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Permit Building 2019-09-23
SPRINGFIELD A' OREGON Web Address: www.springfield-or.gov Permit Issued: September 23, 2019 Building Permit Commercial Structural Permit Number: 811-19-002065-STR IVR Number: 811076833901 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: Accessory Structure Type of Work: New Submitted Job Value: $40,000.00 Description of Work: Ticket booth, dugouts (2) and storage shed for baseball field 70B SITE INFORMATION Worksite Address Parcel Owner: SPRINGFIELD SCHOOL 2109 J ST 1703361200100 DISTRICT 19 Springfield, OR 97477 Address: 525 MILL ST SPRINGFIELD, OR 97477 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone BENNETT & SON CONSTRUCTION CCB 180987 541-337-3031 INC - Primary PENDING INSPECTIONS Inspection Inspection Group Inspection Status 1999 Final Building Struct Com Pending 1999 Final Building Struct Com Pending 1260 Framing Struct Com Pending 1020 Zoning/Setbacks Struct Com Pending 1120 Foundation Struct Com Pending 1996 Final Inspection - Planning 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. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811076833901 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store 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: 9/23/19 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002065-STR 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 $45.42 $550.60 $357.89 $66.07 Total Fees: $1,019.98 Printed on: 9/23/19 Page 2 of 2 C:\myReports/reports//production/01 STANDARD 'O N n M O> > ,C N f, Ln 00 O O Q 7 f, 'D LT 01 O N CALO o LO U L OC N N CL m 00 't Qi a Ln Li a, O U N W Ln Ln C >+ C N 'r -- m cn Xa m CU a m U- @E � a.+ ci Q. N E +' .0 z Q C O N N +_u > E �w N � H CL 4.0 O O ti %CD OO o N �0 a 00 r Qi � n � M N O a m � a.+ ci O 0 9 O> .0 z � ea t. T �w Q H r co a •� NNd O �i I L -- O) 0 0 O O C C O O O ti O OO N_ N M M L0 O ti b4 69 O) O a LO N N 0 O O CO d N N N N O �i I L -- O) 0 0 O O C 0 O O a c U m L O O r O H U r= N N o Z°' > o o_ C C9 Im _ N O 0 W �� Cd AR p (J1 N N d 'a N M t m 'D M C LL a O CoCL Z t C r :? GC I CL. N45vi c� rn M O O C O O O 3 O O OO N_ N M M L0 O 613, b4 69 O O a LO ♦+ c O 7 O O O O OO O ECN ct co Cl N t9 � d 69 d9 U- O O CR Oi O O N to 00 OO O � � O .. O O O E O) O O O LO N N O O O CO d N N N LO04 O �i I 0 0 O O O 0 O O O c r m L O O r O O o U r= N N o d R cc IL L6 C O w N d c E CD m Q LL a r E t L_ L rn M O O w 7 C 7 N 7 N 7 C C N N _ c LL T O O o. U O U o o� . a � a t cc > ❑ J � a� ❑J w � O CR Oi O O N to a `o N a a p w Cl) N .. E O) U U Q c 0 o 0 Lys c r m L O N Lf LL U N N c d Q cc 0 L6 C O w ca Y CD m N r c r r E t H rn rn M 0 U a `o N a a rn O N N (D ZZ 70 O O E �- Q a c d N V E ro a C O U C U c 0 m otS ami c C m N T ro a N O O) Cl) N m E c U C N O U a� C N0 o c � Y N N a U a a U O N f - s rn a c Z- ID ° E U L a' N Mp O Fig ffi O M n75 O 3 a Ln rn ro a O O N w Ln N m a U C � c w n E N +� n C O W N .+U' > E 0 0 N CL C O I- N 7 CO O V ELo ccoo v ro Ln 6F31H9 d d LL O O O M O O O O O O O N O v O LO O co O co LO LO DV N C V O O O O O O Q c O O O O •(� 01 v 'T ND O CD H N Q N O G1 N t N L: O> C r o d � w a N Q 0 d «+ Z �' d LL o co r Q04 o oo d � � m ro m rn '� ro L Q 7 O) (n C_ _ O ON o aO1i w LL m O r� C = o 0 r v U O) L N ` f4 f6 H _U O U O) �p c � p N O W W Q O O O aO O C:) 0 r > 0) 1O N O O 0 roO .i M O C c C2 N .O+ 'N M O O r O) rn rn rn O N N (D ZZ 70 O O E �- Q a c d N V E ro a C O U C U c 0 m otS ami c C m N T ro a N O O) Cl) N m E c U C N O U a� C N0 o c � Y N N a U a a U O N f - s rn a Structural Permit Application r 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD OREGON This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 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 ElNo Property is within flood plain: E]Yes ElNo CATEGORY OF CONSTRUCTION ElResidential ElGovernment Commercial JOB SITE INFORMATION AND LOCATION Job site address: 2 lo q S S� , City: `�' yr!i� r! State: ZIP: Subdivision: Lot no.: Reference: Taxlot: ( rj -(j3' 3!," IZ PROPERTY OWNER 00 101 Name: ` Address: tj City: State: ZIP: Phone: Fax: - - E-mail: Building Owner or Owner's agent authorizing this application: Sign here: ElThis 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 rIINSTALLATION Businessname: e-gneA QLSl �PJ►'1S iert. Address: • cl' 9Z/ City: L4P-ejL..le a State: %Z ZIP: 9 ?el.Phone• f -337- 303 Fax: /I./ ii- E-mail:&_4 te_H. su,1 r l Ldw� CCB license no.: /' fO9 Print name: ks 0 G Signature: -CONTRACTOR INFORMATION Name CCB License # Phone Electrical Occupancy to I2_o Plumbing Mechanical Square feet: ljzbo / T Cost per square foot: 3 0 �� � *46 � Last edited 5-5-2019 BJones V DEPARTMENT USE ONLY Permit nos 1 q Date: / J 180 days of issu nce or if work is FEE SCHEDULE 1. Valuation information (a) Job description: f j d' Z o Occupancy to I2_o Construction type a j I u 10 C. p k+_-3 Square feet: ljzbo / T Cost per square foot: 3 0 �� � *46 � 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 (S 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 (66% x permit fee [2a]): $ (b) Fire and life safety (66% 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]) $ TOTAL fees and surcharges (2e+3c+4a+b): $1,0161" �f Qsv�Zl J ok S-fr— 0 v S N n Sr 0 w CDW N 0 ;a (D a (D 0 LD z 0 n 0 0 N. v 'O � rnd CD co 0 � O (D 3 0 M .. eD C-) rna .A, ' � o W OO m v O _. N v o' co v CD C W O 3 N 0) CD •G = 1 co L m C z z m (D A 90 U) O z 0 O z cn M C 1 O D A n 60 00 , O 0 A O N C• CT W O N O W O (D HB (D Cl) 30 CA v C co G 3 (D _ D 3 0 c _ rrT Lo 40 C to wCA O CA 0i 3 v O OD O co 3 CD CD N a1 �g C 3 (D m � ' 4 s° 7 S± 'D vCD C Z tort o 0 7 j UI[D N C- 4 D) vCD (Q — T c m �0;:p 2: CLGI W CL (D j. '77 O N Q O K m N u, o aCD r O N O < O (D Z C - co cn -a co C CD CL O M co 4 A J V a � v C 3 (D CD T � ' 4 s° 7 S± 'D vCD C Z tort o 0 7 j UI[D N C- O 4aL"v — T c m �0;:p 2: Cl) -o n j. 0 4's ko = p V A O0 OG W V rt (7n,7, I�h a � v 3 (D CD o a rt 3 Ln 7 7 j UI[D N C- O 4aL"v — T c m �0;:p 2: Cl) -o n j. 0 4's ko = p V A O0 OG W V rt (7n,7, 0- WoodChuck E N 6 I N E E R I N 0 August 26, 2019 Bennet & Son Construction Inc P.O. Box 921 Creswell, OR 97426 Subject: Engineering calculations Tickets & Concessions Stand 2109 j Street, Springfield, Oregon 97477 1120 Arthur Street Eugene, Oregon 97402 Office: 541-357-5532 Cell: 541-556-1248 Aminoin@WoodCbuckEngineering.com Project -19.231 PROJECT DESCRIPTION This project consists of analyzing the foundation, framing, and lateral bracing systems for the proposed ticket and concession stand at the subject location. DESIGN CALCULATIONS Description Pages Shearwall plan 1 Lateral load calculations 2 Framing and foundation analysis 3-11 DESIGN CRITERIA Roof Dead Load =15 psf Floor Dead Load =12 psf Roof Live Load = 25 psf (Snow) Floor Live Load = 40 psf ASCE 7-16, 2014 OSSC (based on 2012 IBC) Thank you for the opportunity to be of service. Please call if you have any questions. Respectfully, V Ammon Luke WoodChuck Engineering So PRppFS' ,rte �NGINE�c� d'jo 65476PE � r Ilya d Chuck DC.7,00, OREGON RHES C. DV F P [Expires: 12-31-19 ( )�k -( ) &�f r 97 G� £ ) ■� ^ !i` ] al G ||l;44 Ef � ~ #- ;!• ® § _ :! 3 ; �2 !■! ! . § )! 2 3 � � \!f • } k / 7{§_j� [k k| ) ■ � �I k i kq{¥¥/ % --;8«=®i ()S®k�)/r �$ ¥ ! G�;§ )!77l•! |k§\ \}\;_!!x!§,f �� ° � \ � � \\/�/e• !!{$ ()\) ) AE\})!§\k§!� �§ «_�, � \k)�® /`~��� §k j2�;!■!| Woodchuck F N -d t'w'o dT'Q e Header Schedule Header Schedule 21091 Street Springfield, OR 97477 Member Member Section Material Remarks H101 Sawn 4x6 DF -L, No. 2 H102 Sawn 4x6 DF -L, No. 2 H103 Sawn 4x6 DF -L, No. 2 Client: Bennett and Son Construction Inc Project: 19.231- Tickets and Concessions WoodChuck Engineering 8/23/2019 3/11 rrf 7 fir. Header Loads 2109 j Street Woot1C h ck Springfield, OR 97477 Uniform Load Desien Criteria: Floor DL 12 psf Floor LL 40 psf Roof DL 17 psf Roof SL 25 psf Wall DL 10 psf Client: Bennett and Son Construction Inc Project: 19.231 -Tickets and Concessions WoodChuck Engineering 8/26/2019 4/11 Uniform Loads Member Specifications Trib. Dead Live Member Le h, R. a Width, ft. Load, 1 Load, pi Fro To Section Material 6.50 RoofDLI 6.0 102.0 H101 Roof SL 6.0 150.0 102.0 150.0 £ = 0 6.5 Sawn 4x6 DF -L, No. 2 3.50 Roof DL 2.0 34.0 H102 Roof SL 2.0 50.0 34.01 50.0 £ = 0 3.5 Sawn 4x6 DF -L, No. 2 4.50 Roof DL 2.0 34.0 H103 Roof SL 2.0 50.0 1 34.0 50.0 £ = 0 4.5 1 Sawn 4x6 DF -L, No. 2 Client: Bennett and Son Construction Inc Project: 19.231 -Tickets and Concessions WoodChuck Engineering 8/26/2019 4/11 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 www.WoodChuckEngineedng.com Project Title: Sports Field Maple Elementary School Engineer: Ammon Luke Project ID: 19.231 Project Descr:Concessions & Tickets Printed: 23 AUG 2019, 8:30AM Wood Beam File =C:tUsers1W00D Softwaecopyright ENERCALC� INC 71983-2019, u d:Concessions 121959 DESCRIPTION: H101 CODE REFERENCES Span # Service loads entered. Load Factors will be applied for calculations._ Loads on all spans... Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 C 1 Cr Uniform Load on ALL spans: D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 it Load Combination Set: ASCE 7-16 DESIGN SUMMARY Moment Values M fb Fb Material Properties Maximum Bending Stress Ratio = 0.557. 1 Maximum Shear Stress Ratio = _ Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600ksi = Fc - PHI 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi +D+S+H Wood Grade : No.2 Fv 180 psi 6.049 It Span # where maximum occurs = Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1.00 0.48 Repetitive Member Stress Increase E..3 4x6 Span = 6.50 ft Applied Loads Span # Service loads entered. Load Factors will be applied for calculations._ Loads on all spans... C FN C 1 Cr Uniform Load on ALL spans: D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 it C t DESIGN SUMMARY Moment Values M fb Fb ' " • Maximum Bending Stress Ratio = 0.557. 1 Maximum Shear Stress Ratio = 0.253 :1 Section used for this span 4x6 Section used for this span 4x6 = 861.96psi = 52.35 psi = 1,547.33psi = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.250ft Location of maximum on span = 6.049 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 0.48 323.23 Max Downward Transient Deflection 0.078 in Ratio = 999 >=360 162.00 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.125 in Ratio= 624 >=180 1.15 Max Upward Total Deflection 0.000 In Ratio= 0 X180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C 1 Cr C m C t C L Moment Values M fb Fb V Shear Values fv F v +D+H 0.00 0.00 0.00 0.00 Length = 6.501 1 0.267 0.121 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.48 323.23 1210.95 0.25 19.63 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,501 1 0.240 0.109 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.48 323.23 1345.50 0.25 19.63 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.192 0.087 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.48 323.23 1681.88 0.25 19.63 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.557 0.253 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.27 861.96 1547.33 0.67 52.35 207.00 +0+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length - 6.501 1 0.192 0.087 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.48 323.23 1681.88 0.25 19.63 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.470 0.213 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.07 727.28 1547.33 0.57 44.17 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 www.WoodChuckEngineering.com [Wood Beam DESCRIPTION: H101 Load Combination Max St ess Ratios Segment Length Span # M V Cd C FN C I Cr C m Project Title: Sports Field Maple Elementary School Engineer: Ammon Luke Project ID: 19.231 Project Descr: Concessions & Tickets Printed: 23 AUG 2019, 8:30AM FIIe=C:lUsesIW00DCH-11DOCUME-11ENERCA-1119.231Concessions &Tickets.ec6 Software wpyrigh[ ENERCALC, INC. 1983-2019, Build:12.19.7.29 Moment Values Shear Values C t C L M fb Fb V fV Fv Length = 6.50 ft 1 0.150 0.068 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.48 323.23 2152.80 0.25 19.63 288.00 +D+0.75oLr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.150 0.068 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.48 323.23 2152.80 0.25 19.63 288.00 +D+0,750L+0.7505+0.450W+H 1.300 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.338 0.153 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.07 727.28 2152.80 0.57 44.17 288.00 +0,60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 tt 1 0.090 0.041 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.29 193.94 2152.80 0.15 11.78 288.00 +D+0,70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.150 0.068 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.48 323.23 2152.80 0.25 19.63 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.338 0.153 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.07 727.28 2152.80 0.57 44.17 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.090 0.041 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.29 193.94 2152.80 0.15 11.78 288.00 Overall Maximum Deflections Load Combination Span Max."-" Dell Location in Span Load Combination Max.'+"Deft Location in Span +D+S+H 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation: Fa. left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.780 0.780 Overall MINimum 0.488 0.488 +NH 0.293 0.293 +D+L+H 0.293 0.293 +D+Lr+H 0.293 0.293 +D+S+H 0.780 0.780 +D+0.750Lr+0.750L+H 0.293 0.293 +D+0.750L+0.7505+H 0.658 0.658 +D+0.60W+H 0.293 0.293 +D+0.75oLr+0.750L+0.450W+H 0.293 0.293 +D+0.750L+0.7505+0.450W+H 0.658 0.658 +0.60D+0.60W+0.60H 0.176 0.176 +D+0.70E+0.60H 0.293 0.293 +D+0.750L+0.750S+0.5250E+H 0.658 0.658 +0.60D+0.70E+H 0.176 0.176 D Only 0.293 0.293 Lr Only L Only S Only 0.488 0.488 W Only E Only H Only 6/11 WoodChuck Engineering Project Title: _ports Field Maple Elementary School 1120 Arthur St Engineer: Ammon Luke Eugene, Oregon 97402 Project ID: 19.231 Office: (541) 357-5532 Project Descr: Concessions & Tickets www.WoodChuckEngineering.com 1.00 Service loads entered. Load Factors will be applied for calculations. Printed: 23 AUG 2019, 8:34AM Wood Beam File= C:tUserstW00DCH-100CUME-1%ENERCA-1119.231 Concessions & Tickets.ec6 ,r- Software copyright ENERCALC,INC. 19n2019,Btdld:12.19.7.29. DESCRIPTION: H102 1.00 CODE REFERENCES 1.00 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 ' ' • Load Combination Set: ASCE 7-16 0.0541 Maximum Material Properties 0.039 : 1 Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticily Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.Oksl = Fc - PIT 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi = Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D 0.030 5 0.050} 4x8 A Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFIv Cl Cr Cm C t +D+H Moment Values Shear Values C L M Po F'b V fV FV Length = 3.50 ft 1 Span =3.50ft 0.019 f 1.300 1.00 1.15 1.00 Applied Loads 1.00 Service loads entered. Load Factors will be applied for calculations. Loads on all spans... 