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HomeMy WebLinkAboutPermit Building 2019-08-19SPRINGFIELD -i OREGON Web Address: www.springfield-or.gov Permit Issued: August 19, 2019 Building Permit Residential Structural Permit Number: 811-19-001679-STR IVR Number: 811026513823 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: Single Family Dwelling Type of Work: Addition Calculated Job Value: $24,247.08 Description of Work: Addition - living space and 1 bathroom (198 sgft total) 70B SITE INFORMATION Worksite Address Parcel Owner: RUSSELL DONDI D & 265 25TH ST 1703361417000 MARGOI Springfield, OR 97477 Address: 2379 TODD ST EUGENE, OR 97405 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 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. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811026513823 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: 8/19/19 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001679-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 $40.32 Plan Review - Minor, City 1 $141.00 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 198 $11.88 Structural building permit fee $403.30 Structural plan review fee $262.15 State of Oregon Surcharge - Bldg (12% of applicable fees) $48.40 Total Fees: $907.05 VALUATION INFORMATION Construction Type Occupancy Type Unit Amount Unit Unit Cost Job Value VB R-3 1 & 2 family 198.00 Sq Ft $122.46 $24,247.08 Total Job Value: $24,247.08 Printed on: 8/19/19 Page 2 of 2 C:\myReports/reports//production/01 STANDARD S § � 2 0 k E � < a k � � ■ a 0 � � § 2 0 § 0 j 2 2 \ a \ 'k IE ,c (D § § < k cc � � f w ) a \ CLk & § 00 \�\\\ \ \ \ cq f E\ § 7 £ §U— 0 �]7Ln \ � \ / L \ > E ± k kqU q Rk / k k § / & LL \ \ \ / - \ \ j \ CD Q � § § § § _ r- 0 0 0 0 0 G S % 8 S S CD OJ \ \ m 2 N .. 0-0 r © a o o § e ■ V z% e . � § 3 @ ■ C S cr W oc t (D a/ c k " \ 0 & k 2 / f \7 ƒ $ @ a >, z0 E .0 =c 02 f:2 o Q© CL k R 2 o • a M a s E e « E E» / J o g CL E U % C w w : w \ F- $ $ q o S CN o a k \ / |� LU(2\ cd o m `cri k C k A6.. k k § �_ 2 ƒ § § _$ k k _2 k _m k F- co co c e S § � 2 0 k E � < a k � � ■ a 0 � � § 2 0 § 0 j 2 2 \ a \ 'k IE ,c (D § § < k cc � � f w ) a \ CLk & § Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD ey. OREGON WPARTMENT USE ONLY Permit no.: Date: Z 7 - This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 1S0 days of issuance or if work is suspended for 180 days. fP .`SCHEDULE 1 V Vat on mfor atton::`" (a) Job description: Ai7O f)�ajC-,L.o„(-- Occupancy 1-3 T s Construction type: p ® C 0+ Square feet: Cost per square foot: Other information Type of Beat: Energy Path: ❑ new Dalteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No l Total valuation: $ ZI7 , 2 X B0l01ug.fees (a) Permit fee (use vatnation 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): � Plan review feast- (a) Plan review (659/6 x permit fee [2a]): (b) Fire and life safety (65% x permit fee [2a) (c) Subtotal of fees above (3a and 3b): 4 M�'kllauaeous i'e�s (a) Seismic fee, 1% (.01 x permit fee [2a)): (b) Tech fee, 5% (.05 x permit fee[2a)+PR fee TOTAL fees and surcharges (2e+3c+4a+b): Name Electrical Plumbing Mechanical CCB License tt I Phone S $ $ S $ T11 SMITH Thayne From: SMITH Thayne Sent: Wednesday, August 07, 2019 8:52 AM To: 'dondi.russell@gmail.com' Subject: 