2 • 0 ft. WALLOW= ASBP (b) = ( l 000) (1-0') = 1000 plf I USE: \'2-"WIDE x 2-4 "DEEP. WITH 2-# _L TOP & BOTTOM MARK: CF-2 Ftg. Width (b) = ___ ft. Depth of Ftg. (h) = _____ ft. W AU.ow= ASBP (b)--_______________ plf I USE: "WIDEx "DEEP. WITH W MAX @ Gridline J.J._ = 1~ b plf WMAX @ Gridline _A __ = 1'90 plf WMAX@ GridJine __ = plf WMAX @Gridline __ = plf # TOP&BOTTOM USE: CF-_!_ USE: CF--f- USE: CF- USE: CF- 0 PAOOOCl 207 ' MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers -------· JOB ____________ Z._3_.;.0..=:;S"__,,O"---_ SHEET NO--------'--"'-QF__._('b...,__ ____ _ CALCULATEDBY ___ Ti...:.....::~~---DATE _____ _ CHECl<EDBY ________ DATE _____ _ SCALE ________________ _ ' . CONTINUOUS FOOTINGS -MAX POST LOADS lP~, -------------~ .. :::--~·-:::··~· _···:··:.. .. :-_,,~ ... ~ -------------- .•········•' •·· ... .. •······ ····-.. h (ft.) .... ····••••••• 2h (ft.) l 1 MARK: CF-1 PMAX = ASBP(b)(2h) -4000 LBS. MARK: CF-2 PMAX = ASBP(b)(2h)--_________________ .LBS. 0 PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers J0B __________ .:.....2-~~~0::::..i~l...L) __ SHEETNQ. _____ -----'--11+-QF_____,.lc..,,:::E> ___ _ CALCULATED BV ___ u----'-=~1----DATE ____ _ CHECKEDBY _______ DATE ____ _ SCALE _____________ _ SPREAD FOOTINGS -MAX. ALLOWABLE CONCENTRATED LOADS PMAX '. =l(ft.) --- l b(ft,) l MARK: P-1 1 1 PMAx = ASBP (b)2 = tlOOOJL-i)' = 4000 LBS. I USE: 24" SQUARE x 24 " DEEP WITH (2) # 4 EACH WAY @ BOTTOM I MARK:P-2 PMAx = ASBP (b )2 = (l OD0)(2S) z = bi-~o LBS I USE: 30" SQUARE X 14" DEEP WITH (3) # 4 EACH w A y @ BOTTOM I MARK: P-3 PMAx = ASBP (b )2 = (l00D)(;)1-~ qooD LBS. I USE: 36" SQUARE X 24 ,, DEEP WITH (4) # 4 EACH WA y @ BOTTOM I MARK: P-4 PMAx = ASBP (b)2 = ( lO DO J(3.~) 1 =-1(/ZSV LBS. I USE: 42" SQUARE x Z-4" DEEP WITH (5) # 4 EACH WAY @ BOTTOM I MARK: P-5 PMAx = ASBP (b )2 = (I00O)C4Y; 16000 LBS. I USE: 48" SQUARE x 2-4 "DEEP WITH (6) # 4 EACH WAY @ BOTTOM I D PROOUCT "NI MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB ________ ---,--__ 2_~_,,0<-.CS~Q __ SHEET NO. _________ \_~_ OF_/~f? _____ _ CALCULATED BY ________ _ DATE ______ _ CHECKED BY _________ DATE ______ _ SCALE ___________________ _ SCHEDULES D PRODUCT 207 !<EV . .AA.. 2016 SHEARWALLSCHEDULE DESCRIPTION ~EARWALL NAILING@@ 511EAR TRANSFER SPEC.@ G)®®@ 3x@ NAIL SILL ATT~CIXD~ BOTTCM Fl.All:@ TOP f'I..ATI: SYl160L VALUE INSP. MATI:RIAL fRAHflt:, 8N. f EN. FN. (PI..F) f<EQ'D f<EQ'D SIZE S/8'♦ AB. SPACtt. ®© NAILS f LAuS CLIPS 0 2&0 NO 318' APA RATED SHEATH!lt:, NO 8d &' 12' 48'O.C. 16d • &' O.C. A3S • 16' oc. 0 340 NO IS/32' 5 T"l'<!XTIJRAL I NO 10d &' 12' 32' oc. 16d • &' OC. A3S • 12' o.c. RA TED SHEA TH!lt:, 0 350 YES 318' APA RATED SHEATI-I~ NO 8d 4' 12' 32' O.C. 16d • 4' o.c. A3S • 12' o.c. 0 SS0 YES 3/8' STJ;!JCTIJRAL I YE5 8d 3' 12' 24' o.c. I~•· X &' 005 • -4' oc. A3S • 8' o.c. 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RW1ks. !EE Al.!O IIIXO NOTE '91. @ ll!E ~ FIR NO. 2 f'!i?E!elft me.41EI) !ILL F'LATe. ~ TO eE NOTFED FOR l'i!E-DESIGN f OTl£R ftCIES Cf~ PlATES Al'i!E U!ED OR Al'i!E PART Cf 11£ EXISTt«io llUIDN:'i. @ UE1<1: N01EI>, Fl'W1k. AT FaN>ATIOI !U l'LATES. AIC ALL Ff!AHllt. t'1:l1!!ERS l'i!ECEM(; EDGE NAil.Ni FR'.:t1 AflJm(; P.o!H:l!. elWl. eE h NGt1i>W. OR TIIIC1CER ALL !U l'LATE AIC !!IEATlltt". JOtlT HAJLN'.i 6llAU BE 6T,6(,(,EJ;E). G) SIEARPA>El.S 5llALL eE APPLIED DfFIEClL T TO S11.0 ~ AT 16' QI CEl{!ER l'1AXl1.t1. @ UE1<1: !!IE.41\lll«i PAIEL& Al'i!E APPLIED QI eoTll FACl& Cf TIE 81EARUALL, &IEATMN:i PA>El. JOM& elWl. OCClR AT 3• NCtllHAI. OR Tllo:ER FRAHtti l"EteER&. PA'El. Jot/I& GN EAo-1 6C>E Cf WALL !MALL ee &T A66E"l'i!ED. @ ALL ui,oo &IEATMll«i PA'El. EDGES mAtl. ee eLOCXED lllnlMHl'U12ll eux>:ki,IH.£6& N01EI> ~ 0 ~ ,., @ ~6 um! l'"0<E TIWj CM -.£RT1C..4I. PA'El. 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THICKNESS) DE516N LOAD SLAB 5T81 EXIST~~ (Aj HSTc.40 4x NA NA NA 2,1,$ be [fil MSTCS2 4x NA NA NA 4JY., b [£) HSTChb 4x NA NA NA &µ,0 b& @) 5Tl.()10 D61.. 2x NA (b' HIN. 5TEMJ NA 2,1,~ 1bt 1,4Y., b <5TEMJ [I} !,Tl.()1-4 D61..2x NA (b' HIN. 5TEMJ NA 3,1,$b 2pe6 b (STEM) (I] HDID•5D52.S DBL 2x !2t 4x SST616 SST620 II<,'♦ ~ Ill/ 10' HIN. Et13EDl"ENT 3,015 b& (6' HIN. STEMJ @J ~-5DS2.S DBL 2xfl!. 4x SST620 SBll<,X24 II<,'♦ ~ IJ/ 10' HH. Et13EDl"ENT 4p(,& b (6' HIN. STEMJ (ill H'DUS·SDS2.S Del..2x.'1r 4x SST624 SBll<,X14 t•'♦ ~ ml 12' HIM. Et13EDl"ENT &p◄&b (b' HIN. STEM> ~ s:: :, -"'R° ~ !E: > Cl) Cl) en Cl) c ~o~ l~~ ti1 ~ z 1· Cl) ~ :a ~ QJ h'DU8-SDS2.S ◄x « bx SST628 ee~4 \'♦ ~ w/ e;• HIM. El13ED!'BIT 6,'310 b (◄xJ (S' HIN. STEMJ 1,&10 lbe (6)() (gJ 1-0.111-SD52.S 6x«& !13000 PAB& 1'♦ ~ w/ 18' HIN. E1'llEDtEn '3,3Y., b& ( 6xJ 11Jl& Iba (Bx) [Il IDJ14-SDS2.S 8K 5BIX30 PAB& I'♦~ II 18' HIN. a-eED!1ENT 14,390 b GENERAi. NOTE~ L 1-nD DOUN ~ 11J5T BE TIED IN PLACE PRIOR TO FOI.NDAT~ INSPECT!