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Home My WebLink AboutPermit Building 2019-11-19SPRINGFIELD rt �r OREGON Web Address: www.springfield-or.gov Permit Issued: November 19, 2019 Building Permit Commercial Structural Permit Number: 811-19-002524-STR IVR Number: 811069671162 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov TYPE OF WORK Category of Construction: Commercial Type of Work: Alteration Submitted Sob Value: $35,000.00 Description of Work: Commercial warehouse remodel 70B SITE INFORMATION Worksite Address Parcel Owner: MCKAY COMMERCIAL 1040 SHELLEY ST STE C 1703270000902 PROPERTIES LLC Springfield, OR 97477 Address: 76 CENTENNIAL LOOP STE D EUGENE, OR 97401 Owner: TOBY'S FAMILY FOODS LLC Address: 1160 SHELLEY ST SPRINGFIELD, OR 97477 Owner: TURTLE MOUNTAIN LLC Address: 12002 AIRPORT WAY BROOMFIELD, CO 80021 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone ORDELL CONSTRUCTION LLC - CCB 177132 541-747-8734 Primary PENDING INSPECTIONS Inspection Inspection Group Inspection Status 1999 Final Building 1540 Gypsum Board/Lath/Drywall 1600 Ceiling Grid Struct Com Pending Struct Com Pending Struct Com Pending 1260 Framing Struct Com 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: 11/19/19 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002524-STR Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811069671162 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store PERMIT FEES Fee Description Technology Fee Structural building permit fee Structural plan review fee State of Oregon Surcharge - Bldg (12% of applicable fees) Page 2 of 2 Quantity Fee Amount $41.37 $501.50 $325.98 $60.18 Total Fees: $929.03 Printed on: 11/19/19 Page 2 of 2 C:%myReports/reports//production/01 STANDARD Structural Permit Application 225 Fifth Street a Springfield, OR 97477 ♦ PH(541)726-3753 i FAX(541)726-3689 SPRINGFIELD DEPARTMENT USE ONLY W-2f 1-14Pelmit no.: OREGON � � VLJ�J�� Date: l (� This permit is issued under OAR 918460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. SUB -CONTRACTOR INFORMATION S Name CCB License # Phone Electrical (d) Enter 12% surcharge (.12 x [2a4-2b+2c]): 3 fZwol` ' kI ov, C (0 1-505-C6 Phnnbittg�' 0ZA-, (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ Il1l��at�cti .tv $ .r bl "I t a T�iry l Mechanical - 0 vd, I 'T/1'51 541 -TIMI Last edited 5-5-2019 Wones 5I Lt& FEE SCHEDULE 1. Valuation information (a) Job description: Occupancy If Construction type: Square feet: Cost per square foot: Other information: Type of Beat: Energy Path: ❑ new J@altcration ❑ addition (b) Foundation -only pemiit? ❑ Yes ❑ No Total valuation: $ 2. Building fees (a) Pernik fee (use valuation table): S (b) Investigative fee (equal to [2a]): S (c) Reinspection (S per hour): (number of hours x fee per hour) S (d) Enter 12% surcharge (.12 x [2a4-2b+2c]): 3 (e) Subtotal of fees above (2a through 2d): $ 3. Plan review fees (a) Plan review (65% x permit fee [2a]): 5 (b) Fire and life safety (65%x pear It fee [2aj): S (c) Subtotal of fees above (3a and 3b): S 4. Miscellaneous fees (a) Seismic fee, t% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ .TOTAL fees and surcharges (2e+3c+4a+b): $ �[ N n Ln O C 00 OO o0 a M LO O LO m C .