Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit Building 2019-07-09
L ELD OFF OREGON Web Address: www.springfield-or.gov Building Permit Commercial Structural Permit Number: 811-19-001578-STR IVR Number: 811071438368 Permit Issued: July 09, 2019 TYPE OF WORK Category of Construction: Sign Submitted Job Value: $88,000.00 Type of Work: New City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Description of Work: Entrance sign structure for Dorris Ranch JOB SITE INFORMATION Worksite Address Parcel Owner: WILLAMALANE PARK & REC 205 DORRIS ST Springfield OR 97477 1803020000802 DIST Address: 250 S 32ND ST SPRINGFIELD, OR 97478 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone RYAN THOMAS CONSTRUCTION CCB 188458 541-687-6918 LLC - Primary Inspection 1999 Final Building 1260 Framing PENDING INSPECTIONS Inspection Group Struct Com Struct Com Inspection Status Pending Pending 1110 Footing 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: 811071438368 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: 7/9/19 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-001578-STR PERMIT FEES Fee Description Technology Fee Structural building permit fee State of Oregon Surcharge - Bldg (12% of applicable fees) Page 2 of 2 Quantity Fee Amount $44.89 $897.70 $107.72 Total Fees: $1,050.31 Printed on: 7/9/19 Page 2 of 2 C:\myReports/reports//production/01 STANDARD 6 � ) §) k \ 2 k \ � Ci c Ln�/ G § G R 7 LO 8 cem» .c - \ R 2 \ cn 40 \ 'a N Ln 3 / ƒ E V CL { E w 0CL < a 4D §t- r- 2 \ § E E_ 3 02 & LL \ / \ / CD \ SJ 2 J �0 _ 0 0 G§ $ S � § d r ©k $ a o o § to V2 � t e CN oo � 03 � § �§ \ 7;c p CL 2 2� w f EQ) 0.0 Ea � » @— 02 0 %2 2m $ �j 22 §k 0 t o« qgOL & k E @ \ R k 0 2 w w / f 0 § $ % P— ® X ��kk > Lo o �� �k CL ko$ \\ $ mo ~ # 2 2 § J CL 7 t _ » _ § ¢ u's_.. § 0 k ƒ / E Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD h— OREGON I DEPARTMENT USE ONLY I Permit no.:s�' --/ 7� Date: This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION ❑ Residential FAGovernment I ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: f� , City: State: ZIP Subdivision: Lot no.: 1%-054.y21 Reference: Taxlot: %i'2. PROPERTY OWNER Name: Address: V3t S 52tT ,r' City: State: �— ZIP: '� Phone: —"Z r20 Fax: - - E-mail: Building Owner r Owner's agent authorizing this application: Sign here: ❑ This installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: Address: '=> City: cgla&mState: ZIP Phone. Fax: - - E-mail: , CCB license no.: Print name: Signature: SUB -CONTRACTOR INFORMATION Name CCB License # Phone Electrical lJ 1W C n afavkq Vv • v W51�t 1 541—�p� Plumbing Mechanical Square feet: Cost per square foot: Last edited 5-5-2019 BJones W. -I 01 or if work is FEE SCHEDULE 1. Valuation information (a) Job description: , Occupancy Construction type: 111? Square feet: Cost per square foot: Other information: Type of Heat: Energy Path: ew ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation:,--_ 2. Building fees (a) Permit fee (use valuation table): $ " % — (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ 3. Plan review fees (a) Plan review (65% x permit fee [2a]): $ (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 4. Miscellaneous fees (a) Seismic fee, 1% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): $,16 7� S STRUCTURAL CALCULATIONS Branch E=N"GINEERING= since1977 DATE: April 29, 2019 PROJECT: 19-113 Dorris Ranch Entrance Improvements - Sign Structure 205 Dorris Street Springfield, Oregon BY: JOSHUA ANNETT CHECKED BY: RICK HERNANDEZ, P.E., S.E. FOR: Willamalane Parks & Recreation District PROJECT DESCRIPTION & SCOPE OF SERVICES: Structural design in accordance with the 2014 Oregon Structural Specialty Code for the above referenced project as follows: _ Gravity Load Analysis Wind Load Analysis Foundation Design _ Wood -Framing Design Connection Design Should conditions differ from those depicted in this report or accompanying drawings, contact this office for further direction. SPECIAL INSPECTION: Cast -in -Place Concrete Anchors Structural Welds NOTES: No geotechnical design data for this project has been submitted to Branch Engineering, Inc. Should any geotechnical issues such as slope instability, expansive soils, undocumented fills, or soil creep be found to exist at the site, contact Branch Engineering, inc. for further direction. EUGENE -SPRINGFIELD ALBANY g �< ! :r D rRpc���' #67C92P f Digitally signed by Ricardo Hernandez OREGC)N r.v q0 .y n S� HII •• r Kt�ly, Refltn,Ws: UVNE 30, 2019 310 Sch Street, Springfield, OR 97477 1 p: 541.746.0637 1 www.branchengineering.com juranch E-NIGINEERING.- Since 1977 310 5th Street Springfield, Oregon 97477 Telephone: (541) 746 0637 DATE: 4/29/2019 PROJECT: 19-113 Dorris Ranch Sign BY: Joshua Annett CHECKED BY: Rick Hernandez, P.E, S.E SHEET: CALCSHEET Loading Data Used in Design WIND LOAD DESIGN CRITERIA BASIC WIND SPEED - 3 SEC GUST (mph) RISK CATEGORY WIND EXPOSURE ANALYSIS PROCEDURE USED SNOW LOAD DESIGN CRITERIA GROUND SNOW LOAD (psO ROOF SNOW LOAD (psO DEAD LOAD DESIGN CRITERIA SIGN DEAD LOAD (psO 120 II C ASCE 7-10 Chapter 29.5 Design Wind Loads - Other Structures 15 20 1/28 (--",ranch ENGINEERING= Since 1977 310 5th Street Springfield, Oregon 97477 Telephone: (541) 746 0637 DATE: 4/29/2019 PROJECT: 19-113 Dorris Ranch Sign BY: Joshua Annett CHECKED BY: Rick Hernandez, P.E, S.E SHEET: UNIT WEIGHT ASSEMBLY DEAD LOAD TABULATIONS SIGN Thickness Product Weight CEDAR SIGN 5.616 psf MISC 1.5 psf Total 7.116 psf 2/28 ASSEMBLYSUMMARY USE IN DESIGN SIGN 7.116 psf 8 psf UDL AT BC 2.67 ft 21.36 plf LONGITUDINAL WIND oos ELEVATION VIEW BRANCH ENGINEERING,... JOSHUA ANNETT AL & FOOTING BELOW Apr 29, 2019 at 10:57 AM FRAME_r3d pBranch ENGINEERING Since 1977 310 5th Street Springfield, Oregon 97477 , , Telephone: (541) 746 0637 DATE: 5/15/2019 PROJECT: 19-113 Dorris Ranch Sign BY: Joshua Annett CHECKED BY: Rick Hernandez, P.E, S.E I ASCE 7-10 Chapter 29.5 Design Wind Loads - Other Structures i Velocity pressure coefficient (29.3.1), Kz 0.95 Topographic factor (26.8), Kzt 1 Wind directionality factor (26.6), Kd 0.85 Gust effect factor (26.9), G 0.85 Basic Wind Speed (26.5), V 120 mph Velocity Pressure, qz 29.68 psf Height above ground level, z 25.25 ft Sign Parameters Sign Height, s VARIES Mounting Height, h 25.25 ft Sign Width, B 45.5 ft Return Corner? no Return Corner Length, Lr 0 ft Gross Sign Area 259 sq ft Solid Sign Area 177 sq ft Ratio of Solid Sign Area, a 0.683398 Percentage of OPEN Sign Area 32% Sign Classification OPEN Framework Member Shape Flat Sided Projected Dimension or Diameter (Round only) Member Shape Factor 1 (Round only) Force Coeffieceint, Cf 1.6 Design Wind Pressure, P 40.4 psf f i I w ELEVATION VIEW 4/28 *E,--,r,anch Company Designer N E E R I N G Job Number Model Name Wood Material Properties BRANCH ENGINEERING, INC. JOSHUA ANNETT 5/28 Apr 29, 2019 12:45 PM Checked By: RICK HERNANDEZ, P.E., S.E. Label T e' Species —Cm Emod. N�_Ther... Dens(k/ft^31 1 #1 WRC ISolid S... . Visually Graded Western Cedars (Nor.No.1 .Yes 1 .3 .3 I .035 Wood Section Sets 1 -&,-I QL --- M. M-1— 1 ice.+ 6A -f -A. -I n-;- C..I A fW31 I.ni rinAl by findl I finAl 1 COL 14X14FS C I n None 1 #1 WRC i T r ical 1 196 3201.333 326.3331541b.2 3 f2 BC 14X14FS Beam None -#t WRC Tv ica 196 3201.333 3201.333 5410.253 WE 1OX14FS VBrace None #1 WRC T ical 140 11166.667 2286.667 2612.221 4 1 TC I I OX14FS Beam None #1 WRC Typica 140 11166.667 2286.667 2612.221 Member Primary Data I ahcl I Ininf I .Inin+ k _Inin# Rnfa+alrfcnl-Qnr+inn1-Qhanc Tuna rlacinn I ief Mafarial rlacinn Milne Member Advanced Data I ahal I Roloaca -1 Rolpngp I Offcatfinl .1 C)fFcpffini Tir Only Phvciral npfl Patin lint Analvslc Inartivp SAlsml 1 M3 M4 N5 N6 Default Default BC Beam None #1 WRC Iyagc I 2 M4 N8 N10 90 TC Beam None #1 WRC Typical nPIN B nPIN 3 M5 N10 N9 90 TC Beam None #1 WRC Tvvical M9 4 M6 N7 N10 90 WEB VBrace None #1 WRC Typical 9 5 M7 N7 N11 90 WEB VBrace None #1 WRC Twical None 11 M8 N7 N12 90 WEB VBrace I None #1 WRC Typical NA ** 7 M9 N13 N14 Yes COL Column None #1 WRC Tyrical Yes Yes NA ** NA ** _ _Exclude M10 N15 N16 COL Column None #1 WRC Typical 9 M11 N17 N18 COL Column None #1 WRC Tvvical 10 12 N19 N20 COL Column one #1 WRC Typical 11 M11A N14 N18 90 COL Column None #1 WRC Typical 12 A N16 N20 90 COL olumn None #1 WRC Typical 13 M15 N15 N19 HR1A I Beam None . A36 Gr.36 Typical 14 4 N19A N2 I COL I ColumnNone 1 WRC Typical 15 M15A N20A N4 COL Column None #1 WRC Tvpical Member Advanced Data I ahal I Roloaca -1 Rolpngp I Offcatfinl .1 C)fFcpffini Tir Only Phvciral npfl Patin lint Analvslc Inartivp SAlsml 1 M3 M4 XOOXXX B nPIN _ Yes Yes Default Default I None N n 2 3 M5 BenPIN XOOXXX Yes Default None 1 4 M6 Y *' NA ** None nPIN B nPIN Tension Only ** A ** None 6 M8 i BenPIN BenPIN Tension Only ** NA ** None 7 M9 Yes **NA**None 8 M10 Yes NA ** None 9 Mill Yes **NA**None 10 1 M12 1 Yes NA ** None 11 M11A Yes **NA**Exclude None 12 M12A Yes NA ** Exclude None 13 M15 BenPIN BenPIN Yes None 14 15 M14 M 15A f i Yes Yes NA ** NA ** _ _Exclude Exclude N ne None Wood Design Parameters Label Shane LengthIN le2[ftj lel[ft] le -bend to... le -bend bo.., KlyKzz . CV , Cr . y sway. z swami 3 M5 TC ! 