265 25th Street Attachments: Additional Energy Measures for Addition.pdf I am looking at the plans for the addition at 265 25th Street. I need some additional information before I can approve the plans. Please email me the following items: • Need a revised floor plan showing the intended use of each room (living room, family room, bedroom, etc.). • If the new room will be a bedroom, it needs to have a means of egress; either a door to the exterior or a window that has a clear net opening of 5.7 sq ft, not less than 24" high, not less than 20" wide and with a sill height of not more than 44" from finished floor. That means of egress also needs to be shown on the floor plan. • Need a cross section of the addition and the adjacent existing living space showing framing memebers, foundation, insulation values, roof covering, etc. This is an example..... -k, i"-f'41i1 I,Vt. Mk4 V � z.ga"' I10.1AVA 2ed r-00^ 1St: T.Fy}.`."l "�'1��.- rr. 0. "#04"'?01A 141 — "':d..C`;1't �M SLd•t.�.r•1 •tF Ji,� ,. ^i.>s'r ... • Need to know which additional energy measures are being implemented into your construction or if you are exempt because of the size of the addition in comparison to the existing house. Please read over the attachment and let me know which applies. Thank you and have a great day, 1rJ ►a ins altr , JJi �4--�JJ JJJ iF iia as US fte T-, =-Inar CITY OF SPRINGFIELD 225, 5T" STREET SPRINGFIELD, OR 97477 1 Y i rt �. t "':d..C`;1't �M SLd•t.�.r•1 •tF Ji,� ,. ^i.>s'r ... • Need to know which additional energy measures are being implemented into your construction or if you are exempt because of the size of the addition in comparison to the existing house. Please read over the attachment and let me know which applies. Thank you and have a great day, 1rJ ►a ins altr , JJi �4--�JJ JJJ iF iia as US fte T-, =-Inar CITY OF SPRINGFIELD 225, 5T" STREET SPRINGFIELD, OR 97477 1 TSMITH@SPRINGFIELD-OR.GOV P - 541-726-3783 F - 541-726-3689 ] )§N§o 2LO LO 2 ƒ kk0,6 §§ § B CIJ C k�0r, 2 IM cc \ 'D LLn n E / ƒ {L 0 2 » .. ; 7 ) / k < a $ o \ / ■ § / a U! \ § \ 0 CD C o =0 ; % CD § @ U) B .. V / 2 § ■ CL o f § a 2 V I 2 $ CL c co e 0 0 LU k � . Q m co 2 CL2 co2 o of k $ / .. / k / k ° @ § \ 13 w § LO § oG CNo �c) § 88 03 0) 04 %07 £ § � J/ 0 2 ^ CL 0 k ƒ2 / k k /� �Q c - R C A � e J � E CL k 1' •l e"& j -r M 1E,�SyfLts� SSWEN61NEERS., CIVIL STRUCTURAL BUILDING DESIGN SURVEYING LAND USE PLANNING 2350 Oakmont Way, Suite 105 Eugene, OR 97401 (541) 485-8383 Fax (541) 485-8384 I I I SHEET NO. j OF PROJECT NO. Qt.JtiF6GLi3 E31�4eaa+` BYL r=�uu-esL��c DATE 6is ilt-o" l lre + O �X'1.5�% 75 ► 12 I ,� f. .: 72 'Pao�z�= A I DO. i 1 2 l' C44LAcld; 'A(.L 'C1RtS1'1+ Sla-�14+aC uJoe,® I� JJ I ( fit C �k w, .a n ,� to - FJ�[. am AS �PEc 1:G i JJ Tia s3 �E N I t o ,-L I i 1 i 0000• i 0'000 • 0000• 9 is 0 *Goes •0 • •. i i • 000.0• I •. • • •••0• 00 •• • 00.00• ••!••• •,•• • • •• ••• • I•• 0000• i '• • • '0000 Milmek 0 Re: 1447-19 Dondi Russell MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Relco Roof Pages or sheets covered by this seal: R58869398 thru R58869399 My license renewal date for the state of Oregon is June 30, 2021. • ��(��'p ��5 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 perANSI/TPI 1, Chapter 2. PROFFs� GINE�� /may 0000 00060 06• 000. " ' 87022PE 0000.. • .. • 0000 , N •• Aj, OREGON �C/N ' ' 6 6 6 0000. • y ti� C��SM'ER •0666• �r t1 • • 0 • •0Y• • 0 •6666• • • • •6000• • •06• • •• f• • •6660• Y • • 0 July 22,2019 • • • •' 0 0 • • Hernandez, Marcos 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 perANSI/TPI 1, Chapter 2. 