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HomeMy WebLinkAbout1002 MERGANSER LN; ; CBR2022-0758; PermitBuilding Permit Finaled Residential Permit Print Date: 03/06/2023 Job Address: Permit No: Status: ( City of Carlsbad CBR2022-0758 Closed -Finaled Permit Type: 1002 MERGANSER LN, BLDG-Residential 2157600400 $136,044.00 CARLSBAD, CA 92011-4870 Work Class: Second Dwelling Unit Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 1 Track#: Lot#: Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: HUANG; NEW (900 SF) DETACHED ADU Applicant: Property Owner: PERMITS IN MOTION TERRY MONTELLO 415 60TH ST CO-OWNERS HUANG EDWIN Y AND CLAIRE C 1004 MERGANSER LN SAN DEIGO, CA 92115 (619) 994-5557 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) CARLSBAD, CA 92011 (760) 855-6751 BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMMUNITY FACILITIES DISTRICT (CFD) FEE -RES PUBLIC FACILITIES FEES -inside CFO SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DU PL EXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1-Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-Medium Total Fees: $10,295.52 Total Payments To Date: $10,295.52 Applied: 03/07/2022 Issued: 05/10/2022 Finaled Close Out: 03/02/2023 Final Inspection: 02/23/2023 INSPECTOR: Kersch, Tim Renfro, Chris Dreibelbis, Peter Contractor: MARROKAL DESIGN AND REMODELING LLC 9842 RIVER ST LAKESIDE, CA 92040-3114 (619) 441-9300 Balance Due: AMOUNT $755.30 $200.00 $194.00 $98.00 $15.00 $5,036.53 $2,476.00 $6.00 $1,162.00 $17.69 $271.00 $64.00 $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 11fees/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. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of 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 { Cicyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan CheckC-0'1-2.112.?.-015'"8 Est. Value --13}SL3 , o-o PC Deposit ll 1 ~ 30 Date .3-7-2..t) Z 2,, (JOY Job Address,➔-"'-Z\....,_---'K'-'-ev=~=.1...,<;='--"-....._ ____ Unit: _____ .APN: '.2, 15 -7 Coo -o 4 -OD CT/Proi·ect #: Lot#: LI, Year Built: 1q c,' -----------------------~~------- Fire Sprinklers: 0Es(l)"No Air Conditioning:O YESO NO Electrical Panel Upgrade:QYES(y1(c:J BRIEF DESCRIPTION OF WORK: 0 New SF: c{tM2f '10 Living SF, ____ Deck SF, ____ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? Ov ON New Fireplace? Ov ON, if yes how many? __ _ D Remodel: SF of affected area -----· Is the area a conversion or change of use? Ov ON 0 Pool/Spa: _____ SF Additional Gas or Electrical Features? ___________ _ 0Solar: ___ KW, ___ Modules, Mounted:0Roof 0Ground, Tilt: 0 vO N, RMA:OvON, Battery: Ov ON, Panel Upgrade: Ov ON 0 Reroof: . ~:''\f,,-;._\) D Plumbing/Mechanical/Elect~t'.-C ~-+"N,-1.l---------------------- D Only: Other: \1111-R \'l -, t\D 1 " . .c'.:oN PRIMARY APPLICANT PROPERTY OWNER Name: :n::J✓v"j t'.lOxl-1-<'.. \\ 0 Name: LL ,c, :YI 5 Yf ~,; ,ke,v,(__{'. Address: _______________ ~Address: loo") !-10v·9 kv(,e,,-, LV) City: _______ State: ___ Zip: City: Cr, y )', b'i ,~ StateLlQ.. Zip: °t201j Phone: l£l1C1-9"1'-1· S'Y,1 Phone: __________________ _ l'.1 t OW' Emaif:~,f 1/Mi \.> (CJ~ e,,.,.m:h ~"' o:Jt>'\ OV\-Email: __________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: .:;:fl-/\fv1...Q At:✓ c..o,(\.i.. \f c, L \ ei ✓ Business Name: t::\YCY'. 1/O\L ~ \ Address: ________________ Address: S'2A2 V,,,e,._,, -S\. City: _______ State: ___ Zip: ____ City: L.("Ll'.L,, cl-e. State: (,Y:,, Zip: c(2pll O Phone: Phone: lo\ 0\ -44 \ · ~ '3 QQ Email: Email: __________________ _ Architect State License: ___________ CSLB License #: ) () \ I) I \ l4' Class: . ....,,__ ____ _ Carlsbad Business License# (Required): _______ _ APPLICANT CERT/FICA T/ON: lcertifythat/havereadthe applicationandstate that the above information is correct and that the information on the plans isaccurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): W\'\:wvv_.\.}\ :r SoYY1 8 1635 Faraday Ave Carlsbad, CA 92008 SIGN:__,.0_,,AJ,.;.1,{.,.:{'-''"'-{ =----DATE: 3/ 3 /.zo ?Z, Ph: 760-60.:'-2719 Fax: 760-602-8558 EmaJuiljng@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING 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 herebyaffi rm under pe na I ty of perjury that/ am I icensed under provisions of Chapter 9 / com me nci ng with Sect ion 7000) of Division 3 of the Business and Professions Code, and my license is in ful I force and effect. I a/soaffirm under penalty of perjury one of the following declarations (CHOOSE ONE): D1 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. Policy No. _____________________________________ _ -OR- []{have and will maintain worker's compensation, as required by Section 3700 oft he 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: 6,i& et.·-,.1,. 1)'\(Xy1.1 <.;,,y f Policy No. :JkJ Cbb ·L?.,..U'Z..\ LL-\ ExpirationDate: b\ II)\ /7027:> -OR-r I D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, 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's Address: ___________________ _ CONTRACTOR CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans isaccurate. /agree to comply with all City ordinances and State laws relating to building construction. J NAME (PRINT}: ,CJYl~WYUv,, ''>oW\ SIGNATURE: JL,{Al _..,,,---DATE: 3 / 3 / 707 Z ----__ ......______ ------1-1 ................ _ Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: [g 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 8-61 "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 if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:/ lwww.leginfo.ca.gov/ ca/aw.html. OWNER CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT}: SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form 8-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 FORM CD-11 CONCURRENT PERMIT AGREEMENT Project Name: Project Address: 1004: Mr."' £.rAl'l5c.p, 1-r<, City of Carlsbad It is requested that the above-named project be granted concurrent submittal and review of ministerial approvals pertaining to a pending discretionary permit action on the development. By signing this agreement, the applicant certifies that said owner(s) acknowledge and accepts that: 1. The construction drawi~ and documents that are part of the ministerial approval application may have to be revised as necessary to reflect required changes to the conditions and/or drawings and documents of the associated discretionary actions. This may require additional review time and costs. 2. No permits for work including demo~tion, grading, public improvement, or building construction will be issued until: a. Final approval of the associated discretionary actions has occurred, and all appeal periods have ended; and, b. The City has received evidence that any subsequent approvals required by other Federal, State or local agencies are obtained by the applicant/owner. Furthermore, the applicant certifies that said owner(s) acknowledge and accept all responsibilities for changes required to the submitted construction drawings and documents as a result ot and to achieve consistency with, the discretionary actions for the development. The applicant acknowledges and accepts that the City assumes no responsibility for said changes and the impacts that result to the development as a result. The applicant certifies that said owner(s) acknowledges and accepts that plan review fees and deposits expended by City staff during the processing and review of the construction drawings and documents are non-refundable, and that additional fees or deposits may be required if additional staff review of drawings and documents are necessary to reflect the final design of the development as approved in the corresponding discretionary actions. RON LAG,.1111!16' ,V. W/ MAl'\"',vi,t.,o '-DE6t'jrl ,/, ~£MODE.U11«1 Ir-IC... --'-------------------App Ii cant Name Applicant Signature CITY USE ONLY 0 Approved D Denied f sf e,bC{,n L>a.;,u,v,; Print CD-11 Concurrent Processing Agreement Date Si nature Date: Page 1 of 1 06/20 PERMIT INSPECTION HISTORY for (CBR2022-0758) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 03/07/2022 Owner: CO-OWNERS HUANG EDWIN Y AND CLAIRE C Issue Date: 05/10/2022 Subdivision: CARLSBAD TCT#90-30 AREA 30 Expiration Date: 04/24/2023 IVR Number: 39171 UNIT#01 Address: 1002 MERGANSER LN CARLSBAD, CA 92011-4870 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Thursday, March 2, 2023 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Status COMMENTS All Corrections below completed : Final inspection pending building address numbers installed in visible location and exterior stoop landing at all exit. Final paperwork collected. Passed Yes Yes Yes Yes Yes Page 3 of3 PERMIT INSPECTION HISTORY for (CBR2022-0758) Permit Type: BLDG-Residential Application Date: 03/07/2022 Owner: CO-OWNERS HUANG EDWIN Y AND CLAIRE C Work Class: Second Dwelling Unit Issue Date: 05/10/2022 Subdivision: CARLSBAD TCT#90-30 AREA 30 UNIT#01 Status: Closed -Finaled Expiration Date: 04/24/2023 Address: 1002 MERGANSER LN IVR Number: 39171 CARLSBAD, CA 92011-4870 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/23/2022 09/23/2022 BLDG-17 Interior 192509-2022 Passed Peter Dreibelbis Complete Lath/Drywall Checklist Item COMMENTS Passed BLOG-Building Deficiency No BLOG-18 Exterior 192508-2022 Passed Peter Dreibelbis Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/25/2022 10/25/2022 BLDG-27 Shower 194919-2022 Passed Chris Renfro Complete Pan{Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Interior shower lath Yes 01/09/2023 01/09/2023 BLDG-Final Inspection 200352-2023 Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Final inspection pending building address No numbers installed in visible location and exterior stoop landing at all exit. Final paperwork collected. BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 02/23/2023 02/23/2023 BLDG-Final Inspection 204158-2023 Passed Chris Renfro Complete Thursday, March 2, 2023 Page 2 of3 Building Permit Inspection History Finaled ( City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-0758) Permit Type: BLDG-Residential Application Date: 03/07/2022 Owner: CO-OWNERS HUANG EDWIN Y AND CLAIREC Work Class: Second Dwelling Unit Issue Date: 05/10/2022 Subdivision: CARLSBAD TCT#90-30 AREA 30 UNIT#01 Status: Closed -Finaled Expiration Date: 04/24/2023 Address: 1002 MERGANSER LN IVR Number: 39171 CARLSBAD, CA 92011-4870 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 06/08/2022 06/08/2022 BLDG-SW~Pre-Con 184377-2022 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/27/2022 07/27/2022 BLDG-11 187830-2022 Failed Chris Renfro Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-21 187831-2022 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/01/2022 08/01/2022 BLDG-11 188006-2022 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready Yes 08/29/2022 08/29/2022 BLDG-15 Roof/ReRoof 190162-2022 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/08/2022 09/08/2022 BLDG-13 Shear 191100-2022 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/15/2022 09/15/2022 BLDG-27 Shower 191829-2022 Passed Chris Renfro Complete Pan!Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 1917 42-2022 Passed Chris Renfro Complete Combo(14,24,34,44) Thursday, March 2, 2023 Page 1 of 3 solidforms . . eng1neer1ng 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com STRUCTURAL CALCULATIONS Huang Residence 1004 Merganser Ln., Carlsbad, CA 92011 09-03-2021 : Project# 21-199 Table of Contents Design Criteria & Loads ........... .. Gravity Analysis & Design ....... .. Lateral Analysis & Design ........ . CBR2022-0758 > 1--0 Foundation Analysis & Design 1004 MERGANSER LN HUANG. NEW (900 SF) DETACHED ADU 2157600400 3/7/2022 CBR2022-0758 Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding: Wood: Soil: Design Loads Load 1 DL (Concrete lile Roof Plywood Joists Insulation Drywall Electrical/Mech./Misc. Other Total DL LL !Re~dential Roof Total Load Load 3 solidforms e nginee rin g 2018 IBC/2019 CBC -ASCE / SEI 7-16 ACI 318-14 [fc = 2500 psi -No Special Inspection Req.'d (U.N.O.)] TMS 402-16/ACI 530-16 [Normal Wt.-ASTM C90-fm=1500 psi-Spec. I nsp. Req.'d] ASTM C270 [fc = 1800 psi Type S] ASTM C476 [fc = 2000 psi] ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller/ Fy = 60 ksi For #5 Bars & Larger] AISC 360-16, 15th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, Fy = 50 ksi HSS Shapes (Rect.): ASTM AS00, Carbon Steel, Fy = 46 ksi HSS Shapes (Round): ASTM AS00, Carbon Steel, Fy = 42 ksi Pipe Shapes: ASTM A53, Grade B, Carbon Steel, Fv = 35 ksi All other steel: ASTM A36, Fy = 36 ksi A307 / A325-N / A490-N (Single Plate Shear Conn.) E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special Inspection. NDS-15 Soil Classification (Table 1806.2): Allowable Bearing Pressure = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = ~sf Load 2 10.0 1.5 3.5 1.5 2.5 1.0 0.0 20 20 40 Load 4 (SW, SP, SM, SC, GM, & GC) 1500 psf (Table 1806.2) 150 psf/ft (Table 1806.2) 30 psf/ft (Table 1610.1) 60 psf/ft (Table 1610.1) 0.25 (Table 1806.2) Int. Wall DL Drywall 2x4 Studs @ 16"o.c. Misc. Other Total Load Ext. Wall 1 DL 'stucco 2x4 Studs @ 16"o.c. Drywall Insulation Misc. Other Total Load Ext. Wall 2 Page 1 of 11 09/03/21 ~sf 5.0 1.0 1.0 7 ~sf 10.0 1.0 2.5 1.5 1.0 16 solidforms engi neering Page 2 of 11 09/03/21 Multiple Simple Beam Software : aung. right ENERCALC, INC. 1983-2020, Bulld:12.20.5.31 Descri tion : ROOF GRAVITY Wood Beam Design : RB-1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : Wood Species : Fb -Tension Fb -Compr Applied Loads 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 5.0 ft Point: D = 0.40, Lr= 0.50 k@ 1.250 ft 1,600.0 ksi 580.0 ksi Density 31.210 pcf Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : 0.375; 1 498.27 psi at 1,327.72 psi +D+Lr+H 0.282: 1 63.52 psi at 225.00 psi +D+Lr+H 3.025 ft in Span# 1 ~ A 4><10 Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support .Q !. 