20.95 1 1 1 Lbw ._ _ I i I I I RISA -3D Version 17.0.2 [Z:12019119-113 Dorris Ranch Sign\FRAME.r3d] Page 1 anch ENGINEERING SF -11r; Company Designer Job Number Model Name BRANCH ENGINEERING, INC. JOSHUA ANNETT Wood Design Parameters (Continued) 6/28 Apr 29, 2019 12:45 PM Checked By: RICK HERNANDEZ, P.E., S.E. Member Distributed Loads (BLC I: DEAD) Member Label Direction Start Magnitude[Ib/ft,F,gs% .End Magnitude[lb/ft... Start Location[ft.%] End Location ft °ol_ 1 MUST IGN WEIGHT I Y -21.36 1 -21.36 13.75 L 32.25 Member Distributed Loads (BLC 2: SNOW) _ Member Label_ _ Direction . Start Magnitude[lb/ft,F,psq End Magnitudej]b/fL—Start Locationfft.%1 End Locsti9njfL%] 1 3 _; SY -20 -20 1 0 0 _ 3 M5 I SY 1 -18.974 1 - 5 M8 SY -20 1�2 1 0 Member Distributed Loads (BLC 3: WIND) RA—k— 1 ehnl ni—firm Cf.rf M.nnif .,i.rlh!# G nen P-4 RA.nnif ,finnh/ff Rforf I—finnfff 0/1 Gnrl I nenfinnfff o/1 1 M3 SZ 40.4 40.4 0 0 2 M4 SZ 40.4 40.4 1 0 0 3 M5 SZ 40.4 40.4 0 0 4 M6 SZ 40.4 40.4 0 0 5 M7 SZ 40.4 40.4 0 0 6 M8 SZ 40.4 40.4 0 7 M3 SIGN WIND Z 107.8 107.8 13.75 32.25 8 M9 SZ 40.4 40.4 0 0 9 M10 Sz 40.4 40.4 0 0 10 11 SZ 40.4 40.4 0 0 11 U19 R7 404 404 n n Load Combinations RISA-3D Version 17.0.2 [ZA2019119-113 Dorris Ranch Sign1FRAME.r3d] Page 2 • i �_--_-�_-_—_------ DL -�mt'r'19�_--_-----_------ -1 •Jm����-------_------ RISA-3D Version 17.0.2 [ZA2019119-113 Dorris Ranch Sign1FRAME.r3d] Page 2 anch Company i Designer ENGINEERING Job Number ,,.,.;.•,-- Model Name BRANCH ENGINEERING, INC. JOSHUA ANNETT Envelope Wood Code Checks 7/28 Apr 29, 2019 12:45 PM Checked By: RICK HERNANDEZ, P.E., S.E. Member Shode Lodftl LC Shear ... Loc[ftjDir LCF ' ... ' ... RB CL CID Eon 1 M3 14X14Fs ,712 23 4 .264 -46-57T. 4 .186 1 .92 1.376 1.018 08 6.279 1 1 .16 .9-3 2 M4 `:10X14FS _229 11.5... 3 ,054 20.95'z 3 88 .546 1.059 .787 .149 5.933 .995 .529 3.9-1- 3 M5 i10X14FS .226 9.384 3 .053 0 ' z 3 .388 .546 1.059 .787 5.9 .995 .529 1 3.9-1 4 M6 1OX14FS .100 0 4 .034 0 y 6 ! . .76 1.452 1.455 .208 3.336 .998 .951 .9- 5 M7 10x14Fs ,007 3.126 3 7 0 ;z 3 .707 .546 1.062 1.064 .149 .34 .96 .9-2 6 M 8 j10X14FS ,007 3.126 3 .007 6.669 z 3 .5 1.0 2 1.064 .149 13.347. .999 .966 3.9-2 7 M9 ;14X14FSJ.47214A4.050 0 z 4 .987 .92 1.376 1. 76 .208 .3.46 1 8 .9- 8 M1 14X14FS14054 0 z 4 1. 7 .2 8 .464 1 .848 3.9-3 9 M11 4x14FS14.04 0 z 6 .987 .92 1.376 1.376 .208 .464 1 .84 - 10 1M12 ,14X14FS14 0 z 6 20 .464! 1 .848 1 3.9-1 UNITY CHECK < 1.0 OK! RISA -3D Version 17.0.2 [ZA2019119-113 Dorris Ranch Sign\FRAME.r3d] Page 3 �> arch DATE: 4/29/2019 _` v ENGINEERING 3105th Street PROJECT: 19.113 Dorris Ranch Sign Springfield, Oregon 97477 BY: Joshua Annett Telephone: (541) 7460637 CHECKED BY: Rick Hernandez, P.E, S.E SHEET: connections WOOD -FASTENER CONNECTION DESIGN KEY TRANSVERSE WIND DIRECTION CONNECTION DESIGN Ftn_ ° ° o x Fv ° W- t LONGITUDINAL WIND DIRECTION CONNECTION DESIGN ,�-T4 T/2"2/3 V T Fc Mime- LONGITUDINAL gymC 8/28 9/28 anchDATE: 4/29/2019 ENGINEERING= ZT S;ncelm 310 5th Street PROJECT: 19-113 Dorris Ranch Sign Springfield, Oregon 97477 BY: Joshua Annett Telephone: (541) 746 0637 CHECKED BY: Rick Hernandez, P.E, S.E LENGTH SHEET: connections UDL WOOD -FASTENER CONNECTION DESIGN LONGITUDINAL WIND DIRECTION CONNECTION DESIGN ZT ADD'LFROM QTY 2T (Ibl (lb -ft) MOMENTTO MEMBER THICKNESS,L LENGTH ANGLE UDL IIT) IR) Ide r-) (PH) MEMBER 14 6.64 OTHERENO 47.13 CONNECTION RESIST FOR 6.64 18.5 14.95 ANGLE WEB 14 5.26 52.1 37.18 VERTWEB MEMBER THICKNESS,T LENGTH VOL MEMBEP REACTION MOMENT ARM,I MEMBEfl,M TOTAL FORCE,F SC 14 1.17 90.0 47.13 SIGN 2.5 2.50 TC 10 20.95 33.7 89.1 441.8 6.6 2926.7 705.3 14.00 90.0 47.13 COL 14 14.00 90.0 47.13 TC 10 20.95 33.7 89.1 441.8 6.6 2926.7 705.3 ANGLE WEB 30 5.669 33.7 112.3 0.0 0.0 224.5 VERTWEB 10 6.625 33.7 111.5 3.3 369.4 223.0 ANGLE WEB 10 6.669 33.7 112.3 0.0 0.0 224.5 BC 14 46 47.1 1084.1 0.0 0.0 2168.1 --mum M SIGN 32.04 18.5 107.9 1995.6 Fu..B 3123.20617 6222.9 3111.439 COL 14 14 47.1 659.9 7.0 4619.1 659.9 cot 14 14 47.1 659.9 7.0 4619.1 659.9 COL 14 14 47.1 659.9 7.0 4619.1 659.9 -Hp LTL 14 14 47.1 659.9 7.0 4619.1 659.9 ...r.. 2221.46975 CONNECTION MOMENT MOMENTARM, OONNECnON M d T/C(M/t) SHEAR,V 0.6•T/C 0.6'V Al ZT Cd Cm W Db QTY I,I QTYZrQTY W' (Ib -ft) lin) (Ib) (@) (Ib) (Ibl (Ib) (1b) llb) On) 1 VERT WEB 6223 13.25 5636 884 3381 530 1050 570 1.6 0.7 4410 0.625 3 6 1 2 ANGLE WEB 112 0 67 y COLTOP 3111 13.25 2818 3123 1691 1874 970 1.6 0.7 4410 0.875 0 2 1 '4 COLFRAME 28037 28.95 SEE MOMENT FRAME CALL SHEET TO FOLLOW 5 COLBASE 23243 2221 13946 1333 3840 1.6 0.7 0.875 4 0 0 TOP OF FTG 23243 4442.94 LONGITUDINAL WIND DIRECTION CONNECTION DESIGN ZT MEMBER QTY 2T (Ibl (lb -ft) (Ib) MEMBER THICKNESS,L LENGTH ANGLE UDL IIT) IR) Ide r-) (PH) TC 14 6.64 18.5 47.13 TC 14 6.64 18.5 14.95 ANGLE WEB 14 5.26 52.1 37.18 VERTWEB 14 6.63 90.0 47.13 ANGLE WEB 14 5.26 52.1 37.18 SC 14 1.17 90.0 47.13 SIGN 2.5 2.50 90.0 47.13 COL 14 14.00 90.0 47.13 COL 14 14.00 90.0 47.13 COL 14 14.00 90.0 47.13 COL 14 14.00 90.0 47.13 (1b) 313.11 99.28 195.57 312.26 SUBTOTALOF OT MOMENT BY 195.57 LOADSATLEVEL LEVEL 54.99 (Ibl Oyk)� 117.83 1289 18040 659.87 659.87 659.87 659.87 2639 18476 BASESHEAR BASEMOMENT FORCE COUPLE AT COL BASE Al ZT QTY 211 QTY 2T (Ibl (lb -ft) (Ib) (Ib) (Ib) (0) (A) r/O.E•WL r/0.6•WL 982 9129 23475 3840 1930 4 1 982 9129 23475 982 9129 982 9129 23475 23475 F'c=Fc*CB*CM*CF= 825psi*1.6*0.8*1.0=1056psi CALLOWABLE= 0.5*1 056psi*1 3.25in/2*1 3.25in = 46kips i 23.5 kips OK! 10/28 ancDATE: 4/29/2019 ENGINEERING Since 1977 310 5th Street PROJECT: 19-113 Dorris Ranch Sign Springfield, Oregon 97477 BY: Joshua Annett Telephone: (541) 746 0637 CHECKED BY: Rick Hernandez, P.E, S.E SHEET: strap tie Bolted Shear Connection Desian for Bolts in Standard Holes Steel thickness: 0.25 in Steel width: 4.5 in Steel specification: A36 Bolt diameter, d: 0.875 in Bolt specification: A307 Thread condition: N Bolt Hole Preparation Method: Punch Threaded Part Fn: 60 ksi Bolt spacing, s: 3.5 in Edge distance, L_: 2 in Side distance, Leh: 2 in Number of bolts in row: 5 Number of rows: 1 Shear Yielding: ORn = 86.40 kip Tensile Yielding: ORn = 36.45 kip Shear Rupture: df Rn = 75.04 kip Tensile Rupture: ORn = 38.06 kip Block Shear Rupture: OR, = .116.85 kip Bolt Shear Strength: ORn = 60.88 kip Bearing Strength at Bolt Hole: OR. = 97.88 kip Connection Design Strength: 36.45 kips Fv: 36 ksi Fn: 58 ksi OFnv: 20.25 ksi A,: 4in in Shear Yielding Ag: 1.13 in Tensile Yielding Anv: 2.88 in Shear Rupture Ae: 0.88 in Tensile Rupture Anv: 0.75 in Block Shear A,: 0.50 in Block Shear Ant: 2.50 in Block Shear Uhs: 1 Block Shear U: 1 Shear Lag Factor Connection Design Demand: 11.74 kips OK 'B���anch.310 5th Street ENGINEERING S rin field OR (541)746-0637 19-105 Dorris Ranch Sign Frame Connect at Wood Column GIVEN: Moment frame reaction forces. PROVE: Bearing connections from column and plate washer. 