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Permit Building 2020-02-03
SbPKRINGF IELD 6i�o ...OREGON Web Address: www.springfield-or.gov Building Permit Residential Structural Permit Number: 811-19-002SSS-STR IVR Number: 811047925622 City of Springfield Develooment and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Permit Issued: February 03, 2020 TYPE OF WORK Category of Construction: Single Family Dwelling Type of Work: Addition Calculated Job Value: $69,067.35 Description of Work: Addition - living room/dining room JOB SITE INFORMATION Worksite Address Parcel Owner: GORMAN TIMOTHY D & 1956 15TH ST 1703252302900 KIMBERLY A Springfield, OR 97477 Address: 1956 N 15TH ST SPRINGFIELD, OR 97477 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone OWNER - Primary CCB 000000 PENDING INSPECTIONS Inspection Inspection Group Inspection Status 1999 Final Building Struct Res Pending 1260 Framing Struct Res Pending 1020 Zoning/Setbacks Struct Res Pending 1110 Footing Struct Res Pending 1120 Foundation Struct Res Pending 1220 Underfloor Framing/Post and Beam Struct Res Pending 1410 Underfloor Insulation Struct Res Pending 1430 Insulation Wall Struct Res Pending 1440 Insulation Ceiling Struct Res Pending 1530 Exterior Shearwall Struct Res Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 2/3/20 Page 1 of 2 C:1myReports/reports//production/01 STANDARD Permit Number: 811-19-002555-STR Page 2 of 2 Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811047925622 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store PERMIT FEES Fee Description Quantity Fee Amount Technology Fee $71.38 Plan Review - Minor, City 1 $141.00 SDC: Improvement Cost - Storm Drainage 322.51 $322.51 SDC: Total Storm Administration Fee 27.23 $27.23 SDC: Reimbursement Cost - Storm Drainage 222.14 $222.14 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 1391 $83.46 Structural building permit fee $779.80 Structural plan review fee $506.87 State of Oregon Surcharge - Bldg (12% of applicable fees) $93.58 Total Fees: $2,247.97 VALUATION INFORMATION Construction Type Occupancy Type Unit Amount Unit Unit Cost Job Value VB R-3 1 & 2 family 444.00 Sq Ft $122.46 $54,372.24 VB U Utility, misc. - 603.00 Sq Ft $24.37 $14,695.11 half rate Total Job Value: $69,067.35 Printed on: 2/3/20 Page 2 of 2 C:1myReports/reports//production/01 STANDARD SPRINGFIELD City of Springfield Development and Public Works Transaction Receipt 225 Fifth Street '' tr 811-19-002555-STR Springfield, OR 97477 OREGON 541-726-3753 IVR Number: 811047925622 permitcenter@springfield-or.gov Receipt Number: 473703 Receipt Date: 2/3/20 www.spdngfield-or.gov Worksite address: 1956 15TH ST, Springfield, OR 97477 Parcel: 1703252 302900 Printed: 2/3120 9:35 am Page 1 of 1 FI N_TransactionReceipt_pr Fees Paid Transaction Units Description Account code Fee amount Paid amount date 2/3/20 1.00 Ea Structural building permit fee 224-00000-425602-1030 $779.80 $779.80 2/3/20 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $93.58 $93.58 (12% of applicable fees) 2/3/20 222.14 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $222.14 $222.14 Drainage 2/3/20 322.51 Amount SDC: Improvement Cost - Storm 617-00000-448028-8800 $322.51 $322.51 Drainage 2/3/20 27.23 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $27.23 $27.23 2/3/20 1.00 Ea Plan Review - Minor, City 100-00000-425002-1039 $141.00 $141.00 2/3/20 1.00 Automatic Technology Fee 204-00000-425605-0000 $71.38 $71.38 2/3120 1,391.00 SgFt Fire SDC - New Res Construction Sq 100-00000-424005-1091 $83.46 $83.46 Ft fee - enter sq ftg Payment Method: Credit card Payer: GORMAN TIMOTHY Payment Amount: $1,741.10 authorization: 11304w D & KIMBERLY A Cashier: Katrina Anderson Receipt Total: $1,741.10 Printed: 2/3120 9:35 am Page 1 of 1 FI N_TransactionReceipt_pr Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 1 suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION ❑ Residential I ❑ Government I ❑ Commercial .JOB SITE INFORMATION AND LOCATION Job site address: (y�" City: State: 8'Q ZIP:9-MZ Subdivision: Lot no.: Reference: Taxlot: ER PROPERTY OWNER // Name: T � �prmt,. 4r►� y"44,1 && Address: ro. (b S City: Sprw-V6t State: ZIP:JIL(J Phone: 5L((- q- oZS Fax: - - E-mail: +1 k cworn+itin Corw(s �.J� _ — Building Owner or Owner's agent authorizing this application: Sign here: *This installation is being made on residential or farm property owned by the or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name:yt,Jn-Lr— Address: City: State: ZIP: Phone: - - Fax: - - E-mail: CCB license no.: Print name: Signature: SUB-CONTRACTORINFORMATION Name CCB License # Phone Electrical Construction type: Square feet: Li Lf Plumbing Mechanical Cost per square foot: Other information: Last edited 5-5-2019 BJones DEPARTMENT USE: ONLY Permit no.: (1-0o Date: 80 days of Issunnee or if work is FEE SCHEDULE 10 1. Valuation in€orntation (a) Job description: �F��( to C %j�� 1-0-K LVIA4 (VIAPun, Occupancy Construction type: Square feet: Li Lf 3 Cost per square foot: Other information: \ Type of Heat: Energy Path: ( A ❑ new ❑alteration Oaddition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: �L.. 2. Building fees (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): s 3. Plan review lyses (a) Plan review (65% x permit fee [2a]): $ (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 4. Miscellaneous fees (a) Seismic fee, 1 % (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ DOTAL fees and surcharges (2e+3c+4a+b): $ jr�,,J(--7 OK 6,vk Vt V l fq Ll :q Property Owner Statement Regarding Construction Responsibilities Oregon Law requires residential construction permit applicants who are not licensed with the Construction Contractors Board to sign the following statement before a building permit can be issued. (ORS 701.325 (2)) This statement is required for residential building, electrical, mechanical, and plumbing permits. Licensed architect and engineer applicants, exempt from licensing under ORS 701.010 (7), need not submit this statement. This statement will be filed with the permit. Please check the appropriate box: 1-1 1 own, reside in, or will reside in the completed structure and my general contractor is.