0.73 0.47 hf 0.79 0.46 Wood Beam Design: RH-1 0.000 ft in Span # 1 'i::l. !::! Ratio 7,5011 0.029 in 3059 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.058 in 1547 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr= 0.020 k/ft, Trib= 4.0 fl Point: D = 1.30, Lr = 1.30 k @ 2.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.470; 1 513.87 psi at 1,093.75 psi +D+Lr+H 0.546: 1 116.11 psi at 212.50 psi +D+Lr+H 2.500 ft in Span # 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support .Q !. 0.35 1.21 hf 0.34 1.20 2.550 ft in Span # 1 'i::l. !::! ax e ections Transient Downward 0.008 in Ratio 4645 Transient Upward Ratio LC: Lr Only 0.000 in 9999 LC: 1,300.0 ksi 470.0 ksi Density 31 .210 pcf Total Downward 0.016 in 2304 LC: +D+Lr+H 0.000 in 9999 LC: Ratio Total Upward Ratio solidforms e n g in eeri ng Page 3 of 11 09/03/21 Multiple Simple Beam Software ENERCALC, INC. 1983-2020, Bulld:12.20.5.31 ,., .. , Wood Beam Design : RH-2 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : Wood Species : Fb -Tension Fb-Compr Applied Loads 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 900.0 psi Fe -Prll 1.350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr= 0.020 klft, Trib= 9.0 fl Unif Load: D = 0.01 60 k/ft, Trib= 2.0 ft 1,600.0 ksi 580.0 ksi Density 31.21 O pcf Design Summary . : Max fb/Fb Ratio = fb : Actual : 0.370; 1 538.83 psi at 1,455.40 psi +D+Lr+H ------~ Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.212: 1 47.75 psi at 225.00 psi +D+Lr+H Q .b 0.43 0.43 .br 0.36 0.36 2.000 ft in Span # 1 0.000 ft in Span # 1 Y::1. 4.0 ft ax e ect1ons Transient Downward 0.013 in 3575 Ratio Transient Upward Ratio LC: Lr Only 0.000 in 9999 LC: • Total Downward Ratio 0.030 in 1624 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Wood Beam Design: RH-3 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : Wood Species : Fb -Tension Fb -Compr Applied Loads 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.3180, Lr = 0.3180 k/ft, Trib= 1.0 ft Unif Load: D = 0.0160 k/ft, Trib= 2.0 ft • 1,600.0 ksi 580.0 ksi Density 31.21 O pcf Design Summary Max fb/Fb Ratio = fb : Actual : 0.568; 1 823.71 PSI al 1,449.97 psi +D+Lr+H = . ------ Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Righi Support 0.336: 1 75.64 psi at 225.00 psi +D+Lr+H Q .b 0.89 0.89 .br 0.80 0.80 2.500 ft in Span # 1 4.400 ft in Span # 1 Y::1. !::! 5.0 ft ax e ect1ons Transient Downward 0.025 in 2373 Ratio Transient Upward Ratio LC: Lr Only 0.000 in 9999 LC: Total Downward Ratio 0.054 in 1120 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Seismic Design solidforms engineering Page 4 of 11 09/03/21 Design Variables Base Shear Calculation (ASCE 7-16 Sec. 12.8 & Supplement 2) Latitude= 33.10 (12.8-2) V = C5W Cs = S05*1/R = 0,133 Longitude= -117.30 Site Class = D Occupancy= II Table 1.5-1 (12.8-3) for T~T,: Soi *!/(RT) Where: Cs max. = forT>T,: So1*TL*I/(RT2) (12.8-4) Seis. Category = D Table 11.6-1 & 2 I = 1.0 Tables 1-1 & 11.5-1 R= 6.5 Table 12.2-1 (12.8-5) for s,<o.6:0.044S0sl<!:0.0l Where: Cs min. = (12.8-6) for s,~0.6: 0.5S1 *l/R Ss = 1.079 Section 11.4.1 S1 = 0.388 Section 11.4.1 DL Area Len. Fa= 1.200 Table 11.4-1 Material (psf) {ft22 (ft) Fv = 1.912 Table 11.4-2 Load 1 20 1005 SMs = Ss*Fa = 1.295 (11.4-1) SMl = S1*Fv = 0.742 (11.4-2) "--Q) Q) a.> a. Q) Ext. Wall 1 16 141 ::, _J S05 = 2/3*SMs = 0.863 (11.4-3) Int. Wall 7 87 Sot = 2/3*SM1 = 0.495 (11.4-4) 1005 All other structura l systems Table 12.8-2 Ct= 0.02 Table 12.8-2 x= 0.75 Table 12.8-2 TL= 8 Figure 22-15 Ta = Ct*hnx = 0.112 (12.8-7) T =Ta= 0.112 Section 12.8.2 hn = 10.0 Section 12.8.2.1 Cs= 0.133 Section 12.8.1.1 k = 1 Section 12.8.3 <=ii = 4 Table 12.2-1 !la = hsx * 0.025 Table 12.12-1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec. 12.8.3 & 12.8.6) Level Wx hx h/ Wxh/ Fx Fx (psf) % p l:ixe allow. Upper Level 33.0 10.0 10.0 330 4.4 4.4 100% Yes 0.750 33.0 330 4 4 Level Forces (ASCE 7-16, Sec. 12,10.1.1) Level Wx IWx Fx IFx Fpx Fpx (ASD) Where: Roof 33.0 33.0 4.4 4.4 5.7 4.0 Fmin. = 0.21SosWx Fmax. = 0.41SosWx 33.0 4.4 = = Ht. (ft) 9 9 0.677 Max. 0.038 Min. w (kips) 20.1 10.2 2.7 33.0 Where: l5xe allow. = fla *I/Cd (Section 12.8.6) p : Redundancy Check Required if story shear is > 35% of base shear (Section 12.3.4.2) Wind Design solidforms engineering Page 5 of 11 09/03/21 Wind Pressures for MWFRS ASCE 7-16 -Envelope Procdedure Method 2 Design Variables Occupancy= !wind= Basic Wind Speed (mph)= Exposure Category = Topographic Kzt = Width (ft)= Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = )..= 8= )..Kztl = 2a (ft) = Min. Design Load (psf) = II Table 1.5-1 1.00 Tables 1.5-2 110 Figure 26.5-lA B Section 26. 7 .3 1 Section 26.8.2 26.0 Transverse 44.0 Longitudinal 5: 12 9.0 14.4 11.7 1 Figure 28.6-1 22.6 1.0 8. 8 Figure 28.6-1 Note 9 16.0 Section 28.4.4 Longltudunol Ps = )..Kztlp530 (28.6-1) Note: (-) Horiz. Pressures shall be zero. Horiz. Press. (psf) A B C D Transverse 25.3 -1.3 17.5 0.2 Longitudinal 19.2 -10.0 12.7 -5.9 -----Width, W• Wind p,..Hure■ .,. in p■f 'Because wind pr--is le-■ than uro (0), UH O for duiaf,. Transverse Governing Design Force: Transverse Tributary Area: Transverse Governing Design Pressure: ttfttttttt+ttffffffft Vertieal 10.1 kips 634 ff 16.0 psf Wind p,9uurea ere In paf Longitudinal Governing Design Force: Longitudinal Tributary Area: Longitudinal Governing Design Pressure: 4.9 kips 304 ft2 16.0 psf E -16.6 -23.1 Vert. Press. Overhangs F G H ECH GCH -15.3 -1 1.7 -11.9 -25.8 -21.0 -13.1 -16.0 -10.1 -32.3 -25.3 Transverse Zone Ps Area Force (k) Total (k) A 25.3 79 2.0 B 0.0 48 0.0 7.6 C 17.5 317 5.6 D 0.2 191 0.045643 Min. 16.0 634 10.1 10.1 E -16.6 114 -1.9 F -15.3 114 -1.7 -14.4 G -11.7 458 -5.3 H -11.9 458 -5.5 Min. -16.0 1144 -18.3 -18.3 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 95 1.8 B C 12.7 209 2.7 4.5 D Min. 16.0 304 4.9 4.9 E -23.1 194 -4.5 -2.5 -6.1 -16.9 F -13.1 194 G -16.0 378 H -10.1 378 -3.8 Min. -16.0 1144 -18.3 -18.3 Lateral Design Ol C .E :::, ~ QJ > 0 Upper Level N-S Line: Seis. Area (ft') = Shear Line Len.Tot (ft) = Wind Relative to Ridge = Wind Lengths: ~ = Vert.Trib Height (ft) = I L.. = Dist to Adj Gridline (ft) = Shear Above: Line = I V>Above (Seis/Wind) = %Trib. of Load = v>Abv.Tnb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo;st. (psf) = Resis. Dlo1st. (plf) = Resis. Dl.i,o1nt (lbs) = D~;nt Dist (ft) = MomentoT (lb-ft) = 1Momenl:itesist (lb-ft) = Uplift (lbs) = Upli~bove = Upli~et. = Left Holdown = Right Holdown = 775 29 Perpendicular Left Right I 9.o I 26.0 - -- W1 5 Seis. I Wind 493 468 16 4435 4212 862 1080 794 696 794 696 Per Plan Per Plan Upper Level N-S line: Seis. Area (ft') = 300 Shear Line Len.Tot (ft) = 14 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right ~ = Vert.Trib Height (ft) = I · r 9.o L.. = Dist to Adj Gridline (ft) = I I 20.0 Shear Above: Line = - V>Above (Seis/Wind) = -- %Tnb. of Load = v>Abv.Tnb. (Seis/Wind) = Wood Shearwalls = W1 Length = 7 Load Type = Seis. Wind Shear Load (lbs) = 458 864 Wall DL01st (psf) = 16 Resis. Dlo;st (plf) = 28 Resis. D~;n1 (lbs) = D~1nt Dist (ft) = MomentoT (lb-ft) = 4120 7776 1Momentitesist (lb-ft) = 2019 2528 Uplift (lbs) = 323 807 Upli~bove = Upli~et = 323 807 Left Holdown = Per Plan Right Holdown = Per Pian solidforms Page 6 of 11 09/03/21 enginee ring A p = 1.0 Sos = 0.863 Plate Ht. (ft) = 9 Lwall Tot. (ft) = 12 - --- W2 7 Seis. T Wind 690 655 0 16 6208 5897 - 1690 2117 - 695 582 - Shearwall Seis. Wind Strength Design Seis. Force: F, = 4 .4 mum Wind Pressure: P, = psf 16.0 psf lbs 1123 lbs lbs - W3 r - Maxi v,Seis.( ASD) = Area/2*F,*p*0.7 = 1183 xWir<J = ~*Lw/2*P,*0.6 = V 'DI, (Above) = V, Total = 1183 1123 lbs VJ L = 99 94 plf - Use Shearwall Type= @ with LTP4 clips@ 48 "o.c. 24% for entire length of grid line A W4 Ws w6 r r 1 0 0 0 0 0 0 0 ------- ------- ------- ---,_ ,~ ,_ -__:] 695 582 - Per Plan Per Plan B p = 1.0 Sos = 0 863 Plate Ht. (ft) = 9 Lwall Tot (ft) = 7 - --- W2 0 0 0 ------- Shearwall Seis. Wind Strength Design Seis. Force: F, = 4.4 psf - W3 Maximum Wind Pressure: P, = 16.0 psf V,Sels (ASD) = Area/2*F,*p*0.7 = 458 xWir<J = LH*Lw/2*P,*0.6 = V lbs 864 lbs lbs r.v, (Above) = V, Total = 458 864 lbs VJ L = 65 123 plf -@ Use Shearwall Type= with LTP4 clips@ 48 "o.c. 37% for entire length of grid line B W4 Ws w6 0 0 0 0 0 0 0 'Resisting Moment DL is reduced by 0.6-0.14*Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level N-S Line: Seis. Area ( ft') = 500 Shear Line Len.Tot. (ft) = 7 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right l.ii = Vert.Trib Height (ft) =, I 9.o 1-w = Dist to Adj Gridline (ft) = I 26.0 Shear Above: Line = - V>Abr:,,e (Seis/Wind) = -- %T,1b. of Load = v>Abv.Trib. (Seis/Wind) = solidforms engineering D p= 1.0 Sos= 0.863 Plate Ht. (ft) = 9 Lwan Tot. (ft) = 7 - --- - Shearwall Strengt h Design Seis. Force: F, = mum Wind Pressure: P, = ASD) = Area/2*F.*p*0.7 = xWind = LH*Lw/2*Px *0.6 = Maxi V,s.;s.( V - 'Blx (Above) = Vx Total = V,JL= Use Shearwall Type= Seis. Wind 4.4 16.0 763 1123 763 1123 109 160 @ psf psf lbs lbs lbs lbs plf Page 7 of 11 09/03/21 with LTP4 clips@ 24 "o.c. 48% for entire length of grid line D Wood Shearwalls =1-----.:..,_--=-+----=----+--.....::---1-----'----+----=-----+----=-----. w, W2 W3 W4 Ws W5 7 Length = Load Type = 1--==c:.......J.......:..:==-+----'-------1---'-----1---'-----+----'----+----'--.....J Seis. Wind 0 0 Shear Load (lbs) = Wall DL01st (psf) = Resis. Dlo1st (plf) = Resis. D4>o1nt (lbs) = 763 16 1123 0 0 0 0 0 0 0 0 D4>o1nt Dist (ft) =~-----.---+---,---+....--..------1----,---...+----,---+------.--.....J MomentoT (lb-ft) = 6866 10109 1Momen~esist (lb-ft) = 1-----1---+----+-----1---+----l---+----+-----l---+----I---1690 2117 U p Ii ft (lbs) = Upli~bove = Uplifti.et. = Left Holdown = Right Holdown = Seis. Area (ft') = Shear Line Len.rot. (ft) = Wind Relative to Ridge = Wind Lengths: L.i = Vert.Trib Height (ft) = 1 Lw = Dist to Adj Gridline (ft) = I Shear Above: Line= V>Above (Seis/Wind) = %Tnb. of Load = v>Abv.Trlb. (Seis/Wind) = 796 1230 796 1230 Per Plan Per Plan Line: Left Right I I - -- P= 1.0 Sos= 0.863 Plate Ht. (ft) = Lwall Tot. (ft) = - -- - - Shearwall Strength Design Seis. Force: Fx = Maximum Wind Pressure: P, = V,s.1s(ASD) = Area/2*F,*p*0.7 = xWind = LH*Lw/2*P, *0.6 = V - 'Blx (Above) = V, Total = V,JL = Use Shearwall Type= with LTP4 clips@ Seis. Wind 0 24 "o.c. for entire length of grid line psf psf lbs lbs lbs lbs plf Wood Shearwalls = 1---W-=1----1---W-=2:........._4-__ w-'3:........._-1-__ w--'-4 __ ,__ __ W--'-s--+---w-=6----, Length = Load Type = 1----__J---+--.....L--+----'-----lf----"----+---'----+---L__--1 Shear Load (lbs) = Wall DLo1st (psf) = Resis. Dlo1st (plf) = Resis. Dy,01nt (lbs) = D4>oint Dist (ft) = 1--------+-----4-~-.,.......----,'----.----+---.....---+-------' MomentoT (lb-ft) = 1Momen~esist. (lb-ft) = 1----1---+---+--+---+----l---+---+--+---+----lf----U p Ii ft (lbs) = Upli~bove = Upliftt.et. = Left Holdown = Right Holdown = 'Resisting Moment DL is reduced by 0.6·0.l4*5os for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design CJ\ C .E e OJ > 0 Upper Level N-S Line: Seis. Area (ft:2) = 800 Shear Line Len (ft) -18 •ToL -I Wind Relative to Ridge = Perpendicular Wind Lengths: 41 = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = i Shear Above: Line = VxAbrNe (Seis/Wind) = %Trib. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length= Load Type= Shear Load (lbs) = Wall DLo;st (psf) = Resis. Dlo1st (plf) = Resis. Dl.p0;nt (lbs) = DL.point Dist (ft) = MomentoT (lb-ft) = 1Momen4esist (lb-ft) = Uplift (lbs) = Uplift°ilbove = Upli~et. = Left Holdown = Right Holdown = Left Right I 9.o I 26.0 - -- w, 12 Seis. r wind 1221 1123 16 10986 10109 4968 6221 523 338 N/A N/A Line: ---Up~r Level E-W Seis Area (ft:2) -450 Shear Line Len.Tot (ft) = 24 . ~1 Wind Relative to Ridge = Perpendicular Wind Lengths: 41 = Vert.Trib Height (ft) = I Lw = Dist to Adj Gridline (ft) = I Shear Above: Line = vxAbr:Ne (Seis/Wind) = %Tnb. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length= Load Type = Shear Load (lbs) = Wall DLo;st (psf) = Resis. Dlo;st. (plf) = Resis. DL.p0Int (lbs) = D~;nt Dist (ft) = MomentoT (lb-ft) = 1Momen1:iiesist. (lb-ft) = Uplift (lbs) = Uplifl°iloove = Uplil'ti;e1. = Left Holdown = Right Holdown = Left Right I 9.0 I 15.0 - -- W1 8 Seis. T Wind 687 648 16 91 6180 5832 3603 4512 344 176 N/A N/A solidforms Page 8 of 11 09/03/21 engineering H = p 1 0 Sos = 0.863 Plate Ht. (ft) = 9 Lwall Tot (ft) = 12 -- --- Shearwall Seis. Strength Design Seis. Force: Fx = 4.4 Maximum Wind Pressure: Px = YxSeis.( V ASD) = Area/2*Fx *p*0.7 = 1221 xWind = LH*Lw/2*Px *0.6 = rv, (Above) = Wind psf 16.0 psf lbs 1123 lbs lbs Yx Total = 1221 1123 lbs VJ L = 102 94 plf -@ Use Shearwall Type= with LTP4 clips@ 48 "o.c. 40% for entire length of grid line H Wz W3 W4 Ws w6 I r 0 0 0 --- --- --- ~ -~ ~· --~---- 1 p= 1.0 Sos= 0.863 Plate Ht. (ft) = 9 Lwall ToL (ft) = 8 -- --- T 1 0 0 0 0 0 ----- ----- ----- -,_, ,_ -·------ Shearwall Seis. Strength Design Seis. Force: F, = 4.4 mum Wind Pressure: P, = Maxi ASD) = Area/2*F.*p*0.7 = 687 YxSeis.( V xWind = LH*Lw/2*Px *0.6 = rv. (Above) = T 0 - - - - Wind psf 16.0 psf lbs 648 lbs lbs V, Total = 687 648 lbs plf VxfL = 86 81 -@ 0 - - - 7 - Use Shearwall Type= with LTP4 clips @ 48 "o.c. 17% for entire length of grid line 1 Wz W3 W4 Ws w6 ·r T I l 0 0 0 0 0 0 0 0 0 0 ---------- ---------- ------------ I -·--~ ~ ------------- 'Resisting Moment DL is reduced by 0.6-0.14*Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) solidforms e ngine ering Page 9 of 11 09/03/21 Lateral Design Upper Level E·W Line: 3 Sheaiwall Seis. Wind Cl C: .E ::, t:'. QI > 0 Seis. Area (W) = 1010 Shear Line Len.Tot. (ft) = 9 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right 4i = Vert.Trib Height (ft) = 7 9.0 L.., = Dist to Adj Gridline (ft) = I 44.0 Shear Above: Line = - VxAbrNe (Seis/Wind) = -- %Trib. of Load = vxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = W1 Length= 9 Load Type= Seis. Wind Shear Load (lbs) = 1541 1901 Wall DL01st. (psf) = 16 Resis. Dlo1st. (plf) = Resis. Dl.po1nt (lbs) = Dl.polnt Dist (ft) = MomentoT (lb-ft) = 13870 17107 1Momen41esist. (lb-ft) = 2794 3499 Uplift (lbs) = 1303 1601 Upli~brNe = Upli~et = 1303 1601 Left Holdown = Per Plan Right Holdown = Per Plan Line: Seis. Area (ft2) = Shear Line Len.Tot (ft) = Wind Relative to Ridge = Wind Lengths: Left Right 4i = Vert.Trib Height (ft) = -, L.., = Dist to Adj Gridline (ft) = I Shear Above: Line= - VxAbrNe (Seis/Wind) = -- %rnb. of Load = vxAbv.Trib. (Seis/Wind) = p = 1.0 Sos= 0.863 Plate Ht. (ft) = 9 Lwaii Tot (ft) = 9 - --- W2 0 0 0 p = 1.0 Sos= 0.863 Plate Ht. (ft) = Lwaii Tot (ft) = - --- - Strengt h Design Seis. Force: F, = 4.4 psf Maxi mum Wind Pressure: P, = V,5e1,.