~ (/)0~1/1'-~ :x: :x: 0 fT1 n fT1 a, Q C ~ ~ s;:M ~ ~ 0 • a, --< 2. DEEFEW FOOT~ TO ~DE 3' HIN. COCf.'£TE COYER Hli!E 1-nD DOUN ~ Ali£ L~ TMAN TI£ FOOTD-ti DEPTM. true NOTE~ L U5E 16d SN<ER!>. 2. CEmER BETl1EEN IJPf'ER 4 LOUER R..OOfi!S. HAX11111 CLEAR SPAN • 18'. NAILS liQ! li!EQ.Jlli!ED N Cl.EAR 5PAN (RIM eoARDJ AAEA SD:PNQTES: L USE (RJJ OPTlctl FOR RAISED U.t:>OD ete-flOOR COIDITIOI. 2. NAIL STRAP Ff<Ct1 eoTTct1 uP. 3. 5TRAP HAY BE BENT CtE Rll CYCLE TO AID WALL PI.ACEl"ENT. NOTFl' EDR. F ~ SPALL BE~INO STRAP IS Gl,£ATER TMAN 1'. 4. STRAP 11J5T ~ CtE (I) •4 <HN111.11J MORIZOOAL li!EBAR IN FOOT~, lll™IN 3' TO&' a:~ SIR'ACE. HDYNQM l NOTED P06T UIOTJ.l IS PARALI.El. TO llW.L 2. POST HAY CONSIST a' ttl. TIF'LE t'E'&~ ~ TJ.£'T' Ali£ CCN£CTE[) N?EFENDENTL Y a: 1-!0LD-DOUN FA5IDER. 3. 1-ne·DOUNS HAY BE INSTALLED 18' HAXMl1 ABO\IE TOP a'~ ◄. U5E: StlF'SOI 'SET·XP' EPOXY' (ICC-E5R-2&06J 11ml 5FECIAL NSFECTlal INTO EXISTtt,t; ~ <HNMl1 P/4' EDGE DISTANC:1:J. 0 ~ ~ "'I M ;;I I I I ~IN w ~ C) ------------·---- JOB ___________ ___:2-==-.:::..~....::.0.!:::f;~O---'- MIKE SURPRENANT SHEET NO. -------~I .... ~£... oF___.l-"''b'-------& ASSOCIATES Consulting Structural Engineers CALCUUITED BY ________ DATE ______ _ CHECKEDBY _________ DATE ______ _ SCALE _________________ _ SPREAD FOOTING SCHEDULE SYMBOL SIZE AND REINFORCEMENT <r'c•2;,00 p,r • r~•6eb1J ~ 241 SQUARE X 2-1 11 DEEP W (2) # 4 EACl-l WAY <8> 30• SQUARE X '14-" DEEP WI (3) # 4 EACI-I WAY <8> 3"1 SQUARE X 2-4 11 DEEP w ( 4) # 4 EACI-I WAY <8> 42' SQUARE X 2tf" DEEP W/ (5) # 4 EACI-I WAY <8> 4S" SQUARE X '2tf-11 DEEP W (fl) # 4 EACI-I WAY D PRODUC1 207 August 10, 2023 Joann Geving 1619 New Crest Court, Carlsbad, CA 92011 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers Project: Geving ADU/ Job #22050 Dear Joann Geving, In accordance with your request, we have compared the roof framing plan, prepared by our office, and the roof truss manufacturer's roof truss calculations, prepared by Pacific Truss, for the above referenced project. Specifically, we were asked to verify that the roof truss manufacturer's truss calculations are in general conformance to the truss layout shown on our approved structural drawings. Based on our review of the documents, we have determined that the roof truss manufacturer's truss calculations (attached) generally conform to the roof framing plan on the approved structural drawings prepared by our office. We realize that there may be some items of interest to you that have not been discussed in this letter. Therefore, we encourage you to call with any additional questions you may have. Respectfully submitted, CBR2023-3640 1621 NEW CREST CT GEVING: CONVERT EXISTING 340 SF ATTACHED CASITA TO ADU ADDING 458 SF (798 SF TOTAL ADU) Tristen Gamboa Structural Designer DEV2023-0065 2159505000 9/6/2023 CBR2023-3640 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758 Re: joann MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Truss (El Cajon). Pages or sheets covered by this seal: R 75886982 thru R 75886986 My license renewal date for the state of California is September 30, 2024. April 21,2023 Zhao, Xiaoming IMPORT ANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions. shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs, MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Type Qty I Ply R75886982 I JOANN T1 FINK 1 1 Job Reference lootionall Pacific Truss (El CaIon), .2-0-0 ! Truss El Caion, CA· 92021, 6-5•2 8.630 s Nov 19 2022 Milek Industries. Inc. Fr, Apr 21 10:15:05 2023 Page 1 ID:e6avlqew_bABb_Okw8Kq3pzoDqt•RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f I 17.7.14 I 24.1-0 I 25.1-0 I 12-0.S 2-0-0 6-5-2 5.7.a 5-7-6 6-5-2 2-0-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 8-3·9 8·3·9 Plate Grip DOL LumberDOL Rep Stress Iner 2-0-0 1.25 1.25 YES Code IBC2021/TPl2014 - 4x6 = 15·9•7 7 5-13 CSI. OEFL. TC 0.39 Vert(LL) BC 0.70 Vert(CT) WB 0.12 Horz(CT) Matrix-S Scale = 1 :45.0 24•1-0 5.3.9 in (loc) Vdefl Ud PLATES GRIP ·0.13 6-8 >999 240 MT20 2201195 ·0.31 6-8 >921 180 0.07 6 nla nla Weight: 95 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2x4 DF No.2 2x4 DF No.2 2x4 OF No.2 BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-6-15 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-33(LC 1 O) Max Grav 2=1221(LC 1), 6=1221(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2498144, 3-4=-2178/26, 4·5=·2178126, 5-6=-2498/44 BOT CHORD 2-10=0/2298. 