- Name s: Name CCB# Expiration Date I will inform my general contractor that all subcontractors who work on the structure must be licensed with the Construction Contractors Board. or I will be performing work on property I own, a residence that I reside in, or a residence that I will reside in. If I hire subcontractors, I will hire only subcontractors licensed with the Construction Contractors Board. If I change my mind and hire a general contractor, I will select a contractor who is licensed with the CCB and will immediately give the name of the contractor to the office issuing this Building Permit. I have read and understand the Information Notice to Homeowners About Construction Responsibilities, and I hereby certify that the information on this homeowner statement is true and accurate. Print Name of Permit Applicant Signature o ermit Applicant Date Permit #: Address: ]F i JU 17 Issued by: Date: This Copy for Permit Offices Information Notice to Owners About Construction Responsibilities / (ORS 701.325 (3)) Homeowners acting as their own general contractors to construct a new home or make a substantial improvement to an existing structure, can prevent many problems by being aware of the following responsibilities: • Homeowners who use labor provided by workers not licensed by the Construction Contractors Board, may be considered an employer, and the workers who provide the labor may be considered employees. As an employer, you must comply with the following: • Oregon's Withholding Tax Law: Employers must withhold income taxes from employee wages at the time employees are paid. You will be liable for the tax payments even if you don't actually withhold the tax from your employees. For more information, call the Department of Revenue at 503-378-4988. • Unemployment Insurance Tax: Employers are required to pay a tax for unemployment insurance purposes on the wages of all employees. For more information, call the Oregon Employment Department at 503-947-1488. • Oregon's Business Identification Number (BIN): is a combined number for both Oregon Withholding and Unemployment Insurance Tax. To file for a BIN, go online to the Oregon Business Registry. For questions, call 503-945-8091. • Workers Compensation Insurance: Employers are subject to the Oregon Workers Compensation Law, and must obtain Workers Compensation Insurance for their employees. If you fail to obtain Workers Compensation Insurance, you could be subject to penalties and be liable for all claim costs if one of your workers is injured on the job. For more information, call the Workers Compensation Division at the Department of Consumer and Business Services at 800-452-0288. • Tax Withholding: Employers must withhold Social Security Tax and Federal Income Tax from employee wages. You may be liable for the tax payment, even if you didn't actually withhold the tax. For a Federal EIN number, go online to www.irs v. Other Responsibilities of Homeowners: • Code Compliance: As the permit holder for a construction project, the homeowner is responsible for notifying building officials at the appropriate times, so that the required inspections can be performed. Homeowners are also responsible for resolving any failure to meet code requirements that may be found through inspections. • Property Damage and Liability Insurance: Homeowners acting as their own contractors should contact their insurance agent to ensure adequate insurance coverage for accidents and omissions, such as falling tools, paint overspray, water damage from pipe punctures, fire, or work that must be redone. Liability Insurance must be sufficient to cover injuries to persons on the job site who are not otherwise covered as employees by Workers Compensation Insurance. • Expertise: Homeowners should make sure they have the skills to act as their own general contractor, and the expertise required to coordinate the work of both rough -in and finish trades. CONSTRUCTION CONTRACTORS BOARD PO Box 14140, Salem, OR 97309-5052 Telephone: 503-378-4621 — Fax: 503-373-2007 Website Address: www. 9 on.aov/cam ,���to� Q_�ni s This Copy for Permit SPRINGFIELD -OREGON www.spdngfield-or.gov Transaction Receipt 811-19-002555-STR Receipt Number: 472980 Receipt Date: 11/13/19 Worksite address: 1956 15TH ST, Springfield, OR 97477 Parcel: 1703252302900 Fees Paid City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Transaction date Units Description Account code Fee amount Paid amount 11/13/19 1.00 Ea Structural plan review fee 224-00000-425602-1030 $506.87 $506.87 Payment Method: Credit card authorization: Payer: GORMAN TIMOTHY D & KIMBERL Payment Amount: $506.87 61313w Cashier: Katrina Anderson Receipt Total: $506.87 Printed: 11/13/19 2:13 pm Page 1 of 1 FIN_TransactionReceipt_pr CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET JOURNAL OR JOB NUMBER: 19-002555-DWL NAME OR COMPANY: TIMOTHY & KIMBERLY GORMAN LOCATION: 1956 15TH ST CID TAX LOT NUMBER: 1703252302900 A DEVELOPMENT TYPE: Single Family Residence NEW DWELLING UNITS I BUILDING SIZE (SF): 0 11 LOT SIZE (SF):Il 0 IMPERVIOUS AREA MAX 45% 0 1 MAX 35%1 0 � ). STORM DRAINAGE W DIRECT RUNOFF TO CITY STORM SYSTEM w A. REIMBURSEMENT COST AREA DRAINING TO IMPERVIOUS S.F. x COST PER S.F. DRYWELL CHARGE 738.00 $0.301 = 0 $222.14 $222.14 B. IMPROVEMENT COST IMPERVIOUS S.F. x COST PER S.F. CHARGE 738.00 $0.437 = 0 $322.51 $322.51 1070 ITEM 1 TOTAL - STORM DRAINAGE SDC $544.64 2. SANITARY SEWER - CITY A. REIMBURSEMENT COST: NUMBER OF DFU's x COST PER DRU 0 $170.50 = $0.00 1091 B. IMPROVEMENT COST: NUMBER OF DFUs x COST PER DFU 0 $83.99 = $0.00 1092 ITEM 2 TOTAL - CITY SANITARY SEWER SDC = $0.00 3. TRANSPORTATION A. REIMBURSEMENT COST: ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR 9.57 0 19.86 1.00 = $0.00 1093 B. IMPROVEMENT COST: ADT TRIP RATE x NUMBER OF UNTI S x COST PER TRIP x NEW TRIP FACTOR 9.57 0 $377.40 1.00 = $0.00 1094 ITEM 3 TOTAL - TRANSPORTATION SDC = $0.00 4. SANITARY SEWER- MWMC A. REIMBURSEMENT COST: NUMBER OF FEU's xR FEU COST PE 0 $135.93 = $0.00 1054 B. IMPROVEMENT COST: NUMBER OF FEU's x COST PER FEU 0 $1,620.85 = S0.00 1055 C. COMPLIANCE COST: NUMBER OF FEU's x COST PER FEU 0 1 $22.82 = $0.00 MWMC CREDIT IF APPLICABLE (SEE REVERSE) _ $1.00 1054 MWMC ADMLNISTRATIVE FEE _ $0.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $0.00 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $544.64 5. ADMINISTRATIVE FEE: SUBTOTAL x ADM. FEE RATE = CHARGE $544.64 5% $27.24 TOTAL STORM ADMINISTRATION FEE $27.23 TOTAL SEWER ADMINISTRATION FEE: 0.00 1079 TOTAL TRANSPORTATION ADMINISTRATION FEE: $0.00 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $0.00 11078 TOTAL SDC CHARGES = $571.88 PREPARED BY Steven Petersen DATE 12/2/2019 DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FIXTURES x UNIT EQUIVALENT = DRAINAGE FIXTURE UNITS (NOTE: FOR REMODELS, CALCULATE ONLY THE NET ADDITIONAL FIXTURES) FIXTURE TYPE NO. OF FIXTURES UNIT NEW OLD EQUIVALENT DRAINAGE FIXTURE UNITS BATHTUB 0 0 3 = 0 DRINKING FOUNTAIN 0 0 1 = 0 FLOOR DRAIN 0 0 3 = 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC. 0 0 3 = 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC. 0 0 6 = 0 LAUNDRY TUB 0 0 2 = 0 CLOTHESWASHER / MOP SINK 0 0 3 = 0 CLOTHESWASHER - 3 OR MORE (EA) 0 0 6 = 0 MOBILE HOME PARK TRAP 0 PER TRAILER) 0 0 12 = 0 RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 0 1 = 0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC. 0 0 3 = 0 SHOWER, SINGLE STALL 0 0 2 = 0 SHOWER, GANG UMBER OF HEADS 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 0 0 3 = 0 SINK: COMMERCIAL BAR 0 0 2 = 0 STNK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 0 0 1 = 0 URINAL, STALL / WALL 0 0 5 = 0 TOILET, PUBLIC INSTALLATION 0 0 6 = 0 TOILET, PRIVATE INSTALLATION 0 0 3 = 0 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU (E uivalent Dwelling Unit) is a discharge equivalent to a single family dwelling unit (20 DFU's) set at 167 gallons per day 0 0 MVV.MC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT RATE/$1,000 ASSESSED VALUE $5.29 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? 