1.300 Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 it 1.00 DESIGN SUMMARY 1.00 Length = 3.50 ft 1 ' ' • _ Maximum Bending Stress Ratio = 0.0541 Maximum Shear Stress Ratio = 0.039 : 1 Section used for this span 4x6 Section used for this span 4x6 = 83.31 psi 1681.88 8.12 psi = 1,547.33psi = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.00 0.00 0.00 Max Downward Transient Deflection 0.002 in Ratio = 19203>=360 1.00 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 0.054 Max Downward Total Deflection 0.003 in Ratio = 12002>=180 1.00 Max Upward Total Deflection 0.000 in Ratio = 0<180 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFIv Cl Cr Cm C t +D+H Moment Values Shear Values C L M Po F'b V fV FV Length = 3.50 ft 1 0.026 0.019 0.90 1.300 1.00 1.15 1.00 1.00 1.00 +D+L+H 162.00 1.300 1.00 1.15 1.00 1.00 1.00 Length = 3.50 ft 1 0.023 0.017 1.00 1.300 1.00 1.15 1.00 1.00 1.00 +D+Lr+H 31.24 1681.88 0.04 1.300 1.00 1.15 1.00 1.00 1.00 Length = 3.50 ft 1 0.019 0.014 1.25 1.300 1.00 1.15 1.00 1.00 1.00 +D+S+H 0.00 0.00 0.00 1.300 1.00 1.15 1.00 1.00 1.00 Length = 3.50 ft 1 0.054 0.039 1.15 1.300 1.00 1.15 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 207.00 1.300 1.00 1.15 1.00 1.00 1.00 Length = 3.50 ft 1 0.019 0.014 1.25 1.300 1.00 1.15 1.00 1.00 1.00 +D+0,750L+0.7505+H 1.300 1100 1.15 1.00 1.00 1.00 Length = 3.50 ft 1 0.045 0.033 1.15 1.300 1.00 1.15 1.00 1.00 1.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 7/11 0.00 0.00 0.00 0.00 0.05 31.24 1210.95 0.04 3.05 162.00 0.00 0.00 0.00 0.00 0.05 31.24 1345.50 0.04 3.05 180.00 0.00 0.00 0.00 0.00 0.05 31.24 1681.88 0.04 3.05 225.00 0.00 0.00 0.00 0.00 0.12 83.31 1547.33 0.10 8.12 207.00 0.00 0.00 0.00 0.00 0.05 31.24 1681.88 0.04 3.05 225.00 0.00 0.00 0.00 0.00 0.10 70.29 1547.33 0.09 6.85 207.00 0.00 0.00 0.00 0.00 7/11 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 www.WoodChuckEngineefng.com Wood Beam DESCRIPTION: H102 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length = 3.50 ft 1 0.015 0.011 1.60 1.300 +D+0.750Lr+0.750L+0.450W+H Po F'b V 1.300 Length - 3.50 ft 1 0.015 0.011 1.60 1.300 +D+0.750L+0.7505+0.450W+H 0.05 31.24 2152.80 1.300 Length = 3.50ft 1 0.033 0.024 1.60 1.300 +0.60D+0.60W+0.60H 1.00 1.300 Length = 3.50 ft 1 0.009 0.006 1.60 1.300 +D+0.70E+0.60H 1.00 1.00 0.05 1.300 Length = 3.50 ft 1 0.015 0.011 1.60 1.300 +D+0.750L+0.7505+0.5250E+H 1.00 1.00 1.00 1.300 Length = 3.50 ft 1 0.033 0.024 1.60 1.300 +0.60D+0.70E+H 1.15 1.00 1.00 1.300 Length = 3.50 ft 1 0.009 0.006 1.60 1.300 Overall Maximum Deflections 1.00 1.15 1.00 Load Combination +D+S+H Vertical Reactions Load Combination OveralFMAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.7505+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0,70E+H D Only Lr Only L Only S Only W Only E Only H Only Project Title: Sports Field Maple Elementary School Engineer: Ammon Luke Project ID: 19.231 Project Descr: Concessions & Tickets Printed: 23 AUG 2019, 8:34AM File= CAUsers WW000CH-11D0CUME-11ENERCA-1119 231 Concessions & Tickets.ec6 Software copyright ENERCALC, INC. 1983-2019, Bulld:1219.7.29 . Span Max. %" Deft Location In Span Load Combination 1 0.0035 1.763 Su000rt notation : Far left is #1 Support 1 Support 2 0.140 0.140 0.088 0.088 0.053 0.053 0.053 0.053 0.053 0.053 0.140 0.140 0.053 0.053 0.118 0.118 0.053 0.053 0.053 0.053 0.118 0.118 0.032 0.032 0.053 0.053 0.118 0.118 0.032 0.032 0.053 0.053 0.088 0.088 Max. '+" Dell Location in Span 0.0000 0.000 Values in KIPS 8/11 Moment Values Shear Values C I C r C m C t C L J M Po F'b V fv F v 1.D0 1.15 1.00 1,00 1.00 0.05 31.24 2152.80 0.04 3.05 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.05 31.24 2152.80 0.04 3.05 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.10 70.29 2152.80 0.09 6.85 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.03 18.74 2152.80 0.02 1.63 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.05 31.24 2152.80 0.04 3.05 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0,00 1.00 1.15 1.00 1.00 1.00 0.10 70.29 2152.80 0.09 6.85 288.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.03 18.74 2152.80 0.02 1.83 288.00 Span Max. %" Deft Location In Span Load Combination 1 0.0035 1.763 Su000rt notation : Far left is #1 Support 1 Support 2 0.140 0.140 0.088 0.088 0.053 0.053 0.053 0.053 0.053 0.053 0.140 0.140 0.053 0.053 0.118 0.118 0.053 0.053 0.053 0.053 0.118 0.118 0.032 0.032 0.053 0.053 0.118 0.118 0.032 0.032 0.053 0.053 0.088 0.088 Max. '+" Dell Location in Span 0.0000 0.000 Values in KIPS 8/11 WoodChuck Engineering Project Title: Sports Field Maple Elementary School 1120 Arthur St Engineer: Ammon Luke Eugene, Oregon 97402 Project ID: 19.231 Office: (541) 357-5532 Project Descr: Concessions & Tickets www.WoodChuckEngineedng.com = 0.0250 ksf, Tributary Width = 2.0 ft Printed: 23 AUG 2019, 8:34AM Wood Beam File=C:IUsers1W00DCH-IMOCUME-11ENERCA-1119.231 Conoesslors&nckets.ec6. Software ENERCALC, INC 1983-2019, Bulld:12.197.29 . DESCRIPTION: H703 Maximum Bending Stress Ratio = CODE REFERENCES = Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Section used for this span Load Combination Set: ASCE 7-16 Section used for this span Material Properties 4x6 _ Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600 ksi = FC - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi +D+S+H Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D 0.03b S t Location of maximum on span = f 46 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY ' • Maximum Bending Stress Ratio = 0.0891 Maximum Shear Stress Ratio = 0.054 : 1 Section used for this span 4x6 Section used for this span 4x6 = 137.71 psi = 11.26 psi = 1,547.33psi = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.250ft Location of maximum on span = 4.057 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 9035 >=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.010 in Ratio = 5647 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C Fiv C I Cr C m C t C L M fb Fb V fv, FY +D+H 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.043 0.026 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 1210.95 0.05 4.22 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 3 1 0.038 0.023 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 1345.50 0.05 4.22 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.031 0.019 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 1681.88 0.05 4.22 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 A 1 0.089 0.054 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.20 137.71 1547.33 0.14 11.26 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.031 0.019 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 1681.88 0.05 4.22 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.075 0.046 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.17 116.19 1547.33 0.12 9.50 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 9/11 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 wvvw.WoodChuckEngineeOng.com Project Title: Sports Field Maple Elementary School Engineer: Ammon Luke Project ID: 19.231 Project Descr: Concessions & Tickets Printed; 23 AUG 2019, 8:34AM Wood Beam RIe=C:lUsers%WOODCH-lBOCUME-1%FNERCA-1119.231 Concessions &Tickets ecb ` Software copy ght ENERCALC, INC. 1983-2019, Build:12.19.7.29 06009596 WoodChuck Engineering DESCRIPTION: H103 Load Combination Max Stress Rados Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Moment Values Shear Values fb Fb V tv Pv Length = 4.50 ft 1 0.024 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 2152.80 0.05 4.22 288.00 +D+0.75OLr+0.750L+0.450W+H 0.068 +D+0.750L+0.7505+H 0.152 1.300 1.00 1.15 1.00 1.00 1.00 0.068 +D+0.750L+0.7505+0.450W+H 0.00 0.00 0.00 0.00 Length - 4.50 ft 1 0.024 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 2152.80 0.05 4.22 288.00 +D+0.750L+0.7505+0.450W+H S Only 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0100 Length = 4.50 ft 1 0.054 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.17 116.19 2152.80 0.12 9.50 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.014 0.009 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 30.98 2152.80 0.03 2.53 288.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 It 1 0.024 0.015 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 2152.80 0.05 4.22 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.054 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.17 116.19 2152.80 0.12 9.50 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.014 0.009 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 30.98 2152.80 0.03 2.53 288.00 Overall Maximum Deflections Load Combination Span Max."-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 0.0096 2.266 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINIMUM 0.113 0.113 +D+H 0.068 0.068 +D+L+H 0.068 0.068 +D+Lr+H 0.068 0.068 +D+S+H 0.180 0.180 +D+0.750Lr+0.750L+H 0.068 0.068 +D+0.750L+0.7505+H 0.152 0.152 +D+0.60W+H 0.068 0.068 +D+0.750Lr+0.750L+0.450W+H 0.068 0.068 +D+0.750L+0.7505+0.450W+H 0.152 0.152 +0.60D+0.60W+0.60H 0.041 0.041 +D+0.70E+0.60H 0.068 0.068 +D+0.750L+0.7505+0.5250E+H 0.152 0.152 +0.60D+0.70E+H 0.041 0.041 D Only 0.068 0.068 Lr Only L Only S Only 0.113 0.113 W Only E Only H Only WoodChuck Footing Loads 2109 J Street Springfield, OR 97477 Ultimate Loads and Weights of Footings Bearing Capacity (Assumed) of Soil q = 1,500 psf q= Q B * L Uniform Load Desien Criteria: Floor DL 12 psf Floor LL 40 psf Roof DL 17 psf Roof SL 25 psf Wall DL 12 psf QFootlng Strip Footing 97 plf North Perimeter South Perimeter East Perimeter West Perimeter 527 plf Trib. AreaRoof= 6.0 ft. 6.0 ft. 2.0 ft. 2.0 ft. 623 plf Trib. Aream,i,, = 4.0 ft. 4.0 ft. 4.0 ft. 4.0 ft. 1,500 plf Trib. Areawa l = 12.0 ft. 8.0 ft. 10.0 ft. 10.0 fL Width = B 12 in. 12 in. 12 in. 12 in. 16 in. 16 in. Length = L 12 in. 12 in. 12 in. 12 in. 12 in. 12 in. Depth= D 8 in. 8 in. 8 in. 8 in. 8 in. 8 in. QFootlng 97 plf 97 plf 97 plf 97 plf 322 plf 322 plf QF,—,,g 527 plf 479 plf 362 plf 362 plf 0 plf 0 plf QTotal 623 plf 575 plf 459 plf 459 plf 322 plf 322 plf Qallowable 1,500 plf 1,500 plf 1,500 plf 1,500 plf 2,000 plf 2,000 plf Client: Bennett and Son Construction Inc Project: 19.231- Tickets and Concession WoodChuck Engineering 8/23/2019 11/11 WoodChuck E N G I N E E R I N G August28,2019 Bennet & Son Construction Inc P.O. Box 921 Creswell, OR 97426 Subject: Engineering calculations Dugout Shelter 2109 J Street, Springfield, Oregon 97477 1120 Arthur Street Eugene, Oregon 97402 Office: 541-357-5532 Cell: 541-556-1248 Ammo]3@WoodChuckEngineering.com Project: 19.231 PROJECT DESCRIPTION This project consists of analyzing the foundation, framing, and lateral bracing systems for the proposed dugout structure at the subject location. DESIGN CALCULATIONS Description _ _ _ Pages_ Design criteria and seismic response 1-4 Lateral load calculations 5-8 Framing and foundation analysis 9-19 Holdown anchor 20-24 DESIGN CRITERIA Roof Dead Load = 15 psf Floor Dead Load = 12 psf Roof Live Load = 25 psf (Snow) Floor Live Load = 40 psf ASCE 7-16, 2014 OSSC (based on 2012 IBC) Thank you for the opportunity to be of service. Please call if you have any questions. Respectfully, Ammon Luke WoodChuck Engineering SQ PR��FS �\g �NGINEF� Seo 65476PE D ally's ed U�Du FaA M52-07•00 OREGON �'S' ✓ane 11 � 20�, � �R�F3 C. pV FPJ Expires: 1231-19 WoodWorks® Shearwalls Ougout.wsw ------------- SOFTWARE FOR WOOD DESIGN Wood Works® Shearwalls 11.1 Project Information COMPANY AND PROJECT INFORMATION .Company I Pro'ect WoodChuck Engineering 1120 Arthur St Eugene, Oregon Design Code Wind Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 Maximum Height -to -width Ratio Aug. 22, 2019 10:30:54 Seismic Standard s) ASCE 7-10 Wood panels Fiberboard Lumber Wind Seismic Wind Seismic 3.5 3.5 Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Always Building Code Capacity Modification Wind Seismic 1.40 1.00 Max Shearwall offset [ft] Plan Elevation (within story) (between stories) 4.00 - Gypsum Blocked Unblocked Collector forces based on... Hold-downs Applied loads Draa struts a... 1 ; cA I- Ac Shea -all Relative Rigidity: wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Allowed, excertfor material type Deflection Equation: 4 -term from SDPWS C4.3.2-2 -� DWI: limit for wind design: 1 / 500 stor, SITE INFORMA Wind ASCE 7-10 Directional (All heights) Design Wind Speed 120 mph Serviceability Wind Speed 100 mph Exposure Exposure B Enclosure Partly Enclosed Min Wind Loads: Walls 16 psf Roofs 8 rsf Topographic Information [ft] Shape Height Length Site Location: - Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E -W loads N -S loads Eccentricity (%) 15 15 Loaded at 75% Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Risk Category Category I - Low hazard Structure Type Regular Building System Bearing wall Design Category D Site Class D Spectral Response Acceleration S7:0.377g Ss:0.699g Fundamental Period E -W N -S T Used 0.129s 0.129s Approximate Ta 0.129s 0.129s Maximum T 0.181s 0.1815 Response Factor R 6.50 6 50 F..1.24 Fv: 1. 