8-10=0/1550, 6-8=0/2298 WEBS 3-10=-452/97. 4-10=0/676, 4-8=01676, 5-8=-452197 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=90mph (J.second gust) Vasd=71mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft: eave=4ft; Cat. II; Exp C: Enclosed; MWFRS (directional) and C·C Exterior(2E) ·2·0·0 to 1·0·0, lnterior(1) 1-0·0 to 12-0-8. Exterior(2R) 12-0-8 to 15·0·8 . lnterior(1) 15--0-8 to 26· 1 ·0 zone: cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6·0 tall by 2·0-0 wide will fit between the bottom chord and any other members. .A_ WARNING. Venfy de1,ign panmwters aod READ NOTES ON Tt-tlS ANO INCLUOED MITEK REFERENCE PAGE Mll-7'173 rl!'v. S:19-'2010 BHORE USE. Design vaHd for use onty with MITek® connectors. This design is bas.ed only upon parameters shown, and Is for an Individual building compooent, not a truss system. Before use, the building designer must i.,erify the applicability of design parameters and properly incorporate this design into the overall building design. Bracin9 indicated Is to prevent buckling or Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and lo prevent collapse with possibkt personal injury and property damage. For general guidance regarding the fabrication. storage, denvery, erecUon and bracing of trusses and truss systems, r.ee ANSVTP/1 ou,llty Crlt~rl•, DSB-89 ,nd SCSI Bulldln9 Component Safety lnform,tlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MO 20601 April 21,2023 Nii' Milek' MiTek USA., Inc. 400 Sunrise Avenue, Suite 270 R---vili.. r"A ""'~LH Jo)l JOANN Truss TIA Truss Type GABLE Qty Ply R75886983 Job Reference o tional Pacific Truss (El Cajon), -2--0--0 El Cajon, CA -92021, 6-5-2 8.630 s Nov 19 2022 MiTek Industries, Inc. Fri Apr 21 10:15:16 2023 Page 1 ID:e6avlqew_bABb_Okw8Kq3pzoDqt-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f 2--0--0 12--0-8 6-5-2 5-7-6 I 1~:~~4 I 26~~~ I 2:~ I Scale = 1 :45.0 4x6 = MT20 1.5x3 ON EACH FACE OF BOTH ENOS OF UN.PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 8-3-9 8-3-9 Plate Offsets (X Y)-[2·0-1-10 Edge] 16·0-1-10 Edge] ' ' ' ' LOADING (psi) SPACING-2--0--0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 . Rep Stress Iner YES BCDL 10.0 Code IBC2021/TPl2014 3x4 = CSI. TC 0.39 BC 0.70 WB 0.12 Matrix-S 15-9-7 24-1--0 7-5-13 8-3-9 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) --0.13 6-8 >999 240 MT20 220/195 Vert(CT) --0.31 6-8 >921 180 Horz(CT) 0.07 6 n/a n/a Weight: 117 lb FT= 20% LUMBER- TOPCHORD BOTCHORO WEBS OTHERS 2x4 OF No.2 2x4 OF No.2 2x4 OF No.2 2x4 DF No.2 BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. Rigid celling directly applied or 5-1-13 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=33(LC 33) Max Uplift 2=-494(LC 35), 6=-494(LC 36) Max Grav 2=1221(LC 1), 6=1221(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3185/1565, 3-4=-2212/742, 4-5=-2218/730, 5-6=-319411545 BOT CHORD 2-10=-1442/2978, 8-10=-40711550. 6-8=-1414/2886 WEBS 3-10=-452/111, 4-10=0/676, 4-8=0/676, 5-8=-452/97 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult:9Qmph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 6=4511: L=24ft; eave:4ft; Cat. II; Exp C; Enclosed: MWFRS (directional) and C-C Exterior(2E)-2-0-0 to 1--0-0, lnterior(1) 1--0--0 to 12--0-8. Exterior(2R) 12--0-8 to 15-0-8 , lnterior(1) 15--0-8 to 26-1--0 zone; cantilever left and right exposed: end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to lhe face). see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) One RTT MiTek connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 8) One RTTA MITek connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-1--0 for 124.6 plf. ,&_ WARNING· Venfy dMlgn s;iaramcter1 ancJ Rl:AO NOTES ON nus ANO INCLUDED MITEK REFERENCE PAGE Mtl-7473 r~v. $11'>.'2020 BEFORE USE. O.sion vald fOf UH only with MIT eke connectors. Thil design is based onty upon perimeters lhown, and Is fo, an lndMdu11 bulchng component, noc a truss system. 