1447-19 Relco Roof Truss Type ROOF SPECIAL Inc, Harrisburg, OR - 97446, -0-14 '1-3-13 ' 2-7-5 5-0-0 4x8 = 3 4 4x4 Oty PlyDondi Russell 858869398 8 1 Job Reference o tional) 8.310 It Jun 112019 MiTek Industries, Inc. Fri Jul 1916:56:02 2019 Page 1 Scale =1:48.8 4x4 = 3x4 = 6x14 = 3x4 = 3x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.40 10-19 >801 240 TCDL 7.0 Lumber DOL 1.15 BC 1.00 Vert(CT) -0.80 10-19 >405 180 BCLL 0.0 * Rep Stress Incr YES WB 0.65 Horz(CT) 0.11 8 n/a nla BCDL 10.0 Code IRC2015/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr TOP CHORD BOT CHORD 2x4 DF No.1 &Btr BOT CHORD WEBS 2x4 DF No.2 *Except* 5-11: 2x6 DF No.2 REACTIONS. (Ib/size) 2=1198/0-5-8,8=1198/0-5-8 Max Horz 2=-57(LC 6) Max Uplift 2=-67(LC 9), 8=127(1_C 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18841152, 3-4=1724/152, 4-5=-2067/185, 5-6=-2788/249, 6-7=-4146/356, 7-8=-4965/482 BCT CHORD 2-13=57/1561, 112-13=1106/11986,1111-112=-1187/2731, 10-11=-311/4067, 8-10=-452/4885 WEBS 3-13=•96/1?02, 4-12=82/694, 5-11=-40/697, 6-11 =:-1 428/132, 6-10=0/464, 7-1C=830/143, 5-12=-1151/1£3, 4-13=-1177/131 27-0-0 11-0-0 PLATES GRIP MT20 220/195 Weight: 116 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-4-12 oc bracing: 8-10. NOTES - 1) JnbaidI.cdd roof live loads have been considered for this design. 2) N"n1: ASCE 7-10; VuIt=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 'rhis truss has beer desl�re4 for a 10 0 p^f bottom chord live load nonconcurrent with any other live loads. 4) -.T.4 tijLs has been 6 --signed for a lire Io&J of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 'it between the bottom chord and Pn,1 ether members. 5) Provide mechanical connection (by ot,ers) 1truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=11b) 8=127. AWARNING - Verify 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 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 oftrusses and truss systems, see ANSI/rPl1 Quality Criteria, DSO -89 and BCSI Building Component safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 'D PROF�s ��5 �NG,INE'�cR cSj0�9 870 2PE N "C N OREGON c�S A. EXPIRES: 06/30/2021 July 22,2019 72-a"_ R k' , Inc. e Avenue, Suite 270 A 95661 _ - Inks Truss Type Qty Ply DondiRussell 858869399 I A2G GABLE 1 1 1---- Job Reference (optional). Roof and Floor, Inc, Harrisburg, OR - 97446, 8.310 s Jun 112019 MiTek Industries, Inc. Fri Jul 19 16:56:03 2019 Page 1 IDA kKYxpE4EGrgj5QVExj_lbz36NX-d5vy31 HF5Wsn5?4rY5UGmD79cfFKggNiLHigcywRaA 1-0-0 7-0-14 B-4-11 11-0-0 27-0-0 8-0-0 1-0.0 7-0-14 1-3-13 2-7-5 16-0-0 1-0-0 Scale: 114"=1' 4x4 = 4x4 Zz 7 8 9 10 3x4 = 40 39 38 37 3635 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x10 = 2 7-0-14 _ 8-3-11 11-0-0 27-0-0 7-0-14 1-3-13 2-7.6 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.02 22 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.15 Vert(CT) 0.03 22 n/r 90 BCLL 0.0 Rep Stress Incr YES WS 0.04 Horz(CT) 0.00 21 n/a n/a ✓ BCDL 10.0 Code IRC2015ITPI2014 Matrix -S Weight: 1311b FT=20°/u LUMBER- BRACING - TOP CHORD 2x4 OF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 *Except* 12-31: 2x6 DF No.2 OTHERS 2x4 OF No.2 REACTIONS. All bearings 27-0-0. (Ib) - Max Herz 2=-57(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 31, 21, 40, 39, 38, 37, 34, 32, 30, 29, 28, 27, 26, 25, 23, 33 except 24=-181(LC 1) Max Grav All reactions 250 lb or less atjoint(s) 2, 31, 40, 39, 38, 37, 36, 34, 32, 30, 29, 28, 27, 26, 25, 24, 33, 35 except 21=261(LC 1), 23=572(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. •"•••• • WEBS 20-23=-407/91 good • • • • • v • a _ NOTES- go • � • 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; " s • • It ,; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.600 410 r. 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. • • *600 4) All plates are 1x3 MT20 unless otherwise indicated.` - . • • { O� s• • • • •• • " 5) Gable requires continuous bottom chord bearing. Ql 6) Gable studs spaced at 1-4-0 Do. • r • • '�Cj� NGC �j0 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. IN� �1' �i 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • • • • .660XAV i • • wll fit between the bottom chord and any other members. • • 2PE9) Bearing atjoint(s) 31 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify •`•capacity of bearing surface,10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint(s) 2, 31, 21, 40, 39, ` 38, 37, 34, 32, 30, 29, 28, 27, 26, 25, 23, 33 except (jt=lb) 24=181. (n ACV 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 21, 30, 29, 28, 27, 26, 25, 24, 23.E �A� OREGON 'ER �S A. Heo EXPIRES: 06/30/2021 July 22,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 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 11 A ITg i. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MY� 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSNTPII quality Criteria, DSB-89 and SCSI Building Component Mrrek USA, Inc. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 W p D W M c,91 LN n m D od z m� �y Z Ln 0 N o °�, c�SG�wp�� _ m 0 o j .5 �-aym pCL a aQDG7n�� 5 c� n Z Er C.) O O CEINS, (D = p1 C 0' Q'O N n O N n CD C N = C N �W03Q�C'• N,�^.�vm� m 'N 00 Q S17 Cp N CD 7 O N CD O 7 N 3 .�N-. eN•h DI D. K O. (D Q .7. N CD C = Q f0 O 0r -L a �� ��m o o n CD �.< D o cr. cr o o oCD0 n n� SCD —I mocCD m c1 �• COD CD p N N y' 7 7 o n. O' Z Q Q Cn = N 7 {Z o g m= CD 3 0 CD N= N 7 C) O S G) N N N "a N N N CD CLO O O C N N G O (fl �. O y d N N N CD o _ o w CD 3 n O N O 7 pD N= C -a (p N 7 O C N CD C ,3,. CS p. N N O 3 O 7 K O l ............. _-..... _—... —... ......-.. ... m Cn CD C C i7 C/� C 1 ,;1 Z: = =; O AD a, 3N to w ;u � O W 0 m C 1 to N 07 C ZlJ).75 'Oy Q awID 0 m (mi�m � � mo mm = [S � C7 0 CD '� ."C' 1 vii O - -1 Z K .Zl O Coir W.� m �m ym CD ,rt N C71 D !n > N T en r - o u' Cn Cn CD Q cnmm D� cn ��■ O Q� �� �� O m �� m _ o m� m �m CD Cep CD d W =O 4 �� K N N N) L m w 0 7 �' OD Z O-1 D N v CD Z1 Zm CD 1 m �, -0 c -O D C) cD Z n N D 7 2 0 O CCD G Z CD_ C (n O cn (P N Z Cn y CD CD O m Q ti rn LAD TOP CHORD 01-8 s w TOP CHORD Cn r W m 3 ^, O CD (A aD C J r (T l A W a N C j O }� `/ -O Q y Z q 3 9 Ate= v O CD :. . O ^ O m a W m Dpo OCD Q-o3N� Z� N (D CD A O N x O �...� D CD O= N Z 0 � A ' ° n (CD K - N. N 'O TE, 2 o m�:cuw O N m 3 N N 3 CD X p _ F 0'—D) Q O CD 6 @ (7 3 Fn .00 3 mo5^12. -I O CD Win ,=.. 