` �i NON, %O U L ce 'D E N N LO N N d M d 0 ry O ^ M 6 c <L O d N 'O r O1 c6 d 'V N N Ln C ry CI C N U C N L E LLa a c O U C a+ 7 O as N Q Q Q. .d C N d C Op E w 7 O) E N LO d 60 d CD LL O M O i N O co d LO N O V O O }L C Q O o 00 o W 0 N V _ H ti N Q N r i N r o O N o) o E a d s o H v m iUd o Z .., a LL rL •� C v m oro L �L Q w E N 0) y w > F- 0 O " c n o a o, c a L L CLw U C w W c 0 fA N F- O in L } M O L6 J C f6 W 'D W U 2 c o Q ne -0 O Z ON r N N L o rn U o c E O a o_ LU aWe o 0 "O 0) o r- m LSV Ocli m` v U r LL 4 w 'o Cl) N C7 OO c � C � � m U Z c � r 0 °) E5r a 45C N_ E L d H ...... 2sN2 S cc N N c 5 a I- — CL U a` Project: 7695-Danone NA -Hot Room Location: MLB1 Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 12.0 IN x 16.0 FT 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 5.3% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.47 IN 0413 Dead Load 0.29 in Total Load - 0.76 IN U253 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3600 Ib 3500 Ib Dead Load 2274 lb 2274 Ib Total Load 5874 Ib 5874 Ib Bearing Length 1.64 in 1.64 in BEAM DAT Center Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.29 Notch Depth 0.00 MATERIAL PROPERTIES Read Provided 24F -V8 - Visually Graded Western Species 117.49 in3 132 in3 Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: 792 in4 Fb_cmpr = 2400 psi Fb' = 2400 psi 26400 ft -lb Cd=1. 00 -5170 lb Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -I- to Grain: Fc - L = 650 psi Fc - -L= 650 psi Controlling Moment: 23498 ft -Ib 8,0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -5170 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 117.49 in3 132 in3 Area (Shear): 29.26 int 66 int Moment of Inertia (deflection): 751.81 in4 792 in4 Moment: 23498 ft -Ib 26400 ft -lb Shear: -5170 lb 11660 lb page Michael A Cox, P.E. SSW Engineers Inc 2350 Oakmont Way Suite 105 or 3 Eugene OR 97401 StruCalc Version 9.0.3.0 10/30/19 2:38:45 PM UNIFORM LOADS Center Uniform Live Load 450 plf Uniform Dead Load 270 plf Beam Self Weight 14 plf Total Uniform Load 734 pif ane 3 qo, GO ygfiL p;LPN RENEVs: Project: 7695-Danone NA -Hot Room Location: COL2 Column [2012 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 27.5% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 3600 Ib Dead Load: Vert-DL-Rxn = 2812 Ib Total Load: Vert-TL-Rxn = 6412 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length (X -Axis) Lx: 9 ft Unbraced Length (Y -Axis) Ly: 9 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES dx = 5.5 #2 - Douglas -Fir -Larch Column Section (Y -Y Axis): dy = 3.5 Base Valu -g5 A rousted Compressive Stress: Fc = 1350 psi Fc' = 460 psi Section Modulus (X -X Axis): Cd=1.00 C1=1.10 Cp=0.31 Bending Stress (X -X Axis): Fbx = 900 