8elore use, the buitding detlvne< must verify the applcability of design parameters and p,opefty Incorporate this design into lhe ove<al bulfdlng de~gn. Bradng lndleated Is 10 prevent buckNng of Individual INH web and/or chord members only. Additional t•mporary and permanent bfecmg Is always required '°' stabl,ty and lo prevent col.apse wtth possible pef"IOnll ifliury end property damage. For general guidance regarding the fabrication. ll«IO•. deive,y. erection and bracing ot trusses and truss 1y1tems, IN ANSVTPl1 Ou1tlty Criteria, 0S8·19 and BCSI BuflcJi'ng Component S•f•ty lnfonnollon available ln,m Truss Plat• lnsbtule, 2670 Crain Highway. Suije 203 Waldorf, MO 20601 April 21.2023 Nii" Milek· MiTel< USA. Inc. 400 Sunrise A~. Suite 270 o--a-... <'.A~1 Job Truss Truss Type Qty Ply R75886984 JOANN T1B DBL. HOWE 3 Job Reference o tional Pacific Truss (El Cajon), El Cajon, CA -92021, 8.630 s Nov 19 2022 MiTek Industries, Inc. Fri Apr 21 10:15:17 2023 Page 1 ID:e6avlqew_bABb_Okw8Kq3pzoDqt-RfC?Ps870Hq3NSgPqnl8w3ulTXbGKWrCDoi7J4zJC?f 15-7-7 I 19-2-5 I 24-1-0 I 12-0-8 4-10-11 8-5-9 4-10-11 3-8-15 3-8-15 3-8-15 3-8-15 4-10-11 4-10-11 4 10 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 . BCDL 10.0 5x12 M18AHS = 3x4 II 8-5-9 3-8 15 SPACING• 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO Code IBC2021/TP12014 4x4 = CSI. TC BC WB 12-0-8 3-8 15 0.82 0.98 0.44 Matrix-S 4x6 4x8 = 4x4 = 15-7-7 3-8 15 DEFL. in (loc) 1/defl Vert(LL) -0.22 10-11 >999 Vert(CT) -0.49 10-11 >581 Horz(CT) 0.11 7 nla 19-2-5 3 6 15 -. Ud 240 180 n/a 3x4 Scale • 1 :39.2 24-1-0 4 10 11 PLATES GRIP MT20 220/195 M18AHS 1691162 Weight: 364 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2x4 OF No.2 2x6 OF No.1&8tr 2x4 OF No.2 BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 4-2-15 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0·3-8, 7=0·3·8 Max Horz 1 =28(LC 6) Max Grav 1=7684(LC 1), 7=7684(LC 1) FORCES. (lb). Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-19331/0, 2-3=-1597010, 3-4=-1237810, 4-5=-1237810, 5-6=-15970/0, 6-7=-1933110 BOT CHORD 1-13=0/18301, 11-13=0/18301, 10-11=0/15133, 9-10=0/15133, 8-9=0118301. 7-8=0/18301 WEBS 2-13=0/2209, 3-11=0/3509, 4-10=0/7524, 5-9=0/3509, 6-8=0/2209, 2-11=-3477/0, 3-10=-4324/0, 5-10=-4324/0, 6-9=-347710 NOTES· 1) 3-ply truss to be connected logether with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies. except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=90mph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCOL=6.0psf; h=25ft; B=45ft: L=24ft; eave=4ft: Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 5) AH plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bollom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bollom chord and any other members. 8) Girder carries tie-in span(s): 27-0-0 from 0-0-0 to 24-1-0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25. Plate lncrease=1.25 Uniform Loads (ptt) Vert: 1-7=•576(F=-556). 1-4=-70. 4-7=-70 • WARNING. Verify design pal",mM?tv1t and READ NOTES ON HUS AND INCLUDED MITEK REFERENCE PAGE Mll-7"'113 r~v. 5119,'2020 BEFORE USE. Design valld fOf use only with Mile~ connectors. This design is based only upon parameters shown, and is for an indrvidual building component, not a truss system. Before use, the building designer must \lerify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buck.ting of Individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for slabllity and to prevenl collapse with pcssible personal injury and property damage. FOf general guidance regarding the fabrication. storage, de~very. erection and bracing of trusses and truss systems, see ANSVTP/1 Ouallty Criteria, DSB-89 •nd SCSI Building Component Safety lnform•tlon available from Truu Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 April 21,2023 JOANN Truss T2 Truss Type FINK Oly Ply R75886985 Job Reference tional Pacific Truss (El Cajon), El Cajon, CA • 92021, 8.630 s Nov 19 2022 MITek lndus1ries, Inc. Fri Apr 21 10.15:19 2023 Page 1 IO:e6avlqew_bABb_Okw8Kq3pzoDql-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7 J4zJC?f 7-1-6 13-5-0 19-8-10 26-10-0 28-10-0 7-1-6 6-3-10 6-3-10 7-1-6 2-0-0 Scale • 1.46.J 4x6 = 4x4 = Jx4 = 3x4 = 3x4 = 9-2-9 17-7-7 26-10-0 9-2-9 84-13 9-2-9 LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.20 1-9 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.47 1-9 >673 180 BCLL 0.0 . Rep Stress Iner YES WB 0.14 Horz(CT) 0.09 5 n/a nla BCDL 10.0 Code IBC2021/TPl2014 Matrix-S Weight: 102 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2x4 OF No.2 2x4 OF No.2 2x4 OF No.2 BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-3-8, 5=0-3-8 Max Horz 1 =-40(LC 10) Max Grav 1=1188(LC 1), 5=1351(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2867/66, 2-3~2507/45. 