65 1 1/24 ASCE 7 Hazards Report Address: Standard: ASCE/SEI 7-16 Elevation: 468.85 ft (NAVD 88) 2109 J St Risk Category: II Latitude: 44.055111 Springfield, Oregon 97477 Soil Class: D -Default (see Longitude: -122.992811 Section 11.4.3) Wind Results: 0 a F.l l'e:F Wind Speed: 96 Vmph 10 -year MRI 66 Vmph 25 -year MRI 72 Vmph 50 -year MRI 76 Vmph 100 -year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-16 and Figs. CC.2-1—CC.2-4 Date Accessed: Wed Aug 28 2019 Value provided is 3 -second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. htt.,s:/lasce7hazardtool.online/ Page 1 of 3 Wed Aug 28 2019 2/24 ASCE AMMGAN SOCIETY OF CML MINEffiS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss 0.66 So, N/A S, 0.38 TE 16 Fa 1.272 PGA: 0.313 FY N/A PGA M : 0.403 SMS 0.839 FPGA 1.287 SM, N/A le 1 Sos 0.56 C„ 1.13 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Aug 28 2019 Date Source: USGS Seismic Design Map-, httt,s://asce7hazardtool.onIinel Page 2 of 3 Wed Aug 28 2019 3/24 ASCE AMERICAN SOCIE Y of QVIL ENGINEERS Snow Results: Elevation: Data Source: Date Accessed: Wed Aug 28 2019 In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50 -year mean recurrence interval). Site is outside ASCE/SEI 7-16, Table 7.2-7 boundaries. For ground snow loads in this area, see Structural Engineers Association of Oregon and PRISM Climate Group of Oregon State University. (2013). Snow Load Analysis for Oregon. 4th Ed. Statutory requirements of the Authority Having Jurisdiction are not included. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. 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To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. httus://asc,e7hazardtool.onlinel Page 3 of 3 Wed Aug 28 2019 4/24 CL rm k » / ol Wind Shear Results 2109 ] Street WOOdC U 1 Springfield, OR 97477 Legend. North-South For Shear Force[plf] Allowable Shear (pit] Crit 16d nail Shearlines Dir v1-111 0bsl V/L V/EHS Int I Ext Co Total V[lhs] Resp. 1-batzpaci jnjii °a Lnl, Levi 1^ Both 143.3 143.3 1433 - 1 - 510 1 510 5096 028 1/2'Dia.x46"n.a 12 Ln2, Lev 1^ Bosh 143.3 143.3 1433 1 S10 1 510 5096 0.28 1,12 Dia. 48"o.c. 12 E -W W Far ASD Shear Force [plf] Allowable Shear [p R] Crit 16d nail Shearlines Gp Dir v I vivax Vlbs vmax v Int Ext Ca Total V lbs Resp. 1-bolta • cin LnB, Levl 1 Bosh 14.4 14.4 Sie 1 510 1 510 20384 0.03 1,2 x48'' a.c 12 Legend: Unless otherwise noted the value in the table far a shearline is the ane for wall on the line with the critical design response W Go - Wall design group defrned in Sheathing and Framiag Materials tables, where it shows assoclated Standard Wail '^"means that this wall is critical for all walls in the Standard Wallgroup. For Dir- Direction of wind force along shearline V- ASD factored shear force For shearline: total shearline force. For wall: force taken by total of a➢segments on wall. max - Base shear =ASD facturedshearforce per unit full heightsheathing, divided by perforation jactor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v -Design shear force =ASD factored shearforce per unitf dl height sheathing. For wall, it is the largest force on anysegmertt Ca - Perforation factor from SDPWS Table 4.3.3.5. C -Sheathing combination rule, A =Add capacities, S= Strongest side only, X = Strongest side or twice weakest Total - Combined int and ext unit shear capacity Inc. perforation facron V- Far wall: Sum ofcambined shear eapacitlesfar all sgments on wall. For shearline: sum of all wall capacities an line. Crit Resp - Critical response= vJTotal = design shear farce/unit shear capacityfor critical segment on wall orshearfine. 'S" Indicates that the.mismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagramsfor individual level far uplift anchorage force tfor perforated wallsgiven by SDPWS 4.3.6.4.24. Mineable shear values have been reduced to 140%of published values Client Benne-and Son Construction Inc Project 19.231 - Dugout WoodChuck Engineering 8/28/2019 6/24 Seismic Shear Results t - 210915treet W oodCh u ck Springfield, OR 97477 Lgend: Unless otherwise noted the value in the tabiefor a shearline is the one for wall an the line with the critical daiWa response WGin - Wall design group &fined in Sheathing and Forming Materials tables, where itshows associated Standard Wail. """means that this wall is critical for ail walls in the Standard Wallgraup. For Dir - Direction of wind force along shearline. V -ASD factored shear force For shearline: total shearline force For wall: force taken by total ofalfsegment on wall. vmax - Base shear =ASD factored sh-rf.— per mdtf dl height sheathing, divided by perforation factor Ca as per SDPWSegn. 4.3-8 = V/FHS/Co. v -Design sheorforee =ASD factored shear force per oaitfall height sheathing. For all, it is the largest farce on anysegment Co - Perfomtlan foctarfram SDPVVS Table 4.3.3.5. C -Sheathing combiootion rule, A=Add capacities, S=Strongestside only, X= Strangestside artwice weakest Total - Combined Inc and ext unitshear capacity inc pedbration factor. V- For wall. Sum of combined shear capaddesforall segmem son wall. For shearline: sum ofail wall capacities on line. Crit Resp -Critical response = v/Total = design shear forcefunitshear capacityfar criticalsgment on wall or shearline S" Indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for upliftanchorage force tfor pew raled wollsgiven by SDPWS 4.3.6.424. Allowable shear values have been reduced to 140% of published values. Client: Bennett and Son Construction Inc Project: 19.231- Dugout Woodchuck Engineering 8/28/2019 7/24 NorthSouchFor Shear Force [p U] Allowable Shear [p U] CrIL 16d nali Shearlines Dir v —ax V [lbs V/L V/FHSInt Ext Cd Total V [lbs] Resp. 1-holts acio s tin Lnl. Levl 1 Both 60.7 60.7 607 - 1 - 260 1 260 2600 0.23 1/2" Da 48'-12 U2, U,1 1 Both 60.7 60.7 607 1 260 1 260 2600 0.23 1/2"Diax48"2.c 12 E -W W For ASD Shear Force [p]] Allowahle Shear [ph] Crit 16d nail Shearlines G1, Dir vvmax V !- v Inc Ext Co Total YJ Ibs Reap. J -bolts �aciu - s rein Loll, Lev1 1 Both 303 30.3 1214 1 - 260 1 260 10400 0.12 1/2- Dia x 48" o.c 12 Lgend: Unless otherwise noted the value in the tabiefor a shearline is the one for wall an the line with the critical daiWa response WGin - Wall design group &fined in Sheathing and Forming Materials tables, where itshows associated Standard Wail. """means that this wall is critical for ail walls in the Standard Wallgraup. For Dir - Direction of wind force along shearline. V -ASD factored shear force For shearline: total shearline force For wall: force taken by total ofalfsegment on wall. vmax - Base shear =ASD factored sh-rf.— per mdtf dl height sheathing, divided by perforation factor Ca as per SDPWSegn. 4.3-8 = V/FHS/Co. v -Design sheorforee =ASD factored shear force per oaitfall height sheathing. For all, it is the largest farce on anysegment Co - Perfomtlan foctarfram SDPVVS Table 4.3.3.5. C -Sheathing combiootion rule, A=Add capacities, S=Strongestside only, X= Strangestside artwice weakest Total - Combined Inc and ext unitshear capacity inc pedbration factor. V- For wall. Sum of combined shear capaddesforall segmem son wall. For shearline: sum ofail wall capacities on line. Crit Resp -Critical response = v/Total = design shear forcefunitshear capacityfar criticalsgment on wall or shearline S" Indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for upliftanchorage force tfor pew raled wollsgiven by SDPWS 4.3.6.424. Allowable shear values have been reduced to 140% of published values. Client: Bennett and Son Construction Inc Project: 19.231- Dugout Woodchuck Engineering 8/28/2019 7/24 WopdCh41re Tensile Results - M 1 2109J Street Springfield OR 97477 .are: -/ wnlorzrs on y. Head load canMbarlon to rombined j ne is jocmred by O.601oad gtmbinatlon factor Client: Bennett and Son Construc[ion Inc. Project, 19.231-Dugaot WoodChuck Engineering 8/28/2019 8/24 Tensile ASD(Wind) Tensile ASD(se]smic) Line- Location [ft] Holddown Force(Ibs] Holddown Fame [lbs] 7 oldoH Wall P.sIe. X Y Fome(max-] Fame J—) Hold -doxy Anchor bol[ Labe I- Bait Spacing 1-1 LEnd 0.12 1452 456 1 DTT2Z SDS2.5 A SJ2"Dla. x48"o. c. 1-1 REnd 9.87 1452 456 1 DTT27 SDS2.5 A. 1/2" Dia. x48"o.c. 2-1 LEnd 40 0.1Z 1452 456 1 DTT2Z SDS2.5 A 1/2" Ma. x48"o.c. 2-1 REnd 40 9.87 1452 456 1 DTT2Z SD52.5 A. 1/2' Dia, x48"o.c. B-1 LEnd 0.12 10 1 1/2"Dia. x46"o.c. B-1 REnd 39.88 10 1 1 2"Dia.x48"o.c. .are: -/ wnlorzrs on y. Head load canMbarlon to rombined j ne is jocmred by O.601oad gtmbinatlon factor Client: Bennett and Son Construc[ion Inc. Project, 19.231-Dugaot WoodChuck Engineering 8/28/2019 8/24 Woodchuck BeamSchedule Beam Schedule 2 109 1 Street Springfield, OR 97477 Member Member Section Material Remarks _ B101 3-1/2"x11.875" 24F -V4 DF DF Glulam _ RAFTER Sawn 4x8 DF -L, No. 2 Client: Bennett and Son Construction Inc Project: 19,231 - Dugout WoodChuck Engineering 8/23/2019 9/24 � �rr� Woodchuck Uniform Load Desivn Criteria: Floor DL 12 psf Floor LL 40 psf Roof DL 15 p3f Roof SL 25 psf Wall DL 10 Psf Beam Loads 2109 J Street Springfield, OR 97477 Client: Bennett and Son Construction Inc Project: 19.231 - Dugout WoodChuck Engineering 8/26/2019 10/24 Uniform Loads Member Specifications Trib. Dead Live Member Le , ft Type Width, ft Load, pU Load, pl Fron To Section Material 40.00 Roof DL 7.0 105.0 B101 Roof SL 7.0 175.0 24F -V4 DF/DF 105.0 175.0 E = 0 40.0 3-1 "x11.875" Glulam 14.00 Roof DL 2.0 RAFTER Roof SL 2.0E=�:�5..00 0 114.0 Sawn 2x8 @ 24" o.c. J DF -L, No. 2 Client: Bennett and Son Construction Inc Project: 19.231 - Dugout WoodChuck Engineering 8/26/2019 10/24 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 www.WoodChuckEngineedng.com Wood Beam r.rr• DESCRIPTION: 8101 CODE REFERENCES Project Title: Sports Field Maple Elementary School Engineer: Ammon Luke Project ID: 19.231 Project Descr: Dugout Printed: 26 AUG 2019, 4:39PM File= C:%Users\WOODCH-1lDOCUME-1iENERCA-1119.231.ec6 Software copyright ENERCALC, INC 1983.2019, Suild32 19.7.29 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Load Combination Set: ASCE 7-16 Material Properties Uniform Load on ALL spans: D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0kst 2,000.00psi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,127.50psi = D 0.1050 S 0.1750 304.75 psi Load Combination t Load Combination +D+S+H 3.5x12 20.000ft 3.5x12 = Span = 20.0 ft I i Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = _ _ _ 0.9411 1 Maximum Shear Stress Ratio = 0.381 : 1 Section used for this span 3.5x12 Section used for this span 3.5x12 = 2,000.00psi = 116.06 psi = 2,127.50psi = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 20.000ft Location of maximum on span = 19.106 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.292 in Ratio = 821 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.467 in Ratio = 513 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr Cm C t C L M fb F'b V fV Fb +D+H 0.00 0.00 0.00 0.00 Length = 20.0 a 1 0.450 0.182 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 1665.00 1.22 43.52 238.50 Length = 20.0 fl 2 0.450 0.182 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 1665.00 1.22 43.52 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.405 0.164 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 1850.00 1.22 43.52 265.00 Length = 20.0 ft 2 0.405 0.164 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 1850.00 1.22 43.52 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.324 0.131 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 2312.50 1.22 43.52 331.25 Length = 20.0 It 2 0.324 0.131 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 2312.50 1.22 43.52 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.940 0.381 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.00 2,000.00 2127.50 3.25 116.06 304.75 Length = 20.0 ft 2 0.940 0.381 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.00 2,000.00 2127.50 3.25 116.06 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 11/24 WoodChuck Engineering Project Title: Sports Field Maple Elementary School 1120 Arthur St Engineer: Ammon Luke Eugene, Oregon 97402 Project ID: 19.231 Office: (541) 357-5532 Project Descr:Dugout www,WoodChuckEngincering.com Printed: 26 RUG 2019. 4:39PM Wood Beam FIIe=C:lUsersNO_ODCH-TfDOCUME-11FNERC4-1114.231,eC6. Software copyrightENERCa{LC,INC I"3.2A14;l3dd:1214.7.29 Woodchuck EngineerTa DESCRIPTION; B101 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M Po Fib V N F v Length =200ft 1 0.324 0.131 1.25 1,000 1.00 1.00 1.00 1.00 1.00 5.25 75000 2312.50 1.22 43.52 331,25 Length = 20.0 ft 2 0.324 0.131 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 2312.50 1.22 43.52 331.25 +D+0.750L+0.750S+H 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.793 0.321 1,15 1.000 1.00 1.00 1.00 1.00 1.00 11.81 1,687.50 2127.50 2.74 97.93 304.75 Length =20.Oft 2 0.793 0,321 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.81 1,687.50 2127.50 2.74 97.93 304.75 +D+C.60W+H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.0"1 1 0.253 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 2960.00 1,22 43.52 424.00 Length = 20 O 1 2 0.253 0103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.25 75000 2960.00 1.22 43.52 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0253 0103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 2960.00 1.22 43.52 42400 Length = 20,0 ft 2 0.253 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750,00 2960.00 1.22 43.52 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.570 0.231 1.60 1.000 1.00 1.00 1.00 1,00 1.00 11,81 1,687.50 2960.00 2.74 97.93 424.00 Length = 20.0 It 2 0.570 0.231 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.81 1,687.50 2960.00 2.74 97.93 424.00 +060D+0.60W+0.60H 1.000 1.00 1,00 1.00 1.00 1,00 000 0.00 0.00 0,00 Length - 20.0 ft 1 0.152 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.15 450.00 2960.00 0.73 26.11 424,00 Length = 20.0 ft 2 0.152 0062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.15 450.00 296000 0.73 26.11 424.00 +D+0.70E+0.60H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.253 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.25 750.00 2960.00 1.22 43.52 424.00 Length = 20.0 ft 2 0.253 0.103 1.60 1.000 1,00 1.00 1.00 1.00 1.00 5.25 750.00 2960.00 1.22 43.52 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.DR 1 0.570 0.231 1.60 1.000 1.00 1,00 1.00 1,00 1,00 11.81 1,687.50 2960.00 2.74 97.93 424.00 Length = 20.0 ft 2 0.570 0.231 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.81 1,687.50 296000 2.74 97.93 424.00 +0,60D+O 70E+H 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 Q 1 0.152 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.15 450.00 2960.00 0.73 26.11 424.00 Length = 20.0 ft 2 0.152 0.062 1.60 1.000 1.00 1.00 1,00 1.00 1.00 3.15 450.00 2960.00 