psi Fbx' = 1170 psi Sy = Cd=1.00 CF=1.30 in3 Bending Stress (Y -Y Axis): Fby = 900 psi Fby' = 1170 psi Cd=1.00 CF=1.30 Ley/dy = Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 3.5 in Area: A = 19.25 int Section Modulus (X -X Axis): Sx = 17.65 in3 Section Modulus (Y -Y Axis): Sy = 11.23 in3 Slenderness Ratio: Lex/dx = 19.64 Moment Due to Lateral Loads (X -X Axis): Mx = Ley/dy = 30.86 u >� E CLQ �'� Ca, page Michael A Cox, P.E. SSW Engineers Inc 2350 Oakmont Way Suite 105 or Eugene OR 97401 StruCalc Version 9.0.3.0 10/30/19 2:38:45 PM LOADING DIAGRAM 1 9 f B A Column Calculations (Controlling Case Only): AXIAL LOADING Controlling Load Case: Axial Total Load Only (L + D) Live Load: PL = 3600 Ib Actual Compressive Stress: Fc = 333 psi Dead Load: PD= 2774 Ib Allowable Compressive Stress: Fc' = 460 psi = Column Self Weight: CSW 38 Ib Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib = Total Load: PT 6412 Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib u >� E CLQ �'� Ca, Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft -Ib / Cs a-4 `t .Z L-1 19g s- Gs $t Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1170 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Ian a �C �i Allowable Bending Stress (Y -Y Axis): Fby' = 1170 psi Combined Stress Factor: CSF = 0.72 Project: 7695-Danone NA -Hot Room Location: MLB3 Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 7.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 233.7% Controlling Factor: Moment page Michael A Cox, P.E. SSW Engineers Inc 2350 Oakmont Way Suite 105 or 3 Eugene OR 97401 StruCalc Version 9.0.3.0 10/30/19 2:38:46 PM DEFLECTION Cen er LOADING DIAGRAM Shear Stress: Live Load 0.03 IN U2415 5.29 in3 Cd=1.00 Dead Load 0.02 in E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Total Load 0.06 IN 01434 8.12 in4 48.53 in4 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: 0240 516 ft -Ib 1720 ft -Ib REACTIONS A B -259 Ib 2310 ib Live Load 175 Ib 175 Ib Dead Load 120 Ib 120 Ib Total Load 295 Ib 295 lb Bearing Length 0.13 in 0.13 in BEAM DATA Cen er Span Length 7 ft - F TT` .. Unbraced Length -Top 0 ft — A 7 f Unbraced Length -Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 50 pif #2 - Douglas -Fir -Larch Uniform Dead Load 30 pif Base Values Adjusted Beam Self Weight 4 pif Bending Stress: Fb = 900 psi Fb' = 1170 psi Total Uniform Load 84 plf Controlling Moment: 516 ft -Ib 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -259 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Cd=1.00 CF= 1.30 Shear Stress: Fv = 180 psi Fv' = 180 psi 5.29 in3 Cd=1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc - I = 625 psi Fc - L' = 625 psi Controlling Moment: 516 ft -Ib 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -259 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 5.29 in3 17.65 in3 Area (Shear): 2.16 in2 19.25 int Moment of Inertia (deflection): 8.12 in4 48.53 in4 Moment: 516 ft -Ib 1720 ft -Ib Shear: -259 Ib 2310 ib