3-4=-2477/38, 4-5=-2841/59 BOT CHORD 1-9=-512664, 7-9=0/1759, 5-7=-2/2619 WEBS 2-9=-545/114, 3-9=0/810, 3-7=0f770, 4-7=-517/108 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=90mph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft: B=45fl: L=27ft; eave=4ft: Cal. II: Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 lo 3-1-12, lnterior(1) 3-1-12 lo 13-5-0, Exlerior(2R) 13-5-0 to 16-5-0, lnlerior(1) 16-5-0 to 28-10-0 zone: cantilever left and right exposed : end vertical lefl and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrenl with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .. WARNING. Venfy deMgn paramete11 and READ NOlES ON THIS ANO INCLUDED MllEK REFERENCE PAGE Mil• 7-i7J rrv. 511:).'2020 BEFORE USt: Design valid '°' use onty with MIT eke comectOf&. Tivs de5'gn Is based onty upon parameters ihown, and ls for en lndi\idual buitd1ng component, not a truss system. Before use, the building designer must verify the 1pplcability of design parameters and p,opetl'f inco<porate lhls design Into lhe overal bulk:llng de~gn. Bracing Indicated Is to prevent buckling of ~Mdual truu web and/OJ chord members onty. Addlllonal temporary and permanent brac111g It always required fo, stabhity end IO p<event collapse with possible personal Injury and propeny damage. Fo, general gu6dance regarding the fabrication, llorllge, deWe,y, erection and bracing of truuas and tfUU l)'llems, SH ANSVTPl1 Qu1llty Crlterl1, DSB-H 1nd BCSI Building Component S1fety lnform1tlon avai'8t>t. from Trull Plate Institute, 2670 Crain Highway, Su.tt 203 Waldorl. MO 20601 April 21 ,2023 Nii • Milek· Milek USA. Inc. 400 SunriM A..,.... Suite 270 R----CA a-.AA Job JOANN Truss T2A Truss Type GABLE Qty Ply R75886986 Job Reference tional Pacific Truss (El Cajon), El Cajon, CA· 92021, 8.630 s Nov 19 2022 MiTek Industries. Inc. Fri Apr 21 10.15:20 2023 Page 1 ID:e6avlqew_bABb_Okw8Kq3pzoDqt-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDol7J4zJC?f 7-1-6 13-5-0 19-8-10 26-10-0 28-10-0 7-1-6 6-3-10 6-3-10 7-1-6 2-0-0 Scale = 1 46.4 4x6 = MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN.PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS 3x4 = 3x4 = 3x4 = 17-7-7 26-10-0 8-4-13 9-2·9 Plate Offsets (X Y)-[1 ·0-3-6 Edge] [5·0-3-6 Edge] ' ' ' ' LOADING (psi) SPACING-2--0--0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) --0.20 1-9 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.47 1-9 >673 180 BCLL 0.0 Rep Stress Iner YES WB 0.14 Horz(CT) 0.09 5 n/a n/a BCDL 10.0 Code IBC2021/TPl2014 Matrix-S Weight: 130 lb FT = 20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS 2x4 OF No.2 2x4 OF No.2 2x4 OF No.2 2x4 DF No.2 BRACING• TOP CHORD BOTCHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-6-9 oc bracing. REACTIONS. (size) 1=0-3-8, 5=0-3-8 Max Horz 1 =-40(LC 32) Max Uplift 1 =-363(LC 35), 5=-405(LC 36) Max Grav 1=1188(LC 1), 5=1351(LC 1) FORCES. (lb)• Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1·2=-3098/1321, 2-3=-2507/630, 3-4=-2477/615, 4-5=-3085/1297 BOT CHORD 1-9=-1212/2884, 7-9=-33111759, 5-7=-1 180/2869 WEBS 2-9=-545/124, 3-9=0/610, 3-7=0/770, 4-7=-517/108 NOTES· 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=90mph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C: Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, lnterior(1) 3·1·12 to 13-5--0, Exterior(2R) 13-5-0 to 16-5--0, lnterior(1) 16-5--0 to 28· 10--0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0·0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load or 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) One RT5 Milek connectors recommended lo connect truss to bearing walls due to UPLIFT at jl(s) 1. This connection ,s for uplift only and does not consider lateral forces. 6) One RT7 Milek connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss lo resist drag loads along bottom chord from 0--0--0 to 26-10--0 for 93.2 plf. • WARNING· Venly dHign paramt1tHt and READ NOTES ON nus ANO INCLUOEO MITEK RE~ERENCE PAGE MIi-7,473 tt?v. 5/1~ BEFORE USE Design valid for use onty with MITokCI connectors. Thta desl,gn ts based only upan parameters shown, and It to, an indwldual building component, not a lrvlS system. Befo,e use, the bulk:ling deStgner must verify the appkablllly of destgn paramelers and property !noorporale this design Into the overall building design. Bracing lndlC8ted ti 10 prevent buckling of individual 1NH web and/or chord members ooty, Additional temporary and permanent bracing 11 always required lo, slabilily and to prevent collapse with possible pel1008I injury end property damage. Fo, general guidance regwdlng the fabrication, storage, delivery, erection and br8dng of tlUIHI and truss syslems, see ANSVTPl1 Quality Criteria, OSB-19 and SCSI Bulldlng Component S•loty lnfonn•tlon oYOltable from Truss Platt lnstrtute, 2670 Ctam Highway. Suite 203 Weldorf. MO 20601 April 21,2023 Nii' MITek' Mil elc USA. Inc. •OO SunriN A~. Suile 270 o.