0 (Enter I for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? 0 (Enter I for Yes, 2 for No) BASE YEAR 1979 CREDIT FOR LAND (IF APPLICABLE VALUE / 1000 CREDIT RATE 50.00 x $5.29 = $0.00 CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / 1000 CREDIT RATE $0.00 x $5.29 = 0 TOTAL MWMC CREDIT = $0.00 BEFORE 1979 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 ADDRESS: = , MAP &_ TAXLOT : t�,ts2-• S3 —J' . — j:)a&Q Plan Review Checklist PERMIT#: 1:2 Enter data into project log Check address on plans is correct Check to see if LDAP has been issued. LDAP Permit # S-r:YF_ S[G J�Je-n 6r-¢ P1 P Read all comments from other work groups to see if anything needs to be considered during structural review. V99..W.. srr WV6 Check Setbacks on Site Plan Check RLID to make sure taxlot matches what is shown on drawings, that topography lines are on the plans and that owner info matches Check to see if lot is sloped or FI If sloped, will back deck meet setbacks If a new home is being built at Mountaingate or River Heights, check the subdivision books to see if a Geo -Tech report is req. Check soils to determine whether or not a Geotechnical evaluation should be required tkio If property is on septic, check for proper setbacks from building to tank, distribution box, and leach field Make sure that property is not in Flood Hazard A affected property according to Mapspring (if it is we need 3 engineers surveys)oje iza%aw S Check that everything required to be engineered has engineering and that the stamp is current Check the truss package and make sure it matches the plans (qty of trusses, type, attachements) - If the numbering doesn't *match but the uplift and reactions look correct it is OK. Falls under field verify *Make sure that if there is HVAC equipment in the attic, the trusses were designed to support it Check overhang to make certain they don't project farther than allowed for fire separation ___�_ft G"� inches (GXAAg V poeve"WSS sm-C If rafter framing, check -spans 'eft 9W%W&S Me:T awtBocr-% .. If trusses or rafters are between 2/12 and 4/12 pitch, make not that duel layers of underlayment required. Less than 2/12 needs to be y• a membrane roof. 512- • ar Check to see if anything over 4000lbs is bearing down on strip footings. If so this needs to be enlarged. "o i4&mtES Check Hold Downs, highlight hold downs for the inspector �s Check Foundation Venting rA,ppa lGp pocAa_ w/COCM& sar-,"Oaj Q040%.J Check for propane tanks; look for setbacks, siesmic attachments, and protection of the tank. Make notes on plans with stepped foundations how far back they need to be from the edge of the cut and the uphill cut. Check header sizes Check footing sizes *Aqt Zd'�,cs�t�'�.-tZy weo*L,we- e4e,.,, --.,art 6CCX5 LB a AO CWOmCc Of LOApS EQu4t.'�i�A"f 14 Make sure that if rebar is used that it has minimum cover depths. Check energy code requirements. Additional energy measure selections : Envelope Enhancement__ Conservation Measure *Make sure that insulation called out meets the energy code and if not make note of the required R value. *On additions/remodels where existing conditions come into play, see code section N1101.3 & table N1101.2 Check tempered glazing (hazardous locations, windows in stairwell, within 24" of door, where a door would open into the glass,etc) Check bedrooms for egress (window sizes, make sure that garage door to house doesn't go into bedrooms) Check to see if there is_ a living area above the garage, if so, make note of 5/8" type X gyp board fire separation requirement. .. fir �.. Check for mechanical equipment proteetiori FWlar sj in the garageF- F' fa' { '�� "•. ` "• t' i o'r{r`; ".�.3,•. ; If DETACHED garage is being built less than 3ft to existing structure it needs to have 1/2 gyp board on the interior walls If Garage is elevated, make sure columns supporting underfloor of garage are continous to footing (make note on plans) Check fire/sound separation assembly on 2 family dwellings Check for smoke alarms/Carbon Monoxide alas (look on electrc alarms ial sheets if there ar'en`t any shown on floor plan) Check wall bracing Check minimum room size ` ` w`y``o - Make sure that minimum bathrad"sfixture distances are met Check to make sure stairs meet code Check roofing material composition _shinaleA5panish tile, metal, etc.) -- Check for attic access and underfloor access on plans Check beam sizes Read over all the general notes to make certain that nothing was missed and there are no conflicts IF new SFD or ADU, make sure that Willamalane form is attached. Transfer all notes made by other work groups until there are two identical sets of plans (jobsite and city set) Include standard attachments Exterior Wall Envelope Self -Certification Form Not re uired for unheated detached structures Moisture Content Acknowledgement Form High -Efficiency Lighting Systems Oregon Residential Specialty Code (ORSO Noise Ordinance Notice Smoke Alarm Ventilation Requirements for Kitchens and Bathrooms Green Approved Plans Cover Sheet (Found under "Cover" in file cabinet) Make sure that on all new square footage, that a Fire SDC is charged.— f;v R.W 4-6.0 mac}. -%y c' t" kf i,%�- .- t'.:' Add all inspections and fees into Accela (including Willamalane fee and addressing fee) Stamp plans with the "Reviewed for Code Compliance" stamp, sign the approved by line and perforate Approve Building Review line in Accela & call or email application with fees due and attach placard to jobsite set * Enter energy path data -from Additonal Energy Measures Table N1101.1(2) into Accela ."-I • . ° • ..1 s=:,r• ,; Signed electrical application received Print out the Fee Schedule and put it with the Willamalane Spreadsheet on the outside of the folder J1Put any inspection notes into Accela that need to be there before the plan is issued. Check off Project Log and enter today's date. Plan check items/notes SPRINGFIELD OREGON www.spdngfield-or.gov Worksite address: 3727 JASPER RD, Springfield, OR 97478 Parcel: 1802061309500 Transaction date Units Description 11/13/19 1.00 Ea Structural plan review fee Transaction Receipt 811-19-002544-STR-01 Receipt Number: 472971 Receipt Date: 11/13/19 Fees Paid Account code Fee amount 224-00000-425602-1030 $402.57 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Paid amount $402.57 Payment Method: Credit card authorization: Payer: HARRISON JACOBSON INC Payment Amount: $402.57 113121 Cashier: Chris Carpenter Receipt Total: $402.57 Printed: 11/13/19 9:13 am Page 1 of 1 FIN_TransactionReceipt_pr MiTek'- MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 2479-19 Gorman Addition The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Relco Roof. Pages or sheets covered by this seal: R60261440 thru R60261446 My license renewal date for the state of Oregon is June 30, 2021. p PRO��S GIN 87'0 PE OREGON ER A E Hernandez, Marcos aeon •••naw • a • • • • e November 13,2019 • • e • • IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. •000.0 ea06• *see* . . . 