Loading...
Specifications RECEIVED JUL 24 2013 CITY OFTIGARD Consulting Engineers BUILDING DIVISION June 7, 2013 Laura Herbon Landscape Architect LLC 6824 SE 2151 Avenue Portland, OR 97202 RE: Jack Park Pedestrian Bridge Foundations Dear Laura: Attached please find calculation sheets 1 through 5, dated July 18, 2012, which verify the structural adequacy of the Jack Park Pedestrian Bridge Foundations, as shown on drawings S1.1 through S1.3 dated April 17, 2013. Design is based on the requirements of the AASHTO LRFD Guide Specification for the Design of Pedestrian Bridges, 2"d Edition. lJ IT-2C3( If you have any questions or need further information, please call me. City of Tigard A• • oved Plans Sincerely, By `A Date eJ?[f'3, ,�u� =:;.URq, OFFICE COPY Stuart Finney, PE SE Ep PROff Associate ���v 1 H f E f 44.4 w � ae 19608 SF:kw 211/411calcs 06-07-13 docx 0'' GON .5) o-� [EXPIRES: 06/30/ )(L.J 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204-3628 (503)227-3251 Fax (503) 2277980 Seattle Tacoma Portland Eugene San Francisco Sacramento Los Angeles lrvme San Diego Phoenix Denver SI. Louis New York aroect J GIB Pte. By se Sheet No. nrXriLocation ■/_�/f Dote—('j— 12 Consulting Engineers I A '�1-.-`=�'� Client 1 IX� ) jst Revised Job No. fbrflonCAreOon ��V"' ��1 VVV r l Dote • 1--(MOCILL ` Etbutyle kuT N, (3 J4 e fie" GTI-f = 115 Pr gi2A e 1-31 0114 = 6 >T oefrO L = 40 Ps(._ _ 90 pc4' Pee p ro Pro E ►�c"Sf4 r4 v. PC. PtLc-o - 60V-A-44-7 PLc S6nZ 12 CO p 4 . F-re rc_.(7 4 7F-C-1-1 rybie r)(5)--1 o- S P 2 - 5 {\s2 P u-r T—'T OE-3(0A 1 2 KPFF Consulting Engineers Designer. SF Date: 6-Jun-13 Job No.: Retaining Wall Analysis Project: Jack Park Wall Description: Retaining Wall Filename: J:\1 p_sbu12 0 1 1/21 1 74 11STUARTu6 ft tall abutmenl.xlss(wilh surcharge Geometry Input: Loading Input: Properties Input: Top of Wall Elev.= N/A ft Concrete Weight= 150 pcf Conc Strength= 4 ksi Top of Ftg.Elev.= N/A ft Soil Weight = 120 pcf Relnf.SO Yield= 60 ksi Wall Height = 6.00 ft (above Ftg.) Eq.Fluid Press.= 40 pcf Wall Thickness= 1.50 ft Passive Press. = 0 psf Ftg Width = 7.00 ft Pass.Eft.Depth= 0 ft (from bot.of Ftg.) Fig Thickness= 1.00 ft Friction Factor= 0.4 -tan(soil friction angle under fig.) Toe Length = 3.00 ft Soil Cohesion 0 Base= 0 psf (for resistance to slidIng) Heel Length= 2.50 ft LL Surcharge = 1 ft of E.F.P. I Backlit Depth= 6.00 ft (above Ftg.) Vert.Load = 4500 lbs/ft Key Width = 0.00 ft Vert.Load Loc.= 3.6 ft (from front of Ftg.) Key Depth = 0.00 ft Horit.Load = 0 lbs/ft(In dir.of soil force) Key Location = 0.00 ft Horiz Load Loc.= 0.00 ft (from top of Ftg.) Wall Restl Covr= 0.16687 ft Ftg Restl Cover- 0.25 ft QUANTITY: ------ Concrete Volume= 18.00 ft^3/ft Cost Q N/A/YD^3 = #VALUE! /fl Total= #VALUEI = 0.59 YD^3/ft Total Length = N/A ft STABILITY CALCULATIONS: OVERTURNING: Overturning Mom= 3.27 ft-k Resisting Mom = 34.84 ft-k F.O.S.= 10.66 Min.=1.5 to 2.0 SLIDING: Sliding Force = 1.26 kips Resisting Force= 3.48 kips • F.O.S.= 2.76 Min.=1.5 BEARING: Net Horiz.Moment= 31.57 ft-k Sum Vert.Loads= 8.70 kips Resultant Loc. = 3.63 ft (from toe) Eccentricity(e)_ -0.13 ft -Inside mid.1l 3 Pressure Length= 7,00 ft Max Toe Pressure= 1.11 ksf Min.Heel Pressure= 1.38 ksf DESIGN: Dead Load Factor= 1.2 p(b) = 0.0285 Live Load Factor= 1.6 p(max)= 0.0214 p(nlin)= 0.002 WALL: Moment @ base of wall: M(u) = 3.5 ft-kips phi Mn= 252.6 ft-k as O.K. Shear Q base of wall: V(u) = 1.5 klps phi Vc= 20.2 Kips =>O.K. REINFORCING STEEL: (Fill Face) d= 15.63 in. ('d'based on#8 bam) OPTIONS: #4 Q 48.7 in. #5© 75.5 In. R(u)= 18 psi #6 @ 107.2 in. #7(a) 148.1 in. p= 0.0003 #8 @ 192.4 In. #9 @ 243.8 in. A(s)reqd= 0.05 sq.in./lin.R. #10© 309.3 in. #11 al 380.0 in. USE# 11© 4 in. d(acl)= 15.44 in. A(s)provided= 4.68 sq.in./lin.ft. Check As min El= 6.88 in OMn= 252.6 ft-k Temperature Reinforcement: Area of Reinforcing Rey d/FI= 0.1944 USE# 4 18 0.133 sq in/If t Shear Friction: Area of Reinforcing Steel Req d= 0.03!n^2 • PAGE 1 OF 2 1 3 KPFF Consulting Engineers Designer: SF Date: 6-Jun-13 Job No.: 0 0 Project: Jack Park WaN Description: Retaining Wall Filename: J:11 p stru12 01 112 1 1 7 411STUARTI(6 ft tall abutment.xlsx)with surcharge ^=>"c=s a DESIGN CONTINUED: FOOTING HEEL: Moment @ face of wall: M(u)_ -1.2 ft-kips phl Mn= 16.4 ft-k o O.K. Shear @ base of wall: V(u)_ -0.9 klps phi Vc= 11.1 Kips >W O.K. REINFORCING STEEL (Top of Footing) d= 8.63 in. ('d'based on#6 bars) OPTIONS: #4 @ -78.5 in. #5 @ -121.6 in. R(u)_ -18 psi #6 @ -172.6 in. #7 @ -235.4)n. p= -0.0003 #8 @ -309.9 in. #9 @ -392.3 in. A(s)reqd= -0.03 sq.In./lin.ft. USE# 6 i! 12 In. d(act)= 8.625 in. A(s)provided= 0.44 sq.InJ Nn.ft. Check As min a= 0.86 in OMn= 16.4ft-k Temperature Reinforcement: Area of Reinforcing Req'd/Ft= 0.1298 (double If only one layer of reinforcing) USE# 4@ 12 0.20 eg In/If FOOTING TOE: Moment @ face of wall: M(u)= 8.0 ft-kips phi Mn= 11.8 ft-k =>O.K. Shear @ face of wall: V(u)= 5.3 kips phi Vc= 11.1 Kips a O.K. REINFORCING STEEL: (Bolt.of Footing) d= 8.63 In. ('d'based on#6 bars) OPTIONS: #4 @ 11.5 in. #5 @ 17.8 In. R(u)= 119 psi #6 @ 25.3 in. #7 @ 34.5 In. p= 0.0020 #8 @ 45.4 in. #9 @ 57.5 In. y A(s)reqd= 0.21 sq.in./an.ft. USE# 5© 12 in. d(act)= 8.69 in. A(s)provided= 0.31 sq.in.lin.ft. Check As min r a= 0.48 in OMn= 11.8ft-k • Temperature Reinforcement: Area of Reinforcing Req'd/Ft= 0.130 (double if only one layer of reinforcing) USE# 4 @ 12 0.20 sq In/If SHEAR KEY: Moment @ Top of Key. M(u)= 0.0 ft-kips phi Mn= #N/A ft-k #N/A Shear Top of Key V(u) = 0.0 kips phi Vc= -4.4 Kips =>N.G. REINFORCING STEEL: (Front Face) d= -3.38 in. ('d'based on#8 bars) OPTIONS: #4 @ N/A in. #5 @ N/A In. R(u)= 0 psi #6 @ WA in. #7 @ N/A in. p= 0.0000 #8 @ N/A in. #9%9 N/A in. A(s)reqd=N/A sq.in./Nn.ft. USE# N/A @ N/A In. d(act)_ #N/A in. A(s)provided= #NIA sq.InJ Iin.ft. Check As min a= #WA in OMn= #N/A ft-k Temperature Reinforcement: Area of Reinforcing Req'd/Ft= 0 (<=#5 bars) USE# N/A @ NIA #N/A sq in/If Shear Faction: Area of Reinforcing Steel Req'd= 0.000 In"2 • PAGE 2 OF 2 j F t i • KPFF Consulting Engineers Designer SF Date: 6-Jun-13 Job No.: Retaining Wall Analysis Project: Jack Park Wall Description: Retaining Wall Filename: J:11p stnr12 01 112 11 7 411STUARTI)8 It tall abutment.xlsx)with surcharge Geometry Input: Loading Input: Properties Input: • Top of Wall Elev.= N/A ft Concrete Weight= 150 pcf Conc Strength= 4 ksi Top of Fig.Elev.= N/A It Soil Weight = 120 pcf Reinf.Stl Yield= 60 ksi Wall Height = 8.00 it (above Ftg.) Eq.Fluid Press.= 40 pcf Wall Thickness= 1.50 ft Passive Press. = 0 psf Ftg Width = 9.00 It Pass.EH.Depth= 0 ft (from bot.of Fig.) Fig Thickness = 1.00 ft Friction Factor= 0.5 =lan(soil friction angle under ftg.) Toe Length = 3.50 ft Soli Cohesion @ Base= 0 psf (for resistance to sliding) Heel Length= 4.00 ft LL Surcharge = 1 ft of E.F.P. Backrill Depth= 8.00 ft (above Ftg.) Vert.Load = 4500 lbs/ft Key Width = 0.00 ft Vert Load Loc.= 4 ft (from front of Ftg.) Key Depth = 0.00 ft Horiz Load = 0 lbs/ft (In dir.of soil face) Key Location = 0.00 ft Horiz.Load Loc.= 0.00 ft (from top of Ftg.) Wall Restl Covr= 0.16867 ft Ftg Resit Cover- 0.25 ft QUANTITY: - - - �---- Concrete Volume= 21.00 ft^3 1ft Cost @ N/A/YD^3 = #VALUE! /ft Total= #VALUE! = 0.78 YD^3/ft Total Length = N/A ft STABILITY CALCULATIONS: OVERTURNING: Overturning Mom= 6.48 ft-k Resisting Mom = 58.61 ft-k F.O.S.= 9.04 Min.=1.5 to 2.0 SLIDING: Sliding Force = 1.98 kips Resisting Force= 5.75 kips • F.O.S.= 290 Min.=1.6 BEARING: Net Horiz.Moment= 52.13 ft-k Sum Vert Loads= 11.49 kips Resultant Loc. = 4.54 ft (from toe) Eccentricity(e)_ -0.04 ft -Inside mid.11 3 Pressure Length= 9.00 ft Max Toe Pressure= 1.25 ksf Min.Heel Pressure= 1.31 ksf DESIGN: Dead Load Factor= 1.2 • p(b)= 0.0285 Live Load Factor= to p(rnax)= 0.0214 p(min)= 0.002 WALL: - ----Moment @ base of wall: M(u) = 7.5 ft-kips phi Mn= 252.6 ft-k =>O.K. Shear @ base of wall: V(u) = 2.6 kips phi Vc= 20.2 Kips =>O.K. REINFORCING STEEL: (Fill Face) d= 15.63 in. ('d'based on#6 bars) OPTIONS: #4 @ 22.4 in. #5 @ 34.7 in. R(u)- 34 psi #6 @ 49.2 in. #7 @ 67.1 in. p= 0.0006 #8 @ 58.3 in. #9 @ 111.8 in. A(s)reqd= 0.11 sq.in./lin.ft. #10 @ 142.0 in. #11 @ 174.4 in. USE# 11 @ 4 in. d(act)= 15.44 in. A(s)provided= 4.68 sq.in./lin.ft. Check As min a= 6.88 in OMn= 252.6 ft-k Temperature Reinforcement: Area of Reinforcing Req'd/Ft= 0.1944 USE# 4 @ 18 0.133 sq In/lf • Shear Friction: Area of Reinforcing Steel Req'd= 0.05 in^2 si PAGE 1 0F2 r J KPFF Consulting Engineers Designer. SF Date: 6-Jun-13 Job No.: 0 0 Project: Jack Park Wall Description: Retaining Wall Filename: J:11p_stru1201112117411STUARTI[8 ft tall abutment.xisx]with surcharge _ m�_ z DESIGN CONTINUED: FOOTING HEEL: Moment Q face of wall: M(u) _ -0.3 ft-kips phi Mn= 18.4 ft-k ='a O.K. Shear 0 base of wall: V(u)_ -0.1 kips phi Vc= 11.1 Kips >O.K. REINFORCING STEEL: (Top of Footing) d= 8.63 In. ('d'based on#6 bars) OPTIONS: #4© -340.0 In. #5© -526.9 in. R(u)= -4 psi #6,z. -747.9 in. #7 Et -1019.9 in. p= -0.0001 #8 GI -1342.8 in. #9 Q -1699.8 in. A(s)reqd= -0.01 sq.in./lin.ft. USE# 6 la 12 in. d(act)= 8.625 in. A(s)provided= 0.44 sq.in./6n.ft. Check As min a= 0.65 in OMn= 16.4ft-k Temperature Reinforcement: Area of Reinforcing Req'd/Ft= 0.1296 (double if only one layer of reinforcing) USE# 4 Q 12 0.20 sq in/If FOOTING TOE: Moment CI face of wall: M(u)= 12.2 ft-kips phi Mn= 11.8 ft-k =>N.G. Shear el face of wall: V(u)= 7.0 kips phi Vc= 11.1 Kips =>O.K. REINFORCING STEEL: (Bolt.of Footing) d= 8.63 In. ('d'based on#6 bars) OPTIONS: #4© 7.4 in. #5 @ 11.5 in. R(u)= 182 psi #6 e 16.3 In. #7 D 22.3 in. p= 0.0031 #8 G 29.3 In. #9 @ 37.1 In. 4 A(s)reqd= 0.32 sq.In./lin.ft. USE# 5(4) 12 in. d(act)= 8.69 in. A(s)provided= 0.31 sq.in./fin.ft. Check As min a= 0.46 In OMn= 11.8 ft-k Temperature Reinforcement: Area of Reinforcing Req'd/Ft= 0.130 (double if only one layer of reinforcing) USE# 4© 12 0.20 sq In/If SHEAR KEY: Moment Q Top of Key. M(u) = 0.0 ft-kips phi Mn= #N/A ft-k *N/A Shear(n)Top of Key. V(u)= 0.0 kips phi Vc= -4.4 Kips =>N.G. REINFORCING STEEL: '(Front Face) d= -3.38 in. ('d'based on#6 bars) OPTIONS: #4 @ N/A in. #5© N/A in. R(u)= 0 psi #8 p N/A in. #7 @ N/A In. p= 0.0000 #8(a) N/A in. #9© N/A in. A(s)reqd=N/A sq.In./lin.ft. USE# N/A© N/A in. d(act)= #N/A in. A(s)provided= #N/A sq.inJ lin.ft. Check As min a= #WA in OMn= #NIA ft-k Temperature Reinforcement: Area of Reinforcing Redd/F1= 0 (<=#5 bars) USE# N/A @ N/A #NIA sq in/If Shear Friction: Area of Reinforcing Steel Req'd= 0.000 In"2 PAGE 2 OF 2 4 1 GEOTECHNICS RECEIVED 7629 SE Harrison Street I Portland,OR 97215 I 503-730-2469 JUL 24 2013 CITY OFTIGARD January 24, 2012 BUILDING DIVISION Laura Herbon Landscape Architect LLC 6824 SE 21s1 Avenue Portland, Oregon 97202 Report of Geotechnical Services Jack Park Pedestrian Bridge 12420 SW 127th Avenue Tigard, Oregon Project No. 11-031-1 INTRODUCTION Geotechnics LLC is pleased to submit this geotechnical engineering report to support design of bridge foundations for a pedestrian bridge as part of the Jack Park Improvements Project in Tigard, Oregon. Our work was completed in general accordance with the authorized subcontract dated December 1, 2011. The site location is indicated on attached Figure 1. The existing Jack Park occupies the north side of Krueger Creek. Recent property acquisition will expand the park to the south side of the creek. The Jack Park Improvements project involves the aforementioned bridge as well as associated pathways and other landscape improvements. A recently completed Tualatin Valley Fire and Rescue (TVF&R) facility borders the south side of the side,just upslope from the proposed bridge. Explorations for this fire station project were presented in a 2007 geotechnical report by Carlson Geotechnical and were used to supplement the current study. The following report provides our geotechnical evaluation of the bridge site, including our findings, conclusions, and geotechnical engineering design recommendations. SITE AND PROJECT DESCRIPTION The proposed pedestrian bridge will span Krueger Creek and its associated wetlands. We understand a prefabricated bridge will be placed with a single span on the order of 100 feet in length. Bridge width will be approximately 6 feet. We understand axial loads at each abutment will be on the order of 40 kips. Tension and lateral forces are anticipated to be very minimal. The approximate proposed bridge alignment is shown on the attached Site Plan, Figure 2. Krueger Creek flows northeast within a well-defined,approximately 6-to 8-foot wide incised channel. The base of the creek is about 4 vertical feet from the top of the bank, and at the time of our reconnaissance(December 12), water depth was 6 to 12 inches. Above the bank is a broad floodplain , with elevation generally between 211 and 212 feet. The floodplain is approximately 90 feet in width with about two-thirds of this width on the north side of the creek. The floodplain is bordered on the south by an approximately 2.5H:1V (horizontal:vertical) slope and on the north by an approximately 5H:1 V slope. The bridge foundations will be built into these slopes. F Jack Park Bridge,Tigard,OR GEOTECHN ICS LLC DOCUMENT REVIEW GEOLOGIC AND SOILS MAPPING The site geology is mapped in the Oregon Department of Geology and Mineral Industries(DOGAMI) Bulletin 60 (Schlicker and Deacon, 1967). The map shows the site area underlain by Quaternary-age Willamette Silt. These soils are described as unconsolidated beds and lenses of fine sand, silt, and clay. Geologic mapping of the area is also presented in DOGAMI Open File Report 0-90-2 (Madin, 1990). Madin maps site soils as fine grained flood deposits with a thickness of greater than 40 feet. Madin describes these soils as "fine grained sediments deposited by late Quaternary catastrophic floods". Soils at the site are mapped by the United States Natural Resources Conservation Service Soil Survey of Washington County, Oregon (Green, 1982). The soils mapped on site are Delena silt loam, 3 to 12 percent slopes(Unit 16C). Unit 16C soils tend to be silty to clayey, with very slow permeability, and are reported to display slow to medium runoff and slight to moderate erosion hazard. We additionally reviewed Landslide Inventory Maps of the Beaverton Quadrangle (Burns et. al, 2011). These recent maps use LIDAR (Light Detection and Ranging) imagery to map landslides throughout the Beaverton Quadrangle. This mapping shows no landslides on the property or within the near vicinity of the site. TVF&R GEOTECHNICAL REPORT We requested and received the geotechnical report prepared for the new fire station bordering the site to the south of the proposed bridge (Carlson, 2007). Their exploration program included 3 hollow- stem-auger borings and one Cone Penetrometer sounding(CPT). Maximum boring depth(boring B-1) was 51.5 feet and the depth of CPT-1 was 71 feet. Laboratory testing was performed on samples from boring B-1 and included Atterberg Limits and Percent Fines testing. Near surface soils encountered were described as soft to medium stiff sandy silt. Groundwater was encountered at a depth of 12 to 13 feet below ground surface (bgs). We have attached copies of the logs for B-1 and CPT-1 which we selected to supplement our own data. Approximate locations of these explorations are shown on Figure 2. Among the Carlson conclusions was that near surface soft to medium stiff silt soils could support an allowable bearing pressure of 2,000 psf with resulting settlement of less than one inch provided the upper 16 inches is removed and replaced with compacted crushed rock. Carlson also evaluated liquefaction and concluded that approximately 3 inches of liquefaction-induced ground surface settlement could result from a Magnitude 7 earthquake having a peak horizontal ground acceleration of 0.33g. EXPLORATIONS We completed field explorations at the site on January 4, 2012. Our explorations consisted of two hand auger borings to depths of 11 and 12 feet bgs and two dynamic cone penetrometers (DCP) to depths of 15'% and 16'/% feet bgs. The dynamic cone provides an equivalent blow count, or `N-value. for estimation of consistency and pile penetration resistance. The explorations were completed at the proposed north and south bridge abutments and the approximate locations are shown on Figure 2. The logs of the explorations are included as Figures Al through A4. Samples were collected from the File 11-031-1 January 24, 2012 Page 2 of 9 • r Jack Park Bridge, Tigard,OR GEOTECHNICS LLC hand-auger borings and returned to our soils laboratory for further examination and testing. The results of our laboratory tests are included on the boring logs and on Figure A5. In general, our findings were consistent with the conditions described by the geologic mapping. Soft to medium stiff silt and clay were encountered in both borings. On the south side, these materials were very similar silts to those encountered by Carlson Geotechnical on the neighboring site. On the north side, materials were clayier and a hard layer, 2'/2 to 3 ft thick, was encountered at about 71/2 ft bgs. On the south side, a 41/2-foot layer of soft silt fill was encountered overlying the native silt deposits. Equivalent N-values from the DCP's within the primary footing-influence zone on the south were 4 blows per foot(bpf)and on the north 6 bpf. Shallow groundwater was encountered in both hand auger borings at a depth of about 31/2 to 4 ft bgs, corresponding to Elevation 211 ft. Based on findings from the Carlson study as well as review of well logs from the surrounding area, this level likely represents the regional water table. This water table can be expected to vary seasonally and may rise higher than Elevation 211 during prolonged wet periods. Our explorations were performed during the rainy season but not during a prolonged wet period. Logs of prior Carlson explorations are included as Figures A6 and A7 and their locations are also shown on Figure 2. Carlson's Atterberg Limits test results are shown graphically on Figure A5. CONCLUSIONS AND RECOMMENDATIONS FOUNDATION SUPPORT Shallow Foundations: The bridge foundations can be supported on spread footings embedded a minimum of 3 feet below ground surface. Due to the soft soils encountered and based on our settlement estimates, overexcavation of 18 inches will be required to mitigate settlement. Thus, foundation excavations should extend to 41/2 feet below grade. These excavations should also extend outward 6 inches beyond the footing edge on all sides. The slope-side bottom edge of abutment footings should have a minimum horizontal offset of 5 feet from the slope face. Overexcavated soils should be replaced with compacted crushed rock. Crushed rock material and compaction requirements are specified below in the Earthworks section of this report. Replacement crushed rock should be underlain by a geotextile separator consisting of a medium strength woven fabric such as Mirafi 500X or approved equivalent. Foundations as described above should be proportioned for a maximum allowable bearing pressure of 1,250 pounds per square foot (psf). This bearing pressure applies to the total of dead and long-term live loads and may be increased by one-third when considering earthquake or wind loads. This is a net bearing pressure. The weight of the footing and overlying backfill can be ignored in calculating footing sizes. We expect that spread foundations designed and constructed as recommended will experience settlements of less than 1-inch. Differential settlements of up to one-half of the total settlement • magnitude can be expected. Lateral loads on footings can be resisted by passive earth pressure on the sides of footings and by friction on the bearing surface. We recommend that passive earth pressures be calculated using an equivalent unit weight of 300 pounds per cubic foot (pcf). We recommend using a friction coefficient File 11-031-1 January 24,2012 Page 3 of 9 Jack Park Bridge,Tigard,OR GEOTECHNICS LLC of 0.5 between the base of the footing and the compacted crushed rock. The passive earth pressure and friction components may be combined provided that the passive component does not exceed two- thirds of the total. Passive resistance should be reduced by the following factors on the downslope side based on slope inclination: • 3H:1 V: 44% • 4H:1 V: 35% • 5H:1 V: 28% Helical Anchor Foundations: If the required size and depth of shallow foundations are too great, bridge abutments can alternatively consist of a pile cap supported by helical anchors. Pile caps should have a minimum depth of 2 feet bgs and a minimum width of 2 feet. Based on the anticipated abutment load of approximately 40 kips and foundation length of about 8 feet, a single row of two to four anchors will be possible. Our analyses indicate a required minimum embedment of 15 feet below the base of the pile cap. Multiple helices will be required to resist the anticipated loading. We recommend any of the following helix configurations and allowable loads: Helical Anchor Design Recommendations Helix Configuration Allowable Load(kips) Minimum Spacing(ft) 8"/10" 8 2.5 8"/10'/12" 14 ......