0.73 26.11 424.00 Overall Maximum Deflections Load Combination Span Max.' " Der Localiion in Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 0.4672 8.492 0.0000 0,000 +D+S+H 2 0.4622 11.620 0.0000 0.000 Vertical Reactions Support notalion : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall imum 2 100 7.000 Overall MINimum 1.313 4.375 1.313 +D+H 0.788 2.625 0.788 +D+L+H 0.788 2.625 0788 +D+Lr+H 0.788 2.625 0 7BB +D+S+H 2,100 7.000 2.100 +D+0.750Lr+0.750L+H 0,788 2.625 0.788 +D+0.750L+0.750S+H 1.772 5.906 1.772 ,D+0.60W+H 0.788 2.625 0.788 +D+0.75OLr+0,750L+0.450W+H 0788 2.625 0.788 +D+0,750L+0.750S+0.450W+H 1.772 5.906 1.772 +060D+0.60W+0.60H 0.473 1.575 0,473 +D+070E+0.60H 0.788 2.625 0.788 +D+0.750L+0.7505+0.5250E+H 1.772 5.906 1.772 +0601)+0,70E+H 0.473 1.575 0.473 D Only 0.788 2.625 0.788 Lr Only L Only SOnly 1,313 4.375 1.313 W Only E Only H Only 12/24 WoodChuck Engineering Project Title: Sports Field Maple Elementary School 1120 Arthur St Engineer: Ammon Luke Eugene, Oregon 97402 Project ID: 19.231 Office: (541) 357-5532 Project Descr: Dugout www.WoodChuckEngineering.com Fb - 575.0 psi Printed: 26 AUG 2019, 4:39PM Wood Beam File=C:lUsers1w00DCH-11DOCUME-11ENERCA-1119131 ec Wood Grade : No.2 Software copyright ENERCALC, INC 1983-2019, Bu1d:12.197.29 DESCRIPTION: RAFTER Ft CODE REFERENCES Span # 2 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 E: Modulus of Elasticity Load Combination Set: ASCE 7-16 Ebend- xx 1,600.Oksi Material Properties Eminbend - xx 580.0 ksi Analysis Method: Allowable Stress Design Fb+ Load Combination ASCE 7-16 Fb - 575.0 psi Fc - Pdl Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv 5.0423 Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2x8 Span = 1.0 W-080) 2x8 Span = 10.0 ft 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,600.Oksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi 876.61 psi 180.0 psi = 575.0 psi Density 31.210pcf Load Combination Repetitive Member Stress Increase 2x8 Span = 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY - a Maximum Bending Stress Ratio = 0.614: 1 Maximum Shear Stress Ratio = Section used for this span 2x8 Section used for this span = 876.61 psi - = 1,428.30psi = Load Combination +D+S+H Load Combination Location of maximum on span = 5.0423 Location of maximum on span = Span # where maximum occurs = Span # 2 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.142 in Ratio = 842>=360 Max Upward Transient Deflection -0.044 in Ratio = 542>=360 Max Downward Total Deflection 0.228 in Ratio= 526>=240. Max Upward Total Deflection -0.071 in Ratio = 338>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L +D+H Length =1.0It 1 0.012 0.113 0.90 1.200 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.294 0.113 0.90 1.200 1.00 1.15 1.00 1.00 1.00 Length =1.D 0 3 0.012 0.113 0.90 1.200 1.00 1.15 1.00 1.00 1.00 +D+L+H 1.200 1.00 1.15 1.00 1.00 1.00 Length =1.0 It 1 0.011 0.101 1.00 1.200 1.00 1.15 1.00 1.00 1.00 Length =10.0 fl 2 0.265 0.101 1.00 1.200 1.00 1.15 1.00 1.00 1.00 Length =1.0 fl 3 0.011 0.101 1.00 1.200 1.00 1.15 1.00 1.00 1.00 +D+Lr+H 1.200 1.00 1.15 1.00 1.00 1.00 Length =1.0 ft 1 0.009 0.081 1.25 1.200 1.00 1.15 1.00 1.00 1.00 Length =10.0 fl 2 0.212 0.081 1.25 1.200 1.00 1.15 1.00 1.00 1.00 Length =1.0 ft 3 0.009 0.081 1.25 1.200 1.00 1.15 1.00 1.00 1.00 +D+S+H 1.200 1.00 1.15 1.00 1.00 1.00 M 0.01 0.36 0.02 0.01 0.36 0.02 0.01 0.36 0.02 fb Flo 0.00 13.70 1117.80 328.73 1117.80 13.70 1117.80 0.00 13.70 1242.00 328.73 1242.00 13.70 1242.00 0.00 13.70 1552.50 328.73 1552.50 13.70 1552.50 0.00 0.235 : 1 2x8 48.68 psi 207.00 psi +D+S+H 1.000 ft Span # 1 Shear Values V N FV 0.00 0.00 0.00 0.13 18.26 162.00 0.13 18.26 162.00 0.01 18.26 162.00 0.00 0.00 0.00 0.13 18.26 180.00 0.13 18.26 180.00 0.01 18.26 180.00 0.00 0.00 0.00 0.13 18.26 225.00 0.13 18.26 225.00 0.01 18.26 225.00 0.00 0.00 0.00 13/24 WoodChuck Engineering Project Title: Sports Field Maple Elementary School 1120 Arthur St Engineer: Ammon Luke Eugene, Oregon 97402 Project ID: 19.231 Office: (541) 357-5532 Project Descr: Dugout www.WoodChuckEngineedng.corn Printed. 26 AUG 2019, 4:39PM Wood Beam FlIe=C:Wsers%W00DCH-11DOCUME-11ENERCA-1119.231.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:12.19 7.29 r.rr• DESCRIPTION: RAFTER Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr Cm C t C L M Po Pb V tv, F v Length =1.0 ft 1 0.026 0.235 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.04 36.53 1428.30 0.35 48.68 207.00 Length =10.0 0 2 0.614 0.235 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.96 876.61 1428.30 0.35 48.68 207.00 Length =1.0 ft 3 0.026 0.235 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.04 36.53 1428.30 0.03 48.68 207.00 +D+0.75oLr+0.750L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.009 0.081 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.01 13.70 1552.50 0.13 18.26 225.00 Length =10.0 0 2 0.212 0.081 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.36 328.73 1552.50 0.13 18.26 225.00 Length =1.0 ft 3 0.009 0.081 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.02 13.70 1552.50 0.01 18.26 225.00 +D+0.750L+0.7505+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 t1 1 0.022 0.198 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.03 30.82 1428.30 0.30 41.08 207.00 Length =10.0 ft 2 0.51 B 0.198 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.81 739.64 1428.30 0.30 41.08 207.00 Length =1.0 ft 3 0.022 0.198 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.03 30.82 1428.30 0.03 41.08 207.00 +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.007 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.01 13.70 1987.20 0.13 18.26 288.00 Length =10.0 ft 2 0.165 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.36 328.73 1987.20 0.13 18.26 288.00 Length =1.0 ft 3 0.007 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.02 13.70 1987.20 0.01 18.26 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.007 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.01 13.70 1987.20 0.13 18.26 288.00 Length =10.0 It 2 0.165 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.36 328.73 1987.20 0.13 18.26 288.00 Length =1.0 ft 3 0.007 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.02 13.70 1987.20 0.01 18.26 288.00 +D+0.750L+0.7505+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =1.0 ft 1 0.016 0.143 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.03 30.82 1987.20 0.30 41.08 288.00 Length =10.0 ft 2 0.372 0.143 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.81 739.64 1987.20 0.30 41.08 288.00 Length =1.0 ft 3 0.016 0.143 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.03 30.82 1987.20 0.03 41.08 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.004 0.038 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.01 8.22 1987.20 0.08 10.95 288.00 Length =10.0 ft 2 0.099 0.038 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.22 197.24 1987.20 0.08 10.95 288.00 Length =1.0 ft 3 0.004 0.038 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.01 8.22 1987.20 0.01 10.95 288.00 +D+0.70E+0.60H 1200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.007 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.01 13.70 1987.20 0.13 18.26 288.00 Length =10.0 It 2 0.165 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.36 328.73 1987.20 0.13 18.26 288.00 Length =1.0 ft 3 0.007 0.063 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.02 13.70 1987.20 0.01 18.26 288.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.016 0.143 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.03 30.82 1987.20 0.30 41.08 288.00 Length =10.0 ft 2 0.372 0.143 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.81 739.64 1987.20 0.30 41.08 288.00 Length =1.0 it 3 0.016 0.143 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.03 30.82 1987.20 0.03 41.08 288.00 +0.60D+0.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 it 1 0.004 0.038 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.01 8.22 1987.20 0.08 10.95 288.00 Length =10.0 It 2 0.099 0.038 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.22 197.24 1987.20 0.08 10.95 288.00 Length =1.0 ft 3 0.004 0.038 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.01 8.22 1987.20 0.01 10.95 288.00 Overall Maximum Deflections Load Combination Span Max.' " Deft Location in Span Load Combination Max. "+" Den Location in Span 1 0.0000 0.000 +D+S+H -0.0708 0.000 +D+S+H 2 0.2278 5.042 0.0000 0.000 3 0.0000 5.042 +D+S+H -0.0708 1.000 Vertical Reactions Support nolalion:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MlNtmum 0.300 0.300 +D+H 0.180 0.180 +D+L+H 0.180 0.180 +D+Lr+H 0.1110 0.180 +D+S+H 0.480 0.480 +D+0.750Lr+0.750L+H 0.180 0.180 +D+0.750L+0.7505+H 0.405 0.405 +D+0.60W+H 0.180 0.180 +0+0350Lr+0.750L+0.450W+H 0.180 0.180 +D+0.750L+0.750S+0.450W+H 0.405 0.405 +0.60D+0.60W+0.60H 0.108 0.108 14/24 WoodChuck Engineering Project Title: Sports Field Maple Elementary School AXIAL LOADS ... 1120 Arthur St Engineer: Ammon Luke Eugene, Oregon 97402 Project ID: 19.231 Office: (541) 357-5532 Project Descr: Dugout www.WoodChuckEngineedng.com DESIGN SUMMARY Printed: 26 AUG 2019, 4:48PM Wood Column File-C:lUsersIWOODCH-I4DOCUME-1tENERCA-1t19.231.ec6 r.r Software copyright ENERCALC, INC, 19n2019, Bdld:1219 7.29 DESCRIPTION: 6x6 Support Column Maximum SERVICE Lateral Load Reactions - , Load Combination Load Code References +D+S+H Top along Y -Y 0.0 k Bottom along Y -Y Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Comp Only, fc/Fc' Top along X -X Load Combinations Used : ASCE 7-16 Bottom along X -X 0.0 k Location of max.above base General Information Maximum SERVICE Load Lateral Deflections ... At maximum location values are.. Analysis Method: Allowable Stress Design Wood Section Name 6x6 0.0 in End Fixilies Top & Bottom Pinned above base Wood GradinglManuf. Graded Lumber Overall Column Height 14 ft Wood Member Type Sawn ( Used for non-slender calculations J Exact Width 5.50 In Allow Stress Modification Factors in Wood Species Hem Fir above base Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2Cf Area or Cv for Compression 30.250 in^2 P 1.0 Fb + 850.0 psi Fv P 150.0 psi P Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb - 850.0 psi Ft 525.0 psi IV 76.255 in^4 Cm : Wet Use Factor 1.0 Fc - Pill 1, 300.0 psi Density 26.840 pcf Incising Factors: Ct : Temperature Factor 1.0 Fc - Perp 405.0 psi for Bending 0.80 Ctu : Flat Use Factor 1.0 E : Modulus of Elasticity.. . x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf : Built-up columns 1.0 Basic 1,300.0 1,300.0 1,300.0ksi Use Cr: Repetitive? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X -X (width) axis: Unbraced Length for buckling ABOUT Y -Y Axis =14 ft, K =1.0 Y -Y (depth) axis: Unbraced Length for buckling ABOUT X -X Axis =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS ... Axial Load at 14.0 ft, D = 2.620, S = 4.370 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6098 :1 Maximum SERVICE Lateral Load Reactions - , Load Combination Load +D+S+H Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 R Maximum SERVICE Load Lateral Deflections ... At maximum location values are.. Along Y -Y 0.0 in at 0.0 it above base Applied Axial 6.990 k for load combination: n/a Applied Mx 0.0 k -f1 Along X -X in at 0.0 ft above base Applied My 0.0 k -ft Fc: Allowable 378.926 psi for load combination: n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio= 0.0 :1 Bendino Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 14.0 ft Applied Design Shear 0.0 psi Allowable Shear 192.0 psi Load Combination Results Maximum Axial + Bendino Stress Ratios Maximum She- Rallys Load Combination C D C P Stress Ratio Status' Location Stress Ratio Status Location +D+H 0.900 0.392 0.2361 PASS O.Oft 0.0 PASS 14.0 it +D+L+H 1.000 0.358 0.2325 PASS O.Oft 0.0 PASS 14.0 it +D+Lr+H 1.250 0.294 0.2266 PASS O.Oft 0.0 PASS 14.08 +D+S+H 1.150 0.317 0.6098 PASS O.Oft 0.0 PASS 14.0 ft +D+0.750Lr+0,750L+H 1.250 0.294 0.2266 PASS O.Oft 0.0 PASS 14.0 ft +D+0,750L+0.750S+H 1.150 0.317 0.5145 PASS O.Oft 0.0 PASS 14.Oft +D+0.60W+H 1.600 0.234 0.2220 PASS 0.0ft 0.0 PASS 14.0 ft +D+0.750Lr+0,750L+0,450W+H 1.600 0.234 0.2220 PASS O.Oft 0.0 PASS 14.0 ft +D+0.750L+0.7505+0.450W+H 1.600 0.234 0.4997 PASS O.Oft 0.0 PASS 14.0 it +0.60D+0.60W+0.60H 1.600 0.234 0.1332 PASS 0.0111 0.0 PASS 14.0 ft +D+0.70E+0.601-1 1.600 0.234 0.2220 PASS O.Oft 0.0 PASS 14.0 ft +D+0.750L+0.7505+0.5250E+H 1.600 0.234 0.4997 PASS O.Oft 0.0 PASS 14.0 ft +0.60D+0.70E+H 1.600 0.234 0.1332 PASS O.Oft 0.0 PASS 14.0 ft 15/24 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 www.WoodChuckEngineering.corn Project Title: Sports Field Maple Elementary School Engineer: Ammon Luke Project ID: 19.231 Project Descr: Dugout Printed: 26 AUG 2019, 4:48PM Wood Column File=C:lUsers1W00DCH-11DOCUME-RENERCA-1119.231.ec6 Software copyright ENERCALC, INC. 1983-2019, 8uild:12.19.7.29 . Lc P 0.0r• DESCRIPTH)N: 6x6 Support Column Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Tap @ Base @ Base @ Top @ Base @ Top +D+L+H 2.620 +D+Lr+H 2.620 +D+S+H 6.990 +D+0.750Lr+0.750L+H 2.620 +D+0.750L+0.7505+H 5.898 +D+0.60W+H 2.620 +D+0.75OLr+0.750L+0.450W+H 2.620 +D+0.750L+0.750S+0.450W+H 5.898 +0.60D+0.60W+0.60H 1.572 +D+0.70E+0.60H 2.620 +D+0.750L+0.7505+0.5250E+H 5.898 +0.60D+0.70E+H 1.572 D Only 2.620 Lr Only 0.0000 in L Only 0.000 in S Only 4.370 W Only 0.0000 in E Only 0.000 in H Only 0.000 ft Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection +D+H 0.0000 in 0.000 ft 0.000 in +D+L+H 0.0000 in 0.000 It 0.000 in +D+Lr+H 0.0000 in 0.000 ft 0.000 in +D+S+H 0.0000 in 0.000 It 0.000 in +D+O 75OLr+0.750L+H 0.0000 in 0.000 It 0.000 in +D+0.750L+0.7505+H +D+0.60W+H +D+0.7 50 Lr+0.750 L+0.450 W+H +D+0.750L+0.7505+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250 E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 in 0.000 ft 0.000 In 0.0000 in 0.000 ft 0,000 in 0.0000 in 0.000 it 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 it 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 In 0.000 ft 0.000 In 0.0000 in 0.000 it 0.000 in 0.0000 in 0.000 ft 0.000 in 0.0000 in 0.000 ft 0.000 in 0,0000 in 0.000 it 0.000 in Distance 0.000 It 0.000 It 0.000 ft 0.000 ft 0.000 a 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 