0006•6 6 • . • 0 • 0000•• ...... 0 • 0..000 • • • • 0 • e e • • • • •• • none e • • 6 • 000000 0000 so • • 0000 0000 Job - 2479-19 Relco Roof and Floor, Inc, 1-5-8 1-5-8 Truss A1GE Harrisburg, OR - 97446, 20.9.0 19-3.8 Truss Type ROOF SPECIAL SUPPORT Qty Ply Gorman Addition R60261440 1 1 Job Reference (optional) _ 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:44 2019 Page 1 ID:?Qhi7uDy5ZQrMBy31i2TZTyMHjL-W hbJiXQgphl5PBmxNcOtAtHhVvPYRwdX52s2lkyJcwf 37-0-8 41-6.0 16-3-8 4-5-8 5.00 12 5x6 = 16 17 16 Scale = 1:70.6 3x6 14 -� J 20 3x6 11 12 13� r 21 22 23 10 _r..� 24 25 8 +I 26 1 27 28 J 49 6 50 48 5 °'� 52 61 5x6 47 46 `'` 29 3x4 I! 644 ,l I 54` 53 45 44`- ---4 4 30 3 �. _.. I?f ' N 57 58 55 43 42 41 �0. y 31 32 a 1 2 59 58 40 39 -- - 33 60 38� __ f o - _� - - . - � _ ��x=xx�_ cx�-xx• �=a2�s=��3�a>n - _.���!�; � Ig l 3x5 = 3.00 12 x 36 35 34 3x5 = 63 62 61 37 6x8 = 44 Zz 3x4 II 1-5-8 DEFL. in 1-0-0 _ 20-9-0 _ -0-0 19-3-8 0-5-8 Vert(CT) n/a Plate Offsets (X,Y) 12:0-1-12,0-0-12],163:0-6-0,0-2-41 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1 &Btr *Except* 30-36:2x4 DF No.2 37-" 16-3-8 41-6-0 _ 4-58 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.43 Vert(LL) n/a - n/a 999 MT20 2201195 BC 0.34 Vert(CT) n/a - n/a 999 WB 0.06 Horz(CT) -0.04 36 n/a n/a Matrix -S Weight: 200 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 36-37. WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 36-6-0. (lb) - Max Horz 63=123(LC 16) Max Uplift All uplift 100 Ib or less at joint(s) 63, 36, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39 except 37=-244(LC 9), 62=-105(LC 12), 38=-352(LC 24) Max Grav All reactions 250 Ib or less atjoint(s) 63, 49, 36, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 48, 47, 46, 45, 44, 43, 42, 41, 40, 38 except 37=828(LC 24), 39=265(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/268, 2-3=-2691315,3-4=-2151285, 4-5=-2021295, 5-6=-1791293,6-7=-157/293, 7-8=-135/293, 8-9=-1 1 412 93, 9-10=-92/293, 10-11=-70/293, 11-13=-48/293, 13-14=-27/293, 14-15=01293, 15-16=0/298, 16-17=0/293, 17-1 8=01292, 18-19=0/298, 19 -20=0/293,20 -21=0/293,21-23=-101293,23-24=-32/293,24-25=-54/293, 25 -26= -75/293,26 -27=-98/294,27-28=-115/288,28-29=-162/318,30-31=-290/449, 31-32=-235/353, 32-33=-268/347 BOT CHORD 1-63=-2591273, 62-63=-2621273, 61-62=-270/283, 60-61=-265/279, 59-60=-2671280, 58-59=-267/280, 57-58=-267/280, 56-57=-267/280, 55-56=-267/280, 54 55=-267/280, 53-54=-267/280, 52-53=-267/280, 51-52=-267/280, 50-51=-267/280, 49-50=-267/279, 48-49=-267/279, 47-48=-267/280, 4647=-267/280, 45-46=-2671280, 44-45=-2671280, 43-44=-267/280, 42-43=-267/280, 41-42=-267/280, 40-41 =-2651279, 39-40=-270/283, 38-39=-253/268, 37-38=303/308, 30-37=-6011463, 35-36=-3051275, 34-35=-3051275, 33-34=-305/275 WEBS 17-49=-271/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) 0-0-0 to 4-1-13, Exterior(2) 4-1-13 to 20-9-0, Comer(3) 20-9-0 to 24-9-0, Exterior(2) 24-9-0 to 41-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 'Si.G•tJaa6Yrls�anl)ar1 of 1-A11 - EVIRES: W30/2021 November 13,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERENCE PA GE MIP -7473 rev. 10.0&12015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek R r, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I{Te R 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 ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 -Et1�¢viOc..CAlt56fFt. Job Truss Truss Type Qty Ply Gorman Addition R60261440 2479-19 A1GE ROOF SPECIAL SUPPORT 1 1 Job Reference I,optionah Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:44 2019 Page 2 ID:?Qhi7uDy5ZQrM By3li2TZTyM HjL-W hbJiXQq phl5PBmxNcOtAtHhVvPYRwdX52s2lkyJcwf NOTES - 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.Opsf 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) Bearing atjoint(s) 37 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 63, 36, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39 except Qt=lb) 37=244, 62=105, 38=352. 10) Non Standard bearing condition. Review required. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01•7473 rev. 10,03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 4t�'y i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOV is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB -89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 •••••• ••••• • • • • • •••••• • • •• • • • • •• •• •••••• •••• •••••• •••••• •••• •• •• •••••• WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01•7473 rev. 10,03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 4t�'y i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOV is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB -89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply Gorman Addition R60261441 2479-19 A2 Roof Special 8 1 Job Reference optional) Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:45 2019 Page 1 ID:?Qhi7uDy5ZQrMBy3li2TZTyMHjL-?t9hvtRTa?ty1 LL7xJX6j4pINJdZAB3hJhcbHAyJcwe 1-5-8 7-10-11 14-9-4 20-9-0 26-8-12 33-7-5 37-0-8 - 41-6-0 1-5-8 6-5-3 6-10-9 5.11-12 5-11-12 6-10-9 3-5-3 4-5-8 Scale = 1:70.6 5.o0 12 5x6 5 5x6 24 5x6 C 23 4 6 5x8- 5x10 — 3 13 7 3x4 I I ' 8x12 MT20HS = � 22 8 a 14 12 v 2 - 3x4 = 3x4 14 9 0 - Io -15 3.00 12 11 10 5x6 3x5 = 3x5 = 3x5 11 8x10 MT20HS 1-5-8 1-0-0 12-1-4 20.9-0 293-12 37-0-8 37 6.0 41-6-0 10-7-12 8-7-12 8-7-12 7-7-12 0-5-1 4-0-0 0-58 Plate Offsets IX,Y.`-- [2:0-1-14,0-0-51, 13:0-1-12,0-2-41, [4:0-3-0,0-3-4j, [6:0-3-0,0-3-4i, [13.0-6-0,0-3-101, j15:0-5-12,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.53 13-14 >809 240 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.86 Vert(CT) -0.93 13-14 >462 180 MT20HS 1651146 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.62 10 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -MS Weight: 182 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1 &Btr *Except* BOT CHORD Rigid ceiling directly applied or 4-1-0 oc bracing. 