Q�� EXISTING MAN DOOR EXISTING MAN DOOR EXISTING SLIDING DOOR 00 • OEM !H' MR •ISIMT NMI liffiN M90 EXISTING EXISTING HOT ROOM OFFICE AREA DEMOLISH WALLS AND - DOORS, SHORE CEILING EXISTING WHERE NEEDED COLUMN REMOVE 6' WIDE x 7' HIGH SECTION OF WALL DEMOLITION PLAN A1.0 r o z 4' S. tr 17 SCALE: 114" = T-0" J� CP. a� ( — — — EXISTING MAN DOOR ATTACHED BEAM TO EXISTING LEDGER, MATCH EXISTING _ - 2x12 NOTE: 1. ALL 4x6 COLUMNS ARE ANCHORED _ WITH ECCQ46SDS 2.5 CAP & ABA46Z 518" TITEN HD, 3 5/8" MIN. EMBED. - - - 2. GLULAM BEAM SHALL BE 24F -V4. - - - 3. LUMBER SHALL BE #2 OR BETTER. - 4x6 r31 CEILING FRAMING PLAN S' & 10, SCALE: 1W =1'4' NEW 6'WIDE x7'� HIGH SLIDING • - DOOR 2 REMODELED FLOOR PLAN A1.0 2' 0 T 4' 9 8' 10' SCALE: 114" = 1'-0" 4 1 VICINITY MAP 1 A1.0 N SCALE: NOT TO SCALE LEGAL DESCRIPTION TAX MAP: 17-03-27-00 TAX LOT: 902 ADDRESS: 1040 SHELLEY ST. ZONING: LMI LIGHT MEDIUM INDUSTRIAL OVERLAY ZONING: PROJECT DESCRIPTION EXISTING CONDITIONS: EXISTING BUILDING WITH INFILLED ROOMS AND WAREHOUSE PROPOSED CONDITIONS: CONVERT OFFICES TO HOT ROOM zM11110pcjtw1 9 G 1� , �W191107 BUILDING GROSS AREA: 15,000 SQ. FT. BUILDING HEIGHT: 20 FEET CONSTRUCTION TYPE: HARLOW ROAD BUILDING FULLY SPRINKLED: YES OCCUPANCY: B, F-1, M, S-1 I -S LEE a I 'a TAX LOT 902 PARK I; PROJECT SITE z 1 g ll - SHELLEYSTREET )jjj !I ILII 1-105 4 1 VICINITY MAP 1 A1.0 N SCALE: NOT TO SCALE LEGAL DESCRIPTION TAX MAP: 17-03-27-00 TAX LOT: 902 ADDRESS: 1040 SHELLEY ST. ZONING: LMI LIGHT MEDIUM INDUSTRIAL OVERLAY ZONING: PROJECT DESCRIPTION EXISTING CONDITIONS: EXISTING BUILDING WITH INFILLED ROOMS AND WAREHOUSE PROPOSED CONDITIONS: CONVERT OFFICES TO HOT ROOM zM11110pcjtw1 9 G 1� , �W191107 BUILDING GROSS AREA: 15,000 SQ. FT. BUILDING HEIGHT: 20 FEET CONSTRUCTION TYPE: 11 13 BUILDING FULLY SPRINKLED: YES OCCUPANCY: B, F-1, M, S-1 PROJECT CONTACTS OWNER: MCKAY COMMERCIAL PROPERTIES, LLC 76 CENTENNIAL LOOP STE D. EUGENE, OR 97401 LESSEE DANONE NORTH WEST 1130 SHELLEY ST. SPRINGFIELD, OR 97477 (541)246-2790 CONTACT: CHELSEA HACKETT EMAIL: Chelsea. HACKETT@danone.com CIVIL & STRUCTURAL ENGINEER: SSW ENGINEERS INC 2350 OAKMONT WAY, SUITE 105 EUGENE, OR 97401 (541)485.8383 ENGINEER OF RECORD: MICHAEL COX, P.E. CONTACT: BECKY WILTSE EMAIL: beckyw@sswengineers.com GENERAL CONTRACTOR: ORDELL CONSTRUCTION, LLC 29771 EAST ENID ROAD EUGENE, OR 97402 (541) 747-8734 CONTACT: STEVE PORTER EMAIL: SPorter@ordellconstruction.00m MECHANICAL (DESIGN -BUILD) BY: INNOVATIVE AIR 2787 OLYMPIC STREET, SUITE 9 SPRINGFIELD, OR 97477 (541)746-1040 CONTACT: DAVE BRAGG EMAIL: daveCinnovative-eir.com 9{ G 1j 4 N �6L At. ,RENEWS: 12/31119 crit SSW ENGINEERS., cmI�SG NR19•BUIUIMX 9FSIXX SUMIN LAND USE PUIpIXX 2350 Oakmont Way, Suite 105 Eugene, Oregon 97401 (541)485-8383 FAX (541)485-8384 www.sewenginears.com Z OV LJ_ 2W�=Y 0 2 = J0w Oww-jw opco1LU _j z W It inw�aF- 0 `� o LU Z REVISIONS aero by HOT ROOM EXPANSION DESIGN job 19-7695 d— RRW We 10/14/19 checked MAC Sad SHEET III A 1 of 1