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N fD N CD CO T1 V rF o f 0 JJ 2 O ° CD CS m O m O n N �' m N Q n n° 3 n co C) O 0 0 CD O. y CD c,0 N N CD 'O S N O C) ° n 3 y N CD N V O CD N 0 O O < Ln"6 - m p N z CD 0 CA 1 r CON 5TIIcjIQ • Be �V�tin n, �" Est. 1959 CCB 177132 £� •� (541) 747-8734 PROJECT: Job No. Page —of Prepared b P Y — MEMO to: ELEPH CONVERSATION With• SITE VISITDate NOTES location: MEETINGPre NOTES Purpose: L -x Sri" G i; 27'-- fl1�,5�� / � F � 1 1;iM��j l • • i • to • •Y••• •••••• •• MWENGINEERSK CIVIL- STRUCTURAL- BUILDING DESIGN • - SURVEYING - LAND USE PLANNING 2350 Oakmont Way, Suite 105 Eugene, OR 97401 (541)485-8383 Fax(541)485-8384 SHEET NO. COVER PROJECT NO. 19-7672-02 Springifield, Oregon _ BY MAC Remodel DATE 7/15/19 STRUCTURAL DESIGN Design is governed by: 2017 State of Oregon Reisdential Specialty Code Allowable soil load --- 1500 psf Active soil pressure -- 30 pcf Passive soil pressure -- 100 pcf Loading; Roof live load (snow) 25 psf Roof dead load 15 psf Material Spec Includes: Concrete --- Footings --- F'c = 2,500 psi in 28 days, Concrete --- Slabs on grade --- F'c = 2,500 psi in 28 days, Rebar --- ASTM A-615, Grade 60, 60,000 psi, Lumber --- Beams -- Doug Fir No. 1, 6x and Larger, Lumber --- Joist and Studs -- Doug Fir No. 2 and Better, 2x and 4x lumber, Glue Lam Beam --- Combination Symbol 24F -V4, 2000 Ft. Radius, Anchor Bolts --- ASTM F-1554 Grade 36, (A-307), No change to shear walls and lateral resisting system • •• r RIP S GtN 0 CC 77N9. _ ?y�0 ✓ane t • 2��` GO�- y"1FL ALPS RENEWS: 7672-02-Russell.xlsx t Project: 7672 -02 -Russell Location: MLB1 Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.$ IN x 12.0 IN x 17.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 14.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.63 IN U336 Dead Load 0.40 in Total Load 1.02 IN U206 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 2354 lb 2354 Ib Dead Load 1488 Ib 1488 ib Total Load 3842 Ib 3842 Ib Bearing Length 1.69 in 1.69 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Gamber Adj. Factor Camber Required Notch Depth Center 17.5 ft 0 ft 17.5 ft 1.15 1 0.4 0.00 MATERIAL PROPERTIES 269 plf 24F -V4 - Visually Graded Western Species 161 plf Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by.- 439 plf Fb_cmpr = 1850 psi Fb' = 2760 psi ..:.. Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi ' • .' Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc - L = 650 psi Fc - -L= 650 psi Controlling Moment: 16809 ft -Ib 8.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3458 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 page Michael A Cox, P.E. 1 SSW Engineers Inc 2350 Oakmont Way Suite 105 or Eugene OR 97401 StruCalc Version 9.0.3.0 7/15/19 4:31:03 AM UNIFORM LOADS Center Uniform Live Load 269 plf Uniform Dead Load 161 plf Beam Self Weig'ht' 9 plf Total Uniform Load. 439 plf t,tSG S�raP5a�. /4C�-1 �ciCs,I�P Comparisons with required sections: Rea'd Provided • •.. ..:.. Section Modulus: 73.08 in3 84 in3 ' • .' 