R 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 0 0.000 ft 0.000 ft 16/24 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 www.WoodChuckEngineefing.com Project Title: Sports Field Maple Elementary School Engineer: Ammon Luke Project ID: 19.231 Project Descr: Dugout Printed: 26 AUG 2019, 4:48PM Wood Column Hie =C:lUsersIW00DCH-11DOCUME-11ENERCA-1119.231.ec6 Software copyright ENERCALC, W 1983-2019, BWId:1219.7.29 . DESCRIPTION: 6x6 Support Column Sketches c 0 5.50 in +X 17/24 �r f WoodChuck Footing Loads 2109 J Street Springfield, OR 97477 Ultimate Loads and Weights of Footings Bearing Capacity (Assumed) of Soil q = 1,500 psf q= Q B * L Uniform Load Design Criteria: Floor DL 12 psf Floor LL 40 7sf Roof DL 17 psf Roof SL 25 Usf Wall DL 12 psf D QFoot'ng Strip Footing 97 plf North Perimeter South Perimeter East Perimeter West Perimeter QFmming Trib. AreaRoof = 6.0 ft. 0.0 ft. 2.0 ft. 2.0 fL 0 plf Trib. AreaMaln = 4.0 ft. 4.0 ft. 4.0 fL 4.0 ft. 322 plf Trib. Areawall = 8.0 ft. 0.0 ft. 10.0 ft. 10.0 ft. 1,500 plf Width = B 12 in. 12 in. 12 in. 12 in. 16 in. 16 in. Length = L 12 in. 12 in. 12 in. 12 in. 12 in. 12 in. Depth= D 8 in. 8 in. 8 in. 8 in. 8 in. 8 in. QFoot'ng 97 plf 97 plf 97 plf 97 plf 322 plf 322 plf QFmming 479 plf 208 plf 362 plf 362 plf 0 plf 0 plf QTOtal 575 plf 305 plf 459 plf 459 plf 322 plf 322 plf Qallowable 1,500 plf 1,500 plf 1,500 plf 1,500 plf 2,000 plf 2,000 plf Client: Bennett and Son Construction Inc Project: 19.231 - Dugout WoodChuck Engineering 8/23/2019 18/24 WoodChuck Spread Footing Loads 2109 J Street Springfield, OR 97477 Ultimate Loads and Weights of Footings Bearing Capacity (Assumed) of Soil q= 1,500psf q= Q B * L Q 7L B Q.Mt l I 5,600 lb. I 2,800 lb. I 0lb. I 0lb. I 0lb. I 0lb. Depth = D 10 in. 8 in. 10 in. 10 in. 10 in. 8 in. Min. Req'd. Sq. 24 in. 17 in. 0 in. 0 in. 0 in. 0 in. Dim. 6,335 lb. 3,187 lb. 0lb. 0lb. 01b. 0lb. f men Recc Dim. d Sq. I 30 in. I 24 in. i I Dim. I I QFooting 755 lb. 387 lb. 0lb. 0lb. 0lb. 0lb. Q7.w 6,335 lb. 3,187 lb. 0lb. 0lb. 01b. 0lb. Qallowable 9,375 lb. 6,000 lb. 0lb, 0lb. 0lb. 0lb. Mark F30 F24 F F F F Footing Schedule Designation Footing Size Reinforcement F24 24" x 24" x B" (3) #4 Bars Each Way F30 30" x 30" x 10" (4) #4 Bars Each Way Client: Bennett and Son Construction Inc Project: 19.231 -Dugout WoodChuck Engineering 8/23/2019 19/24 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Maple Elementary School Sports Field Page: Project: Sub -Project I Pos. No.. Date: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1/2 Effective embedment depth: hef = 4.724 in. Material: ASTM F 1554 Proof: Design method ACI 318-081 CIP Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, f�= 2500 psi; h = 12.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.Ib] Profis Anchor 2.7.3 1 Storage Shed 8128/2019 Input data and results must be checked for agreement with the existing conditions and for plausibility! 20/24 PROF IS Anchor ( c ) 2003-2009 Hilg AG. FL -9494 Schsan Hilt! is a registered Trademark of HIM AG. Schsan www.hiltl.us Profis Anchor 2.7.3 Company: Maple Elementary School Page: 2 Specifier: Sports Field Project: Storage Shed Address: Sub -Project I Pos. No.: Phone I Fax: Date: 8/28/2019 E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 2145 0 0 max, concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Nsa [lb] b =teal 0 Nsa [lb] Nus [lb] 2 0.750 6177 2145 Capacity $ Nn [lb] Utilization pN = NaJ+N„ 6177 Load Naa [lb] mel Strength* 2145 Pullout Strength` 2145 Concrete Breakout Strength— 2145 Concrete Side -Face Blowout, direction'* N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ass,N fags ACI 318-08 Eq. (D-3) � Nsa z Naa ACI 318-08 Eq. (D-1) Variables Ase,ly [in.'] faia [psi] 0.14 58000 Calculations Nsa [ib] 8236 Results Nsa [lb] b =teal 0 Nsa [lb] Nus [lb] 2 0.750 6177 2145 Capacity $ Nn [lb] Utilization pN = NaJ+N„ 6177 35 4074 53 3758 58 N/A N/A Input data and resulls must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hitt AG, FL -9494 Schasn Hilb is � registered Trademark of Hilt AG, Schaan Status OK OK OK N/A 21/24 www.hilti.us Company: Maple Elementary School Specifier: Sports Field Address: f [psi] Phone I Fax: [ E -Mail: Calculations 3.2 Pullout Strength Np,, = W c,p Np ACI 318-08 Eq. (D-14) NP = 8 Ai fc ACI 318-08 Eq. (D-15) b NPN a Nua ACI 318-08 Eq. (D-1) Variables Ncb = ( AAN—N� W ed.N W c,N W ep,N No Wca A,,,, [in.'] f [psi] 1.000 0.29613 AN, = 9 hef Calculations Np [Ib] ACI 318-08 Eq. (D-9) + \ 3 he 820 W ed.N = 0.7 + 0.3 \ c "'") 5 1.0 1.5haf ACI 318-08 Eq. (D-11) Results ACI 318-08 Eq. (D-13) cac N [lb] concrete No. [lb] Nua [1131 5820 0.700 4074 2145 3.3 Concrete Breakout Strength Ncb = ( AAN—N� W ed.N W c,N W ep,N No ACI 318-08 Eq. (D-4) p N.>_ Nie ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AN, = 9 hef ACI 318-08 Eq. (D-6) – eN <_ 1.0 1ec,N – (1 ACI 318-08 Eq. (D-9) + \ 3 he W ed.N = 0.7 + 0.3 \ c "'") 5 1.0 1.5haf ACI 318-08 Eq. (D-11) I cp,N = MAX( ca=m'" 1'5he l 5 1.0 ACI 318-08 Eq. (D-13) cac Nb = kc X � hit ACI 318-08 Eq. (D-7) Profis Anchor 2.7.3 Page: 3 Project: Storage Shed Sub -Project I Pas. No.: Date: 8/2812019 Variables hef [in.] ec1,N [in.] ec2,N [in.] ca.min [in.] W c,N 4.72X-- 0.000 00 0 cac [in.] kc X fc [psi] Ali — 24 1 2500 Calculations AN, [In?] ANca [In 21 W ec1,N W ec2,N W ed,N W N Nb [lb] 107.21 200.8 1.000 .000 0.816 12323 Results Ncb [lb] concrete Nob [Ib] Nua (1b] 5369 375 Input data and results must he checked for agreement with the assfing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilo AG, FL -9494 Schaan Hilh is a registered Tmdemarkuf HiIN AG, Schaan 22/24 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load Profis Anchor 2.7.3 Maple Elementary School Page: 4 Sports Field Project: Storage Shed Sub -Project I Pos. No.: I Date: 8/28/2019 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTATR029, etc.). This means load rerJistribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 20034009 Hill] AG, FL -9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan 23%24 Load Vaa [lb] Capacity 0 Vn [lb] Utilization I,- V-1+Vn Status Steel Strength* N/A N A NIA Steel failure (with lever arm)* N/A N/A NIA N/A Pryout Strength* N/A N/A NIA N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTATR029, etc.). This means load rerJistribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 20034009 Hill] AG, FL -9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan 23%24 www.hilti.us Company: Maple Elementary School Specifier: Sports Field Address: Phone I Fax: E -Mail: 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: - Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in Anchor x y c -,r c„ c -y Cl — 1 0.000 0.000 3.812 - 2.750 - 7 Remarks; Your Cooperation Duties Prof is Anchor 2.7.3 Page: 5 Project: Storage Shed Sub -Project I Pos. No.: Date: 8/28/2019 Anchor type and diameter. Hex Head ASTM F 1554 GR. 36 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 4.724 in. Minimum thickness of the base material: 5.568 in. • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiiti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilt! on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt! Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing eonditions and for plausibility! 2424 PROFIS Anchor( c 12003.2009 Hilt! AG, FL -9494 Schsan H!Iti Ise registered Trademark of Hitti AG, Schaan WoodChuck E N G I N E E R t N G 1120 Arthur Street Eugene, Oregon 97402 Office: 541.357.5532 Cell: 541.556-1248 Ammon@WoodChuckEngineering.com August 28, 2019 Project: 19,231 Bennet & Son Construction Inc P.O. Box 921 Creswell, OR 97426 Subject: Engineering calculations Storage Shed 2109 J Street, Springfield, Oregon 97477 PROJECT DESCRIPTION This project consists of analyzing the foundation, framing, and lateral bracing systems for the proposed storage shed at the subject location. DESIGN CALCULATIONS Description Pages Design criteria and seismic response 1-4 Lateral load calculations 5-8 Framing and foundation analysis 9-15 Holdown anchor 16-20 DESIGN CRITERIA Roof Dead Load = 15 psf Floor Dead Load = 12 psf Roof Live Load = 25 psf (Snow) Floor Live Load = 40 psf ASCE 7-16, 2014 OSSC (based on 2012 IBC) Thank you for the opportunity to be of service. Please call if you have any questions. Respectfully, V 0-' 4 Ammon Luke WoodChuck Engineering V-0 PROP \g �NGINEFR 65476PE 2 � r Ig!" g Chuck -0 t 0 0 09:4321 -07700'00' %REG,WON Expirez:12-3,-,9 Woodworks® Shearwalls storage shed,wsw SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 Project Information COMPANY AND PROJECT INFORMATION Company Proiect WoodChuck Engineering Sports Field Storage Shed 1120 Arthur St Bennett & San Construction Inc Eugene, Oregon Maple Elementary School t DFSIGN SETTINGS Aug. 26, 2019 16:26:10 Design Code Wind Standard Seismic Standard -BC 20_5/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) Seismic Load Combinations ASCE 7-10 Directional (All heights) Building Code Capacity Modification For Design (ASD) For Deflection (Strength) .Design Wind Speed Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead Category I - Low hazard 1.40 1.00 0.60 Wind + 0.60 Dead 00 Wind + 0.90 Dead 100 mph Structure Type Regular Max Shearwall Offset [ft] Service Conditions and Load Duration Duration Temperature Moisture Content Building System Plan Elevation Factor Range Fabrication Service Enclosure (within story) (between stories) 1.60 T<=100F D Maximum Height -to -width Ratio 16 psf Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 Roofs 8 -sf Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Alwa. s Drag struts A plied loads Shearwall Relative Rigidity: wall car-ac-i-- ar•aci-Perforated Shape Height Length Perforatedshearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Allowed, except for ma=erial type Deflection Equation: 4 -term from SDPWS C4.3.2-2 0.129s Drift limit for wind design: 1 / 500 story height SITE INFORMATION 1/20 Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure .Design Wind Speed 120 mph Risk Category Category I - Low hazard Serviceability Wind Speed 100 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Partly Enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Spectral Response Acceleration Roofs 8 -sf Topographic Information [ft] Sl:0.380g Ss: 0.700g Fundamental Period E -W NS Shape Height Length T Used 0.129s 0.129s Site Location: - Approximate Ta Maximum T 0.129s 0.181s 0.129s 0.181s Elev: Oft Avg Air density: 0.0765 1b/cu ft Response Factor 6.50 6.50 Rigid building - Static analysis Case 2 E -W loads NS loads Fa: 1 .24 Fv: 1.64 Eccentricity (°/a) 15 15 Loaded at 75% 1/20 AMERICAN SOCIEY OE CALL ENGINEERS Address: 2109 J St Springfield, Oregon 97477 ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 468.85 ft (NAVD 88) Risk Category: II Latitude: 44.055111 Soil Class: D - Default (see Longitude: -122.992811 Section 11.4.3) Wind Results: Wind Speed: 96 Vmph 10 -year MRI 66 Vmph 25 -year MRI 72 Vmph 50 -year MRI 76 Vmph 100 -year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-113 and Figs. CC.2-1—CC.2-4 Date Accessed: Wed Aug 28 2019 Value provided is 3 -second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https: _ _ Page 1 of 3 Wed Aug 28 2019 2/20 ASC. Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 0.66 So, N/A S, 0.38 TL 16 Fa 1.272 PGA: 0.313 Fv N/A PGA M 0.403 SMS 0.839 F PGA 1.287 SM, N/A le : 1 Sos 0.56 C, : 1.13 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Aug 28 2019 Date Source: USGS Seismic Design Mao= . htt)s:l/asce7hazerdtool.online/ Page 2 of 3 Wed Aug 28 2019 3/20 ASCE AMERICAN SOCIM OF CML EucwEas Snow Results: Elevation: Data Source: Date Accessed: Wed Aug 28 2019 In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50 -year mean recurrence interval). Site is outside ASCE/SEI 7-16, Table 7.2-7 boundaries. For ground snow loads in this area, see Structural Engineers Association of Oregon and PRISM Climate Group of Oregon State University. (2013). Snow Load Analysis for Oregon. 4th Ed. Statutory requirements of the Authority Having Jurisdiction are not included. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers: or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. htts://asce7hazardtool.online! Page 3 of 3 Wed Aug 28 2019 4/20 $ \/ sa Wind Shear Results 21091 Street W.. 1UCkIUCk Springfield, 0A 97477 Legend.- Unless egend:Unless otherwise noted, the value in the table f r a shearline is the one forwall on the line with the critical design response W Gp - Wail designgroup defined in Sheathing and Framing Matenals tables, where itshows associated Standard Wall """means that this wall is critical for all walls in the Standard Wailgra P. Far Dir- Direction (wind farce aing shearfine. V -ASD factoredshearforca. Forshearline: total shearline force For wall. -force taken by total of all segments on wall. vmox - Baseshear =ASD Jactaredshear farce per unit full heightsheathig, divided by perforation factor Co as per SDPWS eqn. 4.3-8=V/FHS/Co, v -Design shear force =ASD factored shear force per unitfull heghtsheathing. For wall, it is the largest force on anysegment Cc - Perforation factor from SDPWS Tobe 4.3.3.5. C -Sheathing combination ruiAA =Add capacities, S =Strogest side only, X = Stiangestside or bvire weakest Total - Combined int and It unit shear capaciry inc perfm+adon factor. V -For wall: Sum ofmmhined shearcapacitiesforall segmenta on wall. For shearline: sum gall wall capacities on line. Crit Resp - Critical response= v/Tata! = design shear force/unit shear capaciry forcritical segment on wall or shearline 'S' indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual levelfor uplift anchorage force t for perforated wallsgiven by SDPWS 4.3.6.4.2,4. Allowable shear values have been reduced to 140% ofpublished values Client: Bennett and San Construction lac Project- 19.231. Storage Shed WoodChuck Engineering 8/28/2019 6/20 North-South For Shear Force [pl1] Allowable Shear [plf] Crit 16d nail Shearlines Dir v —ax V ths] V L Y FNS lot I Ext Co Total VjlbM Resp. -bull s .cin Lnl, Levl 1" Bol:h 114.6 114.6 510 1 S1D 3185 0.22 If1'171A.k4Rurcc. 12 LnZ, Levi 1 Both 71.6 71.6 716 1 510 1 S1D 5096 0.14 112 "DI"4B'.— 12 - E -W W For ASD Shear Force [plf] Allowable Shear [plf] Crit. 16d nail Shearlines Gp Dir v v. -Vohs[ vn= v Int Ext Co Total V rRal Res •-bolts aciu -cin LnA, Levl 1 Bo11 31.9 31.9 301 - 1 - 110 1 510 4841 0.06 1/2" Dia. x 48"o.a 12 Loll, 1-1 1 Boils 15.2 15.2 303 1 510 1 510 10192 0.03 1/2" Dia. x 48"— 12 Legend.- Unless egend:Unless otherwise noted, the value in the table f r a shearline is the one forwall on the line with the critical design response W Gp - Wail designgroup defined in Sheathing and Framing Matenals tables, where itshows associated Standard Wall """means that this wall is critical for all walls in the Standard Wailgra P. Far Dir- Direction (wind farce aing shearfine. V -ASD factoredshearforca. Forshearline: total shearline force For wall. -force taken by total of all segments on wall. vmox - Baseshear =ASD Jactaredshear farce per unit full heightsheathig, divided by perforation factor Co as per SDPWS eqn. 4.3-8=V/FHS/Co, v -Design shear force =ASD factored shear force per unitfull heghtsheathing. For wall, it is the largest force on anysegment Cc - Perforation factor from SDPWS Tobe 4.3.3.5. C -Sheathing combination ruiAA =Add capacities, S =Strogest side only, X = Stiangestside or bvire weakest Total - Combined int and It unit shear capaciry inc perfm+adon factor. V -For wall: Sum ofmmhined shearcapacitiesforall segmenta on wall. For shearline: sum gall wall capacities on line. Crit Resp - Critical response= v/Tata! = design shear force/unit shear capaciry forcritical segment on wall or shearline 'S' indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual levelfor uplift anchorage force t for perforated wallsgiven by SDPWS 4.3.6.4.2,4. Allowable shear values have been reduced to 140% ofpublished values Client: Bennett and San Construction lac Project- 19.231. Storage Shed WoodChuck Engineering 8/28/2019 6/20 Seismic Shear Results 2109]Street WoodChuck Springfield, OR 97477 Legend: Unless otherwise noted, the value in the table for a shearline is the one far wall on the line with the critical design response. WGp - Wall design group defined in Sheathing and Fmmig Materials tables, where it shows associated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wallgroup. Far Dir- Direction of wind f.— along shecrif- V. ASD factoredshear force. For sheurl ine: total shearline force. For wolh force taken by total of ail mgments on wall. max - Base shear=ASD factored shear force per unitfull height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3.8 =V/FHS/Co. v - Design shear force =ASD factored shearforce peranitfuli height sheathing. For wall, itis the la gest force on anysegment Co-Perforah'on factor from SDPWS Table 4.335. C- Sheathing combination ruleA -Add capocitles, S=Strongestside only, X=Strogestside or twice weakest Total-Cut ata! -Combined int and ext unitshear capociry Inc, perforation [actor. V- For walk Sum ofcambined shear capacities for all segments an wall. Forshearline.. sum ofall wall capacities on lint. Crit Resp -Critical response= vJTotal = design shear forcelunitshearcapacity fnrcritical segment on waif orshearlina "S' indicates that the seismic desom criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams far individual leveller uplift anchorage force tfor perforated wallsgiven by SDPWS 4.3.6.42,4. Allowable shear values have been reduced to 14DS6 of published values Client: Bennett and Son Construction Inc Project: 19.231- Storage Shed WoodChuck Engineering 8/28/2019 7/20 North-South For Shear Force [pill Allowable Shear jpll]Crit 16d all Shearlines Dir v vmax V112,51 V/L V FHS Int Ext Lo Total V jibs] Resp. ]-boll s wcia ads Lnl, Levi. 1 Bolh 54.4 54.4 340 11 260 260 1 52D 3250 0.1 112"Dia. x 4B"o.c 12 Ln2, Levi. 1 Both 34 34 340 1 1 260 260 1 520 5200 0.07 1/2" Dia x 48" o.a 12 - e -W W For ASD Shear Force [pill Allowable Shear (P If] Crit. 16d nail Shearlina' Gp Dir vrnax V jib. vmax Int Ext Co Total V lbs R I -bolts acts- 1cin L.A, Lev 11 1 Bolh 35.8 35.8 340 1 1 260 260 1 520 4940 0.07 1/2"Dia.x48"o.c. 12 LnB,Levi 1 Bath 17 17 340 1 1 260 260 1 520 10400 0.03 1/2"Dia.. 48" c. 12 Legend: Unless otherwise noted, the value in the table for a shearline is the one far wall on the line with the critical design response. WGp - Wall design group defined in Sheathing and Fmmig Materials tables, where it shows associated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wallgroup. Far Dir- Direction of wind f.— along shecrif- V. ASD factoredshear force. For sheurl ine: total shearline force. For wolh force taken by total of ail mgments on wall. max - Base shear=ASD factored shear force per unitfull height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3.8 =V/FHS/Co. v - Design shear force =ASD factored shearforce peranitfuli height sheathing. For wall, itis the la gest force on anysegment Co-Perforah'on factor from SDPWS Table 4.335. C- Sheathing combination ruleA -Add capocitles, S=Strongestside only, X=Strogestside or twice weakest Total-Cut ata! -Combined int and ext unitshear capociry Inc, perforation [actor. V- For walk Sum ofcambined shear capacities for all segments an wall. Forshearline.. sum ofall wall capacities on lint. Crit Resp -Critical response= vJTotal = design shear forcelunitshearcapacity fnrcritical segment on waif orshearlina "S' indicates that the seismic desom criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams far individual leveller uplift anchorage force tfor perforated wallsgiven by SDPWS 4.3.6.42,4. Allowable shear values have been reduced to 14DS6 of published values Client: Bennett and Son Construction Inc Project: 19.231- Storage Shed WoodChuck Engineering 8/28/2019 7/20 WogCChuck Tensile Resolts - hrl 1 21091 Street Springfield, OR 97477 Lfne- Wall Poslt'n L.- on I., % Y Tensile ASD(wlod) Hnlddown Pone [lbs] Force(max.) Tmfl. ASD[seismic) Holddawn Force [bs] Force (max.) �Gr� Hold-down Anrhorb.It oldo labe )-BoltSpacin Line 1 1 1/2" Dia. x 46" o.c. 1-1 LEnd 0.12 1283 551 1 DTT2Z 1/2"dia.hex head A 1/2"Dla.x48"o.c 1-1 REnd 6.13 1211 480 1 DTT2Z 1/2"dia. hex head A 1/2"Dia.x46"o.e. 1-1 ROP l 9.38 1 1/2" Dia.. 48"..c. Line 2 2-1 LEnd 20 0.12 642 211 1 DTT1Z 1J2"dia. hex head A 1/2"Dia.x 48"o.c 2-1 REnd 20 9.87 642 211 I DTT12 1/2"dia. hex head A 1/2"Dia.x48"u.c Line A A-1LEnd 0.12 1 1/2' M. x 48"0x. A-1 REnd 9.38 1 1/2"Dia.x48"o.c. A-1ROp1 17.63 1 1/2"Dia. .49"—.A-1 REnd 19.88 1 1/2 Di.. x 4B"o.c. Line B e-1 LEnd 0.12 10 1 1/2" Dia. x 48"o.c. 8-1 REnd 19.88 1.0 1 1 2"Dia.x48'o.c. .. Client: BennetLand Son Constructionlnc Project 19.231-Smrage Shed WoodChuck Engineering 8/28/2019 8/20 . rr i �h• Woodchuck Header Schedule Header Schedule 2109 j Street Springfield, OR 97477 Member Member Section Material Remarks H101 Sawn 4x8 DF -L, No. 2 Min. size for 8' door H102 Sawn 4x6 DF -L, No. 2 Client: Bennett and Son Construction Inc. Project 19.231- Storage Shed WoodChuck Engineering 8/23/2019 9/20 WoodChuuck Uniform Load Desien Criteria: Floor DL 12 psf Floor LL 40 psf Roof DL 17 psf Roof SL 25 sf Wall DL 10 Psf Header Loads 21091 Street Springfield, OR 97477 Client Sennett and Son Construction Inc. Project: 19.231- Storage Shed WoodChuck Engineering 8/26/2019 10/20 Uniform Loads Member Specifications Trib. Dead Live Member 1.ength, it Type W1cith, ft Load, plf Load, plFrom To Section Material 8.00 Roof DL 6.0 102.0 H101 Roof SL 6.0 150.0 E = 102.0 150.0 0 8.0 Sawn 4x8 DF -L, No. 2 3.00 Roof DL 2.0 34.0 H102 Roof SL 2.0 50.0 34.0 50.0 E = 0 3.0 Sawn 4x6 DF -L, Client Sennett and Son Construction Inc. Project: 19.231- Storage Shed WoodChuck Engineering 8/26/2019 10/20 WoodChuck Engineering Project Title: 1120 Arthur St Engineer: Eugene, Oregon 97402 Project ID: Office: (541) 357-5532 Project Descr: www.WoodChuckEngineeflng.com Span = 8.0 ft Printed: 23 AUG 2019, 8:45AM Wood Beam File=CAUsers1W00DCH-11D000ME-11ENERCA-1ENERCALCData Has 900 psi Software copyright ENERCALC, INC. 1983-2019, Build.12.193.29 DESCRIPTION: H101 Fb - CODE REFERENCES Ebend- xx 1600ksi Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 4x8 Load Combination Set: ASCE 7-16 I Material Propertit Span = 8.0 ft _ Analysis Method: Allowable Stress Design Fb+ 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600ksi Fc - Pdl 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Maximum Bending Stress Ratio = Repetitive Member Stress Increase D(0,090) S(0.150) 11/20 4x8 I Span = 8.0 ft I~ Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft DESIGN SUMMARY ' - Maximum Bending Stress Ratio = 0.48@ 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 4x8 Section used for this span 4x8 = 751.43psi = 48.46 psi = 1,547.33psi = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 4.000ft Location of maximum on span = 7.416 R Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio = 1227 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.125 In Ratio = 767 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t CIL M fb Pb V fv, N +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.233 0.112 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.72 281.79 1210.95 0.31 18.17 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0-00 0.00 Length = 8.0 ft 1 0.209 0.101 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.72 281.79 1345.50 0.31 18.17 180.00 +D+U+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.01 1 0.168 0.081 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.72 281.79 1681.88 0.31 18.17 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.486 0.234 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.92 751.43 1547.33 0.82 48.46 207.00 +D+0.750U+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.168 0.081 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.72 261.79 1681.88 0.31 18.17 225.00 +D+0.750L+0.7505+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.410 0.198 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.02 1547.33 0.69 40.89 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 11/20 WoodChuck Engineering Project Title: 1120 Arthur St Engineer: Eugene, Oregon 97402 Project ID: Project Descr: Office: (541) 357-5532 0960 www.WoodChuckEngineedng.com Overall MINimum +D+S+H Vertical Reactions 1 0.1251 4.029 0,0000 0.000 Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA )mum 0960 0.960 Overall MINimum 0,600 0.600 Printed: 23 AUG 2011) f6:4:a7NI Wood Beam 0.360 +D+L+H 0.360 0.360 +D+Lr+H 0.360 0.360 +D+S+H File•C:lit5er51W000CN-4100CUME-11ENFROA-I ENERdtl.0 DMRFp¢i 0.960 +D+0.750Lr+0.750L+H 0360 0.360 +D+0.750L+0.7505+H 0810 0.810 +D+0.60W+H 0360 0.360 S rrtwMeonpyrigN CHEkCALC.INC. 0.360 F9ff32419. U011214.7.P9 DESCRIPTION: H101 +0.60D+0.60W+0.60H 0.216 0.216 +D+0.70E+0.60H 0.360 0.360 +D+0.750L+0.7505+0.5250E+H 0.810 0.810 +0,60D+0.70E+H 0.216 0.216 D Only 0360 Load Combination Max Stress Ratios L Only S Only 0,600 Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F le V fV F'v Length = 8.0 ft 1 0.131 0.063 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.72 281.79 2152.80 0.31 18.17 288.00 +D+0.75DLr+0.750L+0.450W+H 1.300 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.131 0.063 1.60 1,300 1.00 1.15 1.00 1.00 1.00 0.72 281.79 2152.80 0.31 18.17 288.00 +D+0.750L+0.7505+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length - 8.0 ft 1 0.295 0142 1.60 1.300 1.00 1.15 1.00 1.00 1.D0 1.62 634.02 2152.80 0.69 40.89 288.00 +0.60D+0.60W+0.60H 1,300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.079 0.038 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,43 169.07 2152.80 0,18 10.90 288.00 +D+0.7011+0 60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 8.0 ft 1 0.131 0,063 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,72 281.79 2152.80 0.31 18.17 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 8.0 ft 1 0.295 0.142 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.02 2152.80 0.69 40.89 28800 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 000 Length =8.0ft 1 0.079 0.038 1.60 1.300 1,00 1.15 1.00 1.00 1.00 0.43 169.07 2152.80 0.18 10.90 28800 Overall Maximum Deflections Load Combination Span Max. '=' Defl Location in Span Load Combination Max. '+" Dell Location in Span +D+S+H Vertical Reactions 1 0.1251 4.029 0,0000 0.000 Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA )mum 0960 0.960 Overall MINimum 0,600 0.600 +D+H 0.360 0.360 +D+L+H 0.360 0.360 +D+Lr+H 0.360 0.360 +D+S+H 0,960 0.960 +D+0.750Lr+0.750L+H 0360 0.360 +D+0.750L+0.7505+H 0810 0.810 +D+0.60W+H 0360 0.360 +D+0,750Lr+0750L+0.450W+H 0360 0.360 +D+0.750L+0.7505+0.450W+H 0.810 0.810 +0.60D+0.60W+0.60H 0.216 0.216 +D+0.70E+0.60H 0.360 0.360 +D+0.750L+0.7505+0.5250E+H 0.810 0.810 +0,60D+0.70E+H 0.216 0.216 D Only 0360 0.360 Lr Only L Only S Only 0,600 0.600 W Only E Only H Only 12/20 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 www.WoodChuckEngineering.com Project Title: Engineer: Project ID: Project Descr: Section used for this span Printed: 23 AUG 2019, 8:46AM Wood Beam File= C:lUsers1W00DCH-11DOCUME-11ENERCA-1 ENERCALC Data Files �.rr• = Soflwafecopyright ENERCALC,INC. 1983-2019, Btild:12.19.7.29. DESCRIPTION: H102 +D+S+H Load Combination Location of maximum on span = CODE REFERENCES Location of maximum on span Span # where maximum occurs = Span # 1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Maximum Deflection 1.00 1.00 Load Combination Set: ASCE 7-16 0.001 in Ratio = 30495>=360 Max Upward Transient Deflection Material Properties 0 <360 Max Downward Total Deflection 0.002 In Ratio = Analysis Method: Allowable Stress Design Fb+ 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600ksi Moment V� Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc- Perp 625 psi 1.00 Wood Grade : Nc.2 Fv 180 psi 22.95 1345.50 Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1.300 1.00 Repetitive Member Stress Increase 4x6 Span = 3.0 It Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY r'q Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.04Q 1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span = 61.20 psi 0.00 = 1,547,33psi 162.00 Load Combination +D+S+H Load Combination Location of maximum on span = 1 500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection 1.00 1.00 Max Downward Transient Deflection 0.001 in Ratio = 30495>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.002 In Ratio = 19059>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <1B0 Maximum Forces & Stresses for Load Combinations 0.00 Load Combinatlon Max Stress Ratios 0.00 Moment V� Segment Length Span # -F-v C d C FN C i Cr C m C t C L M fb F'b +D+H Shear Values V fu FW 0.00 0.00 0.00 0,03 2.46 162.00 0.00 0.00 Length = 3.0 it 1 0019 0.015 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.03 22.95 1210.95 +D+L+H 6.55 207.00 0.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 Length = 3.0 it 1 0.017 0.014 1.00 1.300 1.00 1,15 1.00 1.00 1.00 0.03 22.95 1345.50 +D+U+H 1.300 1.00 115 1.00 1.00 100 0.00 Length = 3.0 ft 1 0, 014 0.011 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.03 22.95 1681.88 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 Length = 3.0 ft 1 0.040 0.032 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.09 61.20 1547.33 +D+0.750 Lr+0.750L+H 1.300 1,00 1,15 1.00 1.00 1.00 0.00 Length = 3.0 it 1 0.014 0.011 1.25 1.300 1,00 1.15 1.00 1.00 1.00 0.03 22.95 1681.88 +D+0.750L+0.7505+H 1.300 1,00 1.15 1.00 1.00 1.00 0.00 Length = 3.0 ft 1 0.033 0.027 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 1547.33 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.032 : 1 4x6 6.55 psi 207.00 psi +D+S+H 0.000 ft Span # 1 13/20 Shear Values V fu FW 0.00 0.00 0.00 0,03 2.46 162.00 0.00 0.00 0.00 0.03 2.46 180.00 0.00 0.00 0.00 0,03 2.46 22500 0.00 0.00 0.00 0.08 6.55 207.00 0.00 0.00 0.00 0.03 2.46 225.00 0.00 0.00 0.00 0.07 5.53 207.00 0.00 0.00 0.00 13/20 WoodChuck Engineering 1120 Arthur St Eugene, Oregon 97402 Office: (541) 357-5532 www.WoodChuckEngineeNng.com Wood Beam DESCRIPTION: H102 Project Title: Engineer: Project ID: Project Descr: Printed: 23 AUG 2019, 8:46AM =C:1Users%W00DCH-11DDCUME:-11ENERCA-1ENERCALC Data Files . Software copyright ENERCALC, INC. 1983-2019. Burd:1219 7.29 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 3.0 ft 1 0.011 0.009 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 22.95 2152.80 0.03 2.46 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.011 0.009 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 22.95 2152.80 0.03 2.46 288.00 +0+0.750L+0.7505+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.024 0.019 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 2152.80 0.07 5.53 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.006 0.005 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 13.77 2152.80 0.02 1.47 288.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.011 0.009 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 22.95 2152.80 0.03 2.46 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 it 1 0.024 0.019 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 51.64 2152.60 0.07 5.53 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.006 0.005 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 13.77 2152.80 0.02 1.47 288.00 Overall Maximum Deflections Load Combinalion Span Max. " " Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 0.0019 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall mum 0.120 0.120 Overall MINimum 0.075 0.075 tD+H 0.045 0.045 +D+L+H 0.045 0.045 +D+Lr+H 0.045 0.045 +D+S+H 0.120 0.120 +D+0.750Lr+0.750L+H 0.045 0.045 +D+0.750L+0.7505+H 0.101 0.101 +D+0.60W+H 0.045 0.045 +D+0.75oLr+0.750L+0.450W+H 0.045 0.045 +D+0.750L+0.7505+0.450W+H 0.101 0.101 +0.600+0.60W+0.60H 0.027 0.027 +0+0.10E+0.601-1 0.045 0.045 +D+0.750L+0.750S+0.5250E+H 0.101 0.101 +0.60D+0.70E+H 0.027 0.027 D Only 0.045 0.045 Lr Only L Only S Only 0.075 0.075 W Only E Only H Only 14/20 - r WoodChuck Footing Loads 2109 j Street Springfield, OR 97477 Ultimate Loads and Weights of Footings Bearing Capacity (Assumed) of Soil q = 1,500 psf q= Q B * L Uniform Load Design Criteria: Floor DL 12 psf Floor LL 40 psf Roof DL 17 , sf Roof SL 2S psf Wall DL 12 psf QFaotlng Strip Footing North Perimeter South Perimeter East Perimeter West Perimeter 322 plf QFraming Trib. AreaRW= 6.0 ft 6.0 fL 2.0 ft. 2.0 ft. 0 plf Qrutal Trib. Aream,jn = 4.0 fL 4.0 ft. 4.0 ft. 4.0 ft. 322 plf Qallowable Trib. AreaWall = 12.0 ft. 8.0 fL 10.0 ft. 10.0 ft. 2,000 plf Width = B 12 in. 12 in. 1 12 in. 12 in. 16 in. 16 in. Length = L 12 in. 12 in. 12 in. 12 in. 12 in. 12 in. Depth= D 8 in. 8 in. 8 in. 8 in. 8 in. 8 in. QFaotlng 97 plf 97 plf 97 plf 97 plf 322 plf 322 plf QFraming 527 plf 479 plf 362 plf 362 plf 0 plf 0 plf Qrutal 623 plf 575 plf 459 plf 459 plf 322 plf 322 plf Qallowable 1,500 plf 1,500 plf 1,500 plf 1,500 plf 2,000 plf 2,000 plf Client: Bennett and Son Construction Inc Project: 19.231- Storage Shed WoodChuck Engineering 8/23/2019 15/20 www.hilti.us Company: Maple Elementary School Page: Specifier: Sports Field Project: Address: Sub -Project I Pas. No.: Phone I Fax: Date: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, 1n.lb] Hex Head ASTM F 1554 GR. 36 1/2 he, = 4.724 in. ASTM F 1554 Design method ACI 318-08 / CIP - (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fo' = 2500 psi; In = 12.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no Input data and results must be checked for agreement with the existing conditions and for p!ausibi!ity! PROMS Anchor (c) 2003.2009 Hi10 AG, FL -9494 Schaan Hiltl is a registered Trademark of Hilti AG, Schaan Profis Anchor 2.7.3 1 Storage Shed 8/28/2019 16/20 www.hiki.us Company: Maple Elementary School Specifier: Sports Field Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force max. concrete compressive strain: - [chs] max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Page: Project: Sub -Project I Pas. No.: Date: Profs Anchor 2.7.3 2 Storage Shed 8/28/2019 Load Nea [lb] Capacity � Nn [lb] Utilization ON = N el+Na Status t—e eTS trengtIn 2145 6177 35 OK Pullout Strength* 2145 4074 53 OK Concrete Breakout Strength— 2145 3758 58 OK Concrete Side -Face Blowout, direction ** N/A N/A NIA N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N. = A.,N f�a ACI 318-08 Eq. (D-3) � Nsa 2 N,a ACI 318-08 Eq. (D-1) Variables A.,N [in-'] feta [psi] G.T4-- 58000 Calculations Naa [lb] 8236 Results Naa [Ib] $steal N. Obl Nue [Ib] 8236 0.750 6117 2145 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hild AG, FL -9494 Scheen Hilt is a registered Trademark of Hild AG, Schaan 17/20 www.hilti.us Company: Maple Elementary School Specifier: Sports Field Address: Phone I Fax: E -Mail: 3.2 Pullout Strength NpN =,yc,p Np ACI 318-08 Eq. (D-14) Np = 8 Abrg f ACI 318-08 Eq. (D-15) $ NpN ? Nue ACI 318-08 Eq. (D-1) Variables W ",p Ab,,, [in.'] f [psi_ .000 0.29 2500 Calculations Np [lb] 5820 Results N. „ [lb] o N., [lb] 5820 0.700 4074 3.3 Concrete Breakout Strength Nm 4AW- (ANS) W atl,N W M, W w,N Nb $ Ncb'- Nua AN" seeAC1318-08, PartD.5.2.1, Fig. RD.5.2.1(b) ANco = 9 her 1 (1 + 2 eN 5 1.0 - \ 3 hef ed.N - -0.7+0.3 1ca.5hef 51.0 W W IN =MAX(ca.,da 1.5hef` 51.0 cac c"l Nb = kc ;L Ff, hef' Variables Nue [lb] ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq.(D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Profis Anchor 2.7.3 Page: 3 Project: Storage Shed Sub -Project I Pos. No.: Date: 8/28/2019 her [in.] ec1,N [in.] ec2,N [in.] ca,mm [in.] W CA 4.724.000 0.000 2.750 1.00 cac [in.] kc f. [psi] 0.1300 24 1 2500 Calculations AN, [in 2] AN.0 [n•2] W ec1,N W ec2,N W ed,NW N Nb [lb] 107.21 200.88 1.000 x.000 0.816 2323 Results Ncb [Ib] $ co—t. $ Ncb [Ib] Nue [I b] 5369 .7 0 3758 2145 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 20032009 Hilt AG, FL -9494 Schoen HIM is a registered Trademark of Hilt AG, Schean 18/20 www.hiltl.us _ Company: Maple Elementary School Specifier: Sports Field Address: Phone I Fax: E -Mail: 4 Shear load Load Vu, [ib] Steel Strength* N/A Steel failure (with lever arm)" N/A Pryout Strength* N/A Concrete edge failure in direction ** N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings LNEI I Profis Anchor 2.7.3 Page: 4 Project: Storage Shed Sub -Project I Pos. No.: Date: 8/28/2019 Capacity 0 V. [Ii Utilization N = V_1l Vn Status N/A NIA NIA N/A N/A N/A N/A N/A N/A N/A NIA N/A The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load redistribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! - Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL -9494 Schaan Hild is a registered Trademark of Hild AG, Schaan 19/20 www.hiltl.us Company: Maple Elementary School Specifier: Sports Field Address: Phone I Fax: E -Mail: 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: - Cleaning: No cleaning of the drilled hole is required Coordinates Anchorin. Anchor x y c� c„ ci c.t, f-OJd- 0.000 3.812 - 2.750 - 7 Remarks; Your Cooperation Duties � I 1 010 Profis Anchor 2.7.3 Page: 5 Project: Storage Shed Sub -Project I Pos. No.: Date: 8/28/2019 Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 4.724 in, Minimum thickness of the base material: 5.568 in. Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hilt! AG, FL•9494 Schaan Hilt is a registered Trademark of Hili AG, Schaon 20/20 CCNSTPUCTON VOTES I I 1 i ' I I I I r ' I I I 20 INSTALL ARTIFICIAL -LRF ANC OPEN ROCK BASE PER MANU7ACTURE'S SPECIFICATIONS � I � `l CONS7RUCT 6' THICK CONCRETE 1 j � NS'ALL 8' HIGH BLACK CHAINLP,VK FENCE PER SCHOOL DISIiIOYS DIRECI06' 469,0 LG I ©3 NS ALL 42 1IOH 31 -ACK CHAIN NK FENCE PER SCHOOL DISTRICT'S DIRECTION 24 NS"11 4 WIDE GATE P --R SCHOOL DISTRICTS DIRECTION s INSTAL ID WIDE CA' - 'ER SCHOOL DISTRICTS DIRECTION I ' I 26 E_EACHERS PER SCHOOL DISTRICTS DIRECTION i ©7 KCPE6OARD PER SCHOCL DISTRICTS DIRECTION i I N I r II I LEGEND f4 I I II EYJSTNG MAJCR CONTOUR AND EGVAICN' 11 J — E%I57NG MINOR CONTOUR AND E-EvAlON I i I —468— E%IS➢NG MAJOR CONTIX.47 AND ELEVATION I E%ISINO MINOR CCINT➢JR AND--110ON • __-E%, L2'-5 L _ EXISTING STORM DRAM rNC SIZE - E%. 8_W,W_ — EXISIVG WASTE PIAIER AND SIZE I I - EX'S77VG WATER LINE AND SIZE I PRCPOSED STORY DRAIN C/) ZZ o ° PROPOSED INLET PROPOSED CLEANOUT = EXJSIN; SIGN r-1 {} EXISINB STP, -E' LIGHT I !1 FRE HYDRANT II d E%ISP.4G WAS-EWAIER 0NHCJ- + C EXISTTNC STORM DRAIN MANHOLE .. f ° EX15TI4GIRRIGATION 5CX I U EXISTING IRRIGAICN VALVE - E%STIN'C AREA ORAN I EXSPNG TREE I I DATE RECEIVED' JOB NO. lQl' OIoS f ZONE OCCUPANCY GROUP UNIT OCCUPANCY LOAD II STORIES TYPE CONSTRUCTION LEGAL DESCRIPTION 0 00100 I' ADDRESS O OWN THE CONTENTS HERE ON HAVE BEEN REVIEWED, WITH ALTERATIONS NOTED ON THE PLANS OR BY ATTACHMENT. CHANGES OR ALTERATIONS MADE TO THE APPROVED DRAWINGS OR PROJECT AFTER THE DATE BELOW SHALL BE APPROVED BY THE BUILDING OFFICIAL. I I CITY OF N I , OREGON - APPROVED Y DATE F GRAPHIC SCALE IJ I I IN FEET) I ah = 20 tl:. .. '- -469.5 T}- 469 4fi9. 469.00 T. ii tJ GRADE TO DRAIN— GRADE TO DRAIN'T� • J I ! APPROXI' REI LIMIT �00 T 469,0 LG I _ cEI RAD_ TO CRPN .. . . ., . W LL -. z U p 469 0 T 'TCK-T BOM COA'Cf:55lOry5 — - -169, CL w41 • • • . s • � mQo ¢D LL : C/) ZZ o J z W ❑ � � CD a ZJ Q a .. n w d u� .. f �9 • W Li 9 • • 1 : ■ LLP a } U .. '- -469.5 T}- 469 4fi9. 469.00 T. ii tJ GRADE TO DRAIN— GRADE TO DRAIN'T� 7/ T. ddd/l/ I ! APPROXI' REI LIMIT �00 T 469,0 LG I _ cEI RAD_ TO CRPN .. . . ., . W . .. .. -. p 469 0 T 'TCK-T BOM COA'Cf:55lOry5 — - -169, 464-0 T.G. 408 5-- 'tl D D a a a3 D _ - .-- T�--_--417S 46 ,. 4690-�� Jj+}} W �. W . .. W W •, o . W e - . e . 9 7. 468.5- � .. e .. y ., . . . �� a �. ., - W � /� • � j'.��`��,•,F{ELD�Eli1+lV�TION���469.5Dy�� � /' ✓•�W�W W.WWy..WyW �..WWLLW.W WV �-�W �W �I 1 I `�° y W. W W.�-� W��.�. ..VWW y+W •W y yV. y yw W. y�. y. W iV. y. .L„L I y. d rl -- REWIEWpD Fn O i 0z 0w I=w wz CD r QLZL1 LL J 2U 9 o ZO ¢ fq W o X EXP'.RE5 DEC. 31, 2019 SHEET 2 OF 3 •2.5' A-1 0' 2'5' S' 75 10' 12.6' 16' 20' e IEAFWALL FLAN ASCE 1-16 OSSC 2014 ROOF DEAD LOAD = 17 psf ROOF SNOW LOAD = 25 psf FLOOR DEAD LOAD 12 ps f FLOOR LIVE LOAD 40 psf Vult = 120 mph SEISMIC CATEGORI' = D1 SITE CLASS = D Ss = 0.66 51 = 0.38 5D8 = 0.56 SDI = N/A Is = 1.0 SOIL BEARING = 1500 psf 22.5' 25' 27.,5' 30' Legend: Unless otherwise noted, the value in the tablefor a sheariine is the one for wall on the line with the critical design response. W Gp -Wall design group defined in Sheathing and Framing Materials tables where itshows associated Standard Wall. "^" means that this wall is critimil for all walls in the YtLlnde'dl - 12.6 Wollgroup. • • • • • i ForDir- Directionofwindforcealongsheariine. v •• V -ASD factored shear force. Forshearline: total shearline force, For wail. force taken by total of all segments on wall. _ 10' vmax-Base shear=ASDfactoredshearforceperunitfullheightsheathing,dividedbyperforationfactorCcasperSDPWSegn.4.3-8=V/FHS/Co. v - Design shearforce = ASD factored shear force per unitfull height sheathing. For wall, it is the largestforce on any segment Co - Perforation factor from SDPWS Table 4.3.3.5. 7.5 C -Sheathing combination rule, A= Add capacities, S= Strongestside only, X = Strongestside or twice weakest Total- Combined int and ext unitshear capacity me. perforation factor. V- Forwall: Sum of minhined shear capacitiesfor all segments on wall. Forshearline: sum ofall wall capacities on line 51 Crit Resp - Critical response= v/Total = design shear force/unit shear capacity for critical segment on wall or shearl ine. S" indicates that the seismic design criterion was critical in selecting wall. 2.5' Notes: Refer to Elevation View diagramsforIndividual level for uplift anchorage force t for perforated wallsgiven by SDPWS 43, 6,4.2, 4. 0' Allowable shear values have been reduced to 140% of published values. W61 Sheathing North-South Tensile ASD (wind) For 35' Shear Force [plt] 40' Allowable Shear [plfJ Crit. Line- 16d nail Location [it] Hoiddown Force [lbs] Shearlines Gr Dir v I vmax V Ohs) V/L V/FHS Int Ext Co Total V [lbs] Resp. ]-boltspacingspacing Force (max.) Force (max.) 0 Ln1, Lev1 1^ Both 143.3 143.3 1433 - 1 0.12 510 1 510 5096 0.28 s1/2" Dia.x49" o.c. s 12 1.1 R End Ln2, Levl 1^ Both 143.3 143.3 1433 - 1 - 510 1 510 5096 0.28 _17 2" Dia. "2 j8" ox *12 - 1 DTT2Z E -W W For 2-1 ASD Shear Force [pit] 9.87 Allowable Shear [plt) 456 Crit. as • mtlid nail A 1/2" Dia. x 48" o.c. Shearlines r Dir v vmax V lbs vmax v Int Ext Co Total V lbs Rese. „ 9 -bolt silaei t�_ spacing LnB, Lev1 1 Boih 14,4 14.4 576 1 - 510 1 510 20384 0.03 1/2" Dia. x 48" o.c. 12 Legend: Unless otherwise noted, the value in the tablefor a sheariine is the one for wall on the line with the critical design response. W Gp -Wall design group defined in Sheathing and Framing Materials tables where itshows associated Standard Wall. "^" means that this wall is critimil for all walls in the YtLlnde'dl - 12.6 Wollgroup. • • • • • i ForDir- Directionofwindforcealongsheariine. v •• V -ASD factored shear force. Forshearline: total shearline force, For wail. force taken by total of all segments on wall. _ 10' vmax-Base shear=ASDfactoredshearforceperunitfullheightsheathing,dividedbyperforationfactorCcasperSDPWSegn.4.3-8=V/FHS/Co. v - Design shearforce = ASD factored shear force per unitfull height sheathing. For wall, it is the largestforce on any segment Co - Perforation factor from SDPWS Table 4.3.3.5. 