_..__ 3.0 10"/12"/14" 20 3.5 • We expect that helical anchor foundations designed and constructed as recommended will experience settlements of less than 1-inch. Differential settlements of up to one-half of the total settlement magnitude can be expected. Lateral loading should be accommodated by passive resistance as specified above for shallow foundations. Alternatively, battered anchors could be installed to resist lateral loads. For helical anchor supported foundations, we cannot rely on any lateral resistance from friction between the base of the pile cap and the underlying soil. Load testing should be performed, with one test at each abutment. Helical anchor installation should be observed by the geotechnical engineer to confirm required levels of torque. Geotechnics LLC should also be retained to review specifications related to anchor installation and testing. Slope Stability: We analyzed slope stability using the modeling program Slope/W by Geo-Slope International, Ltd. The abutment foundations will be built into ascending slopes having inclinations of 5H:1 V to 2.5H:1 V (approximately 11 to 22 degrees from horizontal). Our analyses indicate that slopes in the vicinity of proposed foundations are stable for both static and seismic conditions. Since • foundation support will be at or very near the base of the slopes, the proposed improvements will have no adverse effect on slope stability. File 11-031-1 January 24,2012 Page 4 of 9 Jack Park Bridge,Tigard,OR GEOTECHNICS LLC Our conclusions regarding stability and passive resistance are based on the assumption that foundation embedment will be maintained throughout the life of the project. We assume the bridge abutments will not be subject to scour. If the bridge will be subject to scour, scour protection such as slope armoring will be specified by others. Evaluation of scour is beyond the scope of our study but, upon request we can provide soil parameters for scour analyses. RETAINING WALLS We understand the pedestrian path in the vicinity of abutments may require retaining walls. For low- height walls retaining cut slopes, gravity walls will be the most economically feasible choice. These would include rockery walls or other gravity systems such as ecology block or Ultrablock® systems. We recommend such walls be limited in height to 8 feet and be designed with a batter no steeper than 1H:4V. To retain fills on the descending slope, MSE (Mechanically Stabilized Earth) walls will be the logical choice with facing usually consisting of concrete modular units such as Keystone® blocks. Ultrablock® systems can also be designed as MSE walls. Conventional concrete cantilever walls cannot be ruled out, but in this environment are less desirable due to their rigidity and relative sensitivity to soil settlement. Design details will depend on the wall system selected. For use in wall design, we recommend the following soil parameters for in-place site soils: • Angle of internal friction, cp:28° • Cohesion,c: 0 • Wet unit weight,yw: 115 pcf • Active pressure, equiv. fluid wt.: 40 pcf. Note that the above recommendations assume level backfill behind the wall and a drainage system to prevent the buildup of hydrostatic pressures. Geotechnics LLC is available to perform design of MSE or gravity retaining walls. If designed by others, Geotechnics should be provided the opportunity to review calculations and drawings to verify that valid assumptions were made relative to material properties and other factors. SEISMIC HAZARDS Liquefaction: As noted, Carlson Geotechnical predicted approximately 3 inches of liquefaction induced ground surface settlement from the design earthquake (Magnitude 7 earthquake with peak horizontal ground acceleration of 0.33g). The settlement is attributed to non-plastic or low plasticity sandy silts below the water table. We concur that this is a reasonable settlement estimate given the available data and this amount of settlement can be extrapolated to the bridge site, whether shallow foundations or helical anchors are used. The bridge should be designed to accommodate 3 inches of differential settlement between the two abutments without collapse. In our experience, design to prevent all damage caused by liquefaction-induced settlement of this magnitude is rarely cost effective for this size project and where temporary disruption of service(for repairs) is feasible. In our opinion, the cost of mitigating against liquefaction(possibly 50-foot deep driven piles) would far outweigh the cost of required foundation repairs following the earthquake. Slope Stability and Lateral Spreading: The potential for seismic slope instability has been addressed above. Based on our seismic limit-equilibrium analyses, the site slopes in the vicinity of the bridge File 11-031-1 January 24,2012 Page 5 of 9 • Jack Park Bridge,Tigard,OR GEOTECHNICSLLC will remain stable under the design earthquake. Liquefaction-induced lateral spreading occurs on slopes underlain generally by loose sands and shallow groundwater. Based on the silty and clayey materials encountered near surface, and the level of the groundwater table with respect to the free face (creek bank),we consider the potential for lateral spreading at this site to be minimal to none. Fault Surface Rupture: Faults have not been mapped within the boundaries of the site or adjacent properties (USGS, 2006). No indications of the presence of faulting were noted during our field investigation. We consider the possibility of fault rupture and displacement at this site to be remote. Ground Shaking: We assume seismic design of bridges will be performed in accordance with the 2009 International Building Code and/or AASHTO LRFD Bridge Design Specifications. Appropriate levels of ground acceleration and other parameters for the basis of design can be taken from the USGS Earthquake Hazards website using a Site Class of D. EARTHWORKS Wet Weather Construction: The silty soils at the site can be expected to become easily disturbed during periods of wet weather or when the moisture content of the material is more than a few percentage points above optimum. This will likely be the case in all but mid-summer through early fall. When wet, the on-site soils are susceptible to disturbance and generally will provide inadequate support for construction equipment. We recommend earthwork be scheduled for dry summer months, if possible. If earthwork is scheduled for the wet season or significant precipitation occurs during construction, special techniques may be needed to minimize disturbance to the subgrade from construction traffic when wet. A temporary working pad constructed of 12 to 24 inches or more of crushed rock over a geotextile fabric might be needed where traffic occurs. Slopes should be protected and stability under wet conditions should be verified. Excavation: Site soils within expected excavation depths should consist predominantly of soft to medium stiff silt to clay. It is our opinion that conventional earthmoving equipment in proper working condition should be capable of making necessary general excavations for footings and other earthwork, although low impact tracked equipment may be required to minimize site disturbance. The earthwork contractor is responsible to provide equipment and procedures to excavate the site soils described in the exploration logs and text of this report. Dewatering: Groundwater is not likely to occur within the depths of expected excavations during the dry season. During the wet season, groundwater seepage is possible. Excavations that extend into saturated soils should be dewatered. If groundwater is encountered, sump pumps placed in the excavations should be sufficient for dewatering the silty and clayey soils. In addition to groundwater seepage, surface water inflow to the excavations during the wet season could be problematic. Provisions for temporary surface water control should be included in the project plans and should be installed prior to commencing work. File 11-031-1 January 24, 2012 Page 6 of 9 Jack Park Bridge,Tigard,OR GEOTECHNICS LLC Temporary Excavations: Excavation sidewalls should stand near-vertical to a depth of at least 4 feet, provided perched or near-surface groundwater seepage does not affect the sidewalls. Excavations made to construct footings or other structural elements should be laid back at the surface as necessary to prevent soil from falling into excavations. All excavations should be made in accordance with applicable Occupational Safety and Health Administration(OSHA)and state regulations. Site soils are generally OSHA Type B. Fill Materials and Compaction: Imported structural fill materials will be required as replacement material for foundation overexcavations. Structural fill should consist of clean, durable, crushed angular rock. Such rock should be well-graded and have a maximum particle size of 1'/2 inches,and less than 5 percent passing the U.S. No. 200 Sieve. The material should be placed and compacted in lifts not exceeding 9 inches in uncompacted thicknesses and to a minimum of 95 percent of maximum dry density, as determined by ASTM D1557. Surface Drainage and Erosion Control: Surface runoff can be controlled during construction by careful grading practices. Typically, these include the construction of shallow, upgrade perimeter ditches or low earthen berms and the use of temporary sumps to collect runoff and prevent water from damaging exposed subgrades. Also, measures should be taken to avoid ponding of surface water during construction. Permanent control of surface water should be incorporated in the final grading design. Adequate surface gradients and