0, 00 0 0 -0 . • .... Area (Shear): 17.02 int 42 in2 Moment of Inertia (deflection): 441.18 in4 504 in4 ; • • • Moment: 16809 ft -Ib 19320 ft -Ib • • Shear: 3458 lb 8533 Ib NOTES • • �� • • • • • • 0 0 •••• Project: 7672 -02 -Russell Location: COL2 Column [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 44.5% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2354 Ib Dead Load: Vert-DL-Rxn = .1509 Ib Total Load: Vert-TL-Rxn = 3863 Ib COLUMN DATA Total Column Length: 8 ft Unbraced Length (X -Axis) Lx: 8 ft Unbraced Length (Y -Axis) Ly: 8 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Base Value Adjusted psi Compressive Stress: Fc = 1350 psi Fc' = 568 psi psi Eccentricity Moment (X -X Axis): Cd=1.00 Ci=1.15 Cp=0.37 ft -Ib Bending Stress (X -X Axis): Fbx = 900 psi Fbx' = 1350 psi ft -Ib Moment Due to Lateral Loads (X -X Axis): Cd=1.00 CF= 1.50 0 ft -Ib Bending 'Stress (Y -Y Axis): Fby = 900 psi Fby' = 1350 psi ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = Cd=1.00 CF= 1.50 psi Allowable Bending Stress (X -X Axis): Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = Column Section (X -X Axis): psi dx = 3.5 in Column Section (Y -Y Axis): psi dy = 3.5 in Area: A = 12.25 in2 Section Modulus (X -X Axis): Sx = 7.15 in3 Section Modulus (Y -Y Axis): Sy = 7.15 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 27.43 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 315 psi Allowable Compressive Stress: Fc' = 568 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx= 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): MY= 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1350 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1350 . psi Combined Stress Factor: CSF = 0.56 page Michael Cox, P.E. SSW Engineers Inc 2350 Oakmont Way Suite 105 or Eugene OR 97401 StruCalc Version 9.0.3.0 7/15/19 4:48:32 AM LOADING DIAGRAM a ft B A AXIAL LOADING Live Load: PL = 2354 Ib Dead Load: PD = 1488 Ili Column Self Weight: CSW = 21 Ib Total Load: PT= 3863 Ib 0000 ease* •• •• • 0 000000 a• • • • 0000•• 00 • • • 0000•• 00.00• 0000•• • •• • • • 00 as • • • • • • 0 • •• a Project: 7672 -02 -Russell Location: RFT3 Roof Rafter [2012 International Building Code(2012 NDS)] 1.5 IN x9.26INx 14.0 FT (13 + 1) @ 24 O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 38.0% Controlling Factor: Moment DEFLECTIONS Center Riaht Live Load 0.21 IN U758 0.00 IN 2L/18926 Dead Load 0.13 in 0.00 in Total Load 0.33 IN U474 0.00 IN 21Jlnfinity Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 RAFTER REACTIONS Read Provided Section Modulus: LOADS REACTLONS Upper Live Load @ A 163 plf 325 Ib Upper Dead Load @ A 99 plf 197 Ib Upper Total Load @ A 261 plf 522 Ib Lower Live Load @ B 189 plf 377 Ib Lower Dead Load @ B 115 plf 229 Ib -Lower Total Load @ B 303 pif 606 Ib RAFTER SUPPORT DATA A_ B Clearing Length 0.56 in 0.65 in RAFTER DATA Interior Eave Span Length 13 ft 1 ft Rafter Pitch 2 :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 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted 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 - -L= 625 psi Controlling Moment: 1691 ft -Ib '6.