04/05/2019 -r--vf 128 Joshua Wood Column & WF Beam - MOMENT CONNECTION V,:=0.6.2221 /b=1.33 kip Lateral reaction to base of column ase M,,:= 2.28037 lb -ft = 56.07 kip • ft Moment to top frame connection (See Wind sheet) s:=1 ft+6 in=1.5 ft Trial moment arm between compression forces Lt,,P :=13.25 ft Timber col length to frame connection Lend:=1.5 in End distance for wide flange frame LWF:=s+2'Lend=21 in hc:=Ltop—s—Lend=11.63 ft R1 := Vbase' �1+ h c =11.66 kip S R Vbase' he =10.33 kip p s Fc 490 psi WR Cedar Cb:=1.0 Ct:=1.0 Cc:=1.0 Fact:= Fct • Ct' Cct' Cb = 490 psi wb:=5.5 in (W16x26) dwF:= 15.7 in Ib1:= 2 • RI = 8.65 in Fact' wb 2•R2 42M/N :_ = 7.66 in Fct•wb Ab := (3.5 in + 2.1.25 in) • 4 in = 24 in' Total length of wide flange frame connector Height of column connection (measured lower fastener to base of column) Max. reaction perpendicular to grain at frame connection Min. reaction perpendicular to grain at frame connection Reference design value for compression perpendicular to grain Bearing area factor (6.3.10) Adjusted design value - Compression perpendicular to grain Width of bearing member Minimum length of bearing Minimum length of bearing Plate washer bearing area TmoX:=Ab • F'ct=11.76 kip Allowable tension perpendicular to grain at plate washer if (R,!5 T,,,., "OK" , "NG") _ "OK" 2•I s':= LwF— b1 — Lend=1.14 ft s>s'=1 Actual moment arm of compression forces 3 if (s >s,, "OK", "NG") _ "OK - Z:\2019\19 -113 Dorris Ranch Sign\MF frame.mcdx (Wranch310 5th Street ENGI ERING„�Springfield, OR (541)746-0637 19-105 Dorris Ranch Sign Frame Connect at Wood Column GIVEN: Shear and tension forces at fasteners of frame. PROVE: Quantity and size of thru-bolt fasteners. Ma = 56.07 kip • ft dwF=15.7 in d,a, :=13.25 in dr:=1.0 day+ dwF= 28.95 in Ma V,,HD := = 23.24 kip r TGAGE:= 3.5 in db TGAGE = 0.875 in n�Ax = 4 Z'b := 2150 Ib On :=12.2 kip 7/8” - A307 (PTn := 20.3 kip nbV:= max VuHD ' VuHD' 0.6 = 6.49 OVn Z b Rl • 0.6-1 nbr:= (fiT = 0.96 n nr:= 2 04/05/2019 12/28 Joshua Annett Moment to top frame connection (See Wind sheet) Depth of WF frame connection Thickness of column member Frame overturning moment arm Hold down (Bolt Shear) force at column-wideflange interface Workable gage of WF Maximum bolt diameter to maintain Cd =1.0 Adjusted ASD bolt shear capacity Single Shear capacity of bolt Tension capacity of bolt Min number of bolts to resist shear Min number of bolts to resist tension Number of vertical rows of bolts nb:=Ceil (nbr+nbV, nr) =8 Total number of bolts at each column sb:= s =6 in Spacing of rows nb --1 nr SpacingCheck:=if(4•db...5sb,"OK","LENGTHEN PART")="OK" Base Connection nbBase:= Ceil ObV, 1)=7 hbase:=1.5 in L strap '— Vbase =1.81 in , hbase' F ct Thd := VuHD = 23243.11 /b Vbase' 0.6-1 Lwe/d :_ —=0.4 in 0.75.0.6.70 ksi • ' 2 • 4 • in 2 16 Z:\2019\19-113 Dorris Ranch Sign\MF frame.mcdx Quantity of bolts at column base hold down Column width Length of bearing at col base Factored tension hold down design load Minimum length weld at base to strap holdown BRANCH ENGINEERING, INC. JOSHUA ANNETT DORRIS RANCH SIGN 13/28 Apr 29, 2019 12:50 PM Checked By: RICK HERNANDEZ, P.E., S.E. Concrete Properties 1 Conc2 bel E [kail G tksil 1 ... Lambda Flax Steel[... Shear Stee... .15 .6 145 2.5 1 601 60 General Design Parameters Label _ Max Bending Ohk Max Shear Chk Top Covedin] Bottom Cover[in] 1 Typical 1 1 2 3 Footina/Pile Cap Rebar Parameters Label Top Bar Boftom Bar Ty.Rical _ #5 --A5 General Properties Lab I Design Ru..Equal Bar Spacingoup- Design _ Concrete Bearing _ Force Top BaL— 1 Footinc 1 .002 1 .007 Conc2500... Typical _ Yes I Yes Footina Geometry _ Label Max Length[.,Min Length[ft] Max Width[M Min Width[ft]. I ... Min Thickne—ThickIn re... Force So... 1 Footing.1 10 2 10 2 .5 1 12 1 12 1. 1 1 Yes Pedestal PrODerties Label Type e/BL in 1 Footing 1 Pedestal .-JCRECT62X621 50 . Use ex.ez 1 0 0 _1 0 1 0 Point Loads and Moments (Cat 9 : DLJ Label Direction Point Loads and Moments (Cat 4: WL) Point Loads and Moments (Cat 5: SL) Label 1 R3D N21 3 R3D=N2.1 Load Combinations Direction Magnitudetlb-h-A :;hal R _ S__ A__ SF Cat__ Fa___ Catea___ Fa___ Cat__ Fa___ Cat__ Fa___ Cat__ Fa___ Cat_ Fa___ Cat__ Fa___ Cat __Fa.__ Cat --- Fa._ Cat --- Fa Company z Branch Designer ENGINEERING �;-1,; Job Number Model Name BRANCH ENGINEERING, INC. JOSHUA ANNETT DORRIS RANCH SIGN 13/28 Apr 29, 2019 12:50 PM Checked By: RICK HERNANDEZ, P.E., S.E. Concrete Properties 1 Conc2 bel E [kail G tksil 1 ... Lambda Flax Steel[... Shear Stee... .15 .6 145 2.5 1 601 60 General Design Parameters Label _ Max Bending Ohk Max Shear Chk Top Covedin] Bottom Cover[in] 1 Typical 1 1 2 3 Footina/Pile Cap Rebar Parameters Label Top Bar Boftom Bar Ty.Rical _ #5 --A5 General Properties Lab I Design Ru..Equal Bar Spacingoup- Design _ Concrete Bearing _ Force Top BaL— 1 Footinc 1 .002 1 .007 Conc2500... Typical _ Yes I Yes Footina Geometry _ Label Max Length[.,Min Length[ft] Max Width[M Min Width[ft]. I ... Min Thickne—ThickIn re... Force So... 1 Footing.1 10 2 10 2 .5 1 12 1 12 1. 1 1 Yes Pedestal PrODerties Label Type e/BL in 1 Footing 1 Pedestal .-JCRECT62X621 50 . Use ex.ez 1 0 0 _1 0 1 0 Point Loads and Moments (Cat 9 : DLJ Label Direction Point Loads and Moments (Cat 4: WL) Point Loads and Moments (Cat 5: SL) Label 1 R3D N21 3 R3D=N2.1 Load Combinations Direction Magnitudetlb-h-A :;hal R _ S__ A__ SF Cat__ Fa___ Catea___ Fa___ Cat__ Fa___ Cat__ Fa___ Cat__ Fa___ Cat_ Fa___ Cat__ Fa___ Cat __Fa.__ Cat --- Fa._ Cat --- Fa RISAFoundation Version 11.0.2 [ZA2019\19-113 Dorris Ranch Sign\FRAME.r3d] Page 1 2 IBC 16-8 mmrbmm—MMMM�--M---M----: RISAFoundation Version 11.0.2 [ZA2019\19-113 Dorris Ranch Sign\FRAME.r3d] Page 1 BRANCH ENGINEERING, INC. JOSHUA ANNETT DORRIS RANCH SIGN 14/28 Apr 29, 2019 12:50 PM Checked By: RICK HERNANDEZ, P.E., S.E. Load Combinations !Continued) I ,k-1 0 c n cr r.,+ r., ra+e., r., r-+ r- rte+ r- rte+ C� r.+ r- r.+ r- r.+ C. rn+ G. rr.+ Ga 11 IBC 16-3—Yes anchCompany Designer ENGINEERING Job Number V-19 Model Name BRANCH ENGINEERING, INC. JOSHUA ANNETT DORRIS RANCH SIGN 14/28 Apr 29, 2019 12:50 PM Checked By: RICK HERNANDEZ, P.E., S.E. Load Combinations !Continued) I ,k-1 0 c n cr r.,+ r., ra+e., r., r-+ r- rte+ r- rte+ C� r.+ r- r.+ r- r.+ C. rn+ G. rr.+ Ga 11 IBC 16-3—Yes DL 1.2 SL 1.6 WL 5 ! 12 'IBC 16-4..: es DL 1.2 WL 1 13 IBC 16 -4 -Yes DL 1.2 WL 1 SL .5 14 TIBC 16-6..Yes DL .9 WL 1 Envelope Footinv Soil Pressures Label UC Soil PressurerpsQ Allowable BearinatpQ Point 1 Footing 1 - R3D N21 .677 _ 6 1350.263 1 1995 _1 A RISAFoundation Version 11.0.2 [ZA2019119-113 Dorris Ranch Sign1FRAME.r3d] Page 2 15128 Company BRANCH ENGINEERING, INC. April 29, 2019 Designer :JOSHUA ANNETT Job Number: Footing 1 - R3D_N21 Checked By: Sketch 1.25 ft x AH 62 in B Ln N ei �— �R t0 Z DC 7.667 ft Details A. "X #B #5@17 in i z #5@14 in 7.667 ft x Dir. Steel: 1.84 int (min)(6 #5) z Dir. Steel: 2.15 int (7 #5) Bottom Rebar Plan tN0 N �O — eq D C c � N M D Footing Elevation C in RISAFoundation Version 11.0.2 [Z:1 ... 1 ... 1FRAME.r3d] Page 1 Company : BRANCH ENGINEERING, INC. Designer :JOSHUA ANNETT Job Number : Footing 1 - R3D_N21 � B #5@17 in = I N �O r` �o �O #5@17 in �c 7.667 ft x Dir. Steel: 1.84 int (min)(6 #5) z Dir. Steel: 1.84 int (6 #5) Top Rebar Plan Geometrv. Materials and Criteria 16/28 April 29, 2019 Checked By: 62 in 64#5 N Pedestal Rebar Plan Length :7.667 ft eX :0 in Gross Allow. Bearing :1500 psf (gross) Steel fy :60 ksi Width :7.667 ft eZ :0 in Concrete Weight :.145 k/ft^3 Minimum Steel :.0018 Thickness :12 in pX :62 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height :50 in pZ :62 in Design Code :ACI 318-11 Rot. Angle : 0 deg .537 IBC 16-15 (a)_ _ .6DL+.6WL Footing Top Bar Cover :2 in Overturning / Sliding SF :1 Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover .2 in Passive Resistance of Soil :0 Ib Phi for Bearing :0.65 Loads P Ib— Vx (lb) Vz Ib Mx (Ib -ft) Mz (Ib -ft) Overburden (psf) DL 3921.028 693.843 T� 29.327 60 WL -4442.666 SL 1074.596 295.415 4 — +VX +VZ A D D C 56318.674 12.535 X W"N+mZ +Over I D C A D Soil Bearing Descrintion Cateaories and Factors Gross Allow.(Dsf) Max Bearina (DSf) Max/Allowable Ratio IBC 16-8 IDL 1500 566.969 A .378 IBC 16-10 b 1DL+1SL 1500 605.741 A .404 IBC 16-12 (a).. IDL+.6WL 1995 1221.328 B .612 IBC 16-13 (b).. 1DL+.45WL+.75LL+.75S.. 1995 1071.019 B .537 IBC 16-15 (a)_ _ .6DL+.6WL 1995 1350.263 B .677 RISAFoundation Version 11.0.2 [Z:1 ... 1 ... 