( ASDJ = Area/2*F, *p*0.7 = 1541 xWind = LH*Lw/2*P,*0.6 = V 16.0 psf lbs 1901 lbs lbs 'Ev, (Above)= V, Total = 1541 1901 lbs VJ L = 171 211 plf - Use Shearwall Type= © with LTP4 clips@ 24 "o.c. 63% for entire length of grid line 3 W3 W4 Ws w 6 0 0 0 0 0 0 0 Sheaiwall Seis. Wind Strengt h Design Seis. Force: F, = psf Maxi mum Wind Pressure: P, = psf V,se1s.( ASD) = Area/2*F,*p*0.7 = lbs V,w1nc1 = l.ii*Lw/2*P, *0.6 = lbs 'Ev x (Above) = lbs V X Total = lbs -Vx/L = plf -0 Use Shearwall Type= clips @ 12 "o.c. for entire length of grid line Wood Shearwalls = W1 W2 W3 W4 Ws w6 1--------+------+------1------------+-------,i Length = Load Type = 1-----'----l----'----+----'----1-------'---=+-----'---+---J._----' Shear Load (lbs) = Wall DLo1st. (psf) = Resis. Dlo1st. ( plf) = Resis. DLPoint (lbs) = D4>oint Dist (ft) = f------,----+-~--,---+---..-----'1--~---.--~--+---.....-'-------+----....-----' MomentoT (lb-ft) = 1Momen41esist. (lb-ft) = 1------4----l-----+----+---+---1-----l-----+----+---+---1----U p Ii ft (lbs) = Upli~brNe = Upli~et-= Left Holdown = Right Holdown = 'Resisting Moment DL is reduced by 0.6-0.14*So, for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) solidforms e ngineerin g Page 10 of 11 09/03/21 Lateral Design en C: .E ::, t'. Ql > 0 Upper Level E·W Line: Seis. Area (fr) = 600 Shear Line Len.Tot (ft) = 14 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right ,_ I 9.o-I.ii = Vert.Trib Height (ft) = I..,., = Dist to Adj Gridline (ft) = I 29.0 Shear Above: Line = - VxAb<Ne (Seis/Wind) = -- %Trib. of Load = 9 p = 1.0 Sos= 0.863 Plate Ht. (ft) = 9 Lwall Tot (ft) = 5.5 -- --- Shearwall Seis. Strength Design Seis. Force: F, = 4.4 Maximum Wind Pressure: P, = V,s.;, (ASO) = Area/2*F, *p*0.7 = 916 V xWIM = LH*Lw/2*P, *0.6 = DI, (Above) = V, Total = 916 3.5:1 = (h/2L)* VJ L = 272 Wind psf 16.0 psf lbs 1253 lbs lbs 1253 lbs 228 plf -@ Use Shearwall Type= vxAbv,Trib. (Seis/Wind) = with LTP4 clips@ 48 "o.c. 53% Wood Shearwalls = W1 Length = 2.75 Load Type = Seis. Wind Shear Load (lbs) = 458 626 Wall DLo1st. (psf) = 16 Resis. Dlo1st. (plf) = Resis. D4o;nt (lbs) = D4o1nt Dist (ft) = MomentoT (lb-ft) = 4120 5638 1Momenl:i(.,1st. (lb-ft) = 261 327 Uplift (lbs) = 1715 2360 Uplift,,.bove = Upliftt.iet. = 1715 2360 Left Holdown = Per Plan Right Holdown = Per Plan Line: Seis. Area (fr) = Shear Line Len.Tot (ft) = Wind Relative to Ridge = Wind Lengths: Left Right I.ii = Vert.Trib Height (ft) = I I..,., = Dist to Adj Gridline (ft) = T Shear Above: Line = - VxAoove (Seis/Wind) = -- %Trib. of Load = vxAbv.Trib, (Seis/Wind) = W2 2.75 Seis. Wind 458 626 0 16 4120 5638 261 327 1715 2360 1715 2360 Per Plan Per Plan p = 1.0 Sos= 0.863 Plate Ht. (ft) = Lwall Tot. (ft) = - --- for entire length of grid line 9 W3 W4 Ws W5 0 0 0 0 0 0 Shearwall Seis. Wind Strengt h Design Seis. Force: F, = mum Wind Pressure: P, = ASD) = Area/2*F,*p*0.7 = xWIM = LH*Lw/2*P, *0.6 = psf psf lbs lbs lbs lbs plf Maxi v,Seis.( V - - Dix (Above) = V, Total = VJ L = Use Shearwall Type= with LTP4 clips @ for entire length of grid line 0 48 "o.c. 0 Wood Shearwalls '; W1 W2 W3 W4 W5 W5 1----=----+----"--+---..:..---1---.;,......---+---=---+----=-----1 Length = Load Type = f----'----1 --l-----'T--+----'--T--l-----'r'---+-----'-----+---r'--~ Shear Load (lbs) = Wall DL01st. (psf) = Resis. Dlo1st. (plf) = Resis. D4o1nt (lbs) = D4o1nt Dist ( ft) = MomentoT (lb-ft) = ~~ ........ ---+--....,...~-+---,-----1----r----+---,---+-~----,..-----' 1Momenl:i(.,1st. (lb-ft) = I---J.---+---+----+---+----l---+----+--+---+------11---U p Ii ft (lbs) = Uplift,,.bove = Upliftt.iet. = Left Holdown = Right Holdown = ---- -------l-----· ~---h--~~1-~~~ --~1f----=::J 'Resisting Moment DL is reduced by 0.6-0.14*Sos for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Foundation Design Distributed Loads solidforms e ngineering Page 11 of 11 09/03/21 Grid line: B q= 1500 psf (Note: All loads are psf and lengths are ft) w= Ext. Wall*Ht. + Int. Wall*Ht. + R1*Span/2 + R2*Span/2 + F1*Span/2 + F2*Span/2= Total Load W= 16 * 9.0 + 7 * + 40 * 27.0 /2 + * /2+ * /2+ * /2= 684 plf Gov. Load: D+Lr = 684 plf Use: 12 "Wide x 12 "Deep w/ ( 2 ) #4 Bars T&B Grid line: W= w= 16 * Grid line: W= w= 16 * q= Ext. Wall*Ht. + 7 * q= Ext. Wall*Ht. + 7 * Concentrated Loads Pad Ftg: q= D( )+Lr( v'(144* I Use: Pad Ftg: q= D( )+Lr( v'(144* I Use: Pad Ftg: q= D( )+Lr( v'(l44* I Use: Pad Ftg: D( v'(144* I Use: Pad Ftg: q= D( )+Lr( v'(144* I Use: Loaded:_,._..._ psf (Note: All loads are psf and lengths are ft) + Int. Wall*Ht. + R1*Span/2 + R2*Span/2 + F1*Span/2 + F2*Span/2 = Total Load + 40 * /2 + * /2+ * /2+ * /2= 0 plf plf Use: "Wide x "Deep w/ ( 2 ) #4 Bars T&B Loaded: psf (Note: All loads are psf and lengths are ft) + Int. Wall*Ht. + R1*Span/2 + R2*Span/~ + F1*Span/2 + F2*Span/2= Total Load + 40 * /2 + * /2+ * /2+ * /2= 0 plf plf Use: "Widex "Deep w/ ( 2 ) #4 Bars T&B Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= 11 Min. Square Dimension "Sqr. X "Deep with #4 Bars Ea. Way Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= 11 Min. Square Dimension "Sqr. X "Deep with #4 Bars Ea. Way Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= 11 Min. Square Dimension "Sqr. x "Deep with #4 Bars Ea. Way Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= 11 Min. Square Dimension "Sqr. x "Deep with #4 Bars Ea. Way Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= 11 Min. Square Dimension "Sqr. x "Deep with #4 Bars Ea. Way Loaded: Nii' Milek~ Re: 12589-21 \,,~o RE.CE. ,v . - ~RO 1 i<u?J. \A ct,..BL~:,e,P...0 c f\"'< or o \\J\s\ON e,\J\LO\NG 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 Mission Truss Company. Pages or sheets covered by this seal: R68426640 thru R68426656 My license renewal date for the state of California is June 30, 2022. APPROVAL FOR GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS iZ! APPROVED Fabr,cation may proceed as shown. 0 APPROVED AS CORFIECTED Fabrlcatlon may proceed based on corrections lndlcaled. □ APPROVED AS CORRl::CTED Fabrlcatlon may proceed based on corrections lnd,caled R[SUBMIT FILE COPY Correct submission to resubmil for record purposes only. 0 DISAPPROVED Resubmit for approval. 0 REVIEWED FOR INFORMATION Approval not required, Accepted for into. purposes only > Approval Is tor general compliance with the structural contract documents only. This approval assumes no rasponsiblllty for dimension. quantities. and conditions thal pertain to fabrication and lnstallatlon or tor processes and techniques ot construction. The Contractor Is responsible tor coordination ot the work of all trades and th perf mance ol this wor'< in a sate and satistactory manner. BY: Baxter, David IMPORT ANT NOTE: The seal on these truss component desi that the engineer named is licensed in the jurisdiction(s) identified ar designs comply with ANSI/TPI 1. These designs are based upon pa shown (e.g., loads, supports, dimensions, shapes and design codes given to MiTek or TRENCO. Any project specific information includ TRENCO's customers file reference purpose only, and was not take preparation of these designs. MiTek or TRENCO has not independ, applicability of the design parameters or the designs for any particul the building designer should verify applicability of design parameten incorporate these designs into the overall building design per ANSI/ 10-27-2021 DATE: ____ _ SOLID FORMS ENGINEERING 9474 Kearny Villa Rd. (Suite #215) San Diego. CA 92126 October 20,2021 CBR2022-0758 1004 MERGANSER LN HUANG; NEW (900 SF) DETACHED ADU 2157600400 3/7/2022 CBR2022-0758 Job Truss Truss Type Qty Ply R68426640 12589-21 T01A QUEEN POST 1 2 Job Reference (ootional\ M1ss1on Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 MITek lndustnes, Inc. Wed Oct 20 11 :10:22 2021 Page 1 ID: E G 1 erA60bUYpuJT d6khUaCyRqdH-nKlsmpyjPkkGk0S8Djmio8nHs43glX8xNacS01 yRXqF -2-0-0 4-7-3 2-0-0 4-7-3 7-1-8 2-6-5 I 9-7-13 I 14-3-0 I 2-6-5 4-7-3 Scale= 1:27.6 4x4 = 7-1-8 14-3-0 7-1-8 7-1-8 Plate Offsets (X Y) --I ' I 12·0 10 0 0-0 101 [6·0 10-0 0-0-101 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.08 7-13 >999 240 MT20 220/195 TCDL 21 .0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.36 7-13 >475 180 BCLL 0.0 . Rep Stress Iner NO WB 0.40 Horz(CT) 0.05 6 n/a n/a BCDL \0.0 Code IBC2015fTPl2014 Matrix-MS Weight: 110 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1&BtrG 2X4 DF No.1 &Btr G 2X4 DF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (size) 2=0-3-8, 6=0-3-8 Max Horz 2=43(LC 23) Max Uplift 2=-98(LC 25), 6~41(LC 26) Max Grav 2=2485(LC 1), 6=2421(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4536/317, 3-4=-4195/0, 4-5=-4201/0, S-6~4581/332 BOT CHORD 2-7=-330/4199, 6-7=-356/4238 WEBS 3-7~604/0, 4-7=0/1967, 5-7=-650/0 NOTES- 1) 2-ply truss to be connected together wrth 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except ~ noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4511; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 5) This truss has been designed for a 10.0 psf bottom chOrd live load nonconcurrent wrth 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 flt between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 11-3-0 to 14-3-0 for 500.0 P~- 11) Girder carries tie-in span(s): 7-9-0 from 1-0-0 to 14-3-0 12) Girder carries hip end wrth 7-1-8 end setback. 13) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-0-0 from the left end to 14-1-4 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NOS guidlines. A, WARNING. Ver;fy design ~nuoolol'!. and REAO NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-74 ;3 rev $11912020 BEFORE USE Design valid for use only 't'Vith Milek® connectors. This design is based only upon parameters shown, and is for an individual building corl'1X)nent, not a truss system. serore use, the building designer must verify the applicability of design parameters and proper1y incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss -..veb and/or chord merrt>ers onty. Additional te"l)Orary and permanent bracing is al'ways required for stability and to prevent c.ollapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Qu1/lty Crltarl,, DSB-89 •nd SCSI Building Compom,nt S•fety lntomwt.Jon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 October 20,2021 1111· MITek' MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R66426640 12589-21 T01A QUEENPOST 1 2 Job Reference lontional\ Mission Truss, Lakeside, CA. 92040, 8.240 s Mar 9 2020 M,Tek lndustnes, Inc. Wed Oct 20 11:10:22 2021 Page 2 ID:EG1erA6ObUYpuJTd6khUaCyRqdH--nKtsmpyjPkkGkOS8DjmioBnHs43glX8xNacS01yRXqF NOTES· 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1205 lb down and 99 lb up at 7-1·8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 8-14=·44(F~24), 11·14=·183(F=-24, B~139), 1·4=-82, 4-6=-82 Concentrated Loads (lb) Vert: 4=• 1095 ~WARNING. Vunfydt~sign pararoolCr!,, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 rev S/1912020 BEFORE USE Design valid for use only with Milek® connectors. This design is based onty upon parameters shown, and is for an individual building component. not a tl\lss system. Before use, the building designer m.Jst verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss Vt'eb and/or chord member& only. Additional temporary and permanent bracing is always required for stability and to prevent collapse 'Mth possible pergonal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•llty Crtt.rla, DSEJ.a9 and SCSI Building CompoMnt Safety lnfonMtion available from Truss Plate Institute, 2670 Crain Hig!Tway, Suite 203 YValdorf, MD 20601 MIi. MITek· MiT ek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA9~1 Job Truss Truss Type Qty Ply R68426641 12589-21 T02A CAL HIP 1 2 Job Reference lontional\ M1ss1on Truss, Lakeside, CA -92040, 4-4-6 8.240 s Mar 9 2020 M,Tek Industries, Inc. Wed Oct 20 11 :10:24 2021 Page 1 ID:EG1erA60bUYpuJTd6khUaCyRqdH-kj?dBUz_xL_icXK8pAtctdnumODUsEqu5Z5wyRXqD 7-1-1 9-11-8 4-4-8 2-8-11 2-4-13 12-4-5 10.-9-15 15-6-10 I 19-11-0 I 21-11-0 I 2-4-13 -5-10 2-8-11 4-4-8 2-0-0 3x10 = Plate Offsets (X Y) ' LOADING (psi) TCLL 20.0 TCDL 21.0 BCLL 0.0 BCDL 10.0 2x4 II NAILED 5x10 = 3x4 = LUS24 4-4-8 7-1-1 9-11-8 4-4-8 2-8-11 2-10-7 2X4 3x8 = LUS24 12-9-15 2-10-7 -' I ' --I ' [1·0 10 0 0-0-101 [3·0-5 0 0-1 51 [5·0-5 0 0 1 51 [7·0-10-0 0-0-101 SPACING-2-0-0 CSI. DEFL. Plate Grip DOL 1.25 TC 0.40 Vert(LL) Lumber DDL 1.25 BC 0.68 Vert(CT) Rep Stress Iner NO WB 0.19 Horz(CT) Code IBC2015/TPl2014 Matrix-MS I Sx,O - 3x4 = LUS24 15-6-10 2-8-11 in (loc) Vdefl -0.10 11 >999 -0.39 11-12 >620 0.13 7 nla 7-6-11 2x4 II NAILED LUS24 Ud 240 180 nla Scale = 1 :38.1 3x10 = 19-11-0 4-4-8 PLATES GRIP MT20 2201195 Weight: 186 lb FT=20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Bir G 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-14 oc purtins. except 2-0-0 oc purtins (5-2-9 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-3-8, 7=0-3-8 Max Horz 1=-42(LC 21) Max Grav 1=3664(LC 13), 7=3832(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7958/0, 2-3~7277/0, 3-4=-7283/0, 4-5~728310, 5-6=-7261/0, 6-7=-788810 BOT CHORD 1-13=-196/7348, 12-13=-19617348, 11-12=-303/6798, 10-11=-176/6766, 9-10=017247, 7-9=0/7247 WEBS 2-13=0/697, 2-12~747/0, 3-12=0/953, 3-11~371845, 4-11=-669/64, 5-11=-341855, 5-10=01938, 6-10=-70810, 6-9=0/677 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except~ 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 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bcttom 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 frt between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0 for 500.0 plf. 11) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 19-11-0 12) Girder carries hip end wrth 7-7-0 end setback. 13) Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-1-12 from the left end to 19-9-4 to connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is In contact wrth lumber. .A,. WARNING· Venfy design parRmetert, and READ NOTES ON THIS ANO INCLUDED MiTEK REFERENCE PAGE Mll-7473 rev 5'19i2020 BEFOOE USE Design vatid for use only with Milek® connector1. This design is based only upon parameters shO'Ml, and Is for an individual building co~nent. not a truss system. Before use, the building designer roost verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord merrbers onty. Additional lel'T"C)Orary and pennanent bracing is always required for stebitrty and to prevent oollapse with posslble personal injury and property damage. For general gttidance regarding the fabrication, storage, delivery, eredion and bracing of trusses and truss systems, see ANSVTPl1 Qu•l/ty Criteria, DSB-19 and SCSI Bu/ld;ng Component S•fety Information available from Truss Plate lnst~ute, 2870 Crain Highway, Suite 203 Waldort, MD 20601 October 20,2021 NII . MITek· MiTek USA, tnc. 400 Sunrise Avenue, Suite 270 Roseville CA 9566' Job Truss Truss Type Qty Ply R68426641 12589-21 T02A CAL HIP 1 2 Job Reference t ontionall Misston Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 M!Tek lndustnes, Inc. Wed Oct 20 11 :10 24 2021 Page 2. ID:EG1erA6ObUYpuJTd6khUaCyRqdH-kj?dBUz_xL_icXK8pAtctdnum0DUsEqu5Z5wyRXqD NOTES- 17) Hanger(s) or other connection device(s} shall be provided sufficient to support concentrated load(s) 706 lb down and 74 lb up at 12-8-3, and 706 lb down and 74 lb up at 7-2-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead ... Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Unrtorm Loads (plf) Vert: 1-3=-82, 3-5=-190, 5-8=-82, 14-17=-192(F=-26, B=-146) Concentrated Loads (lb) Vert: 3=-630 5=-630 ,A WARNING. Vonfy design pararnelor!> ;ul(1 RE.AO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74 73 rev 5-'19/2020 BEFORE USE Desfgn valid for use only 'Mth MiTe~ connectors. This design is based onty upon parameters shO'Ml, and is for an individual building co"l)Onent, not a truss system. Before use, the building designer must verify the appticabUity of design parametars and properly ncorporate this design into the overall building design, Bracing indicated is to prevent buckling or individual truss web and/or chord members only. Addittonal tefTl)Orary and pennanent bracing is atways required for stability and to prevent collapse 'Nith posslble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredK>n and bracing of trusses and truss systems, see ANSVTPJ1 Quality Crlterl•, DSEJ.89 and SCSI Building Component S•fety lnfr>rrn«Jon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Vw.ldorf, MD 20601 1111· MITek· Milek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426642 12589-21 T03A CAL HIP 1 2 Job Reference lootionall M1ss1on Truss. Lakeside, CA -92040, 8.240 s Mar 9 2020 M!Tek lndustnes, Inc. Wed Oct 2011 ·10:25 2021 Page 1 ID:iSa02WT0MngfWT2pgRCj6QyRqdG-CvZ?Pq_chf6rcsBjusKPQpPIJl1eywfN3Yr7dMyRXqC -2-0--0 4-11-9 2-0-0 4-11-9 3x6 = 2x4 11 7-6-1 2-6-8 5x10 = 5x8 = NAILED 4x12 = 14-11-8 6-11-13 3x6 = NAILED 4-11-9 7-6-1 9-8-0 14-11-8 4-11-9 2-6-8 2-1-15 5-3-8 3x6 = Plate Offsets (X Y)-[4·0-5-0 0-1-51 [7·0-4-0 0-1-51 [9·0-0-6 0-0-0J [14·0-2-12 0-2-01 115·0-4-0 0-3-01 I I I I I I LOADING (psf) SPACING-2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) TCDL 21.0 Lumber DOL 1.25 BC 0.98 Vert(CT) BCLL 0.0 • Rep Stress Iner NO \/VB 0.22 Hor2(CT) BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS 16-8-15 I :~;~;; I I 111-1-7 2-6-8 0-5-10 3x10 = 3x8 = NAILED 16-6-15 19-1-7 1-7-7 2-6-8 in (loc) Vdefl -0.12 12-13 >999 -0.46 12-13 >370 0.08 9 n/a 7-11-11 Ud 240 180 nla 24-1-0 26-1-0 4-11-9 2-0-0 Scale: 1/4''=1' 3x6 = 24-1-0 4-11-9 PLATES MT20 Weight: 236 lb GRIP 220/195 FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 14=0-3-8, 9=0-3-8 Max Hor2 2=-47(LC 6) Max Grav 2=2022(LC 1), 14=1688(LC 17), 9=2351(LC 18) FORCES. {lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3975/0, 3-4=-3569/0, 4-5=-3890/0, 5-6=3890/0, 6-7=-4111/0, 7-8~479/0, 8-9=-4781/0 BOT CHORD 2-16=0/3631, 15-16=0/3631, 14-15=0/3331, 13-14=0/3881, 12-13=0/3881, 11-12=0/4353, 9-11 =0/4353 WEBS 3-16=0/349, 3-15=539/0, 4-15=-273/114, 4-14=0/1095, 7-12=0/864, 8-12=-457/0, 5-14=1363/62, 6-13=-1035/78, 6-12=0/580 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except ff 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 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; M\NFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom 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 bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Girder carries hip end with 8-0-0 end setback. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NOS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 796 lb down and 83 lb up at 16-6-15, and 796 lb down and 83 lb up at 7-7-13 on top chord. The design/selection of such connection device(s) is the responsibillty of others. A WARNING. Venfydeslgn panunelors .and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/1912020 BEFORE USE Design valid for use only with MiTek® connectors. Thia destgn Is based only upon parameters shCMfl, and is for an individual building cofl'1X)nent, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or dlord merrt>ers only. Additional tel'l'l)Orary and pennanent bracing is al'ways required for stability and to prevent collapse 'Mth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tncing of trusses and truss systems, see ANSVTPl1 Quallty Crlterl•. DSB-H and SCSI Bulldlng Component S•(9ty /nfonnotlon available from Truss Plate lns1Hute, 2670 Crain Highway, Sutte 203 Wllldort, MD 20801 October 20,2021 1111· Milek· MiT ek USA, Inc. 400 sunrise Avenue, SUite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426642 12589-21 T03A CAL HIP 1 2 Job Reference lootionall M1ss1on Truss, Lakeside, CA· 92040, 8.240 s Mar 9 2020 MiTek lndustnes, Inc. Wed Oct 20 11 :10:25 2021 Page 2 ID:iSa02W70Mngtwr2pgRCj60yRqdG-CvZ?Pq_chf6rcsBjusKPQpPIJl1eywfN3Yr7dMyRXqC LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate Jncrease=1.25 Un~orm Loads (plf} Vert: 1·4=-82, 4-7~199, 7-10=·82, 17-20=•49(F=·29) Concentrated Loads (lb} Vert: 4=•711 7=·711 34=·80(F) • WARNING. Venry dt>sign pa1ameters anfi READ NOTES ON THIS ANO INCLUDED MfTEK REFERENCE PAGE Mll•7473 rl1'v 5'19:2020 BEFORE USE Design valid for use onty IMth MiTek®connectors. This design ls based only upon parameters shov.11, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss 'Neb and/or chord members onty. Additional temporary and pennanent bracing is al'Mlya required for stability and to prevent oollapse IMth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Crtterla, DSB-89 and SCSI Bulldlng Component Safety Information available from Truss Plate Institute. 2670 Crain Highway, Suite 203 \l'Valdorf, MO 20601 1111· MITek' Milek USA Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426643 12589-21 T03B CAL HIP 1 1 Job Reference tontional\ M1ss1on Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 MITek Industries, Inc. Wed Oct 20 11 :10:26 2021 Page 1 ID:iSa02W70MngfWT2pgRCj6QyRqdG-g57NcA?ESyEiD?mvSZrey1yvkiQDhNsXtCag9oyRXqB 3x6 '/ 9-6-1 9-6-1 9-2-14 2-10-12 9-11-11 9-11-8 9-7-13 ~ I 14-1-5 4-1-10 0-1-12 0-3-11 0-0-3 4x8 = 4 7x14 M18SHS = 3x4 = NAILED 0-3-8 14-6-15 4-7-7 14-11-8 'J~1~ I 17-8-14 2-9-6 0-,-9 l4xe 3xb Ii 6 3x4 = 3x10 = Plate Offsets (X Y)--[2·0-3-0 0-1-81 [4·0-4-0 0-1-21 [5·0-4-0 0-0-10] [9·0-2-8 0-1-8I [11 ·0-2-2 Edge] [11·0-0-00-1-121 I ' ' ' ' ' ' ' LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (Ice) 1/defl TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.14 9-14 >999 TCDL 21.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.67 9-14 >256 BCLL 0.0 • Rep Stress Iner NO W8 0.23 Horz(CT) 0.07 8 n/a BCDL 10.0 Code IBC2015fTPl2014 Matrix-MS Ud 240 180 n/a 9-11-11 24-1--0 9-1-8 24-1-0 6--4-2 3x6 = PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 99 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 DF No.1 &Btr G 2X4 DF Stud/Std G BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except 2-0-0 oc purlins (4-9-6 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=0-3-8, 2=0-3-8, 10=0-3-8 Max Horz 2=54(LC 11) Max Uplift 10=-23(LC 29) Max Grav 8=1174(LC 22), 2=1315(LC 1), 10=386{LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 {lb) or less except when shown. TOP CHORD 2-3=-2204/40, 3-4=-1808/59, 4-5=-1652/62, 5-6=-1610/67, 6-7~1907/49, 7-8=-2309/55 BOT CHORD 2-10=0/1956, 9-10=0/1654, 8-9=0/2089 WEBS 3-10=-488/65, 7-9=-632/58, 6-9=0/554, 4-10=-22/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4511; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 9-6-7, Exterior(2) 9-6-7 to 19-7-13, lnterior(1) 19-7-13 to 24-1-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 frt between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NOS guidlines. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4~82, 4-5~82, 5-8~82, 12-15=-20 A\ WARNING -Vortfy design µt1r«unete~ and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5f191:?020 BEFORE USE Design valid for use only 'Mth MiTek® connectors. This design is based onty upon parameters shO'Ml, and is for an individual building CO"l)Onent, nol a tl'\Jss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual tl'\Jss web and/or chord meni:>ers only. Additional te"l)Orary and permanent bracing is atways required for stability and to prevent collapse 'Mth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredion and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSEJ..H and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 l/ilaldorf, MD 20601 October 20,2021 NII. Milek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 0oseville rA 95661 Job Truss Truss Type Qty Ply R68426643 12589-21 T038 CAL HIP 1 1 Job Reference (ootional) M1ss1on Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 MiTek lndustnes, Inc. Wed Oct 20 11 :10:26 2021 Page 2 1D:iSa02W70MngfWT2pgRCj6QyRqdG-g57NcA?ESyEiD?mvSZrey1yvkiQDhNsXICag9oyRXqB LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 31=-S0(F) ,A WARNING. Vorify design Pt)rt11neIars a1Id REAO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIi• 74 73 rt>v 5'1~:2020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters sho'Ml, and is fCM" an indivktual building con,x,nent, not a truss system. Before use, the building designer must verify the applicability of design parameters and property tncorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord merrt>ers only. Additional tef1l)Orary and permanent bracing is always required for stability and to prevent collapse 'Mth possibte personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quel/t)' Criteria, DS/J.19 and SCSI Bulkllng Component Sar.ty lrrform«lon availatmi from Truss Plate Institute, 2670 Crain Highway, Suite 203 waldorf, MD 20601 1111· MiTek' Milek USA, Inc. 400 Sunrise Avenue, Suite 270 Rosevil1e CA 95661 Job Truss Truss Type Qty Ply R68426644 12589-21 T03C CAL HIP 1 1 Job Reference lootional\ M1ss1on Truss, Lakeside, CA• 92040, 8.240 s Mar 9 2020 Milek lndustnes, Inc. Wed Oct 2011.10.28 2021 Page 1 I D:iSa02W70MngfWT2pgRCj6QyRqdG-cUF71 sOU _ aUQT JvlZ_ 161 S 1 EIV5K9HZqlW3nEhyRXq9 9-11·8 9-7-13 12-1-5 -2.Q.O 6-<1-2 2-0-0 6-<1-2 9-2-14 ~~ I ~~;~~ 11~~111 14-6-15 1a~:§8 17-8-14 24-1-0 2-10-12 2-5-10 2-9-6 6-4-2 0-1-12 0-1-10 Scale= 1:44 5 O.l-11 2x4 11-11-11 5 7 9 30 7x14 M18SHS = 3x10 = 3x6 = NAILED 9-11.8 9-6-1 lttsl 1~-15 1a~:~ 24-1-0 9-6-1 4-7-7 9-1-8 0-3-8 Plate Offsets (X Yl . ' ' .. ' . . ' . ' 12 0-3 o 0-1 81 112·0-0-6 0-0 01 113 D-2-4 o 1 81 115·0 2 2 Edge] 115·0 0-0 0-1 121 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 13-18 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.70 13-18 >245 180 M18SHS 2201195 BCLL 0.0 • Rep Stress Iner NO 'NB 0.21 Horz(CT) 0.08 12 nla n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 106 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.1&BtrG 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except 2-0-0 oc purtins (4-7-4 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 12=0-3-8, 2=0-3-8, 14=0-3-8 Max Horz 2=62(LC 11) Max Grav 12=1212(LC 1), 2=1339(LC 1), 14=420(LC 21) FORCES. (lb). Max. Comp./Max. Ten.• All forces 250 (lb) or less except when shown. TOP CHORD 2·3=-2250/369, 3-4=-1917/412, 4-6=-1764/436, 6-8=-1773/443, 8-10=-1738/384, BOT CHORD WEBS NOTES· 10-11=-2017/339, 11-12=-2397/303 2-14=-215/1995, 13-14=-246/1775, 12-13=-22012169 3-14~40415, 11-13=-592/9, 10-13=01522, 4-14=-741332 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MVVFRS (directional) and C-C Exterior(2} -2-0-11 to 1-7-2, lnterior(1} 1-7-2 to 11-11-11, Exterior(2} 11-8-7 to 15-9-2, lnterior(1) 15-9-2 to 24-1-0 zone;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT2D plates unless otherwise indicated. 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 M between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25"} toe-nails per NOS guidlines. 11} In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Unfform Loads (plf) Vert: 1-4~82, 4-5~82, 5-7=-42, 6-8~42, 8-9=-82, 8-12=-82. 