8-10: 2x4 DF No.2 WEBS 1 Row at midpt 7-11 WEBS 2x4 OF No.2 2 Rows at 1/3 pts 3-15 REACTIONS. (Ib/size) 15=1604/0-5-8, 10=1882/0-5-8 Max Horz 15=73(LC 12) Max Uplift 15=-124(LC 12), 10=138(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=680155, 2-3=-757/117, 3-4=-49681659, 4-5=3742/499, 5-6=-37421488, 6-7=-3875/455, 7-8=-386/598, 8-9=-229/421 BOT CHORD 1-15=-981762, 14-15=-63914647, 13-14=-500/4495, 12-13=-40413880, 11-12=196/2511, 10-11=-18381415,9-10=-325/229 WEBS 2-15=-619/275, 3-15=-4359/656, 3-14=-89/304, 4-14=01471, 4-13=-1068/262, 5-13=-25312479, 6-13=-5571173, 6-12=-4021161, 7-12=-1 1211099, 7-11=-3609/683 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 4-1-13, Interior(1) 4-1-13 to 20-9-0, Exterior(2) 20-9-0 to 24-10-13, Interior(1) 24-10-13 to 41-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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.Opsf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 15=124,10=138. 0000•• 0000• •0•• 000.0 • • •• • • • • • • 000000 • •• • • 0000•• 0• • • 0000•• • • • 00 PR . • • 0000•• 1(�. :•• �� • • • • � 0 7022E' i y ••••0fi "� AA OREGON AC'SER EICPIRES: 06/30/2021 November 13,2019 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10%03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �A building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek I iTek 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 ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type 2479 19 C1 Monopitch Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 5-6-14 5-6-14 1 3x4 5 LUMBER - TOP CHORD 2x4 DF No.t&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 OF No.2 Qty Ply Gorman Addition R60261442 11-1 Job Reference col tional 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:48 2019 Page 1 ID:?Qhi7uDy5ZQrM By3li2TZTyMHjL-PSrgXuTLtwFXuo3icS5pLj RPyW kkNhN7?fgFuVyJcwb 10-9-8 6-2-10 Scale = 1:28.2 1-0-0 1-_-12 3 1-0-0 0-2-12 30 Plate Offsets IX,Y!— Plate [1:0-1-10,Ediiej LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.t&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 OF No.2 Qty Ply Gorman Addition R60261442 11-1 Job Reference col tional 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:48 2019 Page 1 ID:?Qhi7uDy5ZQrM By3li2TZTyMHjL-PSrgXuTLtwFXuo3icS5pLj RPyW kkNhN7?fgFuVyJcwb 10-9-8 6-2-10 Scale = 1:28.2 REACTIONS. (Ib/size) 4=389/0-5-8, 5=505/0-5-8 Max Horz 5=121(LC 11) Max Uplift 4=-51 (LC 12), 5=40(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-507/126 BOT CHORD 1-5=-52/412,4-5=-201/412 WEBS 2-4=-4251172 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. I% Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5. ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10,03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, 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 web and/or chord members only. Additional temporary 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • • •••••• ••••• • • • • • •••••• • • • • PROS • • • • yip el, ��1IN�. • • • V 2PE 1 00000 so •• •• tQ.i••• •� 'V y AA OREGON �Ld A. t�l#'' EXPIRES: W30/2021 November 13,2019 MR MiTiek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 .: i.4YnfL. CA - — 3 30 5.00 12 10 1.5x4 ZZ- f 2 9 4 3x6 = 10-9-8 9-6-12 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.27 Vert(LL) -0.19 4-5 >609 240 MT20 220/195 BC 0.45 Vert(CT) -0.36 4-5 >317 180 WB 0.21 Horz(CT) 0.00 4 n/a n/a Matrix -MS Weight: 44 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=389/0-5-8, 5=505/0-5-8 Max Horz 5=121(LC 11) Max Uplift 4=-51 (LC 12), 5=40(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-507/126 BOT CHORD 1-5=-52/412,4-5=-201/412 WEBS 2-4=-4251172 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. I% Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5. ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10,03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, 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 web and/or chord members only. Additional temporary 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • • •••••• ••••• • • • • • •••••• • • • • PROS • • • • yip el, ��1IN�. • • • V 2PE 1 00000 so •• •• tQ.i••• •� 'V y AA OREGON �Ld A. t�l#'' EXPIRES: W30/2021 November 13,2019 MR MiTiek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 .: i.4YnfL. CA - — Job Truss Truss Type • 2479-19 D1 Monopitch Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 1 h ►1 4-9-14 Qty Ply Gorman Addition R60261443 13 1 Job Reference of tional: 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:49 2019 Page 1 I D:?Qh i7 uDy5ZQrM By3li2TZTyM HjL-tePC I E UzeE N OVyeuA9c2lw_bzw796AxGEJapQyyJcwa 9-3-8 4-5-10 1.524 11 3 s 5.00 12 10 1.5x4 2 f l 4 3x5 --- Scale = 1:25.8 1-0-0 1 -12 9-3-8 _ _ _ I 1-0-0 0-2-12 8-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.09 4-5 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.18 4-5 >539 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -MS Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.t&Btr except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=324/0-5-8, 5=444/0-5-8 Max Horz 5=104(LC 11) Max Uplift 4=-43(LC 12), 5=-35(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=413/107 BOT CHORD 1-5=-39/330, 4-5=-180/330 WEBS 24=341/154 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; • • MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 9-1-12 zone; cantilever left and right exposed ; end 000090 00000 vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • •0 • • ; • . 0 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' • • • • • • • • • • • • • 3) ' This truss has been designed for a live load of 20.Opsf 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. ""' ' • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5. • 000000 0'000tAAAJJJ �I • 0 ,q} _ 000•• 1,(✓ L••✓ .� • • .. Q70"Pt •• •• 0000 0• 41 ... 7 OREGON A. HSR EXPIRES: OW30/2021 November 13,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ^A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k 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 ANS11TPI1 Quality Criteria, OSB -89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 409 Sunrise Avenue, Suite 270 R•i�%,.. lie. Cis 95661 _ _ . Job • 2479-19 Relco Roof and Floor, Inc, Truss 151ST Harrisburg, OR - 97446, 4-6-12 4-6-12 Truss Type Common Structural Gable 8-5.12 3-11-0 MT 1.54 ON EACH FACE OF BOTH ENDS OF UN -PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 5.00 112 1.5x4 Q 32 2 31 I 3x5 1-0-0 1-:-1. 8-5-12 1-0-0 0-2-1- 7-3-0 Plate Offsets ,.X,Y:-- 11:0-0-6,Ed9e1, [5:0-0-6,Ed:iej LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 DF No.1 &Btr WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. (Ib/size) 8=71210-5-8,6=712/0-5-8 Max Horz 8=-30(LC 13) Max Uplift 8=-54(LC 12), 6=-54(LC 13) Qty Ply Gorman Addition R60261444 Job Reference !optional, 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:46 2019 Page 1 I D:?Qhi7uDy5ZQrMBy31i2TZTyM HjL-T3j36CS5LJ?peVwJV 13LGI M l sj4Xvg8gYLL9pdyJcwd 12-4-12 16-11-8 3-11.0 4-6-12 4x4 3x8 15-8-12 7-3-0 Scale = 1:27.9 5 8 3x5 = _ 1rMi a 18.11-88 02 ^ - -1. CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.44 Vert(LL) -0.07 7 >999 240 MT20 220/195 BC 0.43 Vert(CT) -0.09 7 >999 180 WB 0.06 Horz(CT) 0.01 6 n/a n/a Matrix -MS Weight: 83 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-916/174, 2-3=-699/135, 3-4=-699/135, 4-5=-9161174 BOT CHORD 1-8=-119/769, 7-8=-119/769, 6-7=-119/769,5-6=-1191769 WEBS 3-7=0/284 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-5-12, Exterior(2) 8-5-12 to 11-5-12, Interior(1) 11-5-12 to 16-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. 