drainage systems should be incorporated into the design such that surface runoff is directed away from structures and into swales or other controlled drainage devices. Some site soils may present a moderate erosion hazard. In our opinion, erosion at the site during construction can be minimized by judicious use of straw bales, silt fences and plastic sheets. The erosion control devices should be in place and remain in place throughout site preparation and construction. Maintaining appropriate erosion control is the responsibility of the contractor and should be carried out in accordance with the project plans and specifications and applicable regulations. CONSTRUCTION OBSERVATIONS Satisfactory foundation and earthwork performance depends to a large degree on quality of construction. Sufficient monitoring of the contractor's activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. Subsurface conditions observed during construction should be compared with those encountered during the exploration program. Recognition of changed conditions often requires experience; therefore, the project geotechnical engineer or their representative should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated. The geotechnical engineer of record should be retained to evaluate footing excavations and, if helical anchors are used, should provide oversight of installation and load testing. File 11-031-1 January 24, 2012 Page 7 of 9 Jack Park Bridge,Tigard,OR GEOTECHNICS LLC LIMITATIONS We have prepared this report for the exclusive use of Laura Herbon Landscape Architect LLC and their authorized agents. Our work was completed in general accordance with our subcontract dated December 1, 2011. Our report is intended to provide our opinion of geotechnical parameters for design and construction of the proposed project based on exploration locations that are believed to be representative of site conditions. However, conditions can vary significantly between exploration locations and our conclusions should not be construed as a warranty or guarantee of subsurface conditions or future site performance. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty, expressed or implied, should be understood. CLOSING We appreciate the opportunity to submit this report to you. Please contact us if you have any questions or need additional information. Sincerely, 4 p PROFF S 45 <tr N -b 1, . ; ,. ivoitsora.h 1471: le 44-e1 cDAV10� I EXPIRE : 1213111 Z1 Andre D. Mare, P.E.,G.E. Geotechnical Engineer Document ID: 11-031-1 Ltrl Attachments: Figure 1: Vicinity Map Figure 2: Site Plan Figure Al: Boring Log HA-1 Figure A2: DCP Log DCP-1 Figure A3: Boring Log HA-2 Figure A4: DCP Log DCP-2 Figure A5: Atterberg Limits Figure A6: Carlson Boring Log B-1 Figure A7: Carlson CPT Log CPT-1 File 11-031-1 January 24, 2012 Page 8 of 9 Jack Park Bridge,Tigard,OR GEOTECHNICS LLC REFERENCES Bums, W.J., Madin, I.P., and Mickelson, K.A., 2011, Landslide Inventory Maps of the Beaverton Quadrangle, Washington County, Oregon, Oregon Department of Geology and Mineral Industries, IMS-34,map scale 1:8,000. Carlson Geotechnical, Report of Geotechnical Investigation and Site-Specific Seismic Hazards Study, Tigard Fire Station, 12585 SW Walnut Street, Tigard, Oregon, consultant report dated January 9,2007. Green, G.L., 1982, Soil Survey of Washington County, Oregon, U.S. Department of Agriculture, Soil Conservation Service, 90 p.,27 plates. International Code Council,2009,2009 International Building Code. Madin, I.P., 1990, Earthquake-Hazard Geology Maps of the Portland Metropolitan Area, Oregon Department of Geology and Mineral Industries Open-File Report 0-90-2, 21 p., 8 maps, 1:24,000. Schlicker, H.G. and Deacon, R.J., 1967, Engineering Geology of the Tualatin Valley Region, Oregon, Oregon Department of Geology and Mineral Industries Bulletin 60, 103p.,4 plates, 1:48,000. U.S. Geological Survey, 2006, Quaternary fault and fold database for the United States, accessed from USGS web site: http://earthquake.usgs.gov/regional/gfaults/. File 11-031-1 January 24,2012 Page 9 of 9 -) np ,mil .. ` (o, ` •, ( \ a n I•• - - ---�- _ , y•• ;.`: -';.` t� \ Air----; X52.•,.- ) , - ,,,_, ,i'N _ . ' _ ,..4,,,.. ...4',...,4. ‘'. \• I •.•. ‘*1.-'-'.41/2-: '.----,—.47'1 a A ._) _,.,...,..‘s-'•-%7"-- - •Z / �/ +-�i� _ ��` `i ' `. .... a ,' _ �- .t. '!V. 'fir('�.. I !-, l'� 3. ��, •.�•A • •,\:1' n�S - ,,0,- !{ / ...v • •• —i r ` , -.7.7-__-_---.7---.1•ti"_�^,. 111 `�` t-•- - ..,. ..• ... • . ( '' " ,, ''. 20_ 'i 0 .,JF �`'I - "LPN ~ , .-• `r- —"•1�, l-\.. •1, . Jo'.1 ••\ ? 1•- r -'' � •`p3t) � _.\ �• -� .- _ • ) ). ', •:r 154 1 fi'r 1/ ,• . _ \.. . :7. •'' -"� ' - 5+v_ 1 ifs` /• \' 01 �I� •.� ••• ) ,,, c.. ... . .( ,,,..:1 1,. --'t is I.4' 1 4 11, _ Ni II ,,"j ''1,''A- #17ii .—- I VI( k>". •: ,J4C 'r(' • 'll& ‘.'!"-" .)I-1:4,--f----1- '' 4.4"141160 '. 1 t, I ,, C'' l ! 4r� /A...-•' "_ ■ 611 ,ate •n _� •• ht A• ri' �'• A• ~ .� trl {Il- it- T•`��01‘7177-1,41/1 Nib I ,�..r�- 1• a \1 ' e�� t t �,•i I(�• •'. T - i • tt 1 ,fir �ilr i` •1• •'-„`'r' 1°: a 4+ .✓�'- - Par '\ 1.1 I -‘ --'• iti,fi 1 . ,,,Iff: , ,,,,i ril ---., ....-.11%. .g.;-,,i,,,," ,--;-_-_---- . ,,tower::: . 4.s-'',4 *-e.i•-•• a illea.ki"...., • ■ /IN.) • "'",(ii.'.! ' I;, , ,.\,,),"410011 1 -- I'1*.ti lt ' (••', d••\ ,.; . -,I . 4.----- t i • ' lv,•,.. ''. ••-•,- ..vi.---/*1- ;," i L ,1111!! •. � _'E , ,,. ,• - /, ., '. /., ♦ • ( ' ,__ _1"."--. <-.- --'-,:.-- - : '"•24Th. N :;" ii : - '„iatis-j.. 1 )1.\•.) 'I,-T i ' :Q� jd IpMdurrj ' • } f t� `` \�'�'' �A.+ ���,'1 � :• i, �� • � :-.141,-. 'r al / r r I't- •, j' 1 e � ' - '`. .1 I •N' • _ t N NOT TO SCALE Base Map from USGS Beaverton 7.5 Minute Quadrangle. VICINITY MAP GEOTECHNICS 1_L C Jack Park Expansion Tigard, Oregon Project No. 11-031-1 Figure 1 Y r 4, 0. /I-- / /" 2,./S 1 )ry i +/tcation "` / 7 � ,i. •x.) E;/ I/ / il' ...../ ./ Vj AP , -' ' 15' ''iii i / .4r TY ,zee ?9 Q I W. . /1/7.,_/ ...,,,,,,,____77,a, APPROXIMATE SCALE IN FEET ^ ryP 4' TC 23820 • III AL, MII i IN II n74f am • il Oen LEGEND Hand Auger Boring Location and Designation,Geotechnics B-1 A P C TC HA-2 ' ST PAR • Dynamic Cone Penetrometer Location and Designation,Geotechnics DCP-2 • • Boring Location and Designation,Carlson B-1 0 Cone Penetrometer Location and Designation,Carlson CPT-1 SITE PLAN GEOTECHNICSLLc Jack Park Expansion Tigard,Oregon Project No. 1 1-0 3)-I Figure 2 DRILLING COMPANY: Geotechnics SURFACE ELEVATION: 215.0 Feet DRILLING METHOD: Hand Tools DATE STARTED: 1-4-12 DRILLING EQUIPMENT: Hand Auger DATE COMPLETED: 1-4-12 BORING LOCATION: See Figure 2 LOGGED BY: ADM ~ W WJ W W J & V1 MATERIAL DESCRIPTION OTHER TESTS&NOTES E2 I- Val ', 4 2 LA CO Brown SILT(MU,very soft,moist. (TOPSOIL) /' Light brown CLAY(CH),soft,moist,moderate / 1 to high plasticity. Some reddish brown 5-1 Grab 27.3 / mottling. // At 1.5 ft. becomes medium stiff. —2 /0 /%/ /% S-2 Grab U 34.5 /7/, ,--3 / S-3 Grab U 36.8 /� Fines Content = 97'x. 4 /O /0 At 4 ft, becomes grayish brown with reddish /0 brown mottling. —5 /0 /// At 4.5 ft,groundwater seepage. /0 —6 /0 /O // S-4 Grab U 37.8 / ..—7 /% // At 7 ft, becomes soft. S-5 Grab U St,.2 Dark blue-gray CLAY(CL),very stiff to hard, "_II very moist, moderate plas[kity,0 S-6 Grab U 47.1 Fines Content=98% —9 `, ./.1 At 10 ft,becomes dark grayish brown,medium 5-7 Grab U 4t, I stiff, high plasticity, slight organic odor. At 10.5 ft. blue-gray as above,moderate .--1 plasticity. a. S-B Grab .2.8 —1 A n Total Depth= 12 ft. Groundwater encountered at 4'6",rising in .3 1-1 boring to 3'9". s See Figure AZ(DCP-1)for blow counts. is E u -1 L• NOTES: Page 1 v BORING HA-1 GEOTECHN I CS L« Jack Park Expansion Tigard,Oregon Project Number 11-031-1 Figure A I 4 • WILDCAT DYNAMIC CONE LOG Geotechnics LLC 7629 SE Harrison St PROJECT NUMBER: 11-031.1 Portland.OR 97215 DATE STARTED: 01-04-2012 DATE COMPLETED: 01-04-2012 HOLE#: DCP-I . CREW: ADM SURFACE ELEVATION: 215.011 PROJECT: Jack Park Pedestrian Bridge WATER ON COMPLETION: none ADDRESS: 12617 SW Walnut Si,Tigard,OR HAMMER WEIGHT: 35 lbs. LOCATION: Adjacent boring HA-I.north side of creek CONE AREA: 10 sa.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' SAND&SILT CLAY - 0 0.0 (1 VERY L(X)SE VERY SOFT - 0 0.0 0 VERY LOOSE VERY SOFT - I fl 2 8.9 •• 2 VERY LOOSE SOFT - 4 17.8 5 LOOSE MEDIUM STIFF - 4 17.8 5 LOOSE MEDIUM STIFF - 2 fl 4 17.8 5 LOOSE MEDIUM STIFF - 4 17.8 5 LOOSE MEDIUM STIFF - 6 26.6 7 LOOSE MEDIUM STIFF - 3 fl 7 31.1 8 LOOSE MEDIUM STIFF - 1 m 5 22.2 6 LOOSE MEDIUM STIFF - 5 19.3 5 LOOSE MEDIUM STIFF - 4 fl 5 19.3 5 LOOSE MEDIUM STIFF - 6 23.2 6 LOOSE MEDIUM STIFF - 7 27.0 7 LOOSE MEDIUM STIFF - 5 Il 8 30.9 8 LOOSE MEDIUM STIFF - 7 27.0 7 LOOSE MEDIUM STIFF - 6 23.2 •••••• 6 LOOSE MEDIUM STIFF - 6 R 7 27.0 7 LOOSE MEDIUM STIFF - 7 27.0 7 LOOSE MEDIUM STIFF - - 2 in 6 23.2 6 LOOSE MEDIUM STIFF . - 7 fl 5 17.1 •••• 4 VERY LOOSE SOFT - 4 13.7 ••• 3 VERY LOOSE SOFT - II 37.6 10 LOOSE STIFF - 8 ft 30 102.6 - MEDIUM DENSE VERY STIFF - 44 150.5 •• - DENSE HARD - 33 112.9 - DENSE HARD - 9 ft 28 95.8 - MEDIUM DENSE VERY STIFF - 23 78.7 22 MEDIUM DENSE VERY STIFF - 35 119.7 - DENSE IIARD - 3 m 10 11 25 85.5 24 MEDIUM DENSE VERY STIFF - 20 61.2 17 MEDIUM DENSE VERY STIFF - 6 18.4 5 LOOSE MEDIUM STIFF - 3 9.2 •• 2 VERY LOOSE SOFT - 11 ft 2 6.1 • I VERY LOOSE VERY SOFT - 10 30.6 8 LOOSE MEDIUM STIFF - 13 39.8 11 MEDIUM DENSE STIFF - 12 ft 12 36.7 10 LOOSE STIFF - 8 24.5 6 LOOSE MEDIUM STIFF - 7 21.4 6 LOOSE MEDIUM STIFF - 4 m 13 fl 7 21.4 6 LOOSE MEDIUM STIFF - 9 24.9 7 LOOSE MEDIUM STIFF - 14 38.8 •••••»•••• 11 MEDIUM DENSE STIFF - 14 ft I I 30.5 8 LOOSE MEDIUM STIFF - 14 38.8 1I MEDIUM DENSE STIFF - 9 24.9 7 LOOSE MEDIUM STIFF - 1511 7 19.4 5 LOOSE MEDIUM STIFF - 8 22.2 6 LOOSE MEDIUM STIFF • - 8 22.2 6 LOOSE MEDIUM STIFF - 1611 7 19.4 5 LOOSE MEDIUM STIFF - 5 m 5 13.9 •••• 3 VERY LOOSE SOFT • DYNAMIC CONE LOG DCP-1 GEOTECHNICSac Jack Park Expansion Tigard, Oregon Project No. I I-031-1 Figure A2 DRILLING COMPANY: Geotechnics SURFACE ELEVATION: 215.3 Feet DRILLING METHOD: Hand Tools DATE STARTED: 1-4-12 DRILLING EQUIPMENT: Hand Auger DATE COMPLETED: 1-4-12 BORING LOCATION: See Figure 2 LOGGED BY: ADM J 2 tl W W X • E g Q rrr fW W W F= _ f 2 0 MATERIAL DESCRIPTION OTHER TESTS&NOTES m o u Medium to dark brown SILT(ML),soft,moist. Rootlets. (TOPSOIL) Light reddish brown SILT(ML), soft,moist to — 1— very moist,low plasticity. Occasional wood fragments. (FILL) --- 2- S-1 Grab E 36.2 — 3 At 3 ft,burled horsetail plants,scattered dark brown mottling. 