16-19=-20 Concentrated Loads (lb) Vert: 36=-80(F) ,A WARNING -Vertlyct.sig1• pa,ame1ors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 511912020 BEFORE USE Design valid for use only 'Mth MiTek® connectors. This design is based only upon parameters shO'Ml, and is for an individual building co~nent, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building destgn. Bracing indicated is to prevent buckling of individual ll'l.lss web and/or chord merrt>ers only. Additional temporary and permanent bracing is alY.lays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regaffling the fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSVTPf1 Quality Crtt.rl•, DSB--89 and SCSI Building Component Sar.ty tnform.tlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 watdorf, MD 20601 October 20,2021 MIi. MITek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Ro eville CA 95661 Job Truss Truss Type Qty Ply R68426645 12589-21 T03D CAL HIP 1 1 Job Reference /ootionsl\ M1ss1on Truss, Lakeside, CA • 92040. 8.240 s Mar 9 2020 MiTek lndustnes. Inc. Wed Oct 2011.10.29 2021 Page 1 1D:iSa02W70MngfWT2pgRCj6QyRqdG-4goWFC16ItcH4TUU7h0LafaQzvXAukxz_ApKm7yRXq8 -2.Q.O 6-4-2 2.Q.O 5 ... 2 5.00 [12 9-6-1 9-6-1 9-2-14 2-10-12 15-9-8 9-11-8 9-7-13 ~ I 12-0-8 2·1-0 0-1-12 0-3-11 3x4 = 4x4 -,. 5 7x14 M18SHS = 3X4 - NAILED 14-6-15 0-3-8 14-11-8 1,.5.3 ~:ff,~51 17-8-14 2 ... 11 2-9-6 0-,4.9 29 4XB ~ II 3X4 - 16-1-0 '/tl~(,.,.a I Plate Offsets (X Y) ' .. ' ' . ' ' .. ' ' ' 12·0 3 0 0-1 81 15·0-2 0 Edge] 19·0-4 2 0 1 81 113·0-0-0 0-1 12] 113·0-1 14 Edoel LOADING (psi) SPACING• 2-0-0 CSI. DEFL. in (loc) Udell TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.12 12-19 >981 TCDL 21.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.41 12-19 >289 BCLL 0.0 . Rep Stress Iner NO WB 0.20 Hor2(CT) 0.02 14 n/a BCDL 10.0 Code IBC2015fTPI2014 Matrix-MS 11-11-11 Ud 240 180 n/a 24-1-0 6"'·2 24-1-0 8-0-0 PLATES MT20 M18SHS Weight: 109 lb Scale= 1:45.9 33 3x8 = GRIP 220/195 220/195 FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.1&BtrG 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING· TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb)· All bearings 8-3-8 except ut=length) 2=0-3-8, 12=0-3-8. Max Hori 2=102(LC 31) Max Uplift All uplift 100 lb or less at joint(s) 12, 10 except 9=-492(LC 34), 2~316(LC 33) Max Grav All reactions 250 lb or less at joint(s) except 9=756(LC 31). 2=714(LC 30), 12=796(LC 1), 10=924(LC 1), 10=924(LC 1), 9=326(LC 1) FORCES. (lb}. Max. Comp./Max. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 2·3=-1055/739, 3-4=-3551275, 4-5~59/241, 4-6=-208/366, 5-6~59/238, BOT CHORD WEBS NOTES- 6-7=-6131699, 7-8=-806/835, 8-9=-1380/1281 2-12~750/1078, 10-12=-8381874, 9-10=-1044/1142 3-12~554149, 8-10~546157, 4-12~368/164, 6-10=-470198 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional} and C-C Exterior(2}-2-0-11 to 1-7-2, lnterior(1} 1-7-2 to 12-0-8, Exterior(2} 12-0-8 to 15-11-4, lnterior(1} 15-11-4 to 24-1-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wtth 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9, 2, 12. and 10. This connection is for uplift only and does not consider lateral forces. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wtth any other live loads. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1 .33} Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 15-9-8 to 23-9-8 for 250.0 plf. 11) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NOS guidlines. 13) In the LOAD CASE{S) section, loads applied to the face of the truss are noted as front (F} or back (B}. LOAD CASE(S) Standard ,& WARNING. Verify design poI~mele0i and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll,7'73 rev 5!1912020 BEFORE USE Design valid for use onty 'Mth MiTek® connectors. Thia design is based only upon parameters shO'Ml, and is for an indivlduat building oorr.,onent, not a truss system. Before use, the building designer roost verity the app{icability of design parameters and property incorporate this design into the overall boitding design. Bracing fndicated is to prevent buckling of individual truss web and/or chord members onty. Additional terr.,orary and permanent bracing is always required for stability and to prevent collapse 'Mth possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, eredion and bracing of trusses and truss systems, see ANSVTPJ1 Qu•Jfty Crlterl•, DSB-19 •nd SCSI Bulk/Ing Component Sar.ty Information available from Tn.iss Plate Institute, 2670 Crain Highway, Suite 203 waldorf, MO 20601 October 20,2021 Job Truss Truss Type Qty Ply R68426645 12589-21 T030 CAL HIP 1 1 Job Reference tontionall M,ssmn Truss, Lakeside, CA • 92040, 8.240 s Mar 9 2020 M!Tek Industries, Inc. Wed Oct 20 11 :10:30 2021 Page 2 10:i$a02W70Mngtwr2pgRCj6QyRqdG-YtMuSY2IWBl8id3hhPva7t7biJsPdBB60qYulZyRXq7 LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Un~orm Loads (plf) Vert: 1-4=-82, 4-5~82, 5-6~82, 6-9~82, 14-17=-20 Concentrated Loads (lb) Vert: 34=-80(F) .A, WARNING. Venfy design pararne1e,~ and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAC,E Mll-7473 rev. 5 19:2020 BEFORE USE OeslQn valid for use onty with MiTek® connectors, This design Is based only upon parameters sho'M'I, and is for an individual building co~nent, not a truss system. Before use, the building designer must verify the applicability of design parameters and property ilcorporate this design into the overall building design. Bracing indicated is to prwtvent buckling of individual truss web and/or chord merrbers only. Additional ten'l)Orary and permanent bracing is al-Nays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecOon and bracing of trusses and truss systems, see ANSIITPl1 Qu•lity Criteria, DSB-89 •nd BCSI Building Component Safety lnfonnat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20001 1111· MITek· Milek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426646 12589-21 T03E MOD. QUEEN 1 2 Job Reference iontional' M1ss1on Truss, Lakeside, CA -92040, 4-8-9 8.240 s Mar 9 2020 MiTek lndustnes, Inc. Wed Oct 2011:10.31 2021 Page 1 I0:EG 1 erA60bUYpuJT d6khUaCyRqdH-03wGft3NHVt_ KnetE6Rpf 41 mgj7 uMY6GRU IRrOyRXq6 8-4-9 12-0-8 4-8-9 3-7-15 3-7-15 I 15-8-7 I 19-4-7 I 24-1-0 I 3-7-15 3-7-15 4-8-9 4x12 = 7x10 = LUS26 6-6-9 12-0-8 6-6-9 5-5-15 5xB II 7x10 = LUS26 Plate Offsets CX Y)-[1·0-0-9 Edge] [7·0-0-9 Edge] [8·0-5-0 0-4-41 [9·0-5-0 0-3-121 110·0-5-0 0-4-81 I I ' ' LOADING (psf) SPACING-2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) TCDL 21.0 Lumber DOL 1.25 BC 0.80 Vert(CT) BCLL 0.0 • Rep Stress Iner NO VVB 0.61 Horz(CT) BCOL 10.0 Code IBC2015/TPl2014 Matrix-MS 17-6-7 5-5-15 in (loc) I/dell -0.13 8-9 >999 -0.55 8-9 >525 0.15 7 nla 7x10 = LUS26 Ud 240 180 n/a 24-1-0 6-6-9 PLATES MT20 Weight: 244 lb Scale= 1·41.9 GRIP 220/195 FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X6 OF SS G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 OF Stud/Std G *Except• 4-9: 2X4 OF No.1 &Bir G REACTIONS. (size) 1 =0-3-8, 7=0-3-8 Max Herz 1=57(LC 23) Max Grav 1=5130(LC 1), 7=5130(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10626/0, 2-3~10320/0, 3-4=-6968/0, 4-5~6968/0, 5-6=-10320/0, 6-7=-10626/0 BOT CHORD 1-10=0/9811, 9-10=0/8075, 8-9=0/8075, 7-8=0/9811 WEBS 2-10=-571/4, 3-10=0/2997, 3-9=-2324/0, 4-9=0/4987, 5-9=-2324/0, 5-8=0/2997, 6-8=-571/3 NOTES- 1) 2-ply truss to be connected together with 1 Od (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 0-9-0 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 7-10; Vult=110mph (3-second gust) Vasd=B7mph; TCDL=8.4psf; BCDL=6.Dpsf; h=25ft; 6=4511; L=37fl; eave=4fl; Cat. II; Exp B; Enclosed; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 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 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 21-1-0 to 24-1-0 for 500.0 pit. 10) Girder carries tie-in span(s): 15-0-0 from 0-0-0 to 24-1-0 11) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-1-12 from the left end to 23-11-4 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact wtth lumber. LOAD CASE(S) Standard ,A. WARNING -VeJify design pauonetel'!, mld READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 ,ev 5119J2020 BEFORE USE Design valid for use only with Milek® connectors, This design is based only upon parameters sh(Mfl, and is f0< an individual building cof11)0nent, not a truss system. Before use, the building destgner must verify the applicability of design parameters and proper1y incorporate this design into the overall ~ilding design. Bracing indicated is to prevent buckling of lndi~dual truss web and/or chord merrt>ers only, Additional temporary and permanent bracing ,s a!Mys required for stability and to prevent conapse \Mth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredion and bracing of trusses and truss systems, see ANSVTPl1 Quallty Crttert,, DSB-19 and SCSI Building CompoMnt S•fety /nfonNtlon available from Truss Plate lnstilule, 2670 Crain Highway, Suite 203 W.ldorl, MD 20601 October 20,2021 1111· MiTek· MIT ek USA, Inc. '400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426646 12589-21 T03E MOO. QUEEN 1 2 Job Reference lontional\ M1ss1on Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 MiTek lndustnes, Inc. Wed Oct 20 11:10.31 2021 Page 2 10:EG1 erA60bUYpuJTd6khUaCyRqdH-03wGft3NHVt_KnetE6Rpf4fmgj7uMY6GRUIRrOyRXq6 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Unifonm Loads (plf) Vert: 1-7~344(8~324). 1-4~82, 4-7=-82 A}.. WARNING· Verdy dt":>igll pararncteffi and READ NOTES ON THIS ANO INCLUDED M!TEK REFERENCE PAGE Ml!-7d73 rev Sf1G,2020 BEFORE USE Design valid for use only with Milek® connectors. This design is based onty upon parameters shov.n, and is for an indivkjual building co"l)Onent, no! a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss Ylleb and/or chord members only. Additional tef1l)Or&ry and permanent bracing is alv.eys required for stability and to prevent collapse 'Mth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, entdion and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-89 •nd SCSI Building Component Sa'9ty /nform«ion available from Truss Plate lnstttute. 2670 Crain Highway, Sutte 203 W.ldort, MD 20601 NII. Milek' MiT ok USA. Inc. ◄00 Sunrise Avenue, Suite 270 Roseville CA 9~1 Job Truss Truss Type Qty Ply R68426647 12589-21 T04A GABLE 1 1 Job Reference lontional\ Mission Truss, Lakeside, CA -92040, -2-0-0 6-11-8 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Oct 20 11 :10.32 2021 Page 1 ID:EG1 erA6ObUYpuJTd6khUaCyRqdH-VFUetD4?2o?rxwD3oqy2CIC0A6bS585Pg81_NSyRXq5 13-7-8 2-0-0 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 5.00[12 3x6 ~ 4x8 II 3x4 :::: 6-11-8 3x6 ~ 2.50112 6-11-8 6-11-8 Plate Offsets (X Y) ' ---' ' ' ' --' [2·0-8 14 Edge! [2·0-6-12 Edge) [4·0-6-12 Edge] [4·0 2 14 0-2-71 LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 TCOL 21.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 . Rep Stress Iner YES WB 0.05 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS 6-8-0 Scale= 1 :27.8 4x8 II 3x6 '/ 3 3x6 ~ 3x6 ~ 3x6 :::::- 5x8 = 4x8 II 3x4 ~ 13-7-8 6-8-0 OEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) 0.00 1 n/r 120 MT20 220/195 Vert(CT) -0.01 1 n/r 120 Horz(CT) -0.01 4 n/a n/a Weight: 63 lb FT = 20% LUMBER- TOP CHORD BOTCHORO WEBS OTHERS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb)- All bearings 13-7-8. Max Horz 4=-556(LC 22), 2=556(LC 22), 4=-517(LC 1), 2=517(LC 1) Max Uplift All uplift 100 lb or less at joint(s) 2 except 6~251(LC 36) Max Grav All reactions 250 lb or less at joint(s) 6 except 4=540(LC 32), 2=692(LC 1 ), 7=299(LC 34), 5=297(LC 36), 4=479(LC 1), 2=692(LC 1) FORCES. (lb} -Max. Comp./Max. Ten. -All forces 250 {lb} or less except when shown. TOP CHORD 2-3=-883/328, 3-4~788/232 BOT CHORD 2-7=-576/592, 6-7=-602/576, 5-6=-281/263, 4-5=-945/952 WEBS 3-6=-277/67 NOTES- 1} Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; M\NFRS (directional} and C-C Exterior(2) -2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 6-11-8, Exterior(2} 6-11-8 to 10-7-5, lnterior(1} 10-7-5 to 13-7-8 zone;C-C for members and forces & M\NFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom 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 frt between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RH USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s} 6, 7, 5. 11} This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total seismic drag load of 1500 lb. Lumber OOL=(1.33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 5-11-8 to 10-11-8 for 300.0 p~. ,A_ WARNING. Vtirify design para,neter.;, and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 r~v 5/1912020 BEFORE USE Design valid for use only with Mi"Tek® connectors. This destgn is based only upon parameters sho'M"I, and is for an individual building col'Jl)Onent. not a truss system. Before use, the building designer must verify the applicability of design parameters and proper1y incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord merrbers onty, Adcfrtional terll)Orary and pennanent bracing is ati.-wlys required for stability and to prevent c:ollapse 'Mth possible personal injury and property damege. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, OSB-39 and SCSI Bui/ding Component S•fety /rtfomutt/on available from Truss Plate Institute, 2670 Crain Highway, Su~e 203 Wsldorf, MD 20601 October 20,2021 Job Truss Truss Type Qty Ply R68426648 12589-21 T04B SCISSORS 3 1 Job Reference lontionall M1ss1on Truss, Lakeside, CA -92040, -2-0-0 6-11-8 8.240 s Mar 9 2020 Mffek lndustnes, Inc. Wed Oct 20 11:10:33 2021 Page 1 IO:EG1erA60bUYpuJTd6khUaCyRqdH-zS204Z4dp67iZ4oFMXTHkVl3gWukqWuZvonYvuyRXq4 13-7-8 2-0-0 6-11-8 6-8-0 Scale= 1:25.6 4x8 = 3 6-11-8 13-7-8 6-11-8 6-8-0 LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (Ice) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.10 5-11 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.30 5-11 >543 180 BCLL 0.0 Rep Stress Iner YES WB 0.33 Horz(CT) 0.10 4 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 44 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 DF No.1 &Btr G 2X4 DF No.1 &Btr G 2X4 DF Stud/Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-5-8 Max Herz 2=41(LC 11) Max Grav 4=682(LC 1 ), 2=876(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1814/0, 3-4=-1815/0 BOT CHORD 2-5=0/1637, 4-5=0/1636 WEBS 3-5=0/824 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 6-11-8, Exterior(2) 6-11-8 to 10-7-5, lnterior(1) 10-7-5 to 13-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. ,A. WARNING-Vontyde-;k.111 pauuooltJf!. ann READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mlt-7~73 rl-v !,,/1912020 BEFORE USE Design valid for use onty V.Uh MiTek® connectors. This design is based onty upon parameters shown. and is for an individual building coll1)0nent, not a truss system. Before use, the building designer must verify the applicabitity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss Mb and/or chord merrbers only. Additional te"l)Orary and permanent bracing is always required for stability and to prevent collapse 'Mth possi~e personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV1'Pl1 Quality Crlterl•, DSEJ.19 and SCSI Building Component Safety lnfonn«Jon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 October 20,2021 MIi. MITek· MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426649 12589-21 T04C HALF HIP 1 1 Job Reference I ootional\ M,ss,on Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 Mffek lndustnes, Inc. Wed Oct 20 11:10:34 2021 Page 1 ID: E G 1 erA6ObUYpuJT d6khUaCyRqdH-RecPlv5F aQFZBENSwF _ WHjHDvwEAZwTi8SW5RKyRXq3 ~~ 1~ 1~ -2-0-0 7-7-13 2-0-0 7-7-13 Scale= 1:26.2 5x10 -:;;. 3x8 = 13--5-8 6-11-8 5-5-13 Plate Offsets (X Y)-[2·0-2-13 0-0-9] [3·0-3-4 0-2-81 [4·0-3-8 0-1-81 I I LOADING {psf) SPACING-2-0-0 CSI. DEFL. in {loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert{LL) -0.09 9-12 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.50 Vert{CT) -0.32 9-12 >505 180 BCLL 0.0 • Rep Stress Iner YES WB 0.57 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code IBC2015fTPl2014 Matrix-MS Weight: 58 lb FT= 20% LUMBER-1 TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur1ins, except 2-0-0 oc purlins (3-3-12 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. REACTIONS. (size) 2=0-5-8, 6=Mechanical Max Horz 2=89(LC 12) Max Grav 2=873(LC 1), 6=684{LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 {lb) or less except When shown. TOP CHORD 2-3=-1735/41, 3-4~1340/45 BOT CHORD 2-9=-69/1557, 8-9~57/1339 WEBS 3-9=-55/616, 3-8=-450/127, 4-7=-673/53, 4-8~45/1401 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS {directional) and C-C Exterior{2) -2-0-11 to 1-7-2, lnterior{1) 1-7-2 to 7-6-1, Exterior{2) 7-6-1 to 12-8-0, lnterior{1) 12-8-0 to 13-7-8 zone;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) tor truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. £ WARNING -venty de-slg11 parameter~and READ NOTES ON THIS AND INCLUDED M!TEK REFERENCE PAGE Mll•74731ev. 5'1912020 BEFORE USE Design valid for use onty 'Mth MiTek® connectors. This design is based only upon paramete/'$ sho'Ml, and ts for an individual building corr.,onen~ not a truss system. Before use, the building designer must verify the applicability of design parameters and proper1y incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss ..,.,,band/or chord merrt>ers only. Additional terTl)Onuy and permanent bracing is always required tor stability and to prevent collapse 'Mlh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusHS and truss systems, see ANSVTPl1 Quellty Crlterl•. DSS-a9 and SCSI Bulldlng Component Saftty /11form«/on available from Truss Plate lnstttute, 2670 Crain Highway, Sutte 203 Waldorf, MD 20601 October 20,2021 Job Truss Truss Type Qty Ply R68426650 12589-21 T04D HALF HIP 1 1 Job Reference ionlional\ M1ss1on Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 M1Tek lndustnes, Inc. Wed Oct 20 11:10.35 2021 Page 1 ID:EG1erA60bUYpuJTd6khUaCyRqdH-vqAnVF61LjNQo0yeTyVlpwqOZKaBIL7rM6Gf_nyRXq2 -2-0-0 2-0-0 7-7-13 7-7-13 I 9-11-11 I 13-5-8 1:1;;7r,8 2-3-14 3-5-13 0-2'0 Plate Offsets (X Y)-l5·0-3-8 0-1-81 ' LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 6-11-8 6-11-8 CSI. TC BC WB 0.88 0.45 0.67 Matrix-MS DEFL. in (toe) Vdef\ Vert(LL) -0.09 10-13 >999 Vert(CT) -0.30 10-13 >536 Horz(CT) 0.11 7 n/a Ud 240 180 n/a 13-5-8 5-9-11 PLATES MT20 Weight: 61 lb GRIP 220/195 FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 DF No.1 &Bir G 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except 2-0-0 oc purlins (2-8-10 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 2=0-5-8, 7=Mechanical Max Horz 2=121 (LC 12) Max Grav 2=910(LC 1), 7=751(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1988/327, 3-5=-1579/406 BOT CHORD 2-10=-429/1803, 9-10=-400/1571 WEBS 3-10=-53/641, 3-9=-506/189, 5-8=-743/190, 5-9=-422/1651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4511; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 9-11-11, Exterior(2) 7-6-1 to 12-8-0, lnterior(1) 12-8-0 to 13-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 frt between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacrty of bearing surface. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wrth any other live loads. 10) Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. _&WARNING• Verify de-sign parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev S/19/2020 BEFORE USE Design valld ror use only with Milek® connectors. This design is based onty upon parameters shO'M'l, and is for an individual building co~nent, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss 'Neb and/or chord ment>ers only. Additk>nal tel'1lX)rary and permanent bracing is always required for stability and to prevent collapse 'Mth possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Qu•lity Crlterl•, DSB..a9 •nd SCSI Building Componerrt S•fety lnform«km available from Truss Plate Institute, 2670 Crain Highway, Suije 203 Weldorf, MO 20601 October 20,2021 1111· Milek· MiTek USA. Inc. 400 Sunrise Avenue, $uije 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426651 12589-21 T04E HALF HIP 1 1 Job Reference (ootional' M1ss1on Truss, Lakeside, CA -92040, -2-0-0 2-0-0 8.240 s Mar 9 2020 M,Tek lndustnes, Inc. Wed Oct 2011 :10:36 2021 Page 1 ID: E G 1 erA6ObUYpuJT d6khUaCyRqdH-N1 k9jb7V61 VHQYXq1 g0 _M8Nc2kwm 1 pS?bm?CWDyRXq 1 Plate Offsets (X Y) -[4·0-4-0 0-1 51 [6·0-5-0 0-2-0] ' ' I LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21.0 Lumber DOL 1.25 BCLL 0.0 . YES 7-7-13 7-7-13 6-11-8 6-11-8 CSI. TC BC WB 0.70 0.43 0.60 DEFL. Vert(LL) Vert(cn Horz(CT) I 11-6-13 I 13-5-8 \\7i-8 3-11-0 1-10-11 0-!Q in (foe) Vdefl -0.08 13-16 >999 -0.29 13-16 >553 0.10 10 n/a 13-5-8 5-9-11 Ud 240 180 n/a 4x8 = 2x4 II PLATES GRIP MT20 220/195 Scale: 318''=1' Rep Stress Iner BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 70 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. except 2-0-0 oc purlins (6-0-0 max.): 3-8, 4-9. BOT CHORD JOINTS Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. 1 Brace at Jt(s): 5 REACTIONS. (size) 2=0-5-8, 10=Mechanical Max Horz 2=123(LC 12) Max Grav 2=873(LC 1 ), 10=734(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1800/0, 3-5~1411/64, 5-6=-1412/64 BOT CHORD 2-13=-76/1625, 12-13=-70/1408 WEBS 3-13=-10/595, 3-12=-449/93, 6-11~726/146, 6-12=-67/1479 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 6=4511; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MVVFRS (directional) and C-C Exterior(2) -2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 11-5-1, Exterior(2) 13-3-12 to 13-7-8, lnterior(1) 11-5-1 to 13-7-8 zone;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wrth any other live loads. 5) • 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacrty of bearing surface. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wrth any other live loads. 1 0) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A_ WARNING. Verify design paramolers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74 73 mv 5119/2020 BEFORE USE Design valid for use only with MiTak® connectors. This design is based only upon parameters shO'M'I, and is for an individual building CO"l)Onent, not a truss system. Before use, the building designer must verify the applicabrnty of design perametars and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord meni>ers onty. Additional tef1l)Orary and pennanent bracing Is always required for stabilify and to prevent collapse ¥Ath possible personal injury and property damage. For general ~idance regarding the rabric:ation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Qu•flty Crlterl•. DSB.a9 •nd SCSI Bui/ding Component S•,.ty Jnform«Jon available from Truss Plate Institute, 2670 Crain Highway, Su~e 203 \/Valdorf, MO 20601 October 20,2021 1111· Milek· Job Truss Truss Type Qty Ply R68426652 12589-21 T04F HALF HIP 2 1 Job Reference lontional\ Mission Truss, Lakeside, CA -92040, -2--0--0 8.240 s Mar 9 2020 M1Tek lndustnes, Inc. Wed Oct 20 11 :10:36 2021 Page 1 I D:EG 1 erA60bUYpuJT d6khUaCyRqdH-N 1 k9jb7V61 VHOYXq 1 gO _M8Nbykwi1 qU?bm?CWDyRXq1 2--0--0 Plate Offsets (X Yl I -. [4·0-2 0 Edge] LOADING (psi) SPACING- TCLL 20.0 Plate Grip DOL TCDL 21 .0 Lumber DOL BCLL 0.0 . Rep Stress Iner 2-0-0 1.25 1.25 YES 7-7-13 7-7-13 6-11-8 6-11~ CSI. TC BC WB 0.71 0.44 0.54 DEFL. Vert(LL} Vert(CT} Horz(CT} 1~!Hl 1~7.~ I 5-9-11 0~2!o in (loc} Udell -0.07 10-13 >999 -0.29 10-13 >556 0.09 7 n/a 3x4 = Ud 240 180 n/a 1~5~ 5-9-11 PLATES GRIP MT20 220/195 Scale= 1 :29.6 BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight: 65 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins. Rigid celling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. REACTIONS. (size} 2=0-5-8, ?=Mechanical Max Herz 2=79(LC 12) Max Grav 2=873(LC 1), 7=684(LC 1) FORCES. (lb} -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1769/12, 3-4=-441 /46, 3-5=-1233/10, 4-5=-429/45 BOT CHORD 2-10=-15/1592, 9-10=-14/1376 WEBS 3-10=-3/590, 3-9~463/77, 5-8=-719/68, 5-9=0/1318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4511; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C EX1erior(2)-2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 10-1-8, EX1erior(2} 10-1-8 to 13-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent wrth any other live loads. 5) • 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s} for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wrth any other live loads. 10) Graphical purl in representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. A WARNING -Venfyoeslgn parame1ersa11<1 READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7413 rev 5'1912020 BEFORE USE Design valid for uu only INith Milek® connectors. This design is based onty upon parameterw shO'M'I, and is for an individual building CO"l)Onent. not a truss system. Before use, the building destgner must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss v.<eb and/or chord merrt>era onty. Additional tel'T1)0rary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property darrege. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Crlttrl1, DSB-H end SCSI Building Compo,Mnt Saltly /nformotlon available from Truss Plato lnsti1uto, 2670 Cntin fiighway. Sutte 203 W.ldort. MD 20601 October 20,2021 1111· Milek' Milek USA, Inc. 400 Sunrise Avenue, Sutte 270 Roseville ,..4 9ir.AA.1 Job Truss Truss Type Qty Ply R68426653 12589-21 T04G HIP 1 1 Job Reference lootional\ M1ss1on Truss, Lakeside, CA -92040, -2-0-0 8.240 s Mar 9 2020 M,Tek Industries, Inc. Wed Oct 20 11 :10:37 2021 Page 1 ID:EG1erA60bUYpuJTd6khUaCyRqdH-rOHXwx78tLd82i51bNXDvLviV7EwmKi8qQll2fyRXq0 2-0--0 Plate Offsets CX Yl-[3·()..3-4 0-1-12] [4"0-5-0 0--1-5] ' I LOADING (psi) SPACING• 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Iner YES 8-1-13 8-1-13 6-11-ll 6-11-8 CSI. TC BC WB 0.98 0.56 0.35 DEFL. Vert(LL) Vert(CT) Horz(CT) 8fS-111 12-1-3 I 1:i..s.a 1:1;1.a Cl'-3-1~ 3-7•8 1--4--5 0-2'0 8-1-13 8.5-11 1-2-s oS:1~ in (loc) ·0.09 11-14 -0.34 11-14 0.07 7 I/dell >999 >481 n/a Ud 240 180 n/a 12-1-3 3.7.a PLATES GRIP MT20 220/195 Scale= 1:27.9 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 65 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1&Btr G 2X4 DF No.1 &Btr G 2X4 DF Stud/Std G BRACING• TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (6-0--0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-5-8, ?=Mechanical Max Horz 2=82(LC 12) Max Grav 2=873(LC 1), 7=684(LC 1) FORCES. (lb)• Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2·3=-1672/59, 4-5~310/21, 3-4=·1073/76 BOT CHORD 2-11=-69/1489, 10--11=-61/1108, 9-10~14/330 WEBS 3-11=-4/797, 5·9=-18/783, 4-9=-548/55, 3-10~573/76, 4-10=-53/851, 5-8=-861/39 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -2-0--11 to 1-7-2, lnterior(1) 1-7-2 to 8-0--1, Exterior(2) 8-0-1 to 13-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain fonmula. Building designer should verify capactty of bearing surface. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 O) Graphical purl in representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. A WARNING. Vonfy design paraiooler~ and READ NOTES ON THIS ANO iNCLUOEO MITEK REFERENCE PAGE Mll-7473 rev S/1912020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shov.n, and ia for an individual building cofT1)0nent, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord merrbers only. Additional te"l)Orary and permanent bracing is alv-lays required for stability and to prevent collapse W'ith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredion and bracing of trusses and truss systems, see ANSVTPJ1 Quality Crltwrla, DSB-19 and SCSI Bu/ldlng Component Sar.ty lntorm.tion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 October 20,2021 1111· MITek' MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426654 12589-21 T04H SCISSORS 3 1 Job Reference lontional\ M1ss1on Truss, Lakeside, CA -92040, -2-0-0 6-11-8 8.240 s Mar 9 2020 MiTek lndustnes, Inc. Wed Oct 20 11 :10:38 2021 Page 1 I0:EG1erA60bUYpuJTd6khUaCyRqdH-JPrv7H8meel?frg0943SRZSwPXbvVICI24UJa6yRXq? 13-7-8 2-0-0 6-11-8 6-8-0 Scale = 1 :26.1 4x8 = 6-11-8 13-7-8 6-11-8 6-8-0 Plate Offsets (X Y)-[2·0-3-3 0-1-8] ' ' LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.10 5-11 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.30 5-11 >543 180 BCLL 0.0 • Rep Stress Iner YES VIIB 0.46 Horz(CT) 0.12 4 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 44 lb FT=20% LUMBER- TOP CHORO BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. Rigid ceiling directly applied or 5-7-2 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-5-8 Max Horz 2=41(LC 32) Max Uplift 2~310(LC 33) Max Grav 4=682(LC 1 ), 2=876(LC 1) FORCES. (lb)• Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2744/1402, 3-4=-1916/642 BOT CHORD 2-5=-1396/2629, 4-5=-1387/2631 WEBS 3-5=-488/1198 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25fl; 6=4511; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Ex1erior(2) -2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 6-11-8, Ex1erior(2) 6-11-8 to 10-7-5, lnterior(1) 10-7-5 to 13-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.25 plate grip OOL=1.25 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should ver~y capactty of bearing surface. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jl(s) 2. This connection is for uplift only and does not consider lateral forces. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wtth any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-7-8 to 13-7-8 for 500.0 plf. .A. WARNING-Verify dl"'i-tgn p&rameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5!HW2020 BEFORE USE Design valid for use only with MiTeke connectors. This design is based only upon parameters sho'Ml, and is for an individual buildng COJ11)0nent, not a truss system Before use, the building designer must verify the applicability of design parameters and proper1y incorporate this design tnto the overall building design. Bracing indicated is to prevent buckling of individual trus5 web and/or chord ment>ers onty. Additional te"l)Or&ry and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Qu•llty Crlterl•, osa..a, end SCSI Building Compo,Nnt S•r.ty Information available from Truss Plate lnstitu1e, 2670 Crain Highway, Suite 203 W.ldorf, MD 20601 October 20,2021 1111· Milek· Milek USA, Inc. ~00 Sunrise Avenue, SUite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R68426655 12589-21 T04J SCISSORS 1 1 Job Reference lootional\ M1ssIon Truss, Lakeside, CA -92040, -2-0-0 2-4-12 6-11-8 8.240 s Mar 9 2020 MtTek Industries, Inc. Wed Oct 20 11:10:392021 Page 1 ID:EG1erA6DbUYpuJTd6khUaCyRqdH-ncPILd9OOytsH?FPioah_m?6VxxSE8SRHjEs7YyRXq_ 13-7-8 2-0-0 2-4-12 2-2-0 2rl-12 2-2-0 0-2-12 Plate Offsets (X Y)-[5·0-3-0 Edge] [7·0-0-5 0-1-12] ' ' ' ' LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21.0 Lumber DOL 1.25 BCLL 0.0 . Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 CSI. TC BC WB 4-6-12 6-9-12 4-5-0 0.75 0.50 0.71 Matrix-MS 4x8 = DEFL in (loc) Udell Vert(LL) -0,09 6-10 >999 Vert(CT) -0,34 6-10 >408 Horz(CT) 0.03 5 nla Ud 240 180 n/a 6-6-0 13-7-8 6-8-0 Scale = 1 :26. 5 PLATES GRIP MT20 2201195 Weight: 51 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Bir G 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. Rigid ceiling directly applied or 5-8-2 oc bracing. REACTIONS. (size) 5=0-5-8, 7=0-5-8 Max Horz 7=42(LC 11) Max Grav 5=566(LC 35), 7=1076(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-41811428, 3-4=-1062/0, 4-5=-1058/0 BOT CHORD 2-7=-1288/453, 6-7=-1314/423, 5-6=01979 WEBS 4-6=0/365, 3-7=-969/120, 3-6=-22011757 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psl; BCDL=6.0psf; h=25tt; B=45tt; L=37tt; eave=4tt; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 6-11-8, Exterior(2) 6-11-8 to 10-7-5, lnterior(1) 10-7-5to 13-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 !rt between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. .A. WARNING. Verify destgn paramol~rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev 5/1ID2020 BEFORE USE Design valid for use onty 'Mth MiTek® connectors, This design is based only upon parameters shO'Ml, and is tor an individual building CO"'l)Onent, not a truss 1ystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall buitding design. Bracing indicated is to pravenl buckling of indMdual truss web and/or chord ment>ers only. Add Oona! terfl)Orary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Qu•llty Crlterl•, DSB,.19 •nd SCSI Bui/ding Component Sefety /nfomu,t/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorl, MO 20601 October 20,2021 1111· Milek' MiTek USA, Inc. '400 Sunrise Avenue, Suite 270 Roseville r A 9~ 1 Job Truss Truss Type Qty Ply R68426656 12589-21 T04K GABLE 1 1 Job Reference <ootionan M1ss1on Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Oct 2011.10:40 2021 Page 1 ID:EG1erA60bUYpuJTd6khUaCyRqdH-GozgYyA09G?jv9qcGV5wW_XOBLKdzm3bWNzPe_yRXpz -2-0-0 2-4-12 6-11-8 2-0-0 2-4-12 4-6-12 I 13-7-8 I 6-8-0 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. Plate Offsets (X Y) I - LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL ,0.0 • BCDL 10.0 3x4 ::o 5.00112 26 4x8 II 3x6 ~ 3x6 -- 2.50112 2-4-12 6-9-12 2-4-12 4-5-0 -' ' ' --' 12·0-8 14 Edge] [2·0-6 12 Edge] [4·0-6 12 Edge] [4·0 8 14 Edge] SPACING-2-0-0 CSI. Plate Grip DOL 1.25 TC 0.31 Lumber DOL 1.25 BC 0.31 Rep Stress Iner YES \NB 0.05 Code IBC2015fTPl2014 Matrix-MS Scale= 1:27 9 4x8 II 3x6 --3 3x6 .:::- 3x6 ~ 3x5 .::::, 5x8 = 4x8 II 3x4 :::: 13-7-8 6-8-0 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.00 1 nlr 120 MT20 2201195 Vert(CT) -0.01 1 nlr 120 Horz(CT) -0.01 4 nla nla Weight: 64 lb FT = 20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS 2X4 OF No.1 &Bir G 2X4 OF No.1&BtrG 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-9-1 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb)- All bearings 13-11-0. Max Horz 4=-516(LC 1), 2=516(LC 1), 4=-516(LC 1), 2=516(LC 1) Max Uplift All uplift 100 lb or less at joint(s) except 4=-112(LC 34), 2=-191(LC 33), 6=-256(LC 54) Max Grav All reactions 250 lb or less at joint(s) 6 except 4=540(LC 57), 2=689(LC 1), 7=298(LC 54), 5=347(LC 56), 4=482(LC 1 ), 2=689(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-926/589, 3-4=-914/587 BOT CHORD 2-7=-594/592, 4-5~570/576 WEBS 3-6=-283/59 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 6-11-8, Exterior(2) 6-11-8 to 10-7-5, lnterior(1) 10-7-5 to 13-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nonmal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom 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 ftt between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4, 2, 6, and 7. This connection is for uplift only and does not consider lateral forces. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 7, 5. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 1-7-8 to 13-7-8 for 125.0 plf. .... WARNING -Vt1rifydeslgn paramolct'!, anc1 READ NOTES ON THIS AND INCLUDED M11EK REFERENCE PAGE Mll-7473 rev 5'19:2020 BEFORE USE Design valid for use onty W'ith MiTel<® connectors. This design is based onty upon parameters sho'Ml, and is f0< an individual building C0"1)0nent. not a truss system Before use, the build!ng designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord merrt>ers only. Additional temporary and permanent bracing is al'Mlys required for stability and to prevent collapse 'Mth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredion and bracing of trusses and truss systems, see ANSVTP/1 Qu•lity Crlterl•, DSB-19 and SCSI Building Component S•fety lnfomNltJon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 \Naldorf, MO 20501 October 20,2021 1111· Milek· MiTek USA, Inc 400 Sunrise Avenue, Suite 270 Roseville f"JJ. ,..,,,,,. 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. o-'1s" For 4 x 2 orientation, locate plates 0-111e" 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 t) 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: ANSlfTPI1: 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. Numbering System 0 fs ! I o 0 a_ 0 ... 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 0:: 0 I 0 a_ 0 ... 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 MiTek Engineering Reference Sheet Mll-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g diagonal or X-bracmg, is always required. See BCSI 2 Truss bracing must 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 stack matenals 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 to bear tightly against each other 6 Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSl!TPI 1. 7 Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8 Unless otherwise noted, moisture content of lumber shall not exceed 19% al time of fabrication 9 Unless expressly noted, this design is not 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 to 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 than that specified. 13 Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft spacing, or less, if no ceiling is installed, unless otherwise noted 15 Connections not shown are the responsibility of others 16 Do not cut or alter truss member or plate without prior approval of an engineer 17 Install and load vertically unless indicated otherwise. 18 Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all 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 Quality Criteria 21 The design does not take into account any dynamic or other loads other than those expressly stated. ' EAST COUNTY SOIL CONSt:L TA TION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 g~~n Ji:;~scape Construction ?-. €. C ~ \,~!0 9166 Bed el Court I) t.." San Diego, Cahfom1a 92129 \11~\1. c1>S:i_\,.St'>6~ December 19, 2021 Project No. 2 l-l 127B7 :<;'i ot' Q\\J\S\ Subject: Report of Fill Compaction Test~~~',\~doned Swimming Pool Backfill and Remedial Grading for Proposed ADU (Huang Residence) 1004 Merganser Lane Carlsbad, CA 92009 Dear Mr. Earl In accordance with your request, we have observed the grading and tested the compaction of the fill that was placed and compacted during the preparation of the subject site. The following report summarizes our observations and test results as well as our conclusions and geotechnical recommendations for the proposed detached ADU. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The site includes a single-family residence located on the north side of Merganser Lane, in Carlsbad, California. The area of the proposed detached ADU was previously the location of a swimming pool. The swimming pool has been demolished and the lot partially regraded as part of a new subdivision. The site slopes gently down to the south. It is our understanding that the proposed detached ADU will be one-story. wood-framed structure founded on continuous and/or individual spread footings with a slab-on-grade floor. Sl'.MMARY OF SITE GRADING Backfill and site grading were performed between November 23 and December 6, 2021 and included the removal of the bottom and partial sidewalls of the existing swimming pool. The abandonded swimming pool was backfilled and the existing soils to a distance of 5 feet outside the limits of the proposed ADU were removed to an approximate depth of 3 feet below proposed finished grade The exposed suhgrade materials at the bottom of the removal area consisted of dense, formational soils. The soils were scarified to a depth of 6 to 8 inches, moisture conditioned to slightly above optimum moisture content and compacted to at least 90 percent relative compaction. Fill soils consisting of on-site and import silty sand were placed in 6-to 8-inch-thick lifts and compacted in CBf<Z[)ZZ-0158 > 1--0 Report of Fill Com1iaction Tests on Abandoned Swimming Pool Backfill and Remedial Grading for Pro11osed ADl! 1004 Merganser Lane Carlsbad. CA 92009 Page 2 December 19, 2021 Project No.21-112787 excess of 90 percent relative compaction while maintaining a moisture content generally over optimum moisture content. Compaction was achieved with the aid of a vibatory sheepsfoot roller. FIELD AND LA BORA TORY TESTING Field density tests were performed on the compacted fill in accordance with ASTM D 1556. Laboratory maximum density tests were performed in accordance with ASTM D1557. The results of the field density tests and fill compaction values are summarized on the attached Table 1. The laboratory maximum dry densities and optimum moisture contents of the fill soils are summarized on Table 2. The approximate locations of the fill compaction tests are shown on Fi1:,>ure 1. CONCLt;SIONS Based on our observations and field and laboratory tests it is our opinion that the fill soils placed at the site were properly compacted to at least 90 percent relative compaction Accordingly. it is our opinion that the site is suitable for construction of the proposed detached ADU provided the following foundation recommendations are implemented RECOMMENDATJO",S FOUNDATIONS I. The proposed ADU may be supp011ed on continuous and/or individual spread footings bearing in properly compacted fill. Footings should have a minimum depth of 18 inches below building pad grade or lowest adjacent finished grade, whichever is deeper. Continuous footings should be at least 12 inches wide and reinforced with a minimum of four #4 steel bars, with two bars placed near the top of the footings and the other two bars placed near the bottom of the footings 2. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and/or individual spread footings. This value may be increased by one-third for short term wind or seismic loads. 