1FRAME.r3d] Page 2 Company : BRANCH ENGINEERING, INC. Designer :JOSHUA ANNETT 17/28 April 29, 2019 Job Number : Footing 1 - R3D_N21 Checked By: AB D C IDL QA: 566.969 psf QB: 566.969 psf QC: 470.726 psf QD: 470.726 psf NAZ: A in NAX:541.971 in AB D C 1DL+1SL QA: 605.741 psf QB: 605.741 psf QC: 468.519 psf QD: 468.519 psf NAZ:-1 in NAX:406.117 in Footing Flexure Design (Bottom Bars) As -min x-dir (Top Flexure): 2.875 in^2 As -min z-dir (Top Flexure): 2.875 in^2 As -min x-dir (Bot Flexure): 2.568 in^2 As -min z-dir (Bot Flexure): 2.568 in^2 AB D C 1DL+.6WL QA: 0 psf QB: 1221.328 psf QC: 1112.999 psf QD: 0 psf NAZ:85.529 in NAX:1037.23 in Mu-xx Mu-xx Description Categories and Factors UC Max (Ib -ft) AB D C 1 DL+.45WL+.7.. QA: 121.077 psf QB: 1071.019 psf QC: 944.04 psf QD: 0 psf NAZ:103.726 in NAX:775.985 in As -min x-dir (T & S): 1.987 in^2 As -min z-dir (T & S): 1.987 in^2 .6DL+.6WL QA: 0 psf QB: 1350.263 psf QC: 1230.498 psf QD: 0 psf NAZ:46.417 in NAX:1037.23 in z -Dir As z -Dir As x -Dir As x -Dir As Required Provided Mu-zz Mu-zz Required Provided (in"2) (in "2) UC Max (Ib -ft) (in ^2) (in ^2) IBC 16-1 1.4DL .03385 2631.74 .07 2.148 .04462 2991.4 .079 1.841 IBC 16-3 c.. 1.2DL+1.6SL .03127 2430.98 .065 2.148 .04347 2914.28 .077 1.841 IBC 16-3 d.. 1.2DL+1.6SL+.5WL .0675 5248.37 .14 2.148 .04347 2914.28 .077 1.841 IBC 16-4 a.. 1.2DL+1 WL .11592 9012.98 .24 2.148 .03831 2567.81 .068 1.841 IBC 16-4 W. 1.2DL+lWL+.5SL .11563 8990.26 .24 2.148 .03996 2678.62 .071 1.841 IBC 16-6 (a.. .9DL+1 WL .15181 .11803.47 .315 2.148 .02873 1925.85 .051 1.841 Footina Flexure Desian (Top Bars Description Categories and Factors Mu-xx Ib-ftz Dir As(in Z Mu-zz (Ib -ft) x Dir As (int) SW+OB 1SW+1OB-(IBC 16-4..,IBC 16-8) ! 1227.865 1 .02 1 0 0 Moment Capacity of Plain Concrete Section Along xx and zz= Olb-ft,0lb-ft Per Chapter 22 of ACI 318. Footing Shear Check . . Two Way (Punching) Vc: 3.76e+5 Ib One Way (x Dir. Cut) Vc 77050 Ib One Way (z Dir. Cut) Vc: 77050 Ib Punching x Dir. Cut z Dir. Cut Description Cateaories and Factors Vu(Ib) Vu/0Vc VOW Vu/0Vc Vu0b) Vu/0Vc IBC 16-1 IBC 16-3 c 1.4DL 1.2DL+1.6SL 10714.191 9896.88 .038 .035 1859.764 1717.896 .032. .03 2124.384 ' .037 2073.479 .036 IBC 16-3 d .. 1.2DL+1.6SL+.5WL 9896.88 .035 3790.793 .066 2073.479 .036 IBC 16-4 a .. 1.2DL+1WL 11794.907 .042 6596.816 .114 1823.904 .032 IBC 16-4 (b).. 1.2DL+IWL+.5SL 1 11905.698 .042 6575.825 .114 1903.936 .033 IBC 16-6 (a) .9DL+1WL_ 1 13187.601 .047 8872.367 .154 1367.928 1 .024 RISAFoundation Version 11.0.2 [Z:1 ... 1 ... 1FRAME.r3d] Page 3 18/28 Company BRANCH ENGINEERING, INC. April 29, 2019 Designer :JOSHUA ANNETT Job Number : Footing 1 - R3D_N21 Checked By: Pedestal Design Shear Check Results (Envelope): Vc (lb) Vs (lb) Vu (lb) Vu/phi*Vn phi Gov LC Shear Along x Direction: 3.677e+5 78610.379 1305.275 .004 .75 NC Shear Along z Direction: 3.677e+5 78610.379 4442.666 .013 .75 NC Pedestal Ties : #3 @ 10 in Bending Check Results (Envelope): PCA Load Contour Method (for biaxial) Unity Check :.022 Phi :.9 Parme Beta :.65 Pu :Olb Mux :56318.674 lb -ft Muz :0lb-ft Pn :Olb Mnx 2.792e+6 lb -ft Mnz NC Governing LC : 12 Mnox : NC Mnoz : NC Pedestal Bars : 64 #5 % Steel :.5108 4768.313 1.29+5 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 1.212e+7 Ib Descriotion IBC 16-1 IBC 16-3 (c) IBC 16-3 (d) .. IBC 16-4 (a).. IBC 16.4 b) _ IBC 16-6 fa) Categories and Factors 1 ADL 1.2DL+1.6SL 1.2DL+1.6SL+.5WL 1.2DL+IWL 1.2DL+I WL+.SSL .9DL+1 WL Overturning Check Service Bearing Bu Ib Bearing Bu/ 28068.489 .004 25778.059 .003 25778.059 .003 24058.705 .003 24596.003 .003 Description Categories and Factors Mo-xx Ib-ftMs-xx Ib-ftMo-zz Ib -ft Ms-zz Ib-ftOSF-xx OSF-zz IBC 16-8 IDL 0 1.1690+5 3614.18 1.1699+5 NA 32.346 IBC 16-10 b 1DL+1SL 0 1.219+5 5153.024 1.21e+5 NA 23.486 IBC 16-12 (a).. 1 DL+.6WL 47563.47 1.169e+5 3614.18 1.1699+5 2.458 32.346 IBC 16.13 (b).. 1DL+.45WL+.75LL.. 35672.603 1.2e+5 4768.313 1.29+5 3.364 25.165 IBC 16-15 (a) .6DL+.6WL 47563.47 70142.407 2168.508 70142.407 1.475 32.346 Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx Sliding Check (Service) Description Categories and Factors Va-xx Ib Vr-xx Ib Va-zz Ib Vr-zz 0b) SR-xx SR-zz IBC 16-8 1 IDL 693.843 9149.01 0 9149.01 13.186 1 NA IBC 16-10 b IDL+ISL 989.257 9471.388 0 9471.388 9.574 NA IBC 16.12 (a).. 1 DL+.6WL 693.843 9149.01 2665.6 9149.01 13.186 3.432 IBC 16.13 (b).. 1 DL+.45WL+.75LL.. 915.404 9390.794 1999.2 9390.794 10.259 4.697 IBC 16.15 (a) .6DL+.6WL 416.306 5489.406 2665.6 5489.406 13.186 2.059 Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis SR-xx: Ratio of Vr-xx to Va-xx RISAFoundation Version 11.0.2 [Z:1 ... \... IFRAME.r3d] Page 4 Anchor DesignerT"" Software Version 2.7.6990.16 1.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data $ Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 1.250 Effective Embedment depth, h"r (inch): 8.000 Anchor category: - Anchor ductility: Yes hmn (inch): 11.00 Cmin (inch): 2.25 Smin (inch): 5.00 19/28 Company: BRANCH ENGINEERING, INC. I Date: 3/27/2019 Engineer: JOSHUAANNETT I Page: 1/5 Project: Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB10 (1 1/4"0) Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f (psi): 2500 9'�,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.50 x 16.00 x 0.25 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- I ie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTm Software Version 2.7.6990.16 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 23475 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft -Ib]: 0 May [ft -Ib]: 0 Muz [ft -Ib]: 0 <Figure 1> O lb 20/28 Company: BRANCH ENGINEERING, INC. I Date: 3/27/2019 Engineer: JOSHUAANNETT Page: 2/5 Project: Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM 23475 Ib - 0 ft -Ib 0 ft -lb ft -Ib MED Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company If 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software Version 2.7.6990.16 <Figure 2> P: op 21/28 Company: BRANCH ENGINEERING, INC. Date: 3/27/2019 Engineer: JOSHUA ANNETT Page: 3/5 Project: Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM 12.00 12.00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- I ie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"" Software Version 2.7.6990.16 22/28 Company: BRANCH ENGINEERING, INC. I Date: 3/27/2019 Engineer: JOSHUA ANNETT Page: 4/5 Project: Vu. (lb) Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vu. (lb) Vuay (Ib) 0U.)2+(Way)2 (lb) 1 11737.5 0.0 0.0 0.0 2 11737.5 0.0 0.0 0.0 Sum 23475.0 0.0 Maximum concrete compression strain (%e): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 23475 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension Sec. D.5.1 Nsa (ib) 0 ON.. (Ib) 56200 0.75 42150 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = &A.a foh.P (Eq. D-6) kc Aa fc (psi) hat (in) Nb (lb) 0.0 0.0 <Figure 3> Y 1 91- X X 24.0 1.00 2500 8.000 27153 01Vcbg =0(ANC7ANw)Tec,NPedN'Yc,N'Pcp,NNb (Sec. D.4.1 & Eq. D-4) ANc (int) AN. (int) ca,min (in) Tac,N TYed,N Y�c,N Tcp,N Nb (Ib) 0 ^bg (ib) 864.00 576.00 12.00 1.000 1.000 6. Pullout Strength of Anchor in Tension (Sec. D.5 3) ^,p = 05Vc,^ = 0Tlcp8Abrgfc (Sec. DA. 1, Eq. D-13 & D-14) Y,c,p Abg (int) fc (psi) 0 1.00 1.000 27153 0.70 28511 ONpn (Ib) 1.0 8.39 2500 0.70 117516 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- I ie Company In 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software Version 2.7.6990.16 23/28 Company: BRANCH ENGINEERING, INC. I Date: 3/27/2019 Engineer: JOSHUA ANNETT I Page: 5/5 Project: Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)3 Tension Factored Load, N.. (lb) Design Strength, 0Nn (lb) Ratio Status Steel 11738 42150 0.28 Pass Concrete breakout 23475 28511 0.82 Pass (Governs) Pullout 11738 117516 0.10 Pass PAB10 (1 1/4"0) with hef = 8.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- i ie Company inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com �7j►'/i�-7'�►� Anchor DesignerTm Software Version 2.7.6990.16 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Stainless Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 4.000 Effective Embedment depth, her (inch): 2.500 Code report: IAPMO UES ER -493 Anchor category: 1 Anchor ductility: Yes hmin (inch): 6.25 ce. (inch): 5.75 Cmin (inch): 1.75 Smin (Inch): 3.00 24/28 Company: BRANCH ENGINEERING, INC. Date: 4/5/2019 Engineer: JOSHUA ANNETT Page: 1/5 Project: Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f (psi): 2500 4),v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3.00 x 5.00 x 0.25 Recommended Anchor Anchor Name: Titen HDO Stainless Steel - 1/2"0 SS Titen HD, hnom:4.0" (102mm) Code Report: IAPMO UES ER -493 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company In 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com Anchor DesignerTm Software Version 2.7.6990.16 m Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nue [lb]: 0 Vue [lb]: 2221 Vuay [lb]: 0 Mux [ft -Ib]: 0 Muy [ft -Ib]: 185 M. [ft -Ib]: 0 <Figure 1> 2221 Ib (e 5 25/28 Company: BRANCH ENGINEERING, INC. I Date: 4/5/2019 Engineer: JOSHUA ANNETT Page: 1215 Project: Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM 0 ft -lb t -Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson 6iiony-tie Gun pany i(1G. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com �.71tii��-"���►■ Anchor Designer TM Software Version 2.7.6990.16 <Figure 2> 18.00 26/28 Company: BRANCH ENGINEERING, INC. Date: 4/5/2019 Engineer: JOSHUA ANNETT Page: 1315 Project: Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company In, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT"" Software Version 2.7.6990.16 n 27/28 Company: BRANCH ENGINEERING, INC. Date: 4/5/2019 Engineer: JOSHUAANNETT Page: 1415 Project: Shear load combined, Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM 3. Resultinq Anchor Forces Vex = min 17(le/da)1-NdaAa4f'ccai1-'; 9Aa4fcca11'1j (Eq. D-33 $ Eq. D-34) la (in) da (in) Aa fc (psi) ca, (in) Anchor Tension load, Shear load x, Shear load y, Shear load combined, Avc (int) Av. (in') 'Yec,yyled,v KV Nua (lb) Wax (lb) Vuay (lb) q(Vaax)2+(Vuay)2 (lb) 1 930.5 1110.5 0.0 1110.5 2 930.5 1110.5 0.0 1110.5 Sum 1860.9 2221.0 Maximum concrete compression strain (%o): 0.18 Maximum concrete compression stress (psi): 804 Resultant tension force (lb): 1861 Resultant compression force (lb): 1861 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension fSec. D.5.11 N. (lb) 0 Nee (lb) 20885 0.75 15664 0.0 2221.0 <Figure 3> Y 01 -02 XT 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nn = kcAelif ch.P (Eq. D-6) kc Aa fc (psi) her (in) Na (Ib) 17.0 1.00 2500 2.500 3360 ONcbg =0(ANc/ANw)'yec,NiYed,N'YcN'I'cp,NNb (Sec. D.4.1 & Eq. D-4) ANc (in 2) ANro (In2) ca,min (In) %C,N 'Yad,N YARN 'Ycp,N Nb (lb) 0 ONcbg (lb) 78.75 56.25 18.00 1.000 1.000 1.00 1.000 3360 0.65 3058 8. Steel Strength of Anchor in Shear (Sec.D.6.1_) V. (lb) Ogmut 0 Org-,dOVaa (lb) 7633 1.0 0.65 4961 9- Concrete Breakout Strength of Anchor in Shear (Sec. D.62J Shear perpendicular to edge in x -direction: Vex = min 17(le/da)1-NdaAa4f'ccai1-'; 9Aa4fcca11'1j (Eq. D-33 $ Eq. D-34) la (in) da (in) Aa fc (psi) ca, (in) Vbx (Ib) 2.50 0.500 1.00 2500 12.00 14194 r%rVcbgx = 0 (Avc/Avm)Wec,v'Yed,v'Yc,v'Yh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (int) Av. (in') 'Yec,yyled,v KV 'yh,V Vbx (Ib) 0 OVcbgx (Ib) 468.00 648.00 1.000 1.000 1.000 1.225 14194 0.70 8789 Shear parallel to edge in x -direction: Vby = minj7(1e/ da)0-2�d.,j.Jf ccal1-5; 9A. -If ccall-51 (Eq. D-33 & Eq. D-34) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Suuny- i iu Guwnpony inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtio.com ti�i►vl�.z•�e■ Anchor Designer TM Software Version 2.7.6990.16 le (in) da (in) da fc (psi) ce (in) Vay (lb) 26/28 Company: BRANCH ENGINEERING, INC. I Date: 4/5/2019 Engineer: JOSHUA ANNETT Page: 5/5 Project: Pass (Governs) Address: 310 5TH ST Phone: 5417460637 E-mail: JOSH A@BRANCHENGINEERING.COM 2.50 0.500 1.00 2500 12.00 14194 OV.bx =0 (2)(Avc/Avw) `/'ecvY'e,vTh,vVay (Sec. D.4.1 & Eq. D-30) A (int) Avco (int) Tedv Tc,v Th,v Vny (Ib) 0 OVa. (lb) 432.00 648.00 1.000 1.000 1.225 14194 0.70 16226 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) OVcpg = okcpNcng = 0kcp(ANc/ANw)Tec.N Y' edXV1c,0Pcp,NNn (Sec. D.4.1 & Eq. D-41) kap ANc (W) ANco (InZ) VegN YedN �'C,N Vcp,N Nn (lb) 0 OVcpg (lb) 2.0 78.75 56.25 1.000 1.000 1.000 1.000 3360 0.70 6585 11. Results Interaction of Tensile and Shear Forces (See. D-73 Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 930 15664 0.06 Pass Concrete breakout 1861 3058 0.61 Pass (Governs) Shear Factored Load, W. (lb) Design Strength, oVn (lb) Ratio Status Steel 1111 4961 0.22 Pass T Concrete breakout x+ 2221 8789 0.25 Pass I` Concrete breakout y- 1111 16226 0.07 Pass Pryout 2221 6585 0.34 Pass (Governs) Interaction check N„a/¢N. V../Ove Combined Ratio Permissible Status Sec. D.7..1 0.61 0.00 60.9% 1.0 Pass 1/2"0 SS Titen HD, hnom:4.0" (102mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- I ie Goiripany inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Version 2.7.6990.16 28/28 Company: BRANCH ENGINEERING, INC. Date: 4/5/2019 Engineer: JOSHUA ANNETT Page: 5/5 Project: 2500 Address: 310 5TH ST Phone: 5417460637 E-mail: JOSHA@BRANCHENGINEERING.COM /e (in) de (in) AS fc (psi) cal (in) Vby (Ib) 2.50 0.500 1.00 2500 12.00 14194 OVcbx =0 (2)(Avc/Avco) YYed.v'Yc,vTb,vVby (Sec. D.4.1 & Eq. D-30) Pass (Governs) Interaction check N.W^ Avo (inZ) AVco (int) Yled,y 'Yc,v 'Yb,v Vby (Ib) 0 oVcbx (lb) 432.00 648.00 1.000 1.000 1.225 14194 0.70 16226 10. C h of Anchor in Shear Sec. OVopg = OkcpNcbg = Okcp(ANcI ANco) Y6,N'Yed,N'Yc,N'Pcp,NNb (Sec. D.4.1 & Eq. D-41) kcp ANc (inZ) AN. (in 2) zec,N YFed,N TAN Top,N Nb (lb) OVcpg (lb) 2.0 78.75 56.25 1.000 1.000 1.000 1.000 3360 0.70 6585 11. Results Interaction of Tensile and Shear Forces (Sec. 0.7.1 Tension Factored Load, Nua (lb) Design Strength, o% (lb) Ratio Status Steel 930 15664 0.06 Pass Concrete breakout 1861 3058 0.61 Pass (Governs) Shear Factored Load, Vua (lb) Design Strength, aVF (lb) Ratio Status Steel 1111 4961 0.22 Pass T Concrete breakout x+ 2221 8789 0.25 Pass Concrete breakout y- 1111 16226 0.07 Pass Pryout 2221 6585 0.34 Pass (Governs) Interaction check N.W^ V„./OV" Combined Ratio Permissible Status Sec. D.7..1 0.61 0.00 60.9% 1.0 Pass 1/2"0 SS Titen HD, hnom:4.0" (102mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com DORRIS RANCH ENTRANCE IMPROVEMENTS April 23, 2019 � a _ PROJECT LOCATION `raYi° a may, i Vicinity Map: Springfield, OR 205 S. Dorris St. PROJECT TEAM OWNER AND LANDSCAPE ARCHITECT Willamalane Park and Recreation District Project Manager: Kristina Koenig Boe Phone: (541) 736-4050 Email: kristinak@willamalane.org WPRD ELECTRICIAN: Steven Dunaway, 541-954-7854 NOT TO SCALE 2019 PROJECT SCHEDULE: • Bidding: April 23 - May 7 • Mobilization: July 8 • Substantial Completion: Sept 10 • Final Completion: Sept 24 DRAWING INDEX: G0.0 COVER G1.0 EXISTING CONDITIONS & DEMOLITION PLAN 1-1.0 SITE PLAN X1.0 - X1.6 SIGN PLANS S201-502 STRUCTURAL PLANS PROJECT INFORMATION ADDRESS: 205 Dorris St., Springfield, OR 97477 TAXLOT: 18-03-02-00-00802 ZONING: Public Land and Open Space (Springfield) SOIL: Dixonville-Philomath-Hazelair Complex (43C) FLOODPLAIN: Construction site is outside of the 100 year floodplain. HABITAT: No threatened or endangered species are known to exist on project site. EXISTING SITE CONDITIONS: The entrance to Dorris Ranch currently has an electrically operated gate along the property line and multiple underground utilities. PROPOSED IMPROVEMENTS: This project proposes to put a new entrance structure, sign and lighting at the front entrance to Dorris Ranch Living History Farm (pictured on this page). The structure and sign will be constructed of large dimensional timbers with concrete footings and decorative stone work. ALTERNATE SCHEDULE: BASE BID: Structure constructed of Western Red Cedar, finish per plans. ALTERNATE #1: Structure constructed of Douglas Fir. —V o� '7 , I This document and the information contained herein may not be copied or reproduced without express written permission of WiIlamolane Park and Recreation District.Unauthorized disclosure or construction use are prohibited by copyright law. n� c cn?a^nnik 31w:t U ! Sr C .e rtenitra� i �ncc Astkxt St ^ 157 A Y ' � C •- Sf. E C) C C C:> (Z O .Q Cl) a Sprinoteid n .a asf vJ Kiln 3t MAIN bTaEer ftr. St LO SAyt Glenwood O S g 4. o � a _ PROJECT LOCATION `raYi° a may, i Vicinity Map: Springfield, OR 205 S. Dorris St. PROJECT TEAM OWNER AND LANDSCAPE ARCHITECT Willamalane Park and Recreation District Project Manager: Kristina Koenig Boe Phone: (541) 736-4050 Email: kristinak@willamalane.org WPRD ELECTRICIAN: Steven Dunaway, 541-954-7854 NOT TO SCALE 2019 PROJECT SCHEDULE: • Bidding: April 23 - May 7 • Mobilization: July 8 • Substantial Completion: Sept 10 • Final Completion: Sept 24 DRAWING INDEX: G0.0 COVER G1.0 EXISTING CONDITIONS & DEMOLITION PLAN 1-1.0 SITE PLAN X1.0 - X1.6 SIGN PLANS S201-502 STRUCTURAL PLANS PROJECT INFORMATION ADDRESS: 205 Dorris St., Springfield, OR 97477 TAXLOT: 18-03-02-00-00802 ZONING: Public Land and Open Space (Springfield) SOIL: Dixonville-Philomath-Hazelair Complex (43C) FLOODPLAIN: Construction site is outside of the 100 year floodplain. HABITAT: No threatened or endangered species are known to exist on project site. EXISTING SITE