1 Grab 11 39.3 Fines Content-90% —4— 5-3 Grab 3�.� Light yellowish brown SILT with sand(ML),soft _ 5— to medium stiff,wet. Mottled gray and reddish brown. Groundwater seepage at 4.5 feet. —6— At 6 ft,becomes tan,no mottling. 5-4 Grab 111 35.1 Fines Content- 80% — 7_ —8- S-S Grab 11 35.8 —9- 10- 5-6 Grab 36.8 —11-- Total Depth= 11 ft. Groundwater encountered at 4'6'. = —1� See Figure A4(DCP-2)for blow counts. —13- s —14— 1 5 NOTES: Page 1 BORING HA-2 G-EOTECHNICS 11 c Jack Park Expansion Tigard,Oregon Project Number 1 1-03 1-I Figure A3 WILDCAT DYNAMIC CONE LOG Geotechnics LLC 7629 SE Harrison St PROJECT NUMBER: 11-031-I Portland,OR 97215 DATE STARTED: 01-04-2012 DATE COMPLETED: 01-04-2012 HOLE N: DCP-2 CREW: ADM SURFACE ELEVATION: 215.3 ft PROJECT: Jack Park Pedestrian Bridge WATER ON COMPLETION: none ADDRESS: 12617 SW Walnut St.Tigard.OR HAMMER WEIGHT: 35 lbs. - LOCATION: Adjacent boring IIA-2.south side of creek CONE AREA: 10 so.on BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Katem' 0 50 100 150 N' SAND&SILT CLAY - 2 8.9 •• 2 VERY LOOSE SOFT - 2 8.9 •• 2 VERY LOOSE SOFT - I II 4 17.8 5 LOOSE MEDIUM STIFF - 3 13.3 ••• 3 , VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT - 2 II 2 8.9 •• 2 VERY LOOSE SOFT - 2 8.9 •• 2 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT - 3 ft 3 13.3 ••• 3 VERY LOOSE SOFT - I m 2 8.9 •• 2 VERY LOOSE SOFT - 3 11.6 ••• 3 VERY LOOSE SOFT - 4 ft 3 11.6 ••• 3 VERY LOOSE SOFT - 3 11.6 ••• 3 VERY LOOSE SOFT - 3 11.6 ••• 3 VERY LOOSE SOFT - 5 ft 5 19.3 5 LOOSE MEDIUM STIFF - 3 11.6 ••• 3 VERY LOOSE SOFT - 4 15.4 •••• 4 VERY LOOSE SOFT - 6 II 5 19.3 5 LOOSE MEDIUM STIFF - 6 23.2 6 LOOSE MEDIUM STIFF - 2 m 4 15.4 •••• 4 VERY LOOSE SOFT - 7 ft 4 13.7 ••• 3 VERY LOOSE SOFT - 3 10.3 •• 2 VERY LOOSE SOFT - 5 17.1 •••• 4 VERY LOOSE SOFT - 8 ft 4 13.7 ••• 3 VERY LOOSE SOFT - 4 13.7 ••• 3 VERY LOOSE SOFT - 5 17.1 •••• 4 VERY LOOSE SOFT - 9 ft 7 23.9 6 LOOSE MEDIUM STIFF - 7 23.9 6 LOOSE MEDIUM STIFF - 4 13.7 ••• 3 VERY LOOSE SOFT - 3 m 10 ft 3 10.3 •• 2 VERY LOOSE SOFT - 6 18.4 5 LOOSE MEDIUM STIFF - 5 15.3 •••• 4 VERY LOOSE SOFT - 6 18.4 5 LOOSE MEDIUM STIFF - I I ft 5 15.3 •••• 4 VERY LOOSE SOFT - 5 15.3 •••• 4 VERY LOOSE SOFT - 5 15.3 •••• 4 VERY LOOSE SOFT - 12 ft 4 12.2 ••• 3 VERY LOOSE SOFT 6 18.4 5 LOOSE MEDIUM STIFF - 7 21.4 6 LOOSE MEDIUM STIFF - 4 m 13 f t I I 33.7 9 LOOSE STIFF - 12 33.2 ••••••••• 9 LOOSE STIFF - 7 19.4 5 LOOSE MEDIUM STIFF - 14 ft 3 8.3 •• 2 VERY LOOSE SOFT - 3 8.3 •• 2 VERY LOOSE SOFT - 2 5.5 • I VERY LOOSE VERY SOFT - 15 ft 3 8.3 •• 2 VERY LOOSE SOFT - 7 19.4 5 LOOSE MEDIUM STIFF - 6 16.6 •••• 4 VERY LOOSE SOFT - 16ft • DYNAMIC CONE LOG DCP-2 GEOTECHNICS a c Jack Park Expansion Tigard,Oregon Project No. 11-031-1 Figure A4 r 1 60 - - 50 CH 40 X E. • x 30 • c MH or OH i" n 20 e CL TA. 10 CL-ML Q ML or OL O 0 ' 0 10 20 30 40 50 60 70 80 90 100 110 Liquid Limit-LL(%) Symbol J Semple Depth(ft) Soil Description %MC LL PL P1 %Fines GeoteGmics: • 1 HA-1 S-3 3.5-4.0 FAT CLAY(CH) 37 58 25 33 97 • HA-2 S-4 6.5-7.0 SILT WITH SAND(ML) 35 35 28 7 80 Carlson: ❑ 1 B-1 SS-4 7.5-9.0 SANDY SILT(ML) 35 35 27 8 70 O B-1 SS-8 20-21.5 SILT WITH SAND(ML) 27 31 27 4 84 / J. PLASTICITY CHART Atterberg Limits determined in GEOTECHNICS LLC lack Park Expansion accordance with ASTM D-4318 Tigard,Oregon Project No. 11-031-1 Figure A5 ' I Carlson Geotechnical FIGURE 5 G' ..) 7185 SW Sandburg Street,Suite 110 Tigard,OR 97223 BORING NUMBER B-1 Telephone: (503)601-8250 "4+14." Fax: (503)601-8254 PAGE 1 OF 2 CLIENT Tualatin Valley Fire&Rescue PROJECT NAME Tigard Fire Station PROJECT NUMBER 00602953 PROJECT LOCATION 12585 SW Walnut Street DATE STARTED 11/27/06 ELEVATION DATUM Driveway at Walnut Street=100 ft DRILLING CONTRACTOR Subsurface Technologies GROUND ELEVATION 96 ft DRILLING METHOD NSA GROUND WATER LEVELS: LOGGED BY M.David Irish CHECKED BY Ryan Houser AT TIME OF DRILLING 13.0 ft/Elev 83.0 ft NOTES T AT END OF DRILLING 12.0 ft/Elm;84.0 ft ATTERBERG t z 0. X z w X LIMITS U O }w y rnj ww } L X O vUi MATERIAL DESCRIPTION Q+K W 2 O 8 a g g A �� v?t F E U 6 8 o �vZ °°�> r Ok o2 u)2 No co 0 w r 8 o �v JJ J aZ - 01 Soft,moist,brown,SILT TOPSOIL,contains rootlets - - Soft to medium stiff,moist,brown,SILT 95 X SS-1 100 1-1-2 . _ _ ML - _ Becomes medium stiff at 3 feet bgs ASS SPT 2 67 2(5)3 Medium stiff,vary moist,brown,SANDY SILT 5 _ - 90 X:S PT 100 2-2-3 31 63 - -3 (5) X SS� 100 1(3)2 35 27 8 !� { _II_ - . , , i+-,-- I -----1 Becomes soft at 10 feet bgs. 85 SPT 100 1-1-1 I 74 - - SS-5 (2) IC Becomes wet at 12 feet bgs V J + : _ 1 - - - - SPT 1-1-1 , > .I• . ; ■341• ` - - XSS-8 100 (2) _ 80 SPT 100 1-1-1 ' . .3.....1 35 �SS-7 (2) ., I , '.• I -!--- - - ML .. - , S _ 75 XI SSN 100 o-Z�1 27 31 27 4 84 a- - - - _ - _ - 25 1-- Becomes medium stiff and brown/grey at 25 feet bgs - SPT 0-2-4 �• m- - 70 , )(�SS-9 100 (6) 39 53 @- - _ - LL g 9 _ _ _ (Continued Next Page) Figure A6a Carlson Geotechnical 7185 SW Sandburg Street.Suite 110 FIGURE 5 GP __ �ti Tigard,OR 97223 Telephone: (503)601-8250 BORING NUMBER B-1 503-SO t easo Fax: (503)601-8254 — PAGE 2 OF 2 CLIENT Tualatin Valley Fire&Rescue PROJECT NAME Tigard Fire Station • PROJECT NUMBER 00602953 PROJECT LOCATION 12585 SW Walnut Street - ATTERBERG kir U 6 r >- N a 6 ill g LIMITS 8 . MATERIAL DESCRIPTION Q E m iii OD D a-,,3 z�i �F 0 V O 3t ww— a4..r v� - a ,(Q�� rd�> `r a v_> > F F Q vUi 0 al '�'Z tu "� 8 Z.o gJ J Z w 30 N cc a. U '� ti Soft,wet,brown,SANDY SILT(continued) 6 SPT 100 0-1-1 27 81 —� 55-10 (2) 35 Becomes medium stiff and grey at 35 feet bgs PT X2-4-3 SS-11 100 7 36 82 - - ML - - 40 55 X/sSPT 100 0-2-3 34 83- - S-12 (5) - 45 - 4SPT __, ,, ,..--4 , 50 100 1-2-2 S-13 (4) . edium stiff,wet,grey/brown,LEAN CLAY , M - _ •• CL 45 X9SPT 2-2-4 ( ,, j s-14 67 (6) L 36 3 1, .23 a 1 Boring terminated at 51.5 feet bgs. r; C." Groundwater initially encountered at 13 feel bgs. o Groundwater at 12 feet bgs at completion of drilling. u Boring backfilled with bentonite. n n 0 a. ca 1 Z' z QQJ iD P IS Figure A6b Carlson Geotechnlcal Figure 8 C, y Sandburg Street,Suite 110 Tigard,OR 97223 ^� 9 ® Telephone: (503)601-8250 CPT NUMBER CPT-1 34014250 Fax: (503)601-8254 —" PAGE 1 OF 3 CLIENT_Tualatin Valley Fire&Rescue PROJECT NAME Tigard Fire Station PROJECT NUMBER G0602953 PROJECT LOCATION 12585 SW Walnut Street DATE STARTED 11/29/06 COMPLETED 11/29/06 GROUND ELEVATION 95 ft DRILLING CONTRACTOR Subsurface Technologies NOTES Driveway at Walnut Street assumed at 100 ft DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV. (feet) (tsf) (tsf) RATIO(%) SOIL DESCRIPTION (feet) 0 4 3 2 1 0 0 20 40 60 80 100 120 140160 0 2 4 6 8 00100 SILTY CLAY TO CLAY 01000 11000 ^ � CLAY CLAYEY SILT TO SILTY CLAY 5 SANDY SILT TO CLAYEY SILT —90 • • • 00000 CLAYEY SILT TO SILTY CLAY 00000 00000 00000 10— 00000 —85 • I ' iiiii • • /1111 _ liiiSANDY SILT TO CLAYEY SILT CLAYEY SILT TO SILTY CLAY ill' SANDY SILT Tn CLAYEY SILT — WI SILTY SAND TO SANDY SILT - 15— 'M SANDY SILT TO CLAYEY SILT _ OHSILTY SAND TO SANDY SILT 110 - DY SILT TO CLAYEY SILT oo��� CLAYEY SILT TO SILTY CLAY „ 00000 20— 00000 -75 1111 SANDY SILT TO CLAYEY SILT "000 CLAYEY SILT TO SILTY CLAY y 00000 g _ 0/000 „ 00000 00000 FAT CLAY r ELASTIC SILT -25— — 70 P age) (Continued Next Figure A7a Carlson Geotechnical _ -- Figure 8 o' O 7185 SW Sandburg Street,Suite 110 L , Tigard,OR 97223 GEOTECNN.CAL Telephone: (503)601-8250 CPT NUMBER CPT-1 t'' Fax: (503)801-8254 —" PAGE 2 OF 3 CLIENT Tualatin VaNey Fire&Rescue PROJECT NAME Tigard Fire Station PROJECT NUMBER G0602953 PROJECT LOCATION 12585 SW Walnut Sleet DATE STARTED 11/29/06 COMPLETED 11/29106 GROUND ELEVATION 95 ft DRILLING CONTRACTOR Subsurface Technologies NOTES Driveway at Walnut Street assumed at 100 ft DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV. (feet) (tsf) (tsf) RATIO(%) SOIL DESCRIPTION (feet) 25 4 3 2 1 0 0 20 40 60 80 100 120 140160 0 2 4 6 8 70 i i SANDY SILT TO CLAYEY-SILT — .\(confined) - - SILTY SAND TO SANDY SILT 1, • SANDY SILT TO CLAYEY SILT - • SILTY SAND TO SANDY SILT SANDY SILT TO CLAYEY SILT ` i1 CLAYEY SILT TO SILTY CLAY iii SANDY SILT TO CLAYEY SILT 30- i —65 e / FAT CLAY I ELASTIC SILT ~ _ •4 Yt, CLAYEY SILT TO SILTY CLAY iiii SILTY CLAY TO CLAY p; CLAYEY SILT TO SILTY CLAY f ,I p7, SILTY CLAY TO CLAY - ,I n CLAYEY SILT TO SILTY LAY f - ,',1 SILTY CLAY TO CLAY f iiii CLAYEY SLLT TO SILTY CLAY iiii 35- SANDY SI'-"TO':I AYEY SILT . %% CLAYEY GILT TO£ILTY CL1Y sSANDY SILFT ..U1YEY S1Li .- - " CLAYEY OLt 'C'SILTY CLAY' r ;„ \SANDY SIT Tn FI:AYEY Sri. r CLAYEY SILT TO SILTY CIA'. f • SANDY SIT TC CLAYEY SILT • 40__ • x--55 , ' 7)2 FAT CLAY/ELASTIC SILT - SANDY SILT TO CLAYEY SILT 45— - —50 g _ _ g SILTY SAND TO SANDY SILT 5-.) ._ SANDY SILT TO CLAYEY SILT 50 _CLAYEY SILT TO SILTY CLAY 45 (Continued IVex!Page) Figure Alb Carlson Geotechnlcal Figure $ Pr Qt, 7185 SW Sandburg Street,Suite 110 Tigard,OR 97223 Telephone: (503)601-8250 CPT NUMBER CPT-1 5034014250 Fax: (503)601-8254 PAGE 3 OF 3 CLIENT Tualatin VaUey Fire&Rescue PROJECT NAME Tigard Fire Station PROJECT NUMBER G0602953 _ PROJECT LOCATION 12585 SW Walnut Street_ • DATE STARTED 11/29/06 COMPLETED 11/29/06 GROUND ELEVATION 95 ft DRILLING CONTRACTOR Subsurface Technologies NOTES Driveway at Walnut Street assumed at 100 ft DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV. (feet) (tsf) (tsf) RATIO(%) SOIL DESCRIPTION (feet) so 4 3 2 1 0 0 20 40 60 80 100 120 140160 0 2 4 6 8 45 } -$0 SILTY CLAY TO CLAY(continued) CLAY WO" SILTY CLAY TO CLAY ���' CLAYEY SILT TO SILTY CLAY - SANDY SILT TO CLAYEY SILT 55— • -40 • AO- { •'• SILTY SAMD,TO,RANDY SILK —35 SANDY-SILT TO CLAYEY SILT - f�f ; rI • SILTY SAFBtfi/H )Y SILT • 65— _ SANDY SILT TeltAYEY SILK _30 CLAYEY SILT TO SILTY CLAD - I SANDY SILT TO CLAYEY SILT $0 CLAYEY SILT TO SILTY CLAY 70— —25 oeo LEAN CLAY!SILT I e6 Practical Refusal at 71.19 feet bgs. Soil type based on 1983 U1C Bottom of hole at 71.2 feet. Figure A7c RECEIVED ,;: -.2--kat Western Wood Structures, Inc. (e;-?