7.5 C -Sheathing combination rule, A= Add capacities, S= Strongestside only, X = Strongestside or twice weakest Total- Combined int and ext unitshear capacity me. perforation factor. V- Forwall: Sum of minhined shear capacitiesfor all segments on wall. Forshearline: sum ofall wall capacities on line 51 Crit Resp - Critical response= v/Total = design shear force/unit shear capacity for critical segment on wall or shearl ine. S" indicates that the seismic design criterion was critical in selecting wall. 2.5' Notes: Refer to Elevation View diagramsforIndividual level for uplift anchorage force t for perforated wallsgiven by SDPWS 43, 6,4.2, 4. 0' Allowable shear values have been reduced to 140% of published values. W61 Scale: 1/8' = P-0" MATFOTAI C 1.., IA/Ai F r -W1111) .- Ann. eNno rural! hMA.- f-n Sheathing Fasteners Tensile ASD (wind) 32.5' 35' 37.5 40' Scale: 1/8' = P-0" MATFOTAI C 1.., IA/Ai F r -W1111) .- Ann. eNno rural! hMA.- f-n rvore: ,msmaiemcmaesr monnulaaawnrorccsony. Dead load contribution to combined force is factored by0.60 load combination factor Sheathing Fasteners Tensile ASD (wind) Tensile ASD (seismic) Grp Surface Material Rating Thick Or Size Type Edge Field Blkg I Notes Type nailing (in.) Line- Location [it] Hoiddown Force [lbs] Holddown Force [ibs] Gr Ext APA Rated Shthg Dido 7/16 Wall Posit'n x Y Force (max.) Force (max.) 3 Hold-down Anchorbolt Labe J-BoltSpacing 1-1 L End 0.12 1452 456 1 DTT2Z SDS2.5 A 1/2" Dia. x 48" o.c. 1.1 R End 9.87 1452 456 1 DTT2Z SDS2.5 A 1/2" Dia. x 48" o.c. 2-1 LEnd 40 0.12 1452 456 1 DTT2Z SDS2.5 A 1/2"Dia. x 48"o.c. 2-1 REnd 40 9.87 1452 456 1 DTT2Z SDS2.5 A 1/2" Dia. x 48" o.c. B-1 L End 0.12 10 1 1/2" Dia. x 48" a.c. 9-1 REnd 39.88 10 1 1 1 1 2"Dia.x48"ox. rvore: ,msmaiemcmaesr monnulaaawnrorccsony. Dead load contribution to combined force is factored by0.60 load combination factor Legend. Grp - Wall Design Group number, used to reference wall in other tables Ratng - Span rating, see SDPWS Table C4.2.2.2C Ply - Number of plies (or layers) in construction of plywood sheets Or - Orientation of longer dimension of sheathing panels Type - Fastener type from SDPWS Tables 4.3A -D: Nail - common wire nail forstructural panels and lumber. See SDPWS Table AI - 8d common nail L =2-112 , Dia. = 0.131', H =.281 " 10d common nail L = 3", Dia. = 0.148", H =.312" Size - Common, box, and casing nails. refer to SDPWS Table AZ (casing sizes = box sizes). Blkg - Sheathing is nailed to blocking at all panel edges,' Y(es) or N(o) Wall Type - Perforated (Pert), Segmented (Seg) Notes. 3 -Shear capacityfor current design has been increased to the value for 15132"sheathing with same nailing because stud spacing is 16"max. or panel orientation is horizontal, See SDPWS T4.3A Note 2 and IBC T2306.3 Note d. Ft(]]. AWN WHRD]]LF. Group Sheathing Fasteners Apply Wall 16d common nail sill plate Grp Surface Material Rating Thick Or Size Type Edge Field Blkg I Notes Type nailing (in.) Q-5 in in in in 1 Ext APA Rated Shthg 24/16 7/16 1 Vert 8d Nail 1 6 12 Y 3 Perf 12 Legend. Grp - Wall Design Group number, used to reference wall in other tables Ratng - Span rating, see SDPWS Table C4.2.2.2C Ply - Number of plies (or layers) in construction of plywood sheets Or - Orientation of longer dimension of sheathing panels Type - Fastener type from SDPWS Tables 4.3A -D: Nail - common wire nail forstructural panels and lumber. See SDPWS Table AI - 8d common nail L =2-112 , Dia. = 0.131', H =.281 " 10d common nail L = 3", Dia. = 0.148", H =.312" Size - Common, box, and casing nails. refer to SDPWS Table AZ (casing sizes = box sizes). Blkg - Sheathing is nailed to blocking at all panel edges,' Y(es) or N(o) Wall Type - Perforated (Pert), Segmented (Seg) Notes. 3 -Shear capacityfor current design has been increased to the value for 15132"sheathing with same nailing because stud spacing is 16"max. or panel orientation is horizontal, See SDPWS T4.3A Note 2 and IBC T2306.3 Note d. Ft(]]. AWN WHRD]]LF. Group 0 End Name Holdown Anchor St;2x]6 A DTT2Z 1/2" dia (2 hex head bolt, min. 5 -inch embedment in concrete footing PRO So 65476 ita n by Chuck Fault 1 10;30:43 -0 -07'00' OREGON 11, 2 C. 00 F PJ EXPIRES 12/31/19 C �IW 0 o L N (r - � C1 Q-5 in 0 - ttl L U Ql C �IW o � C1 i] Bennett & Son Construction Inc P.O. Box 921 Creswell, OR 97426 541-337-3031 ccb# 180987 bennett.son. constructiontlr- �gmail.com 40'-0" " PROPOSED, DUGOUTS ELEVATIONS 10 1-0 PAGE DESCRIPTION . .. 40-0 CONSTRUCTION NOTES 20 INSTA -L ARTIFICIAL TURF AND OPEN RSA BASE PER MANLFACTURE'S SPECIFICATIONS 21CONSTRUCT 6" THICK CONCRETE © INSTALL 8 SIGH BLACK CHNNL.NK FENCE PER SCPOOL CISTRCT5 DIRECTION 23 INSTALL 42' HIGH BLACK C'HANUNK FENCE PER SCHOOL DISTRICTS OREC7CN 24 INSTALL � AIDE GATE PER SCHOIL D:5TPIC'. S SIR- PCN v� INSTALL 1C NDE GATE PER 5C�OOL OSTRIC1`5 DIRECTION © BLEACHERS PER SCICCL OISTRCS DIRECTION 7 SCOREBOARD PER SCHOOL 01STPICTS -IRECTTON DATE RECEIVED J U� k"� LEC�ND - EXISTING MAJCP CONTOUR AND ELEVAOOR - - EX.ISTNG MINOR CONTOUR AND E_EVATON 4E8 EXST,NG MAJCP CONTOUR AND ELVATION LEGAL DESCRI PTI ON V7 03,; E)5 T,NG MINOR CONTOUR AND E-E'+A7GN _--E%, _2" 5 _ EX_7NG STCRM DRAIN AN] SIZE _ EX. 11'W— EXiSINC WASTE WATER AND SIZE EK' -8 W EXISTING WATER _INE AND SIZE d PROPOSE.^. S'CRM DRAIN PROPOSE INLEEF o PROF05ED C EANOUr • r �L� EXISTING SIGN j EXISTING SR --T LIGHT ''/^� ;7 vJ FIRE HYCRANT U EXIS7NG WASTEWATER MANHOLE F EXIS-ND STCRu DRAIN MANHOLE • EXISINO IRRIGATION BGX Q • ? 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DRAIN AND SIZE ■ n EXISTNG WASTE 'ASTER AND SIZE EX' -a W EXISTNG WATER LINE AND SIZE PROPOSED STORN DRAIN ° °ROPOSED INLET ° °RCFOSED CLEANOUT EXISTING SIGN {j --XIETING 57_=T _IVH' 74 "IRE H`7RANT 0 EXISTING WASTEWATER NANHCLE (2 EXJS7NS STORM DRAIN NANHOI-F ° EXISTING IRRIGATION BOX u EXISTNG IRRIGATION VALNE EXISTNG AREA ERAJN EXIS-ND TREE DATE RECEIVED CO LP�kOS JOB NO.(9'(DO,'10(oS-_ GRAPHIC SCALE • + �7• eo . . e � r • a ( IN FEE^. ) 1 inch = 20 ft. ■ n s r . OO - i 4 - r I 469. 0 T.G 4? 9 0 7u d � R MOVAC LMd j� N. 4fic Djl TG � GRADE TO DRAIN ---6— � 1GPAOE TC TRAIN- -—_ - *!APPRfIAIYATE - GRACE 0 DRAIN —� WUW W ., W .. W y W W .. LL W W W W y ., y y .I • ,. v .. y I Il•i� acS D TC CONCE551 — ' —46a 5— W r u W W ... W .. W • r W Wtla W .W ZONE OCCUPANCY GROUP UNIT OCCUPANCY LOAD i STORIES TYPE CONSTRUCTION LEGAL DESCRIPTION 1 03 l oL 0© Op ADDRESS k O 'S OWRF-R r l • e_L THE CONTENTS HERE ON HAVE BEEN REVIEWED, WITH ALTERATIONS NOTED ON THE PLANS OR BY ATTACHMENT. CHANGES OR ALTERATIONS MADE TO THE APPROVED DRAWINGS OR PROJECT AFTER THE DATE BELOW SHALL BE APPROVED BY THE BUILDING OFFICIAL. CITY OF SP NGF LD, OREGON _ APPROVED BY DATE / / / 5' V.- W W W W � � •..�_r.�—ry . .. .. 200' W .. ., i � .. v • ��.f �I W W W s T %.• � W r i W � a y I . � . � W � .,��� ��y �� • • W � m � � � i • W � v � � .. W�. W � W � W � W o . � n I I nl �.�� W • • \ W�W W y�W w '� �W W�� �� _.VIII .. . . .. W . � W . . W . W W W . W i W.s W W � v a � .. y r W a •.I.y i W a o a � m m W � • .. W . �� � u W m� m .. v � L S I W r v W v W W W V W W W V W• W. 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WoodWodm® Sh-11.11.1 Aug. 23,201914:02:25 t9v911 a 1 '... a' 2.5' S' 7.5 12,5 15' 17.5' 2C' 1 "51-�EAfRUJALL FLAN 51 I ASCE 1-16 O85C 2014 ROOF DEAD LOAD = 11 psF ROOF SNOW LOAD = 25 psf FLOOR DEAD LOAD = 12 psf FLOOR LIVE LOAD = 40 psF Vult c 120 mph SEISMIC CATEGORY = D1 SITE CLASS D 6s 0.66 51 = 036 SDS = 0.56 6D I = N/A Is = 1.0 SOIL BEARING = 1500 per MATRRiALCh.,WArY m2nup 10' Scale: 1/4` = P-0° Legena: Unless otherwise noted, the value In the tablefor a shearline is the one for wall on the line with the critical design response. W Op - Wall design group defined in Sheathing and Framing Materials tables, where Itshows associated Standard Wall. "A"means that this wall is criticaWdrtpll lyalis in the Standard Wallgroup. • " For Dir- Direction ofwindforce along shearline. • _ V- ASDfactored shearforce, For shearline: total shearlineforce For walhforce taken by total cfall segments on wall. • , , vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3.8 = V/FHS/Co, v - Design shear force = ASD factored shear force per unit fnli height sheathing. For wall, it is the largest force on any segment Cc - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S= Strongest side only, X = Strongest side or twice weakest Total - Combined int and ext unitshear Capacity inc perforation factor. V- For wall: Sum of com bined shear capacities for all segments on wall. For shearline: sum of all wall capacities online. Crit Resp - Critical response = v/Total = design shear farce/unit shear capacityfor critical segment on wall or shearline. 'Vindicates that the seismic design criterion was critical in selecting wall. Notes; Refer to Elevation View diagramsfor individual level for uplift anchorage force tfor perforated wallsgiven bySDPWS 4.3.6.4.2,4. Allowable shear values have been reduced to I40% ofpublished values. Line. Wall North-South Location [ft] X I Y For Tensile ASD (seismic) Holddown Farce [lbs) Force (max.) Shear Force [plf] Allowable Shear [plf] Crit o1doW lobe 16d nail Line 1 Shearlines in Dir v vmaX V lbs V/L V FHS Int Ext Co Total V [lbs] Resp. -bolt spacing spacing oLnl, Levl 1^ Both 114.6 114.6 716 - 1 - 510 1 510 3185 0.22 1/2" Dia. x 48" o.c. 12 488 Ln2, Levl 1 Both 71.6 71.6 716 - 1 9.38 510 1 510 5096 0.141.(2�' Qia, x 48_c c. „ 72- Line 2 E -W W For ASD Shear Force [plfJ Allowable Shear [plf] Crit • • • lid rsil 2-1 ShearHnes G Dir v vmax V lbs vmax v Int Ext Co Total 11 ]bs ties . -n tit spacing s acia 2-1 LnA, Levl 1 Both 31.9 31.9 303 - 1 - 510 1 510 4641 il.11o I� V Dia, x 48rsuc. • 82 LnB, Lev1 1 Both 15.2 15.2 303 0.12 1 510 1 510 7.0192 0.03 1/2" Dia. x 48" o.c. 12 Legena: Unless otherwise noted, the value In the tablefor a shearline is the one for wall on the line with the critical design response. W Op - Wall design group defined in Sheathing and Framing Materials tables, where Itshows associated Standard Wall. "A"means that this wall is criticaWdrtpll lyalis in the Standard Wallgroup. • " For Dir- Direction ofwindforce along shearline. • _ V- ASDfactored shearforce, For shearline: total shearlineforce For walhforce taken by total cfall segments on wall. • , , vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3.8 = V/FHS/Co, v - Design shear force = ASD factored shear force per unit fnli height sheathing. For wall, it is the largest force on any segment Cc - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S= Strongest side only, X = Strongest side or twice weakest Total - Combined int and ext unitshear Capacity inc perforation factor. V- For wall: Sum of com bined shear capacities for all segments on wall. For shearline: sum of all wall capacities online. Crit Resp - Critical response = v/Total = design shear farce/unit shear capacityfor critical segment on wall or shearline. 'Vindicates that the seismic design criterion was critical in selecting wall. Notes; Refer to Elevation View diagramsfor individual level for uplift anchorage force tfor perforated wallsgiven bySDPWS 4.3.6.4.2,4. Allowable shear values have been reduced to I40% ofpublished values. Line. Wall Posit'n Location [ft] X I Y Tensile Aso (wind) Holddown Force [lbs) Force (max.) Tensile ASD (seismic) Holddown Farce [lbs) Force (max.) Gr Hold-down Anchor bolt o1doW lobe J• Bolt Spacing Line 1 nailing (in,) in in in 1 1 Both APA Rated Struct Shthg 24/16 1/2" Dia. x 48" ax. 1-1 L End Nail 0.12 1283 551 1 DT72Z 1/2" dia. hex head A 1/2" Dia. x 48" o.c. Ll R End 6.13 1211 488 1 DTT2Z 1/2" dia. hex head A 1/2" Dia. x 48" c.c. 1-1 R Op 1 9.38 1 1/2" Dia. x 48" ax. Line 2 2-1 L End 20 0.12 642 211 1 DTT1Z 1/2" dia hex head A 1/2" Dia. x 48" c.c. 2-1 R End 20 9.87 642 211 1 DTT1Z 1/2" dia. hex head A 1/2" Dia. x 4B" c.c. Line A A-1 L End 0.12 1 1/2" Dia. x 48" o.c. A-1 R End 9.38 1 1/2" Dia. x 48" o.c. A-1 R Op 1 1763 1 1/2" Dia. x 48" o.c. A•1 REnd 19,88 1 1/2" Dia. x 48" o.c. Line B 8-1 L End 0.12 10 1 1/2" Dia, x 48" o.c. 8.1 REnd 19.88 10 1 1,2" Me.x48"o.c. rvute. ,ru�,.uu,e ur�ruur�rer,a,uu r,u,uuuwr,/vivo v„,y. Sheathing Fasteners Apply Wall )-bolt spacing 16d common nail sill plate Surface Material Rating Thick Or M Size Type Edge Field Blkg I Notes Type 1/2" dia nailing (in,) in in in 1 Both APA Rated Struct Shthg 24/16 7/16 Vert 8d Nail 6 12 Y 3 Perf 1/2" Dia. x 48" o.c. 12 Legend: Grp - Wall Design Group number, used to reference wall in other tables Ratng - Span rating, see SDPWS Table C4.2.2.2C Ply - Number of plies (or layers) in construction of plywood sheets Or - Orientation of longer dimension ofsheathing panels Type - Fastener type from SDPWS Tables 4.3A -D: Nail - common wire nail forstructural panels and lumber. See SDPWS Table Al - 8d common nail L = 2-112; Dia. = 0.131 , H z.281 1 O common nail L = 3" Dia. = 0.148'', H =.312" Size - Common, box, and casing nails: refer to SDPWS TableAl (casing sizes = boxsizes). Blkg - Sheathing is nailed to blocking atoll panel edges; Y(es) or N(o) Wall Type - Perforated (Perf), Segmented (Seg) Notes: 3 - Shear capacity for current design has been increased to the value for 15/32 "sheathing with some nailing because stud spacing is 16"max. or panel orientation is horizontal. See SDPWS T4.3A Note 2 and iBC T2306.3 Note d. HO1.DftW N SCHEDULE Group 0 End Name Holdown Anchor Stud A DTTIZ 1/2" dia (2) 2x6 hex head bolt, min. 5 -inch embedment in concrete footing GIN eF�s/O�9 65476 A�yli'S7�Chuck DU Fault /V/'��_ 0:30:77-07'00' U REGON Vv 11, 2 � ��� ES C. pV F PJ EXPIRES 12/31/19 ++ N N LO L0 r^ L 4 c � Q) - 1L 0 .1 Q) N 1a I LEFT 20'-0" 8'-0" N r -I RIGHT FRONT STORAGE SHED 10'X 20' • ro-MMOM