0000•• 0000• 0000 0000• • • • • • 0000•• 0000•• •• • • 0000•• PR IN 00:00: � s �.• �� • • `� 47022P . � 00000 • •• •••• • • •• •• • ••• • OREGON•r�a ER.. NT%,�,il* EXPIRES: *30/2021 November 13,2019 -slrN'NO-ft• 3srr%.:ML9F7-IM ,® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -7473 rev. 1003/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTak 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suite 270 - ftas 11o_1195Cifis _ J Job Truss Truss Type Qty Ply Gorman Addition R60261445 2479-19 132 Common 4 1 Job Reference, o.-,tional Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:47 2019 Page 1 I D:?Qhi7uDy5ZQrMBy31i2TZTyMHjL-xGHRKYSj6c7gGeU W3kaaoVvAy7RneHc_n?5iL3yJcwc 4-6-12 8-5-12 12-4-12 16-11-8 4-6-12 3-11-0 3-11-0 4-6-12 Scale = 1:27.4 4x6 5.00 112 14 r `~ 15 13 16 3x6 % 6 1-0-0 1-,-1•' 8-5-12 1-0-0 0-2-1- 7-3-0 Plate Offsets, X,Y.!— [1:0-3-0,0-1-8i, [3:0-3-0,0-1-81 . LOADING (psf) SPACING- 2-0-0 TOLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 6=712/0-5-8, 4=712/0-5-8 Max Horz 6=-30(LC 13) Max Uplift 6=-54(LC 12), 4=-54(LC 13) 1.5x4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-820/145, 2-3=-820/145 BOT CHORD 1-6=57/656, 5-6=-57/65614-5=-57/656, 3-4=-57/656 WEBS 2-5=0/279 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Extehor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-5-12, Exterior(2) 8-5-12 to 11-5-12, Intehor(1) 11-5-12 to 16-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. • • •••••• ••••• • PR . IN pA OREGONin A. Nr EXPIRES: OW30/2021 November 13,2019 J: :F:t'+A1R7 1.'x's1111R�i ftiMriC1G IYCil), I Ma a: WARNING -Verify design parameters sod READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10,'03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety ion, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 400 Sunrise Avenue, Suite 270 N aevllle, CA _ 15-8-12 1, 11.8 16.11-8 7-3.0 0-: -1.': 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TO 0.55 Vert(LL) -0.04 4-5 >999 240 MT20 220/195 BC 0.37 Vert(CT) -0.07 5-6 >999 180 WB 0.05 Horz(CT) 0.01 4 We n/a Matrix -MS Weight: 53 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-820/145, 2-3=-820/145 BOT CHORD 1-6=57/656, 5-6=-57/65614-5=-57/656, 3-4=-57/656 WEBS 2-5=0/279 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) and C -C Extehor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-5-12, Exterior(2) 8-5-12 to 11-5-12, Intehor(1) 11-5-12 to 16-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. • • •••••• ••••• • PR . IN pA OREGONin A. Nr EXPIRES: OW30/2021 November 13,2019 J: :F:t'+A1R7 1.'x's1111R�i ftiMriC1G IYCil), I Ma a: WARNING -Verify design parameters sod READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10,'03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety ion, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 400 Sunrise Avenue, Suite 270 N aevllle, CA Job Truss Truss Type Qty Ply Gorman Addition 860261446 • 2479-19 B3 Common 2 1 I _ Job Reference ,oi-tional+ Relco Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Oct 29 2019 MiTek Industries, Inc. Wed Nov 13 10:54:47 2019 Page 1 1D:?Qhi7uDy5ZQrMBy31i2TZTyM HjL-xGHRKYSj6c7gGeU W3kaaoVvAY7RieHa_n?5iL3yJcwc 7-5-12 11-4-12 15-11-8 7.5-12 3-11-0 4-6-12 Scale = 1:27.1 4x6 = 3 0 5.00 12 _ 15� 3x4 - 14 2 __ 3x6 I I 6 1.5x4 II 16 17 4 5 3x6 7-5-12 14-8-12 14-11•;, 15-11-8 7-5-12 7-3-0 0-2-1:'. 1.0--0 Plate Offsets, X,Y.-- 11:0-2-4,0-0-3j,[4:0-3-0,0-1-8' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.09 6-9 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.15 6-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 HOrz(CT) 0.03 1 1 n/a BCDL 10.0 Code IRC2015ITP12014 Matrix -MS Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 SLIDER Left 2x4 DF No.2 - 3-0-0 REACTIONS. (Ib/size) 1=614/0-5-8, 5=726/0-5-8 Max Horz 1=-36(LC 13) Max Uplift 1=-44(LC 12), 5=-54(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-788/172, 3-4=-871/164 BOT CHORD 1-6=82/702, 5-6=-821702, 4-5=-821702 WEBS 3-6=0/294 NOTES- •••••• �•�•• 1) Unbalanced roof live loads have been considered for this design. • • • • • • • • • 2) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=951 TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp B; Enclosed; • • • • MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-5-12, Exterior(2) 7-5-12 to 10-5-12, Interior(1) 10-5-12 to • • . • • • • •: 15-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for • • •' •' • • • reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • ♦ • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• • T777-7-401 4) * This truss has been designed for a live load of 20.Opsf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. • • • • • �" +<� .."""-:""rS' • • • IQ� •• 070-. • _.Pt ZZ •• •• s •.•• •doilidii;V ORE. N A. EXPIRES: W30/2021 November 13,2019 .® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10"03/2015 BEFORE US£ ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANS11TP11 Quality Criteria, DSB-89 and BCS/ Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 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- fly F-T For 4 x 2 orientation, locate plates 0- '118' 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 The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicatesjoint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. .umbering System • • .� � � � �� . � 't ,s ♦ • • V- * 0 • G • • • 41 • • • • • • • • • • • • 6-4-8 dimensions shown in ft -in -sixteenths F�Iuremt j CaAgw- Could Cause Property (Drawings not to scale) Damage or Personal Injury 1 2 3 •i •• TOP CHORDS i • C1-2 C2-3 • • go* so WEBS civ 4 U a� h 2e d O • O a • c6-7 c5-600 BOTTOM CHORDS 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 MII MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 1. 40tion;WStability 1�40ing fp?truss system, e.g. diagonal ogX-bracingais always required. See BCSI. G . • • •• 2. T 54bracjlg must,�*.Iggpl i by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. • of •• )• yea. Never gVeed3heteegn]oading shown and never • stack mategiala an inpdgquately braced trusses. • • • • • G V lProvide copies of thislruss 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 ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at 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. Project: Gorman Addition Location: North Porch Roof Beam 'A' Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 7.5 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 33.