= PO Box 130 'Ss�: JUL242013 Tualatin, Oregon 97062 ., voice: (503)692-6900 CITY OP TIGARD Fax: (503)692-6434 BUILDING DIVISION Structural Design Calculations For: BRIDGES 1 Designer: JB Jack Park Bridge Tigard, Oregon WWSI Job No. 134016 April 23, 2013 „SG-1 IVO �Ep .PROFS t�GI7V�F��i �`g re 7 317 RE ON i -Pi 10,, 70,7 ,A <6.y J. F_)CPIRES: The attached calculations(79 Sheets)show the span and loading conditions and product design/selection for the above referenced project. Western Wood Structures,Inc.—Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97082-0130 -503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Perk Bridge-Tigard,Oregon-WWSI 134018 April 22,2013 Pony Truss Bridge Design This design conforms to the 2009 International Building Code Design Criteria: Bridge Span: 111.875 ft. Design Span: 111.00 ft. OK • Bridge Width: 6.00 ft.-in to in rails Pedestrian Live Load: 100 psf. Reducible per IBC 1607.9.1 Vehicle Load: 3000 lbs. Additional Loads: 0 plf. Description: Wind Speed,V38: 95.0 mph Exposure B Height of Bridge: 10.0 ft. Seismic Design: S1 0.336 %ag Ss 0.925 %g Response Coefficient,R 3.25 • • • DATE - WESTERN WOOD STRUCTURES, INC. PROJECT TA 411. PAM/ 13arn46 Kam'\ LOCATION T'loAAA / O/l.gbpa SHEET %iiy'" P.O.BOX 130,TUALATIN,OREGON 97082 /i// 503/892-6900 • FAX 503/692-6434 JOB NO. /3 fiat BY ea 2 OF / 8,_D. / 1I / / I 2i"x7" GLULAM RAIL j 31" GLULAM BRACE 0 '\ I ! . to b 10 -.` m 2"x6" GLULAM RAIL I I ,,,'� 2j"x71" GLULAM RAIL i i 0 2r OLULAM DECK N / $ I, '� ft N I 9. 14, i' 14)I / il II 1(••,,I it) to 3rx7r GLULAM if eo PURIJN r, FLOOR BEAMS O ur X o J Q U NO 0 • 4 M 0 0 i E. m I 1 1 r0 I 0 N "7 J:\20I3\131 -BRIDGES\134016\CALC�\JAGK.bXF. 04/ /2013 12 01 50 PM iOSHB 1 257 988 DATE WESTERN WOOD STRUCTURES, INC. PROJECT IA tit pA/1.11 (3A.o&r o:;�,\ LOCATION Ti‘ga dn.rea0✓ ', '''' P.O.BOX 130,TUALAT1N,OREGON 97062 / SHEET \\F 603/892-8900 • FAX 503/692-6434 JOB NO. /'$lioifp BY Sa 3 OF a� , I W° ■,`i1-----Di ,; --• 44 11 'I I 56� a1 . A IsAl■ I I I { 1 alp 111 1 I Z \ I ,/4 I z 1.4 ill I il N 11 I ° ' I I 11 - I I • \ , I i Conterminous 48 States 2009 International Building Code Latitude = 45.43 Longitude = -122.80609999999999 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.925 (Ss, Site Class B) 1.0 0.336 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 45.43 Longitude = -122.80609999999999 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SMI = Fv x S1 Site Class D - Fa = 1.13 ,Fv = 1.728 • Period Sa (sec) (g) 0.2 1.046 (SMs, Site Class D) 1.0 0.581 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 45.43 Longitude = -122.80609999999999 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3xSM1 Site Class D - Fa = 1.13 ,Fv = 1.728 Period Sa (sec) (g) 0.2 0.697 (SDs, Site Class D) 1.0 0.387 (SD1, Site Class D) 4/3/2013 Western Wood Structures, Inc. Sheet.of PO Box 130-Tualatin,OR 97062 (503)892-6900 Jack Park Bridge Tigard,Oregon Job#134016 Deck Design: Use(2)Purlins at 4'-0"o/c,1'-0"Overhang Each End. • Deck Type: Glulam Wood Density(yw): 50 pcf - Deck Comb./Grade: 2 Length of Deck Board(Ite): 6.0 ft. Deck Thickness(td): 2.5 In. Purlin Spacing/Span(sn): 4 ft. Dry/Wet Use Wet Overhang(OH): 1 ft. Shear Area(A): 30 In.2 Section Modulus(S): 12.5 In.3 Moment of Inertia(I): 15.625 In.4 Loading wpi,=(td*12 In."7w)/144 In.2 WIL_(LL*1 ft.) wm= 10.42 pif wit= 100 pif Spans Overhang Span Overhang Load 1.00 ft. 4.00 ft. 1.00 ft. Dead Load Only DL(plf) 10.42 10.42 10.42 DDD Live Load Case 1 LL(pif) 100 100 100 LLL Live Load Case 2 LL(pit) 100 ------ 100 L_L Live Load Case 3 LL(pif) 100 100 LL_ Live Load Case 4 LL(pit) -- 100 L_ it Reactions Mnax Vrenx 1 2 (ft:Ib.) (lb.) (lb.) (lb.) • Dead Load Only 15.63 18.66 31.25 _ 31,25 Live Load Case 1 150.00 179.17 300.00 300.00 Live Load Case 2 50.00 79.17 100.00 100.00 Live Load Case 3 175.78 191.67 312.50 187.50 Live Load Case 4 200.00 179.17 200.00 200.00 MRMx)= 215.8 ft:lb. Live Load Case 4 Controls Vc= 210.3 ib. Live Load Case 3 Controls Max Loading to Puriin:(wDL) 31,25 pif Max Loading to Pullin:(wit) 312.50 pIf Live Load Case 3 Controls 4/3/2013 Western Wood Structures, Inc. Sheet(Lof_ PO Box 130-Tualatin,OR 97082 (503)892-8900 Jack Park Bridge Tigard,Oregon Job*134018 Deck Deslun:1contlnuedl Moment Check: fb=(M(, •(12 in./ft.)/S fb= 207 psi Fb= 1800 psi Cd= 1.00 F b=Fb*(Cd)*(Cm)*(Cu) Cm= 0.80 F'b= 1713.8 psi Cb,= 1.19 fb/F'b= 0.12 OK Shear Check; fv=[3*V(meq)/(2*A) fv= 10.52 pal Fv= 185 psi F v=Fv*(Cd)*(Cm) Cd= 1.00 F',= 144.38 pal Cm= 0.875 4/Fyn 0.07 OK Deflection Check: ALL=(5*wu.•s,4*(121n./ft)3)/(384*E*Cm*I) E A 1.7E+06 psi Au= 0.028 In. Cm= 0.833 8/ALL= 1844 OK • 4/3/2013 Western Wood Structures, Inc. Sheet?of PO Box 130-Tualatin,OR 97062 (503)692-6900 Jack Park Bridge Tigard,Oregon Job#13-4016 Deck Design for Vehicle Loading; Vehicle Load: Vehicle Type: 3000 lb. Infrequent Load Co= 1.15 Wheel Load: 300 lb. 1200 lb. • • • n 6 ft. 14 3.5 ft. Elevation View End View Deck Thickness(id): 2.5 in. Purlin Spacing/Span(s): 4.00 ft. Deck Panel Width(b): 10.5 in. Overhang(OH): 1.00 ft. Effective Deck Panel Width for Bending(beff):befl=minimum of 15+td&the actual width (AASHTO 3.25.1.1) ben= 10.5 In, Section Modulus"(S): 10.94 in.3 Moment of inertia"(I): 13.67 in.3 Exterior Purlin Width(b.): 3.125 In. Clear Span(CS): CS= s-[b„„/(12in./ft.)) CS= 3.74 ft. Design Span(DS): DS=[(CS"(121n./ft.))+(be,/2)] (AASHTO 3.25.1.2) --OR-- DS=[(CS"(12In./ft.))+td) NOTE:DESIGN SPAN IS THE LESSOR OF THE TWO EQUATIONS ABOVE. - DS= 48.438 In. Loading: H'DL= Deck Self Wt._ (td bpenel*70/1728 In.3 wog= 0.76 lb./in. Wheel Point Load(Poi): 1200.00 lb. Width of Tire(bee): bb,e= (0.01"2.5*P,,,I,)1°= 5.48 In. Wheel Distributed Load(w,,j: wwr= P„b,/bh,e= 219.09 NOTE:WORST CASE VEHICLE LOCATION IS WITH THE WHEEL AT MIDSPAN OF DECK. Moment Check: Ma=(wa*DS)/8= 204.74 M,,,I,= [(P,h/2)"(DS/2)]-([(bnfe/2)2/2]"w,•p,)= 13110 lb.-in. fb= (MuL+M,.,b)/S fb= 1217.3 psi Fb= 1800 psi Cd= 1.15 F'b= Fb*Cd"Cm"CIS Cm= 0.80 F'b= 1970.6 psi Cl„= 1.19 fb/F'b= 0.82 OK • 4/3/2013 Western Wood Structures,Inc. Sheet P of PO Box 130-Tualatin,OR 97062 (503)692-6900 Jack Park Bridge Tigard,Oregon Job#134016 Deck Deslun for Vehicle Loadlna:(Continued) Shear Check: Effective Panel Width for Shear(No):bseff=minimum of 15+(2"td)&the actual width Neff= 10.5 In. VoL=WoL•(bat/be,r)`[(DS/2)-ie] VOL= 15.74 lb. Aar=baert•}d Aen= 26.25 In? Vim=P,d,e[(DS-td-bird)/DS] V = 1064.628 lb. iv=[3*(VOL+Vv.01/(2*A0) f.,= 61.74 psi F,,= 165 psi F„'(Cd)*(CO Cd= 1.33 F'„= 192.45 psi Cm= 0.875 f0/F',= 0.32 OK• • 4/22/2013 Western Wood Structures,Inc. Sheet j. of PO Box 130-Tualatin,OR 97062 (503)692-6900 Jack Park Bridge Tigard,Oregon Job#134016 Purlln Design: Purlln Type: Glulam Wood Density(yw): 50 pcf Purlln Comb./Grade: 24F-V4 Shear Area(A): 23.44 In.2 Purlln Width(b): 3.125 In. Section Modulus(S): 29.30 in.3 Purlin Depth(d): 7.5 in. Moment of Inertia(I): 109.86 In.4 Dry/Wet Use Wet Floor Beam Spacing(sib): 9.323 ft. Design Span(DS)=sib-([(b/2)+(2"(Hanger Base Depth/2)))/12 in./ft.) DS= 8.943 ft. at end bay Loading: wog=wiL(from deck analysis)+(b*d*gw)/144 In.2 wc�= 39.39 pif wu,=wLL(from deck analysis) wLL= 312.50 pif Moment Check; M= [(wa+wLL)*DS2]/8 M= 3517.66 lb.-ft. fb= [M*(12 In./ft.)]1 S fb= 1440.83 psi Fb= 2400 psi Cd= 1.00 Pb= Fb*(Cd)*(Cm) Cm= 0.80 F'b= 1920 psi fb/rb= 0.75 OK Shear Check: V=(wLL+wo)*[DS/2-(d/121n./ft.)) V= 1353.49 lb. f„= (3*V)/(2*A) f„= 86.82 psi F„= 190 pal Fv*(Cd)*(Cm) Cd= 1.00 166.25 psi Cm= 0.875 f,,/F',= 0.52 OK Bearing Check: Reaction(R)= (wo1+wLL)*L/2= 1640.31 lb. Fcoon))= 650 psi Cm= 0.53 Required Bearing Length= R/(b*F ,ro�*Cm)= 1.62 In. OK DEFLECTION CHECK; Au. [5*wLL*DS**(121n.Ift)3]I(384*E*Cm*I) E= 1.8E+06 psi OLD= 0.273 in. Cm= 0.833 DS/ALL= 393 OK 4/22/2013 Western Wood Structures, Inc. Sheet(Q of PO Box 130-Tualatin,OR 97062 (503)692.6900 Jack Park Bridge Tigard,Oregon Job#134016 Purlln Design with Vehicle Load: Load_]ng Wheel Point Load(P„0): 1200.00 lb. Figure Distribution Factor as If the wheel is 1'-0"form girder. Take Moments About the Interior Purlln. Distribution Factor:DF= sp+OH-1 ft./s,= 1 1 Moment Check: MvEH= [(P,w,)"DS]/4 • Mv0-,= 2682.813 lb.-ft. fb= (Mn +(MvEH"DF)]"(12 in./ft.)/S fb= 1260.16 psi Fb= 2400 psi Cd= 1.15 Fib= Fb*(Cd)*(Cm) Cm= 0.80 F'b= 2208 psi fb/F'b= 0.57 OK • Shear Check: Location(a)of Load for Worst Case Shear: Span Quarter Point:(1/4•DS)= 2.24 ft. Three Times Member Depth:(3"d)= 1.875 ft. a CONTROLS RvEH= P "[(DS-a)/DS] RvEH= 948.40 lb. VVEH= 1/2"[(RvEH'0.6)+(DF"R )) VEhI VVEH= 284.52 = [3•(VDL+VVEH)/(2"A) f�= 95.14 psi F„= 190 psi Fw= Fv"(Cd)"(Cm) Cd= 1.00 = 166.25 psi Cm= 0.875 f„/F' = 0.57 OK 4122/2013 Western Wood Structures,Inc. Sheet IL of PO Box 130-Tualatin,OR 97062 (603)692-8900 Jack Park Bridge Tigard,Oregon Job#134018 Purlin Deakin with Vehicle Load:(Continued) PurlIn Hanger Design; Pte= (wa*se,/2)+(DF*PM,) PmAx= 138161 lb. Hanger Seat Depth:lb= 3 In. q PPMX1(lb+b) q= 147.58 psi tREQ'D= ((e M)/Fb)v2 tREG'D= 0.2081 in. Use 1/4 in. Stirrups Use(2)3/4"Diameter Hlitl Kwik Bolt III Expansion Anchor at Backwall(Minimum Embedment a 4-3/4") P,LLOW= 2`5120= 10240 lb. OK Bearing Check: Required Bearing Length= P /(b*Fup.rp)'CD*Cm)= Fc(P•rv)= 650 psi Required Bearing Length= 1.12 In. OK Cm= 0.53 CD= 1.15 • • • 4/22/2013 Weetem Wood Structures,Inc. Sheet lL of PO Box 130-Tualatin,OR 97062 (503)892.8900 Jack Park Bridge Tigard,Oregon Job#134016 Floor Beam Dell=; Beam Type: Glulam Wood Density(yw): 60 pd Beam Comb/Grade: 24F-V4 Shear Area(A): 23.44 in.2 Beam Width(bFB): 3.125 In. Section Modulus(S): 29.30 In 3 Beam Depth(dm): 7.6 In. Moment of Inertia(I): 109.86 In.4 Dry/Wet Use: Wet Spacing of Floor Beams(am): 9.32 ft 1ottlIng: Pa=(WDL muRid4)•Tr) PLC=Wu•((sa/2)+OH)•Tr Pa= 183.61 lb. Fu.= 1398.44 lb. • Dead Load: 183.61 lb. 183.81 lb. Live Load: 1398.44 lb. 1398.44 lb. I 1 1 I W* •(b•d•7w)/f44 Self Weight(wpJ a 8.14 pit A 1.40 n. 4.0011 J 1.00 ft • 6.00 FT. Dead Load: RBI,= 208.02 lb. Ra= 208.02 lb. Live Load: Ru= 1398.44 lb. Ru.= 1398.44 lb. Moment Check M=((RDt.+Ru.)•(sp/2+OHM-[(Pm+Pu.)•ap/21-(W01.•(sp/2+OH)A2/2)] M= 1618.66 ft.-lb. (b=(M"(12 In./ft.)]