--.. vi~ CA au:,i;1 Symbols PLATE LOCATION AND ORIENTATION ~ Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'1s" l For 4 x 2 orientation, locate plates 0-~ ••• from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ?> Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 a::: 0 J: (.) 0.. 0 I- Numbering System 8 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2·3 WEBS C6-7 BOTTOM CHORDS 7 6 5 0 a::: 0 J: (.) a. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved -i. Milek· MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 £ General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss syslem, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing mus! be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never slack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members lo bear tightly against each olher. 6. Place plates on each face of truss at each joint and embed fully. Knols and wane al joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably prolected from the environment in accord with ANSlfTPI 1. 8. Unless otherwise noled, moisture content of lumber shall not exceed 19% al time of fabrication. 9. Unless expressly noled. this design is no! applicable for use with fire retardant, preservative treated. or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is lo camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size. and in all respects, equal to or better lhan that specified. 13. Top chords mus! be sheathed or purfins provided al spacing indicaled on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less. if no ceiling is installed, unless otherwise noled. 15. Connections no! shown are the responsibility of others. 16. Do not cut or alter lruss member or plale without prior approval of an engineer. 17. lnslall and load vertically unless indicaled otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or perfonnance risks. Consul! with project engineer before use. 19. Review aa portions of this design (front. back. words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Qualrty Criteria. 21.The design does no! lake into account any dynamic or other loads other than those expressly slated. STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPl.1ENT AND 1.1A TERIALS SHALL BE AVfllLABlf ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDll.1ENT CONTROL Bl.1Ps 'M-iEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SflTISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RfllNFALL 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL l.1EASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLITE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH l.1AY ARISE. 4. ALL REMOVABlf PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DflY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BflGS SHALL CONTAIN 3/4 INCH l.1INIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDll.1ENT CONTROL AND PERIMETER PROTECTION BEST l.1ANAGEl.1ENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIRCA TE: I UNDERSTAND ANO ACKNOV.U:OGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MDBIUZA TION Of POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE Of STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, ANO AT ALL TIMES, COMPLY WITH THIS CHY APPROVED TIER 1 CONSTRUCTION S'M'PP THROUGHOUT THE DURATION Of THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE OTY Of' CARLS8AO. OWNER{S}/OWNER'S AGENT NAME {PRINT) OWNER(S}/OWNER'S AGENT NAME (S1GNA TURE} E-29 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB ___ _ SW BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs BMPs Traddng NM-StormWate< Waste Management and Maleriafs ControlBMPs Mana9emenl BMPs Pollution Control BMPs C: i 3 c c "' 0 .. "' ., 6 ~ "' 0 E C: ., "' .Q .5 "' ~ C: 0 .E ,Q. 0 0 E ;; .:, "' " ,. "'., "' .!! ;; ., :, >-"' "' C: .. :;; .5 c CT ., -~ 8 ~ g. ] -~ g -~ Best Management Practice' -l! C: 0 0 CD it t: 3., w 0 ~ ., . ., "' 0 .5 u ~ " :: 0 1 -;c _ i -.; (BMP) Description ➔ ., .. "' .5 E ., "' ""' CD "' L. "'., "' ,. ~ii ., 0 g 0 0 • C: ~-~ 63 C: 0 ::, 3 2i g c 'ii "i~ ~ ~ :~ ., i~ ~ ,. 0 0 CD ~-~ "' u., ., ,!'. 1! 0: 0 E~ ~= a~ .,.::: ]g 0 'i:i ct~ =~ .,, j ,g =• :0 'i; "' 1 .. ~ ]g Li~ ~g C: 0 0 u·c t5 ,:,0 0 ~o g. '6 .. 0 6 :So 0 "' -o ·st; 0 :E f -ls 0 0 =] ~~ ~ 0 ~ " 0 .,, ict ~8 o_ WO <ii vi "' i;: ,:; v>> "' en ct iii C: "'0: 0.. ~a "'"' ::. iii cltu CASOA Designation ➔ ,-.. CX) "' ,,., ... "' <D ,-.. "' 0 N ,,., ,-.. CX) ' N ,,., ... "' I I I ' ' I I I I I I ' ' I ' I I I I I I I u u u u w w ~ w ..., ~ ..., ~ g; g; "' "' "' "' i i i i i Cons1ruction Adivity w ..., w w V) "' "' V) "' z z z z Gradina/Soi Disturbance wt: ~ ')c )( V Trenchina/Excavotion .,,_ Stocknilinn Drillinn/Borinn Conaete/Asnhalt Sowcuttinn Concrete Flotwork Pavino Conduil/Pine Installation Stucca/Mortar Work Waste Oisoosol Stooino/Lov Down Area Eauioment Mointenonce ond Fuelino Hozordous Substonce Use/Storooe Dewoterino Site Access Across Dirt Other flist\: Instructions: 1. 0,eck the box to the left of oil applicable construction activity (forst column) expected to occur during construction. 2. Located olong the top of the BMP Tobie is a list of BMP's with it's corresponding California Stormwater Quality Associotion (CASQA) designation number. Choose one or more BMPs you intend lo use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. J. Refer to the CASOA construction hondbook for information ond details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: ''"' 1k I{( ere~ f Ci: ., ii i!E "' .. ~"' oo NC oo r::. <D I i SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Assessor's Parcel Number: Z.,!€_• ?!i0 • 50• ()() Emergency Conto~, rl Nome: 7'i tz~~ 24 Hour Phon: ~. ~ Construction Threat lo Storm Water Quality (Check Box) 0 MEDIUM [3"Low ~ ~] ., E ~g li § u::. "' I i k Poge 1 of 1 REV 02/16 • { City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMG) can be referenced during completion of this document. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Application lnfonnatlon Project Name/Building PermitNo.: CBR2023-3640 BP No.: Date: PropertyAddress/APN: I ~,q New C~f Ct./ AfN 215 ·Cf5o, So-00 Applicant Name/Co.: Applicant Address: Phil Wea the v-ly: Contact Phone: Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 ~ Contact Phone: Contact Email: Page 1 of 7 Revised 12/22 Use the table below to detennine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown $ Z 2 0 I<. Construction Type j Complete Sectlon(s) j Notes: 0 Residential D New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU D Additions and alterations: D BPV < $60,000 N/A All residential additions and alterations 1W BPV :2: $60,000 1A,4A 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are D BPV :2: $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 2B* *Multi-family dwellings only where :2:$1,000,000 BPV AND BPV ~ $1,000,000 affecting :2:75% existing floor area 0 Nonresidential and hotels/motels D New construction 1 B, 2B, 3B, 4B and 5 D Alterations: D BPV ;,: $200,000 or additions;,: 1B,5 1,000 square feet D BPV :2: $1,000,000 18, 2B, 5 Building alterations of :2: 75% existing gross floor area :2: 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV :2: $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The • indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV :2: $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to th1s project. (Energy efficiency, Solar PV and Transportation Demand Management (TOM)*) It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 3 Check the appropriate boxes, explain au not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMG) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. 0 Residential addition or alteration ~ $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. D N/A _________ _ D Exception: Home energy score ~7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: □ Duct sealinQ □ Attic insulation □Cool roof D Atticinsulation D 1978 and later Select one option: D LightinQ packaQe □ Waterheating packaQe D Between1978 -1991 Select one option: □ Duct sealinQ □ Attic insulation □ Cool roof ,: 1992 and later tJ /A Select one option: □ Lighting package □Water-heating package B. 0 New Nonresidential construction (including additions over 1,000sij, new hotel/motel construction AND alterations .!: $200,000 building permit valuation. See Section 18.21 .050 of the CMC and CALGreen Appendix A5. At least one measure from each applicable building component required. 0 N/A _______ _ A5.203.1.1 Choose one: □ Outdoor lighting □ Restaurant service water heating (Section 140.5 of the CEC) □ Warehouse dock seal doors □ Daylight design PAFs □ Exhaust air heat recovery □ N/A ---------- A5.