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.09 IN U1091 Dead Load 0.04 in Total Load 0.13 IN U756 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 960 Ib 960 Ib Dead Load 426 Ib 426 Ib Total Load 1386 Ib 1386 Ib Bearing Length 0.40 in 0.40 in BEAM DATA Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES Adjusted Beam Length: #2 - Douglas -Fir -Larch Side One: ft Beam Self Weight: Base Values Adjusted Bending Stress: Fb = 750 psi Fb' = 863 psi Roof Dead Load: Cd=1.15 CF= 1.00 15 Shear Stress: Fv = 170 psi Fv' = 196 psi 4 Cd=1.15 Side Two: Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. J- to Grain: Fc -1= 625 psi Fc - -L= 625 psi Controlling Moment: 2772 ft -Ib DL = 4.0 ft from left support psf Tributary Width: Created by combining all dead and live loads. 2 Controlling Shear: 1386 Ib WALL = At support. plf Created by combining all dead and live loads. • Comparisons with required sections: Read Provided Section Modulus: 38.56 in3 51.56 in3 Area (Shear): 10.63 int 41.25 int Moment of Inertia (deflection): 46.04 in4 193.36 in4 Moment: 2772 ft -Ib 3706 ft -Ib Shear: 1386 lb 5376 lb t4 — — — — Page Pat Greenwell Drafting & Design 2593 16th Street 4 "A - Springfield, Springfield, OR 97477 � or StruCalc Version 10.0.1.6 10/27/2019 5:09:01 PM oft — --- 8 ROOF LOADING Adjusted Beam Length: Ladj = Side One: ft Beam Self Weight: BSW = Roof Live Load: LL = 40 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 4 ft Side Two: plf •• Roof Live Load: LL = 40 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 240 plf Beam Uniform Dead Load: wD_adj = 106 plf Total Uniform Load: WT = 346 plf 0000•• 0000• •00• 0000• • • 6 • • • • • • • 0000•• 0000•• •• • • 0000•• •0.660 •• • • • 0900•• • • 0 4 *00064, 00 •6 • 996006 6••• • • • •0 • 000060 660600 •••0 • • • •• •• 0000•• 00 • 0 • 6••• Project: Norman Addition Location: Carport Roof Beam 'B' Roof Beam [2015 International Building Code(2015 NDS)] 5.6 IN x 9.5 IN x 11.5 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 25.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.23 IN U613 Dead Load 0.10 in Total Load 0.32 IN U426 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: U180 BEA019LM A B Live Load 2070 Ib 2070 Ib Dead Load 906 Ib 906 Ib Total Load 2976 Ib 2976 Ib Bearing Length 0.87 in 0.87 in BEAM DATA Span Length 11.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch = = Pat Greenwell Drafting & Design 16th Street Springfield, } / Springfield, OR 97477 StruCalc Version 10.0.1.6 10/27/2019 5:11:17 PM ROOF LOADING Base Values Adjusted Bending Stress: Fb = 1350 psi Fb' = 1553 psi Ladj = Cd=1.15 CF= 1.00 ft Shear Stress: Fv = 170 psi Fv' = 196 psi 40 Cd=1.15 Roof Dead Load: Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp_ -L to Grain: Fc - I = 625 psi Fc - -L= 625 psi Controlling Moment: 8556 ft -Ib WT = 5.75 ft from left support plf Roof Live Load: Created by combining all dead and live loads. psf Controlling Shear: 2976 lb 15 At support. Tributary Width: TW = Created by combining all dead and live loads. Wall Load: Comparisons with required sections: Reg'd Provided Section Modulus: 66.13 in3 82.73 in3 Area (Shear): 22.83 int 52.25 int Moment of Inertia (deflection): 166.02 in4 392.96 in4 Moment: 8556 ft -1b 10703 ft -Ib Shear- 2976 Ib 6810 lb = = Pat Greenwell Drafting & Design 16th Street Springfield, } / Springfield, OR 97477 StruCalc Version 10.0.1.6 10/27/2019 5:11:17 PM ROOF LOADING LENGTHS AND LOADS Side One: Ladj = 11.5 ft Roof Live Load: LL = 40 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 7 ft Side Two: WT = 518 plf Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 pif S OPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 11.5 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: WL = 360 pif Beam Uniform Dead Load: wD_adj = 158 plf Total Uniform Load: WT = 518 plf •••••• ••••• • • • • • •••••• • • •• • • • • •• •• •••••• •••• •••••• •••••• •••• •• •• •••••• • 00 •••• Project: Gorman Addition Location: South Porch Roof Beam 'C' Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 10.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 47.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.11 IN U1048 Dead Load 0.05 in Total Load 0.17 IN 0723 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1300 Ib 1300 Ib Dead Load 585 Ib 585 Ib Total Load 1885 Ib 1885 Ib Bearing Length 0.55 in 0.55 in BEAM DATA Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch •see•• s••GG A - Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1006 psi Side One: Cd=1-15 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Roof Dead Load: DL= Cd=1.15 • Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L= 625 psi Controlling Moment: 4712 ft Ib 00.00. 5.0 ft from left support 15 psf Created by combining all dead and live loads_ 2 ft Controlling Shear: 1885 Ib 0 plf At support_ SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Created by combining all dead and live loads. 10 ft Comparisons with required sections: Read Provided Section Modulus: 56.19 in3 82.73 in3 Area (Shear): 14.46 in2 52.25 int Moment of Inertia (deflection): 97.85 in4 392.96 in4 Moment: 4712 ft -Ib 6937 ft -Ib Shear: 1885 lb 6810 lb Pat Greenwell Drafting & Design 2593 16th Street / Springfield, OR 97477 or StruCale Version 10.0.1.6 10/27/2019 5:13:33 PM LOADING DIAGRAM •see•• s••GG A - 10ft— • • ROOF LOADING **see Side One: •• • Roof Live Load: LL = 40 psf 0000•• Roof Dead Load: DL= 15 psf • Tributary Width: TW = 4.5 ft •• Side Two: Roof Live Load: LL = 40 psf 00.00. Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft 0e Wall Load: WALL = 0 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 10 ft Beam Self Weight: BSW = 11 pif Beam Uniform Live Load: wL = 260 plf Beam Uniform Dead Load: wD_adj = 117 pif Total Uniform Load: WT = 377 pif •see•• s••GG • • • 0060 **see • • •• • • • • 6 • 0000•• •• • •66066 •• • • 00.00. •0000• 0e • • 00.0 G0 • • • Ge • • • •• • G • • •• •• G• • 600600 0000 G • • •• • • • • 000060 0000•• 0000 s • • 6•• • • • Goes Project: Gorman Addition Location: Great Room Critical Window Header'D' Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 8.0% Controlling Factor: Moment DEFLECTIONS_ Center Live Load 0.05 IN U1183 Dead Load 0.02 in Total Load 0.07 IN U828 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1980 Ib 1980 Ib Dead Load 851 Ib 851 Ib Total Load 2831 Ib 2831 Ib Bearing Length 1.29 in 1.29 in BEAM DATA Span Length 4.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch page Pat Greenwell Drafting & Design 2593 16th Street �. '_ ... ,. Springfield, OR 97477 �_ StruCalc Version 10.0.1.6 10/27/2019 5:15:42 PM Side One: Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1346 psi 40 Cd=9.15 CF=9.30 Roof Dead Load: Shear Stress: Fv = 180 psi Fv' = 207 psi Tributary Width: Cd=9.15 20 Modulus of Elasticity E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 3184 ft -Ib psf 2.25 ft from left support DL= 15 Created by combining all dead and live loads. Tributary Width: Controlling Shear: -2831 Ib ft At support. WALL = 15 Created by combining all dead and live loads_ Comparisons with required sections: Req'd Provided Section Modulus: 28.4 in3 30.66 in3 Area (Shear): 20.51 int 25.38 int Moment of Inertia (deflection): 24.18 in4 111.15 in4 Moment: 3184 ft -Ib 3438 ft -Ib Shear: -2831 Ib 3502 lb page Pat Greenwell Drafting & Design 2593 16th Street �. '_ ... ,. Springfield, OR 97477 �_ StruCalc Version 10.0.1.6 10/27/2019 5:15:42 PM Side One: AND LOADS Adjusted Beam Length: Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 20 ft Side Two: 378 plf Total Uniform Load: Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 15 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4.5 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 880 pif Beam Uniform Dead Load: wD_adj = 378 plf Total Uniform Load: WT = 1258 plf 0000•. 0000. • . • 0000 0000• • • . • •• • . 0000 •• • •• • •000•• 0• • 0000•• •00.00 •• • • 0000.• • . • •• • • • 00.000 0000 •• • • 00.06• •••••• 0000 •• •• •••••• • • • 0 • • • Project: Gorman Addition Location: West Porch Roof Beam 'E' Roof Beam [2015 International Building Code(2015 NDS)] 3.51Nx 11.25 IN x 10.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 23.1% Controlling Factor: Moment DEFLECTION_ S Center Live Load 0.11 IN U1108 Dead Load 0.05 in Total Load 0.15 IN U779 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1600 Ib 1600 Ib Dead Load 675 Ib 675 Ib i Total Load 2275 Ib 2275 Ib Bearing Length 1.04 in 1.04 BEAM DATA Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES Adjusted Beam Length: Ladj = #2 - Douglas -Fir -Larch Side One: Beam Self Weight: BSW = Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Roof Dead Load: Cd=1.15 CF=I. 10 15 Shear Stress: Fv = 180 psi Fv' = 207 psi 6 Cd=1.15 Side Two: Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. J- to Grain: Fc - J = 625 psi Fc - ' = 625 psi Controlling Moment: 5688 ft -Ib DL= 5.0 ft from left support psf Tributary Width: Created by combining all dead and live loads. 2 Controlling Shear: -2275 Ib WALL = At support. plf Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 59.95 in3 73.83 in3 Area (Shear): 16.49 in2 39.38 int Moment of Inertia (deflection): 95.97 in4 415.28 in4 Moment: 5688 ft -Ib 7004 ft -Ib Shear: -2275 lb 5434 lb Pat Greenwell Drafting & Design s 2593 16th Street Springfield, OR 97477 StruCalc Version 10.0.1.6 10/27/2019 5:17:00 PM loft ROOF LOADING Adjusted Beam Length: Ladj = 10 Side One: Beam Self Weight: BSW = 9 Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 6 ft Side Two: Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 plf SLOPE/PITCIA ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 10 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 320 plf Beam Uniform Dead Load: wD_adj = 135 pif Total Uniform Load: WT = 455 plf 0000•. ••..• 0000 0000• • • V • • 0000•• • • .000.0 ..0000 •. • • . 0000•• .0000. 0000 •0.000 •0664• ••0• • • • 00 so • • 6 Project: Gorman Addition Location: West Porch Roof Beam 'E' ALT Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 10.0 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 1.3% Controlling Factor: Moment DEFLECTIONS_ F Center Live Load 0.18 IN U654 Dead Load 0.08 in Total Load 0.26 IN U462 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1600 Ib 1600 Ib Dead Load 668 Ib 668 Ib Total Load 2268 Ib 2268 Ib Bearing Length 1.04 in 1.04 in BEAM DATA Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch rr page r Pat Greenwell Drafting & Design rpt '• 2593 16th Street j Springfield, OR 97477 1L f L/of' StruCalc Version 10.0.1.6 10/27/2019 5:17:28 PM ROOF LOADING Base Values Adiusted Bending Stress: Fb = 1000 psi Fb' = 1380 psi 7 Cd=i. 15 CF=1.20 Roof Live Load: Shear Stress: Fv = 180 psi Fv' = 207 psi Roof Dead Load: Cd=1.15 15 Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi Comp. -- to Grain: Fc - -L = 625 psi Fc - -L= 625 psi Controlling Moment: 5669 ft -Ib of 5.0 ft from left support LL = 40 Created by combining all dead and live loads_ DL= Controlling Shear: -2268 Ib Tributary Width: Atsupport. 2 ft Created by combining all dead and live loads. 0 Comparisons with required sections: Read Provided Section Modulus: 49.29 in3 49.91 in3 Area (Shear): 16.43 int 32.38 in2 Moment of Inertia (deflection): 90.02 in4 230.84 in4 Moment: 5669 ft -Ib 5740 ft -Ib Shear: -2268 lb 44681b rr page r Pat Greenwell Drafting & Design rpt '• 2593 16th Street j Springfield, OR 97477 1L f L/of' StruCalc Version 10.0.1.6 10/27/2019 5:17:28 PM ROOF LOADING Ladj = 10 ft Side One: BSW = 7 plf Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 6 ft Side Two: of Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 plf Adjusted Beam Length: sees•. sees• ••.• sees. ••►••• Ladj = 10 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 320 plf Beam Uniform Dead Load: wD_adj = 134 pif Total Uniform Load: WT = 454 Dlf of • ♦ se••r• :.sees •• • • • sees•• •. • •• • •i •06• •♦•♦•• 0606 • d • • • 6 • 6 see• Project: Gorman Addition Location: West Porch Roof Rafter'F' Roof Rafter [2015 International Building Code(2015 NDS)] 1.5 INx9.25INx13.0FT(12+1)@24 O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 44.6% Controlling Factor: Moment DEELECTIOd�tS Center Right T Live Load 0.18 IN U812 0.00 IN 2U17184 Dead Load 0.09 in 0.00 in Total Load 0.27 IN U543 0.00 IN 21Jlnfinity Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Shear: Live Load 360 Ib 423 Ib Dead Load 179 Ib 212 Ib Total Load 539 Ib 635 Ib' Interior Span: Bearing Length 0.58 in 0.68 in ft SUPPORTLOADS A_ B Eave Span: Live Load 180 plf 212 plf ft Dead Load 90 plf 106 pif wL-adj = Total Load 270 plf 318 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1309 psi Cd=1.15 CF=1.10 Cr -1.15 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -1-' = 625 psi Controlling Moment: 1614 ft -Ib 5.999 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -542 Ib 11.959 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 14.8 in3 21.39 in3 Area (Shear): 3.93 in2 13.88 in2 Moment of Inertia (deflection): 32.77 in4 98.93 in4 Moment: 1614 ft -Ib 2334 ft -Ib Shear: -542 lb 1915 lb r Pat Greenwell Drafting & Design f j 16th Street Springfield, Springfield, OR 97477 � StruCalc Version 10.0.1.6 10/27/2019 5:20:36 PM LOADING DIAGRAM A ft RAFTER DATA Interior Eave Span Length 12 ft 1 ft Rafter Pitch 1 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 RAFTER LOADING Uniform Roof Loading Roof Live Load: LL = 30 psf Roof Dead Load: DL = 15 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 12.04 ft Eave Span: L-Eave-adj = 1 ft Interior Live Load: wL-adj = 60 plf Eave Live Load: wL-Eave-adj = 60 plf Interior Dead Load: wD-adj = 30 plf Eave Dead Load: wD-Eave-adj = 30 pif Interior Total Load: wT-adj = 89 plf Eave Total Load: WT-Eave-adj = 89 plf : • • • : • e • • • • • • • • • sees•• *sees* •• • • s • see••• • • • •• s • e so sees•• sees • • • 00.0•• 0.0006 0000 • • • • • • • .00. ••0e