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -467 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, 3 Comparisons with required sections: Read Provided Section Modulus: 15.5 in3 21.39 in3 Area (Shear): 3.38 in2 13.88 in2 Moment of Inertia (deflection): 37.57 in4 98.93 in4 Moment: 1691 ft -Ib 2334 ft -Ib Shear: -467 lb 1915 lb NOTES [page Michael A Cox, P.E. SSW Engineers Inc 2350 Oakmont Way Suite 105 of 5 Eugene OR 97401 StruCalc Version 9.0.3.0 LOADING DIAGRAM 7/15/19 5:01:43 AM - -- 13 ft- RAFTER t RAFTER LOADING 00000 Uniform Roof Loading Roof Live Load: LL = .25 psf Roof Dead Load: DL= 15 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 13.18 ft Eave Span:. L-Eave-adj = 1.01 It Rafter Live Load: wL-adj = 49 pIf Eave Live Load: wL-Eave-adj = 49 plf Rafter Dead Load: wD-adj = 30 plf Rafter Total Load: - WT-adj = _ 78 plf Eave Total Load: wT-Eave-adj = 78 plf 00000 • • 0000•• • . 00..00 000.0• 0000 0000•• 0000•• •r•• •• •• � 0000•• :WEN61NEERS. SHEET NO.�^ OF 19 t / CIVIL STRUCTURAL BUILDING DESIGNZ6 ��.� • S'i2C-c"I PROJECT NO. l9- 7 (o" -Z oZ SURVEYING LAND USE PLANNING 2350 Oakmont Way, Suite 105 Eugene, OR 97401 SFS +q-'y,C-1C-, LC�, , BY tJ AC- (541) 485-8383 Fax (541) 485-8384 M uc� C DATE _ -7 1 b IJ-) !a /A -SL Ash = I"s7-03 � EX�s-c�.�c�-r►�,u«� E��� 5LP�6 AsSu+�.� �Z" w�ec s FOOTING DESIGN Fy= 60,000 psi DL= 15 psf Base Plate fc= 3,000 psi LL= 25 psf 3.50 in. x ASL= 1,500 psf Load= 3,842 Ib. 3.50 in. Square Footing Size: Required = 1.60 ft. Use 1.75 ft. Use 0.50 ft. Factor Column Load: Pnet = 1,819 psf d= 3.00 in. Punching Shear: Vu = 5,037 Ib. Vn = 6,716 Ib as = 30 R = 1 bo = 26 in. V = 86.11 psi < vc = 219_psi OK Beam Shear: Vu = 1,525 Ib. Vn = 2,034 Ib V = 32.28 psi < vc = 110 psi OK Steel: Mu = 846 ft. Ib. Mn = 940 ft. Ib. PREQ = 0.0010 Rebar # 4 Spacing (in.) As REQ = 0.063 in.2 Quantity 2 15.00 4/3As REQ = 0.085 in.2 < As = 0.393 in.2 OR Pmin = 0.0018 < = P 0.0062 Pmax = 0.0156 > Check Slab Thkn 4 in. Uplift: Uplift 0 Ib. x 3/4 = 0 Ib. •�•• • •• • Slab Wgt 352 Ib. ••••., •• Foot Wgt 230 Ib. Total Wgt 581 Ib. > 0 Ib. OK Use 2 #4 each way .• •o. ...• Li X 1 Leta r .J 3842 Ib 3.5 in x 3.5 in 1 I I 1 (2) #4 each way -- — — —- —___— _o__ - 1.75ft x 1.75ft Not to Scale 3in •• 0.5ft %~W EN61NEERSM SHEET NO. S OF CIVIL STRUCTURAL BUILDINGDESIGH SURVEYING - LAND USE PLANNING zs Sr PROJECT NO. 19 2350 Oakmont Way, Suite 105 Eugene, OR 97401 BY AAA<— (541) 485-8383 Fax (541) 485-8384 DATE X:!:' ?LA -16 ILI, 276 ' 1 �� cs 36 '�le 4 k2� 4" RIP 0 M1N "YA&O' Stit ►�ti-law MQU2aO. W/ gG� COt1i+�ON t3a►tL-� ",a -c • srvor-tn+G 49 Ebe..OS 'r 12_"b.G. SPa�tNG. 1-3 T"Vi r-NEt4:� � 6000.. 0000.. .. .0000. 0000 �.�� gam; •• •0000. 0000.. 0000.. 0000 2017 ORSC R807 ATTIC ACCESS: ' .. .. 0000. Buildings with combustible ceiling or roof construction shall •••• 0000 have an attic access opening to all attic areas that have a vertical height of 30 inches or greater over an area of not less than 30 square feet. The vertical height shall be measured from the top of the ceiling framing members to the underside of the roof framing. The rough -framed opening shall be not less 22 inches by 30 inches and shall be located in a hallway or other readily accessible location. � o �S��a►� 4c i'ra �-T G rl 4X N T a 0. H f ,p PROF S G 77 09 f O G❑ ✓vne , X01, Gds ygEt AL RENEWS:IZ(3� � I� i •s •PY' to q � V • • w' so a a••�• s is :se 4A 09 E2'USVI"G t� �L • SSW ENGINEERS INC 2350 OAKMONT WAY, SUITE 105 EUGENE OR 97401 541-485.8383 w, Ir 4 Y�� i 4 t3P b I"N o ca N r t^ ��1 ,2,-7 . . . . ...... • MOM ••..• ••�• X.N N4 Lj A V�- �x L,* 4,.� A x NA I'll v FP - 11 -Tf - �Uhkm 1-tI2,4 m:'mlw. 0-itucALA-vi o A % A. 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