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical} □ .90 Energy budget (Projects with indoor lighting AND mechanical) 0 N/A ________ _ AS.211.1 •• □ On-site renewable energy: 0 NIA _______ _ A5.211.3 .. D Green power: (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 D Elevators and escalators:(Project with more than one elevator or two escalators) □ N/A AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) 0 N/A. ________ _ * High-rise residential buildings are 4 or more stories. ** For alterations~ $1 ,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 2B below) instead. 4 2. Photovoltaic Systems A. D Residential new construction. Refer to Section 150.1(c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA orSARA #d.u. Calculated kWdc* Exception sheets if necessary) D D D D Total System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. B. 0 Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects 2:$1,000,000 BPV AND affecting 2:75% existing floor area, OR addition that increases roof area by 2:2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) □ Gross Floor Area (GFA)Method GFA: Min.System Size: kWd □ If< 10,000s.f. Enter: 5 kWdc □If;?; 10,000s.f. calculate: 15 kWdc x (GFA/10,000) •• **Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method C. 0 Annual TDV Energy use:••• ______ x .80= Min. system size: ______ kWdc ••• Attach calculation documentation using modeling software approved by the California Energy Commission. *All newly constructed non residential, hotel/motel and highrlse multifamily buildings that are required by CEC section 140.10(a)to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(g). 5 3. Water Heatin A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: D Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: □ Heat pump water heating system with recirculation loop tank and electric backup. □ Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recover OR: □ System meets performance compliance requirements of section 150.1 (d) or 170.2{d) and deriving at least 60% of energy from on-site solar or recovered energy. □ Exception: _____________________________________ _ B. Nonresidential and hoteL'motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: □ Required: Water heating system derives at least 40% of its energy from one of the following: □ Solar-thermal D Photovoltaics □ Recovered energy □ Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □ Solar water heating system with .40 solar savings fraction 3. Hotel/motel: D Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) □ Required: Located in garage or conditioned space Exception: 6 Residential -New construction and major alterations.• This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: □' One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) D New detached ADU. (no EV space required when no additional parking facilities are added) □ New one and two-family residential dwellings and townhouse with attached private garagC.:.J _ 8 7'\ l ) D One EV Ready parking space required ~xception: _____ __,_...,Ll.....,_ __ ~----- 0 New and major alterations to multi-family and hotel/motel projects: D Exception: _________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) I EV Ready (25% of Total) I EV chargers (5% of Total) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation ~$60,000 or include an electrical service panel upgrade. (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, i nteriorfinishes a re removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. 0 Non-Residential -New construction D Exception : _____________ _ Please refer to Section 18.21.040 of the CMC when completing this section Total Parking Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS (Installed with EVSE) D 0-9 1 1 D 10-25 4 1 D 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 □ 101-150 25 6 □ 151-200 35 9 D 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSE other may be "EV Ready" or "EV Space· 7 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office ( all)2 20 Restaurant 11 Retaih 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 (Jlh£dition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample caicyiat;ons; Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf I 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: ___________ _ Name: ______________ _ Date: _______________ _ Phone No.: _____________ _ 8