/S fb= 663.00 psi Fb= 2400 psi Cd= 1.00 Fb=Fb•(Cd)•(Cm) Cm= 0.80 F b= 1920 psi fb/F'b= 0.35 OK Shear Check: V=RLL+Ra V= 1608.46 lb. f„=(3 V)/(2*A) f„= 102.81 psi F�= 190 psi F'„=Fv•(Cd)•(Cm) Cd= 1.00 F = 168.26 psi Cm= 0.676 f„I F'„= 0.62 OK Bearing Check Required Beaing Length=R/(b*Fapmpi•Cm)= 1.49 In. Fap•,pi= 650 psi Cm= 0.53 Deflection Check; ALL=[(Pu."OH•12)/(24•E•i)]"[3•(L•12)2-4•(OH•12)2] E= 1.8E+08 psi Au= 0.084 in. Cm= 0.833 L/Au= 1133 OK - 1 4/22/2013 Western Wood Structures,Inc. Sheet a_of_ PO Box 130-Tualatin,OR 97082 (603)892-8900 Jack Park Bridge Tigard,Oregon Job I(!134018 Floor Beam Deslen_wlth Vehicle Load; Vehicle Placed to Produce Maximum Moment: Infrequent Load CD=1.3333 Vehicle Load: 1200.00 lb. 1200.00 lb. 1.25 ft. 3.50 ft. F Dead Load: 183.81 lb. 183.81 lb. 1 1 w0.=(b•d'y„)1144 IN' Self Weight Iwm)= 8.14 p8 1.40 ft L , 4.00 ft J 1,00a._ Eft 1 Dead Load: Ra= 208.02 lb. RD_= 208.02 lb. Vehicle Load: Rvei a 1200.00 lb. Ryj= 1200.00 lb. Moment Check; Mot.=(R"L/2-[PD'sp/21.Me.•(L"2/8)1 MD C= 220.23 ft.-lb. fug=(P/(2'L)1"(L-(a/2))A2 (Manual of Steel Construction) KAN= 1500.00 ft.-lb. fb=((M. +My"(12 In.ft.)1/S fb= 704.80 psi Fb= 2400 pal Cd= 1.15 F'b=Fb•(Cd)•(Cm) Cm= 0.80 F'b= 2208 psi fb/Fb= 0.32 OK • 4/22/2013 Weston Wood 8tructuree,Inc. Sheet,[-of PO Box 130-Tualatin,OR 97082 (603)892-8900 Jack Park Bridge Tigard,Oregon Job#134018 Floor Beam Deakin with Vehlc)e Load;(Continued) Vehicle Placed to Produce Maximum Shear: Vehicle Load: 1200.00 lb. 1200.00 lb. 1.25 ft. 3.60 ft. _ • Dead Load: 183.81 lb. 183.81 lb. 1 1 wa•(b•d•7„y144#1.2 8o WNpM(wed• 0.14 Of 1.19 ft. 4.00 ft. H 1.00 BFT. Dead Load: Ra= 208.02 lb. Rot.= 208.02 lb. Vehicle Load: Rim= 1200.00 lb. R 1= 1200.00 lb. Shear Check; Rvkli+R0 V= 1408.02 lb. fv=(3•V)/(2•A) fv= 90.11 pal Fv= 190 pal F'v=F1•(Cd)•(Cm) Cd= 1.16 F'v. 181.19 pal Cm= 0.875 0.47 OK Bearing Check Required Bearing Length=R/(b•F,(p•,p)"Cm)= 1.31 In. Fgp„p�= 850 pal Cm= 0.53 . -, WESTERN WOOD STRUCTURES, INC. PROJECT 3-4 4 l P44K DATE . ad. r ID s's, LOCATION 7-16443 Oa i ,aJ 36, P,O. BOX 130,TUALATIN,OREGON 97062 ' SHEET /�� ` 603/692-6900 • FAX 603/692-6434 JOB NO. l4}40/4 BY S6 ". \ IS OF (-u # / To PL mot. lag'A•y 6"w` _ Y.' . ii[i 3/p is41Y GGuL4", 5TOC., Ar(o-.d PWL"►J mu A Nt 4 x '7'l,. d 6c. LA14,,.. PI, 6sAn, .. if"r L 46 nei.r /04.ea az-A r. r WF/S alAcr,*4 0) (tom .. r4„ a 20.9.of r/.394 44 - /606„K6 UT-,5 (( ,4(oe 12) USO CI) f "10 ' s.V,X. .4. -4 r, . g6Al4c., rY • .12/ 2 ,P [AA o% (sg,e PA6( Ib) Xi.I`/ A1r „"/ i I I u��� SN.L PL,1Pks i l_._..._._..-�am= i =' -' 11 . i i , 1(0 Western Wood Structures, Inc. — Computer Analysis Systems P.O. Box 130, 20675 S.W. 105th, Tualatin, OR 97062-0130-503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge -Tigard, Oregon -WWSI# 134016 4-Apr-13 Shear Plate Floor Beam to Web Joint Description: 4" 0 Shear Plate with 3/4 Bolts Co = 1.00 P= 4360 lbs Cg= 1.000 Q = 3040 lbs Cs= 1.000 Cm= 0.70 P'= P* (Co) *(Cg)* (CA) P'= 3052 lbs Q'= Q * (Co) * (Cg)* (CA) * (Cm) Q' = 2128 lbs = 1.5708 radians = 90.00 degrees p'Q' p,a = = 2128 lbs Psin2 a+Q'cos2 a Use(1)4" 0 Shear Plate on 3/4"0 MB. Capacity=2128 lbs. DATE WESTERN WOOD STRUCTURES, INC. PROJECT 1-.4 GK PAILK fS14,041 LOCATION TI bAAA p/t aGD„/ 4419'% P.O.BOX 130,TUALATIN,OREGON 97062 / SHEET 503/692-6900 • FAX 503/692-6434 JOB NO. /3 5t pr(. BY 1'7 OF L oAJ /h/l'kr Fea SAP2aao gob), 02 c. aS*(2) • Y/(o. o+. 4.4.1 (s E.r PA`d' 13) Live coAn / 3 9 8. 14 z./is • (2) • 2 `7 96. (.PLS 26el)HCif‘.[.f Pet- /26 /6e.7'/, V, / L s Le (0.1. . f�/leAr� k« . 2. Ar ` 3 (Ji/4'1s*_ ' 3.3.5-Gas "7.2 E. I, ., (o. S• 1 Z 33s6iA) 4t, 4 (cD. '21) L = 2 -79 . ?(o.8tt1 - 2 3/6'. S' 4.r3s - I cAPJN 4LAh/cr0 Live i-vAb f 2 -7 96.P LAS /arc i4,. - (24C(3)(ill'q. 1 s 3 34" pr.'. < P.m ,er • Nor ,Za . c,tJ -( • s . j l8 Jack.s2k 4/22/2013 ; File J:\2013\134-Bridges\134016\Calcs\Jack.s2k saved 4/22/13 9:17:37 in 1b- in SYSTEM DOF=UX, UZ,RY LENGTH=IN FORCE=LB LINES=59 JOINT 1 X=0 Y=0 'Z=0 2 X=106.625 Y=0 Z=2, 178051 3 X=218.5 1=0 Z=4.055721 4 X=330.375 Y=0 2=5.51605 5 X=442.25 Y=0 Z=6.559098 6 X=554. 125 Y=0 Z=7.18491 7 X=666 Y=0 Z=7.393511 8 X=777.875 Y=0 2=7.18491 9 X=889.75 1=0 Z=6.559098 10 X=1001. 625 Y=0 Z=5.51605 11 X=1113.5 Y-0 Z=4.055721 12 X=1225.375 1=0 Z=2.178051 13 X=1332 Y=0 Z=0 14 X=0 Y=0 Z=108 15 X=106. 625 1=0 Z=110.1781 16 X=218.5 Y=0 Z=112.0557 17 X=330.375 1=0 Z=113.5161 18 X=442.25 1=0 Z=114 .5591 19 X=554 .125 Y=0 Z=115. 1849 20 X=666 1=0 Z=115.3935 21 X=777.875 1=0 Z=115. 1849 22 X=889.75 1=0 Z=114. 5591 23 X=1001.625 Y=0 2=113. 5161 • 24 X-1113.5 1=0 2=112.0557 25 X=1225.375 Y=0 Z=110. 1781 26 X=1332 Y=0 Z=108 RESTRAINT ADD-1 DOF-UX, UZ ADD=13 DOF=UZ MATERIAL NAME=STEEL IDES=S M=7.324016E-04 W=.283 T=0 E=2. 9E+07 U=.3 A=.0000065 FY-36000 NAME=CONC IDES=C M=2..246377E-04 W=.0868 T=0 E=3600000 U=.2 A=.0000055 NAME=COMB2 IDES=S M=.0007324 W=2.025463E-02 T=0 E=1600000 U=.3 A=.0000065 FY=36000 NAME=COMB3 IDES=S M=.0007324 W=2.025463E-02 T=0 E=1900000 U=.3 A=.0000065 FY=36000 FRAME SECTION NAME=TC MAT=COMB3 SH=R T=13.5,5.125 NAME=BC MAT=COMB3 SH=R T=16.5, 5.125 NAME=VERT1 MAT=COMB2 SH=R T=10.5, 5.125 NAME=VERT2 MAT=COMB2 SH=R T=7.5,5.125 NAME=DIAG1 MAT=COMB2 SH=R T=9,5.125 NAME=DIAG2 MAT=COMB2 SH=R T=7.5,5.125 FRAME 1 J=1,2 SEC=BC NSEG=2 ANG=0 2 J=2,3 SEC=BC NSEG=2 ANG=0 3 J=3, 4 SEC=BC NSEG=2 ANG=0 4 J=4,5 SEC=BC NSEG=4 ANG=0 JREL=R3 5 J=5, 6 SEC=BC NSEG=4 ANG=0 1 19 Jack.s2k 4/22/2013 6 J=6,7 SEC=BC NSEG=4 ANG=O 7 J=7,8 SEC=BC NSEG=4 ANG=O 8 J=8, 9 SEC=BC NSEG=4 ANG=O 9 J=9, 10 SEC-BC NSEG-4 ANG=O IREL=R3 10 J=10, 11 SEC=BC NSEG=2 ANG=0 11 J=11,12 SEC=BC NSEG=2 ANG=0 12 J=12,13 SEC=BC NSEG=2 ANG=O 13 J=14,15 SEC=TC NSEG=2 ANG=O 14 J=15,16 SEC=TC NSEG=2 ANG=O 15 J=16,17 SEC=TC NSEG=2 ANG=O 16 J=17, 18 SEC=TC NSEG=4 ANG=O JREL=R3 17 J=18,19 SEC=TC NSEG=4 ANG=O 18 J=19,20 SEC=TC NSEG=4 ANG=0 19 J=20,21 SEC=TC NSEG=4 ANG=0 20 J=21,22 SEC=TC NSEG=4 ANG=0 21 J=22,23 SEC=TC NSEG=4 ANG=0 IREL=R3 22 J=23,24 SEC=TC NSEG=2 ANG=0 23 J=24,25 SEC=TC NSEG=2 ANG=0 24 J=25,26 SEC=TC NSEG=2 ANG=0 25 J=1,14 SEC=VERT1 NSEG=2 ANG=0 IREL=R3 JREL=R3 26 J-2,15 SEC-VERT2 NSEG=2 ANG=O IREL=R3 JREL=R3 27 J=3,16 SEC=VERT2 NSEG=2 ANG=O IREL=R3 JREL=R3 28 J=4,17 SEC=VERT2 NSEG=2 ANG=O IREL=R3 JREL=R3 29 J=5,18 SEC=VERT2 NSEG=2 ANG=O IREL=R3 JREL=R3 30 J=6,19 SEC=VERT2 NSEG=2 ANG=0 IREL=R3 JREL=R3 31 J=7,20 SEC=VERT2 NSEG=2 ANG=0 IREL=R3 JREL=R3 32 J=8,21 SEC=VERT2 NSEG=2 ANG=O IREL=R3 JREL=R3 33 J=9,22 SEC=VERT2 NSEG=2 ANG=O IREL=R3 JREL=R3 34 J=10,23 SEC=VERT2 NSEG=2 ANG=O IREL=R3 JREL=R3 35 J=11,24 SEC=VERT2 NSEG=2 ANG=0 IREL=R3 JREL=R3 36 J=12,25 SEC=VERT2 NSEG=2 ANG=0 IREL=R3 JREL=R3 37 J=13,26 SEC=VERT1 NSEG=2 ANG=0 IREL=R3 JREL=R3 38 J=14,2 SEC=DIAG1 NSEG=2 ANG=0 IREL=R3 JREL=R3 39 J=15,3 SEC=DIAG2 NSEG=2 ANG=0 IREL=R3 JREL=R3 40 J=16, 4 SEC=DIAG2 NSEG=2 ANG=0 IREL=R3 JREL=R3 41 J=17,5 SEC=DIAG2 NSEG=2 ANG=0 IREL=R3 JREL=R3 42 J=18,6 SEC=DIAG2 NSEG=2 ANG=0 IREL=R3 JREL=R3 43 J=19,7 SEC=DIAG2 NSEG=2 ANG=0 IREL=R3 JREL=R3 44 J=7,21 SEC=DIAG2 NSEG=2 ANG=0 IREL=R3 JREL=R3 45 J=8,22 SEC=DIAG2 NSEG=2 ANG=O IREL=R3 JREL=R3 46 J=9,23 SEC=DIAG2 NSEG=2 ANG=0 IREL,=R3 JREL=R3 47 J=10,24 SEC=DIAG2 NSEG=2 ANG=0 IREL=R3 JREL=R3 48 J=11,25 SEC=DIAG2 NSEG=2 ANG=0 IREL=R3 JREL=R3 49 J=12,26 SEC=DIAG1 NSEG=2 ANG=0 IREL=R3 JREL=R3 LOAD NAME=D SW=1 CSYS=0 TYPE=FORCE ADD=2, 12, 1 UZ=-416,04 NAME=L CSYS=0 TYPE=FORCE ADD=2, 12,1 UZ=-2318,5 NAME=UL CSYS=0 TYPE=FORCE ADD=7 UZ=-1398,4 ADD=8, 12,1 UZ=-2796,8 COMBO NAME=COMB1 LOAD=D SF-1 NAME=COMB2 LOAD=D SF=1 LOAD=L SF=1 NAME=COMB3 2 20 Jack.s2k 4/22/2013 LOAD=D SF=1 LOAD=UL SF=1 END 3 SAP2000 4/5/139:48:49 4 5 7 . AAMARE SAP2000 v7.10-File:JackPark-X-Z Plane @ Y=0-lb-in Units • SAP2 0 0 0 4/5/13 9:48:57 . E Z. A • SAP2000 v7.10-File:JackPark-X-2 Plane @ Y=0-lb-in Units N 23 SAP2000 v7.10 File: JACK lb-in Units PAGE 1 4/22/13 9:47:19 L O A D COMBINATION M U L T I P L I E R S COMBO TYPE CASE FACTOR TYPE TITLE COMB1 ADD COMB1 D 1.0000 STATIC(DEAD) COMB2 ADD COMB2 D 1.0000 STATIC(DEAD) L 1.0000 STATIC(DEAD) COMB3 ADD COMB3 D 1.0000 STATIC(DEAD) UL 1.0000 STATIC(DEAD) 1 i I 2y[. SAP2000 v7.10 File: JACK lb-in Units PAGE 4 4/22/13 9:47:19 J O I N T R E A C T I O N S JOINT LOAD Fl F2 F3 M1 M2 M3 1 COMB1 0.0000 0.0000 5685.4238 0.0000 0.0000 0.0000 1 COMB2 0.0000 0.0000 18437.1738 0.0000 0.0000 0.0000 1 COMB3 0.0000 0.0000 9853.0654 0.0000 0.0000 0.0000 13 COMB1 0.0000 0.0000 5685.4238 0.0000 0.0000 0.0000 13 COMB2 0.0000 0.0000 18437.1738 0.0000 0.0000 0.0000 13 COMB3 0.0000 0.0000 16900.1826 0.0000 0.0000 0.0000 . SAP2000 v7.10 File: JACK lb-in Units PAGE 2 4/22/13 9:47:19 J O I N T D I S P L A C E M E N T S JOINT LOAD U1 U2 U3 R1 R2 R3 1 COMB1 0.0000 0.0000 0.0000 0.0000 1.297E-03 0.0000 1 COMB2 0.0000 0.0000 0.0000 0.0000 4.352E-03 0.0000 1 COMB3 0.0000 0.0000 0.0000 0.0000 2.772E-03 0.0000 2 COMB1 2.778E-03 0.0000 -0.1360 0.0000 1.256E-03 0.0000 - 2 COMB2 9.390E-03 0.0000 -0.4597 0.0000 4.253E-03 0.0000 2 COMB3 5.996E-03 0.0000 -0.2935 0.0000 2.739E-03 0.0000 3 COMB1 8.714E-03 0.0000 -0.2710 0.0000 1.130E-03 0.0000 3 COMB2 0.0294 0.0000 -0.9164 0.0000 3.819E-03 0.0000 3 COMB3 0.0176 0.0000 -0.5930 0.0000 2.560E-03 0.0000 4 COMB1 0.0170 0.0000 -0.3841 0.0000 8.790E-04 0.0000 4 COMB2 0.0573 0.0000 -1.2985 0.0000 2.962E-03 0.0000 4 COMB3 0.0336 0.0000 -0.8572 0.0000 2.135E-03 0.0000 5 COMB1 0.0269 0.0000 -0.4703 0.0000 5.476E-04 0.0000 5 COMB2 0.0912 0.0000 -1.5902 0.0000 1.803E-03 0.0000 5 COMB3 0.0536 0.0000 -1.0753 0.0000 1.523E-03 0.0000 6 COMB1 0.0382 0.0000 -0.5232 0.0000 3.459E-04 0.0000 6 COMB2 0.1295 0.0000 -1.7677 0.0000 1.168E-03 0.0000 6 COMB3 0.0774 0.0000 -1.2313 0.0000 1.157E-03 0.0000 7 COMB1 0.0502 0.0000 -0.5425 0.0000 0.0000 0.0000 7 COMB2 0.1701 0.0000 -1.8321 0.0000 0.0000 0.0000 7 COMB3 0.1043 0.0000 -1.3203 0.0000 4.115E-04 0.0000 8 COMB1 0.0622 0.0000 -0.5232 0.0000 -3.459E-04 0.0000 8 COMB2 0.2108 0.0000 -1.7677 0.0000 -1.168E-03 0.0000 8 COMB3 0.1359 0.0000 -1.3164 0.0000 -5.271E-04 0.0000 9 COMB1 0.0735 0.0000 -0.4703 0.0000 -5.476E-04 0.0000 9 COMB2 0.2491 0.0000 -1.5902 0.0000 -1.803E-03 0.0000 9 COMB3 0.1674 0.0000 -1.2163 0.0000 -1.086E-03 0.0000 10 COMB1 0.0835 0.0000 -0.3841 0.0000 -8.790E-04 0.0000 10 COMB2 0.2829 0.0000 -1.2985 0.0000 -2.962E-03 0.0000 10 COMB3 0.1961 0.0000 -1.0141 0.0000 -2.136E-03 0.0000 11 COMB1 0.0918 0.0000 -0.2710 0.0000 -1.130E-03 0.0000 11 COMB2 0.3108 0.0000 -0.9164 0.0000 -3.819E-03 0.0000 11 COMB3 0.2202 0.0000 -0.7276 0.0000 -2.944E-03 0.0000 12 COMB1 0.0977 0.0000 -0.1360 0.0000 -1.256E-03 0.0000 12 COMB2 0.3308 0.0000 -0.4597 0.0000 -4.253E-03 0.0000 12 COMB3 0.2376 0.0000 -0.3690 0.0000 -3.387E-03 0.0000 13 COMB1 0.1005 0.0000 