3. Floor slabs should be at least 5 inches thick and reinforced with #4 bars placed at 16 inches on center in two directions in the middle of the slab. The reinforcing steel should be supported on steel chairs or concrete blocks. Flou1 ,labs should be underlain by 2 inches of clean sand over a I 0-mil visqueen moisture barrier over 2 inches of clean sand. To minimize the potential for shrinkage cracks, concrete should have a minimum compressive strength of 3,000 psi and maximum water-cement ratio of 0 5. No special inspection of concrete is necessary. Some shrinkage cracks are still possible EAST COUNTY SOIL CO!siSULTATJON AND ENGINEERJNG. INC. Rc1>ort of Fill Compaction Tests on Abandoned Swimming Pool Backfill and Remedial Grading for Proposed ADU 1004 Merganser Lan<' Carlsbad. CA 92009 Page 3 December 19, 2021 Project No. 21-112787 4. Lateral loads may be resisted by an equivalent fluid passive soil pressure of 300 pounds per cubic foot. A coeflicient of friction of O 35 may also be used. If passive and friction values are used together. the fiiction value should be reduced by one-third. 5. Total and differential settlements should be less than½ inch 6. Seismic design values for foundation design are presented on Figure 2 TRENCH BACKFILL Trench and retaining wall backfill should be compacted to a minimum relative compaction of 90 percent. We accept no responsibility for damage to structures as a result of improperly compacted back fill. DRAINAGE Surface water should not be allowed to pond next to buildings. Finished grades should slope at least 2 percent away from buildings and along drainage swales. Roof gutters and downspouts connecting to solid, outlet pipes are recommended. Outlet pipes should be discharged to an approved outlet LIMIT A TIO!'IS All statements, recommendations and conclusions made in this report are applicable only for the subject grading operation and are representative of the site at the time our report was prepared. East County Soil Consultation and Engineering, Inc. is not to be held responsible for fill soils placed at a future time or subsequent changes to the site by others, which could directly or indirectly cause poor surface or subsurface drainage and/or water erosion and alter the strength of the compacted fill soils EAST COUNTY SOTL CONSULTATION AND ENGINEERING. INC. Report of Fill Compaction Tests on Abandoned Swimming Pool Backfill and Remedial Gradinn for Proposed AD\; 1004 Merganser Lane Carlsbad, CA 92009 Page 4 December 19, 2021 Project No. 21-1127B7 This opportunity to be of service is appreciated. lf you have any questions, or we can be of further service. please do not hesitate to call or contact us. Respectfully Submitted, Martin R. Owen. PE, GE Geotechnical Engineer Attachments Tables 1 and 2 and Figures I and 2 EAST COCNTY SOIL CONSULTATION AND ENGINEERING. INC Report of Fill Com11action Tests on Abandoned Swimming Pool Backfill and Remedial Grading for Pro11oscd ADli Pa!!,C 5 December 19, 2021 Project No. 21-1127B7 1004 Merganser Lane Carlsbad, CA 92009 TABLE I FILL COl\1PACTION TEST RESt:LTS TEST SOIL FILL I FIELri· T-FIELD FILL NO. TYPE DEPTH ! MOISTl'RE ! DRY [MAXII\UM DRY COMPACTION(%) (FEET) CONTENT I DENSITY DENSITY (.'_¼,) (PCF) (PCF) 1 2 12.9 I 119.1 i 126 0 94 ·• ------·---·-··---- 2 4 ' 12 II 123.6 ! 126.ll 98 .1 u 12.2 118.7 I 126 0 94 4 u 11 3 116., 126 U 92 5 2 FG 7.8 126.8 111.0 97 ·-6 2 FG 6.8 129.0 HUI 98 -- FG = FINISHED GRADE SOIL TYPE 2 TABLE 2 LABORATORY MAXll\1Ul\1 DENSITY TEST RESULTS ASTl\1 D1557 SOIL DESCRIPTION REDDISH BROWN. SILTY SAND ----DARK BROWN. SILTY SAND (IMPORT) MAXIMUM DRY DENSITY PCF) 126.0 1 'IO EAST COUNTY SOIL CONSULTATION AND ENGINEERlNG. INC. OPTIMUM MOISTURE CONTENT(%) 1().(1 9.0 \ \ \ Report of Fill Compaction Tests on Aba ndoned s ~imming Pool Backfill and Remedial Grading for Proposed ADU 1004 Merganser Lane Carlsbad, CA 92009 FIGURE I Page 5 December 19, 2021 Project o. 21 -112787 LOCATIONS OF FIELD DENSITY/FILL COMPACTION TESTS /:>,r/q]t/l?o.S Ai<1YG---~ ISi" ~9• 6" E ----·52' 6" 75' 1· s toot penme~ ------i I .-t • I ._ ' -·---- 41'5° ,:::; .... == EAST COUNTY SOIL CONSULTATION AND E 'GTNEERING, INC. ---.. ....... _ --- Report of Fill Compaction Tests on Abandoned Swimming Pool Backfill and .Remedial Grading for Proposed ADU 1004 Merganser Lane Carlsbad, CA 92009 FIGLRE 2 SEISMIC DESIGJ\ V ALl'ES The following CBC seismic design values may be used. 1004 Mergans,,r l n. Carlsbad. CA 92011, U<;/, o.slgn Cod,o R.<tfwenoo Document Risk Category Site Class Type S, Value l.0 79 Type Value F. Description Description Page 7 December 19, 2021 Project No. 21-112787 EAST COUNTY SOIL CONSULTATlON AND ENGINEERING. INC. Building Permit Number: CBR2022-0758 (_ City of Carlsbad Community & Economic Development COMMUNITY FACILITIES DISTRICT RESIDENTIAL RESIDENTIAL CERTIFICATE: Developer of Residential Land, please read this agreement carefully and be sure you thoroughly understand this agreement before signing. Property owner signature is required before permit issuance. Your signature confirms the accuracy of all the information shown below. COOWNER HUANG EDWIN Y AND CLAIRE C Name of Owner Name of Project 1004 Merganser Ln Address CARLSBAD, CA City, State (760) 855-6751 Telephone 2157600400 Assessor Parcel Number (APN) NA 92011 Zip Lot Number Improvement Area 1 05/07/1991 Total # of Units Annexation Date cea..""LO-Z.'2..-o,5B Project Number Tract Number RES. DEVELOPED (NET DENSITY 1.51-4.0 DU/AC) Land Use Type $5,036.53 2 2022 Factor Density Fiscal Year As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. As cited in Policy 33 and adopted by the City Council, this Special Tax will not be allowed to pass through to the homeowner. At the time a building permit is issued the Special Development Tax -One-Time is due per dwelling unit. In addition, there may be Special Taxes outstanding on the current tax roll or if a permit is issued after March 1, taxes will be levied in the coming fiscal year. All of these special taxes are the responsibility of the developer. Accordingly, I agree to pay all of these current, outstanding and future Special Taxes. These taxes may not be apportioned to the homeowner as part of escrow closing. (Note: Regular county taxes may be prorated.) I understand that by signing this I am agreeing to this provision . • I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Owr,e V Title !:,-/ q I >-v 2 2- Date B-33 Page 1 ot :! {city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID 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: C t:i {2..'2.022. -0 1 S-8 Permit#: CBR2022-0758 ------------------- Project Address: 1002 MERGANSER LN ------------------- Assessor's Parcel#: 2157600400 ----'-'-"--------------- Project Applicant: COOWNER HUANG EDWIN y AND CLAIRE C (Owner Name) Residential Square Feet: New/Additions: ------------------- Second Dwelling Unit: 900 ------------------- Commer c i a I Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 04/21/2022 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 number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person • Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 • Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 Ill San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) • San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) Ill Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 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. 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']).,:\ , \.:)_ , ,, r;., ., ,, '::, :\ (" ,, l 1.. '--1.., l ·~J;.j _ (s,_-' (c,q ,,1::-....(_,C,x., I') Title ~ ~ 1 , :u 1 , , , \----;. , , c, 1.., ( \. \ :\;; Date: LI -:)ic--,)C :) ',:;) 1 CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District fi?2S El CAMINO BEAi Phone'/ fr(_\ :{J f ,,S----r:--ct:': CARLSBAD, CA 92009 Community Development -Building Division 1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov 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 INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDlllONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE 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 PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADE QUA TE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT 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 CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO Tl-IE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID Tl-IE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY Will-I ll-!IS CITY APPROVED TIER 1 CONSTRUCTION SWPPP ll-!ROUGHOUT Tl-IE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL Tl-IE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY Tl-IE CITY OF CARLSBAD. 1'w> If /...,. ~ R e,,; M ·s ,,.. .. )10WNER'S AGENT NAME (PRINT) ~rsiiwllPs AGENT NAME (SIGNATURE) E-29 +-1-f, . Wt. z, DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB C8R20:rJ-61>& SW_ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Stenn Water Waste Management and Matenals BMPs Control BMPs Management BMPs Pollution Control BMPs C: C: C: 0 --0 0 :;;: C: C: 'O :;;: :;;: c> 0 " 'O ., 'O "' C: " " C: .!: c> E C: E C: -0 ::, ::, 0 ·.:: C. 0 0 0 -., E ., ~ ~ :;;: 'O ~ ·5 >, "' 'O "' c> ~ --C: '-c> C: ., ~ " c "'"' "' 0 CT ~ 0 C: c> C. ., .!: C: > ·.:: ~ ., 0 Best Management Practice• o'1l Cc ·.:: -C: "' w C: .!: 0 00 C. ~ 0 ., 0 ~ '-' ., > 0 :;;: -"'3' u, ,= ., ., -" .c: C: E 0 C: <.> ~ <.> u, ~ 'O -.; "' "' C: " C: (BMP) Description ➔ "' .!< "(/) ] " "' c> " c> 00 ·c c: c> C: 'O "' C: 0 ::::, ., -" " ~ Q.) 0 '3 0 3' C: 11~ ]~ C: C: > lll E ::, " -~ 0 0"' 0 C> " :;;: "' 0 C> C: C: 0 00 (/) •E "' 0,-<.> ., Co ., ~ 8i c ., 3: ., X ., er 0 -NU> O'I:;:; 'ci. ~- 0 ., " ~.£ "-e " -~ .,, l -::, .0 E ~ =~ =~ :c ·.:: C> 'O £.5 ., c.. ~:;:; .Ee " C: ~ 0 .,, 'O 0 -" ~ " :, 'O :a "'C 0 " ~ ., " -0 0 C. 'O ., ., ., " ~-.0 ~ b g ~~ -·-0 -:=c =-= § ~ 0 -0 C: 0 0 O 0 .c: ., -o 0 " j o~ 0 ., .c: .0 ~ ..',o 0 -~ 0 c> -o 0 ., -o_ 0 -C. 0 '-' WO i7i vi (/) <.> G: '-' Vl> (/) (/) D.. in C: "' er 3: ,t o..O D.. > <.> "' (/) "' (/) (/) <.> <il "' CASQA Designation ➔ ,-.. tO "' ,.,., v "' <D ,-.. IX> 0 N ,.,., ,-.. tO N ,.,., v "' I I I I I I I I I I I I I I I I I I I I I I I <.> <.> <.> <.> w w w w w w w w ~ ~ (/) (/) (/) (/) i i i i i Construction Activity w w w w (/) (/) (/) (/) (/) (/) (/) (/) z z z z v Grading/Soil Disturbance V ,/ ✓ V './' ✓ ... Trench inn /Excavation Y Stockoilina v \/ V ,/ V Drillina/Borina Concrete/ Asohalt Sawcuttinq y' h.1 Concrete Flatwork v ✓ Paving l'-1 Conduit/Pica Installation \/ IV Stucco/Mortar Work 1·/! Waste Disoosal Staainn /Lav Down Area Enuioment Maintenance and Fuelina Hazardous Substance Use/Storaae Dewaterina Site Access Across Dirt Other /iistl: Instructions: 1. Check the box to the left of all applicable construction activity {first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer lo the CASQA construction handbook for information and details of the chosen BMPs and how lo apply them to the project. PROJECT INFORMATION Site Address: /()Cl+ /il,,t({:.7 i. ti :Ef;-K /-!"/, " -"' 0 3:-C: "' " :, E 0 ., 'O C> 5 0 N C: oo ::c"' <D I i V 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. .--.,~'"'"'•~ ,,-1 ~,,,.'II ,...,.,._ '" _,.. ··' l,.;J,... :,_,,,.• G--'A ~ ~ u, Assessor's Parcet' Number: 1..( '$ ' 7(pfJ -ci4-~)I Emergency Contact: / _ ' r~-..z,,....-I Nome:.J:t..P ~{ ;::.,, , l H 24 Hour Phone: "114 • +±I, 't-, ~O Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM )8:1 LOW ., -"' o-3: C: ., " E -., ., C> t; 0 C: C: O 0 <->"' IX> I i V Page 1 of 1 REV 02/16 DISCRIPTION LEGEND *DWG. NO. SYMBOL QUANITY N 32° 30' 39" E SEE PLAN PROPERTY LINE SILT FENCE FIBER ROLL St.-! St.-5 EC-2 St.-I 0 St.-6 ~ -X-X-FR- PRESERVATION OF EXISTING INLET PROTECTION GRAVEL BAG BERJvtl BARRIER DIRECTION/COURCE OF FLOW HYDRAULIC MULCHIHYDROSEET 2% l EC-I. EC-4 STABILIZED CONSTRUCTION ENTRANCE TC-I MATERIAL STORAGE AREA TEMPORARY TRASH/SOLID WASTE HAZARDOUS AND CONCRETE WASTE MANAGEMENT SANITARY WASTE (PORTABLE TOILET) l!VM-I l!VM-6, l!VM-8 l!VM-.9 ~ @ cx:ccc:o ~ ~ IWM-6 1~ IWM-9 1 STANDARD DRAWING (St.-5, W?v;-5, ECT.J CAN BE FOUND AT THE CALIFORNIA STORMWATER QUALITY ASSOCIATION (CASQAJ WEBSITE: http://www. cabmphanbooks. com/ \ \ \ (E) 4" ATRIUM DRAIN PROVIDE (N) ATRIUM COVER (N) PROVIDE STORM DRAIN PROTECTION W/ GRAVEL BAGS ALL AROUND, 3/4" MIN . --- AGGREGATE PER SE-I 0. TYP. B '(I\ -n ~ ·--~--0 -----0 (E) LANDSCAPE \ (E) CONCRETE ~-cc cc cc 4{ FLATWORK' , , , , , , \ (E) DRAINAGE ~ PATTERNS TO REMAIN. I \ \ f:i) -:- (E) CONCRETE FLATWORK -::::t :B \ aL.., ___,,. I -L, 0 \ -1 ]-, 0 -1 EXISTING RESIDENCE (E) F.F. I G8.75' \ \ \r0,,, ·G \ . Ir;;,, (E) CONC. DRIVEWAY \ (E) DRAINAGE PATTERNS TO REMAIN. \ I :B -n (i) -<l> Pl (J\_ (E) SIDEWALK SHOWN FOR REFERENCE '.i3 -n (i) -<l> ~ '.i3 -n (i) -tJ) ~ 0 -n (i) 0 \' N-------, \<;,------tG· ~tL . I <;,O' ~,~,..,.., ..,.., ..,.., ,-:. . ~0 I' G- ~fo ·Q G. !(;7, ·. !(;9, /~ &, l.\J a L.., ___,,. I -L, 0 -1 (E) DRAINAGE PATTERNS '0 ..:-TO REMAIN . "G' / ~- (N) STORM/SITE DRAINAGE PIPE CLEANOUTS :. H if h u 1• ti !" !~ fl •{ i• -a ~. ·~ ~~ ! • t) J-~~ ji &1 q u H !l u ~-_, I ! ·~ ~-~a ~· Ji &i :' -SD-B 15 DIRECT RUN OFF TO ;f Ji 8 &I PERVIOUS AREAS TYP. (E) LANDSCAPE TYP. ~I H :j gx NOTE: B rt:; I" ·G . I S;,,, PER STORM WATER !~ STANDARDS QUESTIONNAIRE fi E-34 THIS PROJECT IS A j I STANDARD PROJECT. ~! WHEN NEEDED INSTALL \ ~t) f.G- \ ~l~L/ CONSTRUCTION ENTRANCE / ~ PER TC-I TYP. ~ (~ STORM DRAIN. --------(E) CONC. DRIVEWAY ----====--=-= (E) LAWN TYP. --------(E) DRAINAGE DIRECTION TYP. -==---=== --.:==----(E) SITE DRAINAGE TROUGH (E) ~ c., Merganser Ln .- CORE DRILLED IN CURB AND DISCHARGE TO RAIN GUTTER. Storm Water Construction SWPPP Plan 0 5' 15' 25' SCALE: I"= 20'-0" Page 2 of 2 ~----~ -PROVIDE STREET SWEEPING AS REQUIRED. DRAWINGS ARE NOT TO BE SCALED -ALL DIMENSIONS TO BE VERIFIED IN FIELD // ' ~ \.) * ~~ ...;:: 4-Sl 'l 0 ~ B . """ C .. C ~ ~ :.ii 2 ~ _, ~~ = ~_, 0 ~ ai:: li! ai:: ,,s ~8 :E b'.l 0 a.. a.. a.. ..... ..... s: 0 Cl) N Q) O> z L-Ill 0 ro (.) j::: ,, (.) (_) Ill ::> .c 1/l 0:: ca .:::: ti; Ill C (.) z C: 0 3: _J (.) ""C .... 0:: (I) w w 1/l I-C ci Ill <( Cl s: ~ .... C (I) ~ i ~ ! ro '<t 0:: I :::J 0 ! 0 ::r: 0 • I- ~< ..... ~ Cl) '/ :'I DRAWN I CHECKED Ron LaBartJera DATE/TIME 4/26/2022 9:08:17 AM PROJECT f«JM8ER Number JOB-• Huang SHEET 2 OF 2 SHEElS ,/~ '\.: