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Permit Building 2020-02-05
SPRINGFIELD---� Q_ OREGON Web Address: www.springfield-or.gov Building Permit Residential Structural Permit Number: 811-19-002276-STR IVR Number: 811092860496 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Permit Issued: February 05, 2020 Project: Blancher Shop I TYPE OF WORK f Category of Construction: Detached Accessory Struct Type of Work: New Calculated Job Value: $28,068.48 Description of Work: New Shop size 18'x32' SOB SITE INFORMATION Worksite Address Parcel Owner: BLANCHER PAUL M & 610 FLAMINGO AVE 1703221316900 CAROLE ] Springfield, OR 97477 Address: 610 FLAMINGO AVE SPRINGFIELD, OR 97477 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone DAVIS CONSTRUCTION LLC CCB 223705 541-654-8141 PENDING INSPECTIONS Inspection Inspection Group Inspection Status 6300 On-site Stormwater Facility 6301 On-site Stormwater Facility -Dig Out/Piping 6302 On -Site Stormwater Facility -Soil and Plantings 6303 Final On -Site Stormwater Facility 1999 Final Building 1260 Framing 1020 Zoning/Setbacks Public Works Pending Public Works Pending Public Works Pending Public Works Pending Struct Res Pending Struct Res Pending Struct Res Pending 1110 Footing 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. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811092860496 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) 232-1967. 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: 2/5/20 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002276-STR Page 2 of 2 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store PERMIT FEES Fee Description Quantity Fee Amount Technology Fee $53.61 Plan Review - Minor, UGB $342.00 SDC: Reimbursement Cost - Storm Drainage 86.96 $86.96 SDC: Total Storm Administration Fee 10.63 $10.63 SDC: Improvement Cost - Storm Drainage 125.86 $125.86 Structural building permit fee $442.58 Structural plan review fee $287.68 State of Oregon Surcharge - Bldg (12% of applicable fees) $53.11 Total Fees: $1,402.43 VALUATION INFORMATION Construction Type Occupancy Type Unit Amount Unit Unit Cost Job Value VB U Utility, misc. 576.00 Sq Ft $48.73 $28,068.48 Total Job Value: $28,068.48 Printed on: 2/5/20 Page 2 of 2 C:\myReports/reports//production/01 STANDARD Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 • FAX(541)726-3689 :tiarvt 1�t DEPARTMENT USE ONLY Permit no.:LS I ( —2Z9p I Date: 1// f t? j J g This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is 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: U \O City: State: CXR— ZIP: °ti 7 Subdivision: I Lot no.: Reference: Taxlot: PROPERTY OWNER Name: 13+Vt_f�a�tCs-rC�fL Address: City: State: 01(L ZIP: q" 7 Phone:I r `'jl V - 2'Z (n Fax: - - E-mail: 1 LeSPawacti=ttfLoFt� T�A ccuv rt --m. o w -y Building Owner wner's agent au' ' this application: Sign here: % ❑ This installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: a/ S Address: City: State: ZIP: Phone: - - Fax: - - E-mail: CCB license no.: S� Print name: Signature: SUB -CONTRACTOR INFORMATION Name CCB License # Phone Electrical Occupancy t4 Plumbing Mechanical Square feet: Z_ !L26 (-' Cost per square foot: Last edited 5-5-2019 BJones 1T 177 FEE SCHEDULE 1. Valuation information (a) Job description: LE hAl 62 p Occupancy t4 Construction type: Square feet: Z_ !L26 (-' Cost per square foot: Other information: Type of Heat: Energy Path: new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ 2. Building fees (a) Permit fee (use valuation table): $ 2 (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): $ 3. Plan review fees (a) Plan review (65% x permit fee [2a]): $ M -7. (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% (.O1 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ rt` TOTAL fees and surcharges (2e+3c+4a+b): $ dSS G 7c�r�N 9 Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 • FAX(541)726-3689 SPRINGFIELD W OREGON .1A...., ...,.. I I—V`fj�e (L -1 W This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is 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: City: tate: IZIPChLri. Subdivision: I Lot no.: Reference: Taxlot: do1 3 PROPERTY OWNER Name: Address: Q� City: tate: ZIP rn Phone: Fax: - - E-mail: Buildin ��,nerorn • s agent authorizing this application: Sign her ❑ This instal anon is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: Address: t.A �fC��L City: State: nQZIP'J l.(• Phone. Fax: - - E-mail: 6X tw CCB license no.: Print name:. 15U A Signature: - SUB -CONTRACTOR INFORMATION Name CCB License # Phone Electrical Occupancy Plumbing Square feet: Mechanical Cost per square foot: i (4 , Last edited 5-5-2019 BJones 1 FEE SCHEDULE 1. Valuation information (a) Job description: Occupancy Construction type: Square feet: Cost per square foot: i (4 , Other information: Type of Heat: Energy Path: ❑ new [-]alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: 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): $ 3. Plan review fees (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]) $ WOTAL fees and surcharges (2e+3c+4a+b): $ 21 becocdw rztEAO`( RL41 L-0 -PL.AN S P ecw-- ':�"AVLO L -r> / 5cA03tri1-TTe(> �? �4u-rt�v1- BrcAuS+E J'1L&Ny r —C l+s OY(r �> ov - �L ► Lt�PQ SDC,,a 2-0 (o SPRINGFIELD -i OREGON www.spdngfield-or.gov Worksite address: 610 FLAMINGO AVE, Springfield, OR 97477 Parcel: 1703221316900 Transaction Receipt 811-19-002276-STR Receipt Number: 472845 Receipt Date: 10/30119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Fees Paid Transaction date Units Description Account code Fee amount Paid amount 10/30/19 1.00 Ea Structural plan review fee 224-00000-425602-1030 $287.68 $287.68 ------ ----- Payment Method: Check number: 1233 Payer: DAVIS CONSTRUCTION LLC Payment Amount: $287.68 Cashier: Katrina Anderson Receipt Total: $287.68 Printed: 10/30/19 2:24 pm Page 1 of 1 FIN_TransactionReceipt_pr " rh_"S 5 G+& -LC s TSG Engin e e ring Re: J 1032505A Blancher, Paul Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: I12747527 My license renewal date for the state of Oregon is Al ii822pE 1P thruI12747528 December 31, 2020. OREGON IM GJ82 0 April 22,2019 9999•• Terry Powell 90:60: : 06606 99 •• The seal on these drawings indicate acceptance of professional engineering responsibility solely forthe `. truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI l.. 00:0a 9999 •••6 'ob Type Qty Pty Blancher, Paul H2747527I J1032505A T1GE Common Structural Gable 2 1 _ obRefernm_f_QpdQnal1 The Truss Co., Eugene, OR 97402 8.240 5 Dec 6 2018 MiTek Industries, Inc. Man Apr 2213:03:12 2019 Pagel ID;SAk78Bjk?ScovAMM5ZF7SzOCW-hr_mNKk1 Fb2KxFORyygKNdiTbzd6Ubpod5l Uffz09QT -1-6-0 4-1 0 14 9.0.0 13.1-2 18-0-0 19-6-0 1-6-0 4-10-14 4-1-2 4-1-2 4-10-14 Scale = 1:33.7 4x4 = 34 = 3x8 = 3%5 = LOADING (psf) TCLL 25,0 (Roof Snow=25.0) 1.15 TCDL B.0 BCLL 0.0 ' BCDL 7.0 LUMBER - Code IRC2015fTP12014 TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.31 Lumber DOL 1.15 BC 0.59 Rep Stress Incr NO WB 0.22 Code IRC2015fTP12014 Matrix -MSH REACTIONS. (ib/size) 2=819/05-8 (min. 0-1-0), 6=81910-5-8 (min. 0-1-8) Max Horz 2=-50(LC 15) Max Uplift 2=-161(LC 6), 6=-161(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-1651/254,3-4=-1205/148,4-5=-12051148,5-6=-1651/255 BOTCHORD 2-8=-226/1545,6-8=-1 8211545 WEBS 4-8=-0/467, 5-8=562/170, 3-8=-5621169 DEFL. in (loc) Wall L/d PLATES GRIP Vert(LL) -0.10 8-21 >999 360 MT20 2201195 Vert(CT) -0.16 8-24 >999 240 IR • • • • • • • Horz(CT) 0.04 6 nla n/a • • fi • • • 1p ��► • • • 10) Provide mechanical connection (by others) of trussto bearing plate capable of withstanding 161 Ib uplift atjoint 2 and 161 Ib uplift • • � ' i'1 RC2 at joint 6. •' / l • LOAD CASE(S) Standard Weight: 81 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation a uide. NOTES- 1)Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 • • 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry • • • • • • 00000 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. sees • • • • • • 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp-; Ct=1.10 • • • • • • • • • • • • • • • 4) Unbalanced snow loads have been considered for this design. i i i 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs IR • • • • • • • non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. : *see** • • Q, ��((` • • 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " 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 • • •�,�`�ij • • � // +`, �. will fit between the bottom chord and any other members,i_"� • • fi • • • 1p ��► • • • 10) Provide mechanical connection (by others) of trussto bearing plate capable of withstanding 161 Ib uplift atjoint 2 and 161 Ib uplift • • � ' i'1 RC2 at joint 6. •' / l • LOAD CASE(S) Standard •••i••( ••V_/ ••• • ti y� ; 7f164}�2. �• • • • • RENEWS:12131120 Apol 22,2019 ® KARNING -Verily design paramemrS and READ NOTES ON THOS AND INCLUDED MITEX REFERENCE PAGE 01-7473 SHFORE USE. Design valid for use only vdth MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the All erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTPII quality Criteria, DSB-69 and BCShf Building Component y �* Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. yL11eTR V SSCO. INC. Job Truss Truss Type Qty Ply 1 Blancher, Paul 1 IJ1032505A T2 Common 5 1 112747528 !! J9b Reference [oatlonall The Truss Co„ Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon A�ppr 22 13:03:13 2018 Page 1 I D:SAk78B)k?ScovAtMSZF7SzOCW-91 X8agkfOvABZPZdWlBZvrFeKNZLD13ysln2B5zOl?QS 1.6-0 4-10.149.0.0 13.1.2 18.0-0 19 6-0 4.10-14 4.1-2 4.1-2 4-10.14 Scale =1:33.7 4x4 = 4 3x5 = 3x8 = 3x5 = Fiat LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 (Roof Snow --25.0 Lumber IDOL 1.15 Be 0.59 TCDL 8,0 Rep Stress Incr NO WB 0.22 BCLL 0.0 Code IRC2015/TP12014 Matrix -MSH u C GI_ 7.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud REACTIONS. (ib/size) 2=81910-5-8 (min. 0-1-8), 6=819/0.6-8 (min. 0-1-8) Max Horz 2=-50(LC 15) Max Uplift 2=-161(LC 6), 6=-161(LC 7) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 651 1254. 3-4=-12051148, 45=-12051148, 5-6=-1651/255 BOTCHORD 2-8=-226/1545,6-8=-182/1545 WEBS 4.8=-9/467, 5-8=-5621170. 3-8=-5621169 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.10 8-11 >999 360 MT20 220/195 Vert(CT) -0.18 8-14 >999 240 Horz(CT) 0.04 6 n/a n/a Weight: 70 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ci uide. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf, h=25ft; Cat. fl; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.: Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live toad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 161 Ib uplift at joint 2 and 161 ib uplift at joint 6. LOAD CASE(S) Standard & WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED 441TEK REFERENCE PAGE 11111-7479 BEFORE USE Design valid for use only vdth MiTek connectors, This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - nottruss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dehvery, erection and bracing, consut ANSVTPI1 Quality Criteria, 0SB-89 and SCSI1 Building Component Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, INI 53719. 4040•••• 4040••• 4040•• 4040••• • • 4040•••• 4040•.•• 4040•••• no • • 4000••• 40 • • • ���S,v'6,reUpe/•�`�� • 40.40 • • 2PE *: ::00 • QAEGGIN • .. •c�z. • • RENEWS:12131120 April 22,2019 theTR9JSSco. INC. 01 yrs Ibols PLATE LOCATION AND ORIENTATION 74' 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. d-1Tj,1 I For 4 x 2 orientation, locate plates 0- 'he" 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCS11: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) BOTTOM CHORDS lY O 2 O EL O i - JOINTS ARE GENERALLY NUMBEREDILETTERED 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, ER -5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER -3907, 9432A © 2006 MiTek® All Rights Reserved Z4 theTRUSSco. INC. -.3-4,,horal $�fety Notes Nelllureio Follow Could Cause Property Damage or Personal Injury 1. Additional stalbilil Draacing for truss Sy1tQa m, e.g. diagonal ®r X -braking,, is alw4 require. See BCSI1. • ••• ••• • ••• •• 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracingg� or alternative T, 1, or Eliminator a • �raratng should DO Cbri�dbr•ed.a • a 3. Nevar exceed the *sigr+3loadeig shown and never • • fitaco m aaterials*bg lhadea quate� biked 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 ANSI/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% 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 oftruss 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 ANSI1TPI 1 Quality Criteria. T, T: T: T: T: • • • 18-00-00 • w •_• 0 O 0 O 00 cy -9- TRIANGLES TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET A • ROOF NOTES: COMPOSITION ROOF ROOF PITCH: 4M2 OVERHANG: 1-0600 TOP CHORD LIVE LOAD: 25 psf TOP CHORD DEAD LOAD: 8 psf BOTTOM CHORD DEAD LOAD: 7 psf WIND LOAD & EXPOSURE: Vu@ 120 mph - Exp. B TRUSS TO PLATE CONNECTION BY OTHERS LAYOUT NOT TO SCALE GENERAL NOTES 1 THIS DRAWING PROVIDES TRUSS DIMENSIONS AND LOCATIONS ONLY AND SHALL ALWAYS BE USED IN CONJUNCTION WITH APPROVED ARCHITECTUAL AND STRUCTURAL DRAWINGS 1 THE GENERAL CONTRATOR SHALL VERIFY ALL DIMENSIONS IN WRITING AND BE RESPONSIBLE FOR REPORTING ANY DISCREPANCIES TO THE MANUFACTURER PRIOR TO FABRICATION. T TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE M PLACE AND FASTENED. FOR ERECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED SCSHM B BCG"B SUMMARY SHEETS. BEFORTRUSS DRAWIINSTALNGS. .TRUSSER, REFER TO BOTTOM ENGWEERED TRUSS DRAWINGS. LOCATE THE TOP AND BOTTOM CHORDS, AND PLACE TRUSSES ACCORDINGLY. BRACE INDICATED ON THE ENGINEERED TRUSS DRAWINGS IS MANOR'ORY AND PERMANENT. s FOLLOW PROJECT O ET DESIGNERS INSTRUCTION ON TIE GOWNS, NAILING ANDNDOVERALL SWAY BRACING, M DO NOT OUT, HORDRILL, Z TI ALTER THE IN PINY WAY WITHOUT T WRITTEN CONTRACTOR RATION FROM THE RESPONSIBILITY LI BUILDING SUPPLY. THE RATION OFA ASSUMES SOLE RESPONSAPPRY OF ANY ALTERATION OFA TRUSS WITHOUT WRITTEN APPROVAL FROM THE TRUSSCO &WILDING SUPPLY. SUPERIMPOSED LOADS: A. NO MATERIAL SHALL BE STORED ON A TRUSS SYSTEM UNTILALL PERMANENT BRACING HAS BEEN COMPLETELY INSTALLED. S. CONCENTRATED S UNIFORM LOADS DUE TO CONSTRUCTION ANDIOR OCCUPANCY SHALL NOT EXCEED THOSE SPECIFIED BY THE TRUSS DESIGNER AS TO WEIGHT AND LOCATION. C. LOADS SHALL NOT BE SUSPENDED FROM THE SOTTDN HORDS OF TRUSSES UNLESS THE TRUSSES HAVE BEEN DESIGNEDCTO SAFELY CARRY THE APPLIED LOAD. IMPORTANT: I. SEE SCSI -Bl SUMMARY SHEET FOR HANDLING, INSTALLING, RESTRAINING AND TEMPORARY BRACING REQUIREMENTS. R. SEE ENGINEERED TRUSS DRAWINGS AND SUPPLIED ECSI.83 FOR PERMANENT BRACING REQUIREMENTS C a m Y m O aJ U y../ afS O 7 C� a � O 0 0 0 a ICA T 1`G'E I TIDE �• gets ••• •• • • • 18-00-00 • w •_• 0 O 0 O 00 cy -9- TRIANGLES TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET A • ROOF NOTES: COMPOSITION ROOF ROOF PITCH: 4M2 OVERHANG: 1-0600 TOP CHORD LIVE LOAD: 25 psf TOP CHORD DEAD LOAD: 8 psf BOTTOM CHORD DEAD LOAD: 7 psf WIND LOAD & EXPOSURE: Vu@ 120 mph - Exp. B TRUSS TO PLATE CONNECTION BY OTHERS LAYOUT NOT TO SCALE GENERAL NOTES 1 THIS DRAWING PROVIDES TRUSS DIMENSIONS AND LOCATIONS ONLY AND SHALL ALWAYS BE USED IN CONJUNCTION WITH APPROVED ARCHITECTUAL AND STRUCTURAL DRAWINGS 1 THE GENERAL CONTRATOR SHALL VERIFY ALL DIMENSIONS IN WRITING AND BE RESPONSIBLE FOR REPORTING ANY DISCREPANCIES TO THE MANUFACTURER PRIOR TO FABRICATION. T TRUSSES ARE EXTREMELY FLEXIBLE UNTIL ALL FORMS OF BRACING ARE M PLACE AND FASTENED. FOR ERECTION AND BRACING RECOMMENDATIONS, SEE THE ENCLOSED SCSHM B BCG"B SUMMARY SHEETS. BEFORTRUSS DRAWIINSTALNGS. .TRUSSER, REFER TO BOTTOM ENGWEERED TRUSS DRAWINGS. LOCATE THE TOP AND BOTTOM CHORDS, AND PLACE TRUSSES ACCORDINGLY. BRACE INDICATED ON THE ENGINEERED TRUSS DRAWINGS IS MANOR'ORY AND PERMANENT. s FOLLOW PROJECT O ET DESIGNERS INSTRUCTION ON TIE GOWNS, NAILING ANDNDOVERALL SWAY BRACING, M DO NOT OUT, HORDRILL, Z TI ALTER THE IN PINY WAY WITHOUT T WRITTEN CONTRACTOR RATION FROM THE RESPONSIBILITY LI BUILDING SUPPLY. THE RATION OFA ASSUMES SOLE RESPONSAPPRY OF ANY ALTERATION OFA TRUSS WITHOUT WRITTEN APPROVAL FROM THE TRUSSCO &WILDING SUPPLY. SUPERIMPOSED LOADS: A. NO MATERIAL SHALL BE STORED ON A TRUSS SYSTEM UNTILALL PERMANENT BRACING HAS BEEN COMPLETELY INSTALLED. S. CONCENTRATED S UNIFORM LOADS DUE TO CONSTRUCTION ANDIOR OCCUPANCY SHALL NOT EXCEED THOSE SPECIFIED BY THE TRUSS DESIGNER AS TO WEIGHT AND LOCATION. C. LOADS SHALL NOT BE SUSPENDED FROM THE SOTTDN HORDS OF TRUSSES UNLESS THE TRUSSES HAVE BEEN DESIGNEDCTO SAFELY CARRY THE APPLIED LOAD. IMPORTANT: I. SEE SCSI -Bl SUMMARY SHEET FOR HANDLING, INSTALLING, RESTRAINING AND TEMPORARY BRACING REQUIREMENTS. R. SEE ENGINEERED TRUSS DRAWINGS AND SUPPLIED ECSI.83 FOR PERMANENT BRACING REQUIREMENTS C a m Y m O aJ U y../ afS O 7 C� a � O 0 0 0 a ICA Ll PIONEER ENGINEERING LLC Engineering for Residential Pole Building Location: 610 Flamingo Ave. Springfield Oregon Design Criteria: 2017 ORSC & 2019 OSSC Seismic Design Category D 1 Wind Speed = 98 mph v stern a-"&r-6+es ■wt f_ �iIOM le��wala�t[� Wind Exposure B" Roof Loads: SL = 20 psf. DL = 5 psf. Wall Loads: DL = 5 psf. Trusses Not Reviewed By This Office P.O. Box 232 Phone (541) 746-5841 Springfield, OR 97477 Fax (541) 393-2651 -o OREGON o' 9 `SFR AA, 4Z M CLO EXPIRES: 12/31/19 DATE: 11111119 Sheet Index: I Cover L1-L2 Lateral Calculations V1 Vertical Calculations R1 Reaction Calculations -Computer Printouts/Supplemental Information ..... ..... . . ...... ...... .,Does. .. . . . . . e. 0000 ...... .... s • sees.. s• e t 9-L�g�> L� S PSi z`i G7 �. L 'Pi 10 Yc cz,L ws \Aj Pi F Z- J ' sees.. sees C� Ll -700 .� sees.. sees.. . . sees 00 a .. See .. sees 0 sees s -r jy k sees. sees. sees.. sees.. sees.. sees sees sees .0600. 0660 19-483 Frame Frame Applied Horizontal Load Resisted 'Fraction Of Number Stiffness Coad Displacement 5y Frame Applied Load ---------------------------------------------------------------------- 1 10034.00 283.0 0.1305818 1109.6 3.9208 2 290..00 520.0 0.1929596 56.0 0.1075 3 290.00 520.0 0.2290904 66.4 0.1278 4 290.80 520.0 0.2200185 63.3 0.1227 5 5017.00 283.0 0.1654817 330.2 2.9336 Diaphragm Diaphragm Shear Sitar Number Stiffness Displacement Load --------------------------------------------- 1 10834.00 0.08237,T7 826.38 2 10034.00 0.0361308 362.54 3 10034.00 0.0090719 91.03 4 10034.00 0.0545358 547.22 0 . 0000 . . .00.00 . 04.60. So 0f 0 .. . . . . .0.. .0 . 00.60. .. . . 64.60. .00060 .6 .. 0 .0 0. . 0000. 0000. 0000.. 0000.. 0000.. 0000 0000 0000 ... 00. . 0000 Snow load: 20 psf. Wind Speed: 98 mph Truss Span: 18 ft. Eave Overhang 2S ft. I _ I--( C6 .-� Dead load: psf. Exposure: L.� 8 Truss Spacing: 81ft, Endwall Overhang 1.5 ft. Purlins: @ 2 fto.c. P= 20 psf. M = 352 Ib.*ft. Uplift = 184 lbs. IR (LJ180)= 4.4 in.^4 R = 200 lbs. Z�ry -24"o. c. (2)16d Rafter to 2x Blocking Ma 39-1 lb.*ft. (3)16d Blocking to Truss 1 $,+1 in.^4 Z' =118*1.6*2= 378 lbs. Girts w/ stiffback: @ 4 ft o.c. P = 20 psf. M = 562 Ib.*ft, IR (L/190)= 3.0 in.^4 R = 320 lbs. 2x6 girts 24"o.c., (3)16d nails each end 2x6 stiffback 48"o.c„ nailed to girt with 16d 6"o.c. Ma 1356 lb. *ft. I 21 in.^4 W' 87 # Truss Reaction: P = 17.3 psf. RD 420 Uplift = 1200 lbs. Rs 1680 R = 2100 2x6x18" Corbel Truss @ Post (2) 5/8" Bolts (1) 5/8" Bolt Z' = 2024 lbs. (parallel) Z' =1040*1.6 = 1664 lbs. Z' =1040*1.15 =1196 lbs. (perp) Z' =118*1.6 =189 lbs. Z'= 118*1.15 =136 lbs. r••• • •000.0 • 0 • •••••.. 000060 0 0000 • logo** • • •• y••••• 1000 • • • 0000 o/o•0• •00• d5_ Llg3 Column Coefficient Reference: Post T 'FC7os t^ �Ly 3r-0 Load: 2.1 kips l2 I Fc 575 psi. CF 1 y - 3314 13 CD 1.15 Lur4sRAcefl 10 ft. S = ,So �� •3 3� =Zoo = � K 1 WidthUNWACSp 5.5 inches Q • Ga 3 + $ 33a ✓ K.. 0.3 c 0..8 E 1100 ksi. Zc i' Z) FC` 661 psi. `� PS 1� FcE 693 psi. CP V5 00 + . L %Sad (2) Z.Lao PS r fl.71 � � Fc 468 psi. Minimum Req'd Area 4.5 in.^2 Minimum Post Depth 0.8 in. M = 330 w : e (to) - X30 1`'y = loon 41 ...... ..... • • i bL -f- *00 .• • s • .w...ti i.w•.• ••.•• • • • s F}• DRi • • • • 0 ATC Hazards by Location Value Description Search Information Address: 610 Flamingo Ave, Springfield, OR 97477, 0.681 USA Coordinates; 44.07706566, -123.0360073 Elevation: ft Timestamp: 2019-11-11 T 18:32A2.320Z Hazard Type: Seismic Reference ASCE7-16 Document: Site -modified spectral acceleration value Risk Category: 11 Site Class: O -default Basic Parameters https://hazards.atcouncil.org/#/seismic?lar--44.0770656&ing= 123.0... 9 Map data 02019 Google Name Value Description Ss 0.681 MCER ground motion (period=0.2s) S1 0.39 MCER ground motion (period=1.0s) Spm 0.855 Site -modified spectral acceleration value Sm1 * null Site -modified spectral acceleration value Sp$ 0.57 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information . . ...... ..:..' ...... Name Value Description • SDC * null Seismic design category • • • • Fa 1.255 Site amplification factor at 0.2s + • + • • •. Fv • null Site amplification factor at 1.0s "• . '. •••s•,_ •••••• ••s• CRS 0.87 Coefficient of risk (0.2s) • • '' ' • • • • • • • • .•.• CRI 0.857 Coefficient of risk (1.0s) PGA 0.323 MCER peak ground acceleration FpGA 1.277 Site amplification factor at PGA PGAM 0.413 Site modified peak ground acceleration 2 of 11/11/2019, 10:33 AM SMITH Thayne From: Adam Clough <adam@pioneerengr.com> Sent: Tuesday, November 19, 2019 8:44 AM To: SMITH Thayne Cc: Garold Ropp Subject: Re: Fwd: engineering cover page Hi Thayne, I did the wind loading from the new code, the 2019 OSSC. Per figure 1609.3 the wind speed in Springfield is 98 mph. Note that there is no "ultimate" wind speed anymore (though the wind pressure calculated from it is at an ultimate design level). It is called the "basic design wind speed". You are going to see wind loading that is a lot less than previously; in theory 98^2/120^2 = 67% of previous loading. However, the code minimum of 10 psf. at wall (.6* 16) and 5 psf. at roof (.6* 8) still apply, so that for exposure B one story buildings you are going to be at 10/12 = 83% of the previous design values. The biggest reduction will be at exposure C structures, which will be the full 67% of the previous code loading. Note that the simplified wind loading now comes from charts, per ASCE 7-16 chapter 27 part 2. The charts give ultimate loads, with the lowest wind speed of 110 mph. Thus the charts have to be modified by .6*(V1`,2)/110^2 to get the ASD wind pressure, with V = 98 for Springfield. Let me know if you have any questions. Adam Clough, P.E., S.E. Pioneer Engineering, LLC 541-746-5841 On 11/19/2019 8:22 AM, Garold Ropp wrote: Begin forwarded message: From: SMITH Thayne <tsmith(a)-springfield-or.gov> Subject: engineering cover page Date: November 15, 2019 at 3:45:06 PM PST To: Garold Ropp <mckenzieddCcr icloud.com> Hey Garold, It looks the only real issue I have with the engineering is that the wind speed should read either Nominal Design Wind Speed of 93 MPH or Ultimate Design Wind Speed of 120MPH. The cover page does not specify. I hope that the engineer worked the math with 98 MPH Nominal Wind Speed, instead of 98 MPH Ultimate. If the math was done with 98 MPH Ultimate Design Wind Speed, it will need to be refactored with 120 MPH. Let me know and email me the corrections. Thanks man and I hope you weren't stuck in the courtroom too long, Thayne Smith Plans Examiner City of Springfield 225, 5th Street Springfield, OR 97477 tsmith'ti, springfield-or. g ov P - 541-726-3783 F - 541-726-3689 76 PLANTS IN 4" POTS PLACED AT 1" IVIaplot: ON CENTER REQUIRED BY CODE square foot rain garden for iitional impervious surface on 1703221316900 LOCATION: 610 Flamingo Ave, Springfield OR, 97477 Re ove 24" deep of material and - rep e with 12" of potable soil andwild strawberry plants equal spaced for ground foliage. DATE RECEIVED Mlarmo.. ZOIIIE :: OQCUPANCYGROUP i NFF - OCCUPANCYLOAD STONESTYPECONSTRUCiION 5'-0° LEGAL. DESCRIPTION 1703221316900 ADDRESS 610 FLAMINGO AVE OWNER PAUL AND CAROLE BLANCHER 1 Proposed � } ;Tree to be } removed 4' -0113' -ll 1/8u THE CONTENTS HERE ON HAVE BEEN RFV"IX%%IXD,W) r ii ALTERATIONS NOTED.ONTHE PLANS ORBVAITACHNWa. CHANGES OR ALTERATIONS MADE TO THE APPROVED DRAWINGSORPROJECTAFTER THE DATE BELOW SMALL BE SITE NOTES: APPROVED BYTHE BUILDING OMCIAL CITY OF P INGIFIELA ORIEGONI APPROVED BY � . DATE I I /L.G l tJ0 NOTICE: This permit shall expire if the work authorized under this permit is not commenced or is abandoned for any 180 day period. 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 952-001-0090. You may obtain copies of the rules by calling the center. (Note: The administrative telephone number for the Oregon Utility Notification Center is (800)332-2344. NOd 14'1(" W k 110.0'-- -- - - - - ---- - 1. Slope all grades away from house. 2. All concrete curbs and sidewalks existing are not to be disturbed. 3. Additional stormwater to tie into rain garden as shown above. 4. Spot elevations are approximate. 100.00' is assumed elevation. N0d 14'10" W 110.0' Site Plan far StyP Scale: 1/16'= 1'4r 0 N ra INV 83 30'-0" LU Z W Irk r-1 U. d' a a) O co } > r <0 �2)cp0 Q u? Oo W Lo I :ice >0 �D No encroachment allowed within the 7' Public Utility Easement including, but not limited to, eaves and overhangs. Connect Storm Sewer to weephole(s) in curb per City Standard 3-6. Pipe constructed within •• Right -of -Way must be perpendicular to Right -of -Way. MINIMUM SETBACKS — INTERIOR LOTS All measurements are from Property lines -Front Yard to House 10 feet -Front Yard to Garage 18 feet -Side Yard to House or Garage 5 feet -Rear Yard to House or Garage 10 feet P.U.E. MAY CHANGE SETBACKS _0 CL �Z f ••w = • r'!'ariou� • •' SHEET NO. &VWZ& tim1 a