CONDITIONS: The entrance to Dorris Ranch currently has an electrically operated gate along the property line and multiple underground utilities. PROPOSED IMPROVEMENTS: This project proposes to put a new entrance structure, sign and lighting at the front entrance to Dorris Ranch Living History Farm (pictured on this page). The structure and sign will be constructed of large dimensional timbers with concrete footings and decorative stone work. ALTERNATE SCHEDULE: BASE BID: Structure constructed of Western Red Cedar, finish per plans. ALTERNATE #1: Structure constructed of Douglas Fir. —V o� '7 , I This document and the information contained herein may not be copied or reproduced without express written permission of WiIlamolane Park and Recreation District.Unauthorized disclosure or construction use are prohibited by copyright law. or&Willamalan uIr Patio and Recreation District M CONSTRUCTION Drawn by: KKB Date: 04.23,19 _ Scale: AS SHOWN SHEET NO: Cover G 0.0 U C �ncc O W C E C) (D C C:> (Z O .Q Cl) � E vJ Cn LO O o L0 M N Q Z LLJ Of Cl- or&Willamalan uIr Patio and Recreation District M CONSTRUCTION Drawn by: KKB Date: 04.23,19 _ Scale: AS SHOWN SHEET NO: Cover G 0.0 --- DORft1S STREET TRAFFIC SIGNS, TYP REVISIONS R3 KR i 7/8/19 N Z v cn m \ I EXISTING GATE \ To Remain II � I PROJECT BOUNDARY I UNDERGROUND ELECTRICAL I / LAJ I _0-Hvv __I I Existing Conditions .& Demolition Plan HORIZONTAL SCALE: 1"=20'4r PROPERTY LINE UNDERGROUND POWER --- Location Approximate I — FIRE HYDRANT I I – TELEPHONE KEYPAD FOR ELECTRIC GATE ) 1 WATER, TYP. / Protect During a Construction ^ I WATER VAULT WATER METER -�J 1 TELEPHONE 4-GP--UGP - �- � JUNCTION BOX, TYP. -•� — --� _ — SIGN 1 Existing Conditions &Demolition Notes: I - Salvage and Return / to Owner / / 1. EXISTING CONDITIONS SHOWN ARE BASED ON SURVEY CONDUCTED BY BRANCH I i / ENGINEERING DATED I CONTRACTOR TO FIELD VERIFY ACCURACY OF EXISTING ELEMENTS PRIOR /JJ TO START OF CONSTRUCTION. %� {fH- — — —f J '-_ I r! 2. MAIN ELECTRICAL PANEL THAT FEEDS lJ I I VVVI �I UNDERGROUND COMMUNICATION \ i UNDERGROUND SERVICE TO THE GATE / AND LIGHT POLE IS LOCATED IN THE RESTROOMU—� UTILITY ROOM OF THE TRAILHEAD ��— FROM PECT S TE BUILDING, RG APPROXIMATELY 500 F r. ���__ \ _ 3. WATER LINE RUNS ON EAST SIDE OF I� ^ / \ STORMWATER SWALE. UNDERGROUND 2 INCH \ / I-�_ WATER LINE \ X 1 See Note 3. \ 0 20' 40' This document and the information contained herein may not be copied or reproduced without express written permission of Willamalane Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. a) E O L E P.willamalane Park and Recreation District �� GISTERA� 944 Kristina Boe OREGON rlc�./, os/io/2o�7 TC4PE Drawn by: KKB Date: 04.23.19 Scale: AS SHOWN SHEET NO: Existing Conditions G 1.0 N N Z v rn M DORFt4S STREET ' --------------- \ \ EXITING GATk — \ CONCRETE CAP r' P-�®P \ \ See Sign Plans. FOOTING- 34. J PROJECT BOUNDARY / \\ See Structural. I 7 See Notes 8-11. i L i' J ELECTRICAL — — / See Note 12. _ — r—J — — NEW ENTRANCE SIGN Refer to Sign Drawings \v I � CIN X� 0 20' Site Plan HORIZONTAL SCALE: 1'=20'-0' REVISIONS R3 7/8/19 Site Plan Notes: 1. VERIFY EXACT LOCATIONS AND ROUTING OF EXISTING UNDERGROUND UTILITIES PRIOR TO STARTING EXCAVATION. REPAIR ANY DAMAGE TO EXISTING PIPES, UTILITIES OR RELATED FACILITIES AT CONTRACTOR'S EXPENSE IN A MANNER APPROVED BY OWNER'S REPRESENTATIVE. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, DISTANCES AND GRADES IN THE FIELD AND BRING ANY DISCREPANCIES TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE FOR A DECISION PRIOR TO COMMENCING WITH THE WORK. 3. CONTRACTOR SHALL REFER TO STRUCTURAL AND SIGN PLANS FOR ADDITIONAL REQUIREMENTS. 4. LAYOUT PROJECT AS DESIGNED. CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF WORK THAT DOES NOT CONFORM TO DRAWINGS AND SPECIFICATIONS. 5. CONTRACTOR RESPONSIBLE FOR OBTAINING AND PAYING FOR ELECTRICAL PERMITS FOR THE PROJECT AND WILL PROVIDE TRAFFIC CONTROL PLAN, IF NEEDED. WPRD TO OBTAIN BUILDING AND COUNTY FACILITY PERMIT FOR WORK WITHIN RIGHT OF WAY AS REQUIRED. 6. WPRD STAFF TO ASSIST WITH LOCATING PRIVATE ELECTRICAL ONSITE. ALL ELECTRICAL WORK MUST BE CONDUCTED BY AN ELECTRICIAN HOLDING A VALID OREGON JOURNEYMAN'S LICENSE. 7. DEMOLITION AND CONSTRUCTION OPERATIONS SHALL BE CONDUCTED IN ACCORDANCE WITH STATE AND LOCAL CODES, RULES, REGULATIONS, ETC. REMOVE DEBRIS, SOIL AND OTHER MATERIAL RESULTING FROM DEMOLITION FROM THE SITE AND DISPOSE OF IN A LEGAL MANNER. DO NOT ALLOW ACCUMULATION OF DEBRIS TO DELAY PROGRESS OF THE WORK. 8. ANY DAMAGE WHICH OCCURS OUTSIDE CONSTRUCTION LIMITS DUE TO CONSTRUCTION OPERATIONS SHALL BE REPAIRED AND/OR REPLACED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 9. ERECT AND MAINTAIN TEMPORARY BARRICADES, WARNING SIGNS, AND GUARDS TO PROTECT THE PUBLIC FROM DAMAGE. ADDITIONALLY, THE CONTRACTOR IS RESPONSIBLE FOR SECURING THE PROJECT SITE, INCLUDING THE PROJECT WORK, MATERIALS, AND EQUIPMENT THROUGH THE DURATION OF THE PROJECT. PROVIDE 6 FT CHAINLINK FENCE AS NECESSARY TO SECURE THE SITE. 10. VEHICLE AND PEDESTRIAN ACCESS THROUGH THE MAIN ENTRANCE IS TO BE MAINTAINED DURING CONSTRUCTION. CONTRACTOR TO NOTIFY OWNER OF WORK THAT WILL INTERFERE WITH PUBLIC ACCESS THROUGH THE ENTRANCE AT LEAST 48 HOURS PRIOR TO ITS OCCURRENCE. CONTRACTOR MUST PROVIDE FLAGGERS, BARRICADES, AND SIGNAGE AS NECESSARY TO MEDIATE RISK OF PUBLIC DURING THIS WORK. PLANS FOR FLAGGING, BARRICADING, AND SIGNING THE ENTRANCE TO BE APPROVED BY OWNER. 11. IN ADDITION TO IMPROVEMENTS SHOWN, REPAIR ALL AREAS DISTURBED OR DAMAGED BY CONSTRUCTION IMPACTS TO THE CONDITION THAT EXISTED PRIOR TO CONSTRUCTION. CLEAN DUST, DIRT, DEBRIS CAUSED BY CONSTRUCTION ACTIVITIES AS DIRECTED BY THE OWNER. 12. REROUTE ELECTRICAL WIRE AND CONDUIT AS REQUIRED TO PREVENT UTILITIES FROM RUNNING BELOW FOOTING. This document and the information contained herein may not be copied or reproduced without express written permission of Willamalone Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. Cn -I--& W E O Q. E *wIlliamallane Park and Recreation District 944 r, Kristina Boe OREGON 08/10/2017 �C4PE ARC.,~ Drawn by: KKB Date: 04.23.19 Scale: AS SHOWN SHEET NO: Site Plan L1.0 LANTERN, TYPICAL See Sheet X1.5 STEEL TIE -PLATES, TYPICAL Finish: powder coat textured black See Sheets S503 for material and dimensions STONE COLUMN BASE AND PLAQUE See Sheet X1.2 See Structural drawings for footings SIGN See Sheet X1.3 See Sheet X1 STEEL BRACKETS, TYPICAL Front and back of structure. Finish: powder coat textured black See Sheets S503 for material and dimensions. DIMENSIONAL LUMBER Base Bid: Western Red Cedar Alternate 1: Douglas Fir See Schedule for sizing and finish, Sheet X1.1 (EAST) _34' See Note 3 (WEST) CE i Center of Timber Top of Concrete Pedestal See Structural 00M Finish Grade CV Top of Footing See Structural GENERAL NOTES; 1. All steel and fasteners to be powder coated textured black unless noted otherwise. 2. Refer to structural drawings for additional information. If conflicts exist between sign and structural drawings notify owner prior to conducting any further work. In general sign drawings provide information on finishes, lighting, signage, and aesthetic elements while structural drawings provide information on dimensions, materials, and footings. ENTRANCE SIGN DESIGN 3. Layout stone column base locations for review with owner prior to start of construction. This document and the information ' contained herein may not be copied or reproduced without expresswritten permission of Willamalone Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. Q Z U W 0 a U i IC W 0 CZ (!1 i 0 0 CD a-0 N E 0 E VOT FOR O 0)a� .Q U) N L 0 12 0 N CONSTRUCTION Drawn By: JW Date: 4/23/19 Scale: As Shown Sign Plan X1.0 STONE VENEER, TYPICAL Product: Boral RiverRock, Earth Blend, or approved equal Width: 2 1/2" - 3" Taper to match concrete footing Attach to concrete pedestal per sheet S501 CONCRETE CAP Thickness: 4" See Note 3. See Structural for Column Connections. 1 NOTES: 1. See engineering drawings for footing and reinforcement details. 2. Top of east and west concrete caps should be at same grade. Height of stone base from finish grade will be up to 6" taller on west side to account for existing topography. Contractor to set maximum grades on west side per structural requirements -and adjust east side as necessary to set top of caps at same grade. Field verify 16 ft. clearance to top of sign per sheet X1.0. 3. Concrete cap to be 4" thick and approximately 70" x 70" square. Chamfer all edges and mortar set to top of concrete footing. Provide 0.5% slope from column footing to edge of cap to promote drainage. 4. Plaque to be 12" x 24" x 5/16" Aluminum. Texture: Leatherette; Background color: black; Letters: Paint white; Logo: Paint color per WPRD logo. Provide mock up to owner for approval prior to production. Plaque to have stainless steel studs on back for embedding in concrete footing, stone to be blocked out around edges. 5. Provide galvanized rigid conduit through footing and cap for both electrical and communication on the west stone base and for electrical on the east stone base. Continue electrical conduit and wire to lanterns and barn light per Sheets X1.5 & X1.6. STAINLESS STEEL EYE BOLT 1.5" OD, 2" Length, Drill and epoxy 2" from edge of Cap. 4" Overhang '.� EQUAL + r�1 EQUAL All Sides To Plaque Orchard1903 f Z to Plaque ^~ f- 611 1 01 119 4. 46" to eyebolt center Centered on concrete cap }` 34" to eyebolt center ` f e, .I`awi ML w \ E = L ALUMINUM PLAQUE (EAST) See Note 4. ELECTRICAL Connect conduit and wire to Approximately 72" relocated in -ground J Box. EXTERIOR OF VENEER See Note 5. COMMUNICATION Provide conduit to Communication Box. See Note 5. STONE COLUMN BASES (WEST) This document and the information contained herein may not be copied or reproduced without express written permission of Willamalone Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. Z U W O a N U CZ L C= W V CZ fr O 0 W 4_J C= O i E NOT FOR r` r` NT 00 ErO 0) c Q cn L 0 LO C) N CONSTRUCTION Drawn By: JW /_lm Sign Plan X1.2 U) U_ O cv W f. ¢ O UZ 00 CO LU UJ wW [ cc Z� p - It0 U_ O CL O (WEST) This document and the information contained herein may not be copied or reproduced without express written permission of Willamalone Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. Z U W O a N U CZ L C= W V CZ fr O 0 W 4_J C= O i E NOT FOR r` r` NT 00 ErO 0) c Q cn L 0 LO C) N CONSTRUCTION Drawn By: JW /_lm Sign Plan X1.2 This document and the information contained herein may not be copied or reproduced without express written permission of ViIlamalone Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright low. W � U � CZ rn SIGN MATERIAL - Er &DIMENSIONSC— See Note 1 & 2. W m SIGN FASTENERS iE See Sheet X1.4 U c C: > Q CCS O 6 54 2/3" CD Typical Between Clamps U) _ -. - - ---- - _ - - - -- - 0 C) -7 314 "- _ _ 0 192" Sign Notes: 1. BASE BID: - Material: Western Red Cedar, Clear, - Finish with Sikkens Proluxe Cetol Log & Siding Stain, or approved equal. - Color: Cedar ALTERNATE #1: - Material: Doug Fir, #1 - Finish: with Sikkens Proluxe Cetol Log & Siding Stain, or approved equal. - Color: Cedar 2. Dimensions: 30" High x 192" Wide x 2.5" Thick 3. Lettering: Inset Routed Lettering to 1/4" depth. Font: Old Abe. Letter Height: 13.1". Apply oil based primer and paint with oil based enamel White paint. SIGN ENLARGEMENT Not To Scale NOT Fn CONSTRUCTlu Drawn Bv: JW Date: 4/23/19 Scale: As Shown Sign Plan X1.3 OPEN BOX COLLAR See Note 1. STEEL RINGS Welded to Collar See Note 2. QUICK LINK See Note 3. STEEL RINGS Welded to U -Clamp See Note 2. f THROUGH BOLT See Note 5. U -CLAMP See Note 4. 2.5" INSIDE DIMENSIONS 518" DIAMETER HOLE CONNECTORS SIGN CONNECTOR NOTES: 1. Open Box Collar to slide over horizontal crossmember. Material to be 1/4" Galvanized Steel. Finish: Textured black powder coat. Dimensions: 4" wide x 15-16" inside x 15-16 tall. Final interior dimensions will be determined by final wood dimensions. Weld Steel Rings Prior to powder coating (see note 2). 2. Steel Ring to be 1/2" thick stainless steel welded to center bottom of Box Collar or center top of U -Clamp per drawings. Textured black powder coat finish. 3. Quick links to be 1/2" stainless steel. Finish with black epoxy primer, assure finish does not limit functionality of link. 4. U Clamp to be galvanized steel with textured black powder coat. Dimensions 4"x4" faces, 2 1/2" inside dimension, snug to fit sign plank. Weld steel ring prior to powder coating. Provide 5/8" hole for through bolt, centered on face of clamp. 5. Through bolt, nut and washer to be galvanized steel with black epoxy primer finish coat. 6. All welding to be performed by an AWS Certified Welder. This document and the information contained herein may not be copied or reproduced without express written permission of Willamalane Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. Z> Q Z U W O W a W U C (Z 4-0C W U C CZ I so (/) L 0 0 cn N E OD0 Q E ti rn O a� Cn Cn Cn n 0 N Drawn By: JW Date: 4/23/19 Scale: As Shown Siqn Plan X1.4 LANTERN NOTES: 1. Lantern to be 4 sided, 18 -inch square at base. Base to be removable. Contractor to provide shop drawings for approval prior to construction. 2. Frame material to be sheet metal with black textured powder coat finish on exterior. 3. Lantern faces to be 3/16" polycarbonate with translucent digital print. See color schedules for translucent graphic colors. 4. Provide UL and/or CSA certified LED fixture. Watts: 75, Color Temp: 3500. 5. Provide galvanized rigid conduit along back side of front vertical wood column, fastened with two hole straps. 6. Provide 6 galvanized lag bolts per lantern, 1/2" x 4". All exposed fastener parts to be finished with black epoxy paint. 7. Mounting Plate to be 1/4" galvanized steel, powder coated textured black. 1 per lantern; dimensioned per drawings. 8. Lantern Hanger to be constructed of 1.5" square tube steel, 12 gauge, powder coated textured black. Conduit to run internal to square tube to feed lantern. Steel tube to extend through interior of lantern to provide connection point for removable steel base. 9. All electrical work to be conducted by a licensed journeyman in the state of Oregon. 28.5" 1851 LANTERN DESIGN LANTERN HANGER See Note 8. FRAME & TOP See Note 2. ERN FACE 14.5" Polycarbon antern ote 3. COLOR SCHEDULE PANTONE 7499 I�1 PANTONE 110C �----� 3" OCTOGON METAL CUT IN BOX BASE OF LIGHT See Note 1 & 8. NLARGEMENT: MOUNTING PLATE :OR LIGHT HANGER See Note 7. :XTERIOR CONDUIT )ee Note 5. This document and the information contained herein may not be copied or reproduced without express written permission of wllamalone Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. U C= CZ L C= W U CCS Ir W O 0 Cn -6--J C= CV E CDO 0- E NOT FOR ti rn tY O a� .Q U) U) 0 0 LO0 CV CONSTRUCTION Drawn By: JW Date: 4/23/19 Scale: As Shown Sign Plan X1 .5 ■ ■ V ■ ■ O ' ■ ■ ■ ■ ■ ■ ■ 26'* ■ ■ ■ ■ ................ BASE OF LIGHT See Note 1 & 8. NLARGEMENT: MOUNTING PLATE :OR LIGHT HANGER See Note 7. :XTERIOR CONDUIT )ee Note 5. This document and the information contained herein may not be copied or reproduced without express written permission of wllamalone Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. U C= CZ L C= W U CCS Ir W O 0 Cn -6--J C= CV E CDO 0- E NOT FOR ti rn tY O a� .Q U) U) 0 0 LO0 CV CONSTRUCTION Drawn By: JW Date: 4/23/19 Scale: As Shown Sign Plan X1 .5 BARN LIGHT ENLARGEMENT LIGHTING NOTES: 1. Barn Light to be 23" Gardena Gooseneck LED Light by Steel Lighting Company, or approved equal. Color to be matte black. Provide wire guard. 2. Provide galvanized rigid conduit fastened with two hole straps. WIRE GUARD STEEL BRACKET IN BACKGROUND See Structural Drawings BARN LIGHT 9 BACK OF STRUCTURE EI See Note 2. This document and the information contained herein may not be copied or reproduced without express written permission of Willamolane Park and Recreation District. Unauthorized disclosure or construction use are prohibited by copyright law. C4NSTRUCTI0i Drawn By: JW Date: 4/23/19 Sign Plan x1.6 U � C i -�-'C n O C:O W � E UO C //:' ` v > O 'L^ V J rr VW cn E i o O o O Lr' Q N Z U W 3 O W CL C4NSTRUCTI0i Drawn By: JW Date: 4/23/19 Sign Plan x1.6 1 S503 1 4 TYP. 2 i TYP• S503 1 Ox 14 WRC WEB, TYP. 3 �y 5503 TYP. �J w Qr- MAX. 18'-6" W x 2'-6" TALL MAX. REF. SOLID HANGING SIGN & ASSOCIATED CONNECTIONS, PER SIGN DESIGNER 6 1 i + 1 5501 NOTE: DIMENSIONS MARKED AS "REF" ARE FOR r 44 REFERENCE ONLY. REFER TO SIGN DESIGNER E l DRAWINGS FOR ACTUAL DIMENSIONS. 1 28'-0" CLR MIN. ,1 34'-0" MAX. REF. 10x14 WRC TOP CHORD, TYP. 14x14 WRC BOTTOM CHORD 1'-7j", TYP. -- (2) 14x 14 WRC COLUMN, TYP. (2) STEEL TIE -PLATE BASE CONNECTION, TYP CONCRETE PEDESTAL & FOOTING, TYP. FINISH GRADE PER LANDSCAPE ARCHITECTURAL DRAWINGS 1 SIGN ELEVATION -MEMBER CENTERLINES SHOWN S201 SCALE: N.T.S. DESIGN CRITERIA WIND LOAD DESIGN CRITERIA BASIC WIND SPEED - 3 SEC GUST (mph) 120 RISK CATEGORY II WIND EXPOSURE C ANALYSIS PROCEDURE USED ASCE 7-10 Ch 29.5 DESIGN WIND LOADS - OTHER STRUCTURES SNOW LOAD DESIGN CRITERIA GROUND SNOW LOAD (psf) 15 ROOF SNOW LOAD (psf) 20 STEEL SPECIFICATIONS: 1. STEEL PLATES - A36 2. STEEL WIDE FLANGE SHAPES - A992 3. STEEL BOLTS - ASTM A307 U.N.O. 4. STEEL WELD ELECTRODES -70xx 5. USE HOT DIP GALV. FASTENERS WHERE INSTALLED LOCATION IS EXPOSED TO MOISTURE, PRESSURE TREATED WOOD, OR OTHER CORROSIVE ENVIRONMENTS. 6. GALVANIZING TO BE IN ACCORDANCE WITH ASTM A123 OR A153 AS APPLICABLE. 7. THREADED ROD SHALL BE F1554 GRADE 36 OR BETTER. GENERAL NOTES: 1. CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. 2. CONDITIONS NOT SPECIFICALLY DETAILED SHALL BE IN GENERAL CONFORMANCE WITH CONSTRUCTION DETAILS OF A SIMILAR NATURE ELSEWHERE ON THE PROJECT. J. ALL ELEMENTS SPECIFIED AS "WRC" SHALL BE 11 WESTERN RED CEDAR OR 11 DOUGLAS FIR SOLID SAWN LUMBER. 4. STRUCTURE DIMENSIONAL INFORMATION FOR CONSTRUCTION SHALL BE PER SIGN DESIGNER DRAWINGS. REFERENCE DIMENSIONS SHOWN ARE ONLY INTENDED TO LIMIT THE SIZE OF THE STRUCTURE & SHOW A RELATIONSHIP TO DESIGN CALCULATIONS. CONTACT ENGINEER PRIOR TO EXCEEDING ANY REFERENCE DIMENSIONS. 5. ALL STEEL & FASTENERS TO BE GALVANIZED PER ASTM A123 WHERE EXPOSED TO WEATHER OR OTHER CORROSIVE ENVIRONMENTS. 6. PAINT OR OTHER FINISHES PER SIGN DESIGNER. CONCRETE SPECIFICATIONS: 1. CEMENT: ASTM C150 TYPE I OR 11. �#�Il�x:�1nL�Zi7►9rilh�l_►ih1�4It1'.�F711'i�i�i� 3. WATER -REDUCING ADMIXTURE. • ASTM C494 TYPE A, OR TYPE F MID-RANGE TYPE. 4. STRUCTURAL CONCRETE SHALL BE f'c = 4500 PSI AT 28 DAYS, 2500 PSI USED FOR Branch E,I GINEERING 54n¢ 1977 civil - transportation structural • geotechnical SURVEYING 310 Slh Street Spnngfield, OR 97477 p: 541.746.0637 www.BranchEngineergng.com Springfield OR I Albany OR 9. USE ASTM A615 GRADE 60 REINFORCING BARS 10. CURING OF SLAB CONCRETE SHALL BE WET TYPE IN ACCORDANCE WITH SECTION 5.3.6.4 B OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" & ACI 308R-01. SPECIAL INSPECTION 1. CAST -IN-PLACE CONCRETE ANCHORS. 2. STRUCTURAL WELDS. S�RUCTURq< 5����D PRpF C,1. w #67092PE �� r Digitally signed by Ricardo Hernandez OREGON � �f.9 QFC 30 , H 211 \O� 9p� ERCP Renews: JUNE 30, 2021 date: DESIGNED. SLUMP SHALL BE 4" +/- 17. Z JLB designer: JJA V 19-113 5. MAXIMUM W/C RATIO SHALL BE 0.45 iA 6. CONCRETE MATERIALS AND QUALITY SHALL BE IN ACCORDANCE WITH CHAPTERS 3 AND = 5 RESPECTIVELY OF CURRENT ADOPTED VERSION OF ACI 318 "BUILDING CODE u REQUIREMENTS FOR STRUCTURAL CONCRETE". Z Q a, 7. TRANSPORTATION OF READY -MIX CONCRETE SHALL BE IN ACCORDANCE WITH ASTM C94 "SPECIFICATION FOR READY -MIX CONCRETE" AND CONCRETE PLACEMENT, CONSOLIDATION, ce p AND CURING SHALL BE IN ACCORDANCE WITH SECTION 5 OF ACI 301 "SPECIFICATIONS Vi N FOR STRUCTURAL CONCRETE". W w 1 'GUIDE Ce U- o 8. HOT -WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305R TO O Z HOT -WEATHER CONCRETING AND 305.1 STANDARD SPECIFICATION FOR HOT -WEATHER 0 Ln o a CONCRETING". COLD -WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306R ^1 N "GUIDE TO COLD -WEATHER CONCRETING" AND 306.1 "STANDARD SPECIFICATION FOR revisions: COLD -WEATHER CONCRETING". 9. USE ASTM A615 GRADE 60 REINFORCING BARS 10. CURING OF SLAB CONCRETE SHALL BE WET TYPE IN ACCORDANCE WITH SECTION 5.3.6.4 B OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" & ACI 308R-01. SPECIAL INSPECTION 1. CAST -IN-PLACE CONCRETE ANCHORS. 2. STRUCTURAL WELDS. S�RUCTURq< 5����D PRpF C,1. w #67092PE �� r Digitally signed by Ricardo Hernandez OREGON � �f.9 QFC 30 , H 211 \O� 9p� ERCP Renews: JUNE 30, 2021 date: 4/16/2019 drawn by: JLB designer: JJA project no: 19-113 ELEVATIONS & NOTES sheet: S201 ■ W Q N d- �!; 2" CLR. NP. 1 COLUMNS & FOOTING, i TYP. EA WAY COLUMN, TYP. ccn4 TIE -PLATE, TYP. PRE -FORMED EXPANSION JOINT w/ SANDED FLEXIBLE SEALANT PER SIGN DESIGNER, TYP. AROUND COLUMN BASE #3 HOOP TIES AT 10 o.c. MAX. CONCRETE PEDESTAL w/ L8, BATTERED SIDES ROCK VENEER PER SIGN DESIGNER AB 10 EMBED 8" MIN., TYP. 15 BARS EVERY 11�12"Ox. EACH WAY Z ac v• UNDISTURBED 6" MIN. J"-0" CRUSHED, NATIVE SUBGRADE ROCK COMPACTED 959 MODIFIED PROCTOR 7'-8" SQ. SPREAD FOOTING 4'-6- 2" CLR. TYP. VI TIE -PLATE, TYP. HOOP--- TIE OOPTIE SECTION a—a 1 PEDESTAL & FOOTING S501 SCALE: N.T.S. r (20) 15 DOWELS AT EQ. SPACING AROUND PERIMETER D= 8" L3 x3"4"5" LONG BASE ANGLE anch FASTENED TO TOP OF PEDESTAL w/ #-NtINEERING (2) "DIA. HOLES FOR (2) 1" DIA. SS TITEN HD SCREW Si=1977 ANCHORS EMBED 4" MIN., civil • transportation SCREW ANCHORS, TYP, stru 5 u Ruraiv E Y I N Gnical TYP. (2) OPEN SIDES 3,U 6th 5tleM R " BASE PLATE Spd: 5411. , 6- 97477 P: 541.]46-0637 ADJACENT COL. BASE TIE -PLATE www- AJbny Branch Eng i na.tam Springfeld OR i many OR CONNECTION ASSEMBLY ° (SHOWN FOR CLARITY) HD (BELOW) ' TYP. -� _4 LL_ LL m� TYP. 4 Q � V LA 1 " MIN. TYP. (6)" DIA. HOLES FOR 7g" DIA. THRU-BOLTS. CENTER N BOLTS IN TIE -PLATE, TYP. - o "x4" TIE -PLATE, TYP. O — — — U O CL O BASE PLATE TO - - - - TOP OF ° MATCH COLUMN SIZE - - - - _ Fo PEDESTAL ° w WCL BASE ANGLEo j V (NOT SHOWN) 4 g z o_ _ m� o V Z Q 0Lu w � ° ? Ce No PAB (NOT SHOWN), o _ t/'1 V) o NP. SIMPSON HD 19 "� R w FASTENED TO o Ce.o u TIE -PLATE w/ (5) — -- O o Z 1 " DIA. BOLTS, TYP. 0 `^ oa N to revisions: 2 COLUMN BASE CONNECTION S501 SCALE: N.T.S. S,� kQCTURq� ��-�&D PR�FFs #67092PE r Digitally signed by Ricardo Hernandez OREGON N �.9� �F�• 30, �0 HE�� Renews: JUNE 30, 2019 date: 4/16/2016 drawn by: JLB designer: JJA project no: 19-113 DETAILS ,beet: S 501 NOTCH TOP CHORD 3" WIDE THREADED ROD & TO PROVIDE FULL -BEARING NOTCH FOR THREADED ROD. TOP OF COLUMN, AS CLOSE TO BOTTOM OF BOLT AS IS PRACTICABLE ENSURE FREE -DRAINING TO ALLOW ACCESS FOR INSTALL AT END OF NOTCH 70P C ORD b+ 3" l � I _ it BOTTOM CHORD R', NP — .u% ula 5'-0" MAX. 1i REF z IL Z u it END DETAIL PER SIGN® R 4" BEARING PLATE, " DESIGNER 1 DIA. THREADED b ® TYP. EACH COLUMN ROD w/ STANDARD NUT & WASHER ° ® ° (2) COLUMNS ° EACH END. i" MIN. 7YP• TYP. TOP OF COLUMN CONNECTIONS S50 SCALE: N.T.S. WEB/TOP CHORD (BEYOND) BOTTOM CHORD q " THRU BOLTS GAGE P OF COLUMN, TYP. TYP. J" CAP -PLATE, TYP. CH END OF WF FASTEN EACH COLUMN TO WF w/ (2) ROWS OF (4) J" DIA. Ti BEARING PLATE, TYP. (4) PLACE: W16x26 — — SECTION b -b SECTION a -a %" TYP. ENLARGED 2x WF, TYP. COLUMN, TYP. BEARING PLATE, TYR COLUMN, WF, & BOLT GROUP CAP PLATE RUCTUR01 q< ���ED PRO,cFss 'w #67092PE r Digitally signed by Ricardo Hernandez i OREGON 30 , H 9p� Renews: JUNE 30, 2019 anch GINEERING Since 1977 civil • transportation structural. geate chnical SURVEYING 310 Sth 5beet Springfield, OR 97477 P: $41.746.0637 w. Bran ch E n g i neer in g.com ww5pringfleld OR I Albany OR Z V 7/'1 V Z Q Ldp 0 0 revisions: n n LU �o LA �o W LL o� oz Ln oa N LA date: 4/16/2016 drawn by: JLB designer: JJA project no: 19-113 DETAILS sheet: 5502 LOWER FACE OF TOP CHORD 3" a - (2) J" DIA. BOLTS, TYP. AT EACH TOP CHORD C 4" TRUSS PLATE, TYP. EACH SIDE OF TRUSS MEMBERS. yC TOP CHORD, TYP. Q G ±5" ^V! 1i" (4) J" THRU—BOLTS NOTCH TOP CHORD END TO PROVIDE FLAT BEARING ATOP VERTICAL WEB MEMBER � PLATE, WEB, RIDGE, & BOLTS r TOP CHORD CONNECTION S503 SCALE: N. T.S. T' ;5010 ( ' IAL CHp TYP. (3) PLACES BOLTS, -� TO,o TOP CHORD '°L4TF ��RD PLATE, WEB, & (6)" DIA. I BOLTS, TYP. THRU-BOLTS R J" TRUSS PLATE, TYP. ?" EACH SIDE OF TRUSS �3 1/ TYP. A N A) QoI� ' r (2)" DIA. THRU—BOLT, TYP. � I OO OO_ Oo OO BOTTOM CHORD OO OO 4 OO ® & PLATE FASTEN TRUSS PLATE TO TYP. TYP- BOTTOM CHORD w/ (8) J" DIA. r i THRU—BOLTS BOTTOM CHORD CONNECTION_ 5503 SCALE. N.T.S. anch GINEERI NG Since 1977 civil • transportation structural. geotechnical SURVEYING 310 5th Street Springfield, On 97477 p: 541.746.0637 ww w.8ranch E n glneering. - Springfield Springfield On I .1, n, OR R 4" TRUSS PLATE, TYP. EACH SIDE OF TRUSS MEMBERS. 4' 1PX111 ISP ANGLE OF WEB PER o SIGN DESIGNER `O WEB „ 7A 2 3 TOP CHORD- WEB CONNECTION S503 SCALE: N.T.S. S,� kUCTURq� \����E� NoFFsso G E 2 Q 'w #67092PE �� r Digitally signed by Ricardo Hernandez OREGON �.Sl �F�• 30 9p0 H E?\ Renews: JUNE 30, 2019 �M_ Z ice Q � LU � � No: O DC _W U ou O Z L!1 Qco - r4 Vl revisions: date: 4/16/2016 drawn by: JLB designer: JIA project no: 19-113 DETAILS sheet: 5503