0.0000 0.0000 -1.297E-03 0.0000 13 COMB2 0.3402 0.0000 0.0000 0.0000 -4.352E-03 0.0000 13 COMB3 0.2451 0.0000 0.0000 0.0000 -3.507E-03 0.0000 14 COMB1 0.1095 0.0000 -6.948E-03 0.0000 1.319E-03 0.0000 14 COMB2 0.3711 0.0000 -0.0229 0.0000 4.406E-03 0.0000 14 COMB3 0.2473 0.0000 -0.0122 0.0000 2.817E-03 0.0000 15 COMB1 0.1081 0.0000 -0.1440 0.0000 1.250E-03 0.0000 15 COMB2 0.3661 0.0000 -0.4857 0.0000 4.233E-03 0.0000 15 COMB3 0.2457 0.0000 -0.3087 0.0000 2.741E-03 0.0000 16 COMB1 0.1020 0.0000 -0.2773 0.0000 1.111E-03 0.0000 16 COMB2 0.3456 0.0000 -0.9366 0.0000 3.756E-03 0.0000 16 COMB3 0.2353 0.0000 -0.6064 0.0000 2.538E-03 0.0000 17 COMB1 0.0923 0.0000 -0.3888 0.0000 8.645E-04 0.0000 17 COMB2 0.3125 0.0000 -1.3135 0.0000 2.908E-03 0.0000 17 COMB3 0.2168 0.0000 -0.8692 0.0000 2.119E-03 0.0000 18 COMB1 0.0796 0.0000 -0.4732 0.0000 5.388E-04 0.0000 18 COMB2 0.2696 0.0000 -1.5986 0.0000 1.753E-03 0.0000 18 COMB3 0.1908 0.0000 -1.0852 0.0000 1.528E-03 0.0000 - 19 COMB1 0.0653 0.0000 -0.5243 0.0000 3.301E-04 0.0000 19 COMB2 0.2210 0.0000 -1.7704 0.0000 1.122E-03 0.0000 19 COMB3 0.1590 0.0000 -1.2394 0.0000 1.106E-03 0.0000 z.6 SAP2000 v7.10 File: JACK lb-in Units PAGE 3 4/22/13 9:47:19 J O I N T D I S P L A C E M E N T S JOINT LOAD 01 02 03 R1 R2 R3 20 COMB1 0.0502 0.0000 -0.5427 0.0000 0.0000 0.0000 20 COM52 0.1701 0.0000 -1.8321 0.0000 0.0000 0.0000 20 COMB3 0.1224 0.0000 -1.3204 0.0000 3.399E-04 0.0000 21 COMB1 0.0352 0.0000 -0.5243 0.0000 -3.301E-04 0.0000 21 COMB2 0.1192 0.0000 -1.7704 0.0000 -1.122E-03 0.0000 21 COMB3 0.0857 0.0000 -1,3124 0.0000 -5.091E-04 0.0000 22 COMB1 0.0209 0.0000 -0.4732 0.0000 -5.388E-04 0.0000 22 COMB2 0.0707 0.0000 -1.5986 0.0000 -1.753E-03 0.0000 22 COMB3 0.0475 0.0000 -1.2188 0.0000 -1.014E-03 0.0000 23 COMB1 8.225E-03 0.0000 -0.3888 0.0000 -8.645E-04 0.0000 23 COMB2 0.0277 0.0000 -1.3135 0.0000 -2.908E-03 0.0000 23 COMB3 0.0116 0.0000 -1.0239 0.0000 -2.075E-03 0.0000 24 COMB1 -1.547E-03 0.0000 -0.2773 0.0000 -1.111E-03 0.0000 24 COMB2 -5.411E-03 0.0000 -0.9366 0.0000 -3.756E-03 0,0000 24 COMB3 -0.0175 0.0000 -0.7435 0.0000 -2.874E-03 0.0000 25 COMB1 -7.580E-03 0.0000 -0.1440 0.0000 -1.250E-03 0.0000 25 COMB2 -0.0258 0.0000 -0.4857 0.0000 -4.233E-03 0.0000 25 C0t483 -0.0366 0.0000 -0.3914 0.0000 -3.358E-03 0.0000 26 COMB1 -9.057E-03 0.0000 -6.948E-03 0.0000 -1.319E-03 0.0000 26 COMB2 -0.0308 0.0000 -0.0229 0.0000 -4.406E-03 0.0000 26 COMB3 -0.0422 0.0000 -0.0210 0.0000 -3.545E-03 0.0000 2 .7 SAP2000 v7.10 File: JACK lb-in Units PAGE 5 • 4/22/13 9:47:19 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 1 COMB1 . 0.00 -1.78 -87.30 0.00 0.00 0.00 0.00 53.32 8.191E-02 4.01 0.00 0.00 0.00 2220.74 106.65 1.95 95.32 0.00 0.00 0.00 -427.64 1 COMB2 . 0.00 -2.54 -124.48 0.00 0.00 0.00 0.00 53.32 -6.774E-01 -33.16 0.00 0.00 0.00 4202.90 106.65 1.19 58.15 0.00 0.00 0.00 3536.67 1 COMB3 0.00 -1.67 -81.54 0.00 0.00 0.00 0.00 53.32 1.996E-01 9.77 0.00 0.00 0.00 1913.54 106.65 2.06 101.08 0.00 0.00 0.00 -1042.04 2 COMB1 0.00 5266.38 -144.87 0.00 0.00 0.00 -427.64 • 55.95 5267.99 -49.06 0.00 0.00 0.00 4997.25 111.89 5269.60 46.75 0.00 0.00 0.00 5062.09 2 COM82 0.00 17783.19 -252.93 0.00 0.00 0.00 3536.67 55.95 17784.80 -157.12 0.00 0.00 0.00 15006.90 111.89 17786.40 -61.31 0.00 0.00 0.00 21117.07 2 COMB3 0.00 9384.33 -186.99 0.00 0.00 0.00 -1042.04 55,95 9385.94 -91.18 0.00 0.00 0.00 6739.10 111.89 9387.55 4.63 0.00 0.00 0.00 9160.18 3 COMB1 0.00 9713.91 -119.41 0.00 0.00 0.00 5062.09 55.94 9715.16 -23.60 0.00 0.00 0.00 9062.42 111.88 9716.42 72.21 0.00 0.00 0.00 7702.98 3 COMB2 0.00 32887.33 -185.78 0.00 0.00 0.00 21117.07 55.94 32888.58 -89,97 0.00 0.00 0.00 28830.06 111.88 32889.83 5.84 0.00 0.00 0.00 31183.29 3 COMB3 0.00 18089.12 -147.85 0.00 0.00 0.00 9160.18 55.94 18090.37 -52.05 0.00 0.00 0.00 14751.58 111.88 18091.62 43.76 0.00 0.00 0.00 14983.22 . 1 4 COMB1 0.00 13189.00 -26.96 0.00 0.00 0.00 7702.98 27,97 13189.45 20.95 0.00 0.00 0.00 7787.06 I 55.94 13189.90 68.85 0.00 0.00 0.00 6531.26 83.91 13190.34 116.75 0.00 0.00 0.00 3935.57 111.88 13190.79 164.66 0.00 0.00 0.00 0.00 4 COMB2 0.00 44654.95 182.91 0.00 0.00 0.00 31183.29 27.97 44655.40 230.82 0.00 0.00 0.00 25397.29 55.94 44655.85 278.72 0.00 0.00 0.00 18271.41 83.91 44656.29 326.63 0.00 0.00 0.00 9805.65 111.88 44656.74 374.53 0.00 0.00 0.00 0.00 4 COMB3 0.00 25833.41 38.11 0.00 0.00 0.00 14983.22 27.97 25833.85 86.02 0.00 0.00 0.00 13247.24 55.94 25834.30 133.92 0.00 0.00 0.00 10171.38 83.91 25834.75 181.83 0.00 0.00 0.00 5755.63 111.88 25835.19 229.73 0.00 0.00 0.00 0.00 5 COMS1 0.00 15804.22 -181.39 0.00 0.00 0.00 0.00 27.97 15804.49 -133.48 0.00 0.00 0.00 4403.31 55.94 15804.75 -85.58 0.00 0.00 0.00 7466.77 83.91 15805.02 -37.67 0.00 0.00 0.00 9190.38 111.88 15805.29 10.23 0.00 0.00 0.00 9574.15 5 COMB2 0.00 53610.52 -433.33 0.00 0.00 0.00 0.00 27.97 53610.78 -385.43 0.00 0.00 0.00 11450.02 55.94 53611.05 -337.52 0.00 0.00 0.00 21560.20 83.91 53611.32 -289.62 0.00 0.00 0.00 30330.52 111.88 53611.59 -241.71 0.00 0.00 0.00 37761.00 5 COMB3 . 0.00 32870.06 -277.07 0.00 0.00 0.00 0.00 27.97 32870.33 -229.16 0.00 0.00 0.00 7079.43 55.94 32870.59 -181.26 0.00 0.00 0.00 12819.00 83.91 32870.86 -133.35 0.00 0.00 0.00 17218.74 • 111.88 32871.13 -85.45 0.00 0.00 0.00 20278.62 I I 2j, 8AP2000 v7.10 File: JACK lb-in Unite PAGE 6 4/22/13 9;47:19 FRAME ELEMENT FORCES FRAME LOAD LOC P V2 V3 T M2 M3 6 COMB1 0.00 17180.54 -94.18 0.00 0.00 0.00 9574.15 27.97 17180.63 -46.27 0.00 0.00 0.00 11538.21 55.94 17180.72 1.63 0.00 0.00 0.00 12162.45 83.91 17180.81 49.54 0.00 0.00 0.00 11446.85 111.88 17180.90 97.44 0.00 0.00 0.00 9391.43 6 COMB2 0.00 58189.72 -69.33 0.00 0.00 0.00 37761.00 27.97 58189.81 -21.42 0.00 0.00 0.00 39030.11 55.94 58189.90 26.48 0.00 0.00 0.00 38959.38 83.91 58189.99 74.39 0.00 0.00 0.00 37548.83 111.88 58190.08 122.29 0.00 0.00 0.00 34798.45 6 COMB3 0.00 38394.18 -135.47 0.00 0.00 0.00 20278.62 27.97 38394.27 -87.56 0.00 0.00 0.00 23397.62 55.94 38394.36 -39.66 0.00 0.00 0.00 25176.79 83.91 38394.44 8.24 0.00 0.00 0.00 25616.12 111.88 38394.53 56.15 0.00 0.00 0.00 24715.64 7 COMB1 0.00 17180.90 -97.44 0.00 0.00 0.00 9391.43 27.97 17180.81 -49.54 0.00 0.00 0.00 11446.85 55.94 17180.72 -1.63 0.00 0.00 0.00 12162.45 83.91 17180.63 46.27 0.00 0.00 0.00 11538.21 111.88 17180.54 94.18 0.00 0.00 0.00 9574.15 7 COMB2 0.00 58190.08 -122.29 0.00 0.00 0.00 34798.45 27.97 58189.99 -74.39 0.00 0.00 0.00 37548.83 55.94 58189.90 -26.48 0.00 0.00 0.00 38959.38 83.91 58189.81 21.42 0.00 0.00 0.00 39030.11 111.88 58189.72 69.33 0.00 0.00 0.00 37761.00 7 COMB3 0.00 45436.52 -168.71 0.00 0.00 0.00 24715.64 27.97 45436.43 -120.80 0.00 0.00 0.00 28764.32 55.94 45436.34 -72.90 0.00 0.00 0.00 31473.18 83.91 45436.25 -25.00 0.00 0.00 0.00 32842.20 111.88 45436.16 22.91 0.00 0.00 0.00 32871.40 B COMM 0.00 15805.29 -10.23 0.00 0.00 0.00 9574.15 27.97 15805.02 37.67 0.00 0.00 0.00 9190.38 55.94 15804.75 85.58 0.00 0.00 0.00 7466.77 83.91 15804.49 133.48 0.00 0.00 0.00 4403.31 111.88 15804.22 181.39 0.00 0.00 0.00 0.00 8 COMB2 0.00 53611.59 241.71 0.00 0.00 0.00 37761.00 27.97 53611.32 289.62 0.00 0.00 0.00 30330.52 55.94 53611.05 337.52 0.00 0.00 0.00 21560.20 83.91 53610.78 385.43 0.00 0.00 0.00 11450.02 111.88 53610.52 433.33 0.00 0.00 0.00 0.00 8 COMB3 0.00 44345.08 198.01 0.00 0.00 0.00 32871.40 27.97 44344.81 245.91 0.00 0.00 0.00 26663.32 55.94 44344.55 293.82 0.00 0.00 0.00 19115.40 83.91 44344.28 341.72 0.00 0.00 0.00 10227.62 111.88 44344.01 389.63 0.00 0.00 0.00 0.00 9 COMB1 0.00 13190.79 -164.66 0.00 0.00 0.00 0.00 27.97 13190.34 -116.75 0.00 0.00 0.00 3935.57 55.94 13189.90 -68.85 0.00 0.00 0.00 6531.26 83.91 13189.45 -20.95 0.00 0.00 0.00 7787.06 111.88 13189.00 26.96 0.00 0.00 0.00 7702.98 9 COMB2 0.00 44656.74 -374.53 0.00 0.00 0.00 0.00 27.97 44656.29 -326.63 0.00 0.00 0.00 9805.65 55.94 44655.85 -278.72 0.00 0.00 0.00 18271.41 83.91 44655.40 -230.82 0.00 0.00 0.00 25397.29 111.88 44654.95 -182.91 0.00 0.00 0.00 31183.29 9 COMB3 0.00 38503.67 -352.75 0.00 0.00 0.00 0.00 27.97 38503.23 -304.85 0.00 0.00 0.00 9196.57 55.94 38502.78 -256.95 0.00 0.00 0.00 17053.26 83.91 38502.33 -209.04 0.00 0.00 0.00 23570.06 111.88 38501.89 -161.14 0.00 0.00 0.00 28746.98 29 SAP2000 v7.10 File: JACK lb-in Units PAGE 7 4/22/13 9:47:19 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 10 COMB1 0.00 9716.42 -72.21 0.00 0.00 0.00 7702.98 55.94 9715.16 23.60 0.00 0.00 0.00 9062.42 111.88 9713.91 119.41 0.00 0.00 0.00 5062.09 10 COMB2 0.00 32889.83 -5.84 0.00 0.00 0.00 31183.29 55.94 32888.58 89.97 0.00 0.00 0.00 28830.06 111.88 32887.33 185.78 0.00 0.00 0.00 21117.07 10 COMB3 0.00 29295.24 -20.59 0.00 0.00 0.00 28746.98 55.94 29293.98 75.22 0.00 0.00 0.00 27218.91 111.88 29292.73 171.03 0.00 0.00 0.00 20331.08 11 COMB1 0.00 5269.60 -46.75 0.00 0.00 0.00 5062.09 55.95 5267.99 49.06 0.00 0.00 0.00 4997.25 111.89 5266.38 144.87 0.00 0.00 0.00 -427.64 11 COMB2 0.00 17786.40 61.31 0.00 0.00 0.00 21117.07 55.95 17784.80 157.12 0.00 0.00 0.00 15006.90 111.89 17783.19 252.93 0.00 0.00 0.00 3536.67 11 COMB3 0.00 16250.64 41.49 0.00 0.00 0.00 20331.08 55.95 16249.03 137.30 0.00 0.00 0.00 15330.01 111.89 16247.42 233.11 0.00 0.00 0.00 4968.89 12 COMB1 0.00 1.95 -95.32 0.00 0.00 0.00 -427.64 53.32 8.191E-02 -4.01 0.00 0.00 0.00 2220.74 106.65 -1.78 87.30 0.00 0.00 0.00 0.00 12 COMB2 0.00 1.19 -58.15 0.00 0.00 0.00 3536.67 53.32 -6.774E-01 33.16 0.00 0.00 0.00 4202.90 106.65 -2.54 124.48 0.00 0.00 0.00 0.00 12 COMB3 _ 0.00 9.135E-01 -44.72 0.00 0.00 0.00 4968.89 53.32 -9.517E-01 46.59 0.00 0.00 0.00 4919.01 106.65 -2.82 137.90 0.00 0.00 0.00 0.00 13 COMB1 0.00 -5270.69 -74.19 0.00 0.00 0.00 0.00 53.32 -5269.16 5.232E-01 0.00 0.00 0.00 1964.02 106.65 -5267.64 75.23 0.00 0.00 0.00 -55.79 13 COMB2 0.00 -17790.90 -110.48 0.00 0.00 0.00 0.00 53.32 -17789.37 -35.77 0.00 0.00 0.00 3899.12 106.65 -17787.84 38.94 0.00 0.00 0.00 3814.41 13 COMB3 0.00 -9389.66 -76.41 0.00 0.00 0.00 0.00 53.32 -9388.14 -1.70 0.00 0.00 0.00 2082.65 106.65 -9386.61 73.01 0.00 0.00 0.00 181.47 14 COMB1 0.00 -9717.65 -97.64 0.00 0.00 0.00 -55.79 55.95 -9716.34 -19.25 0.00 0.00 0.00 3214.13 111.89 -9715.02 59.13 0.00 0.00 0.00 2098.55 14 COMB2 0.00 -32893.87 -136.44 0.00 0.00 0.00 3814.41 55.95 -32892.56 -58.05 0.00 0.00 0.00 9254.93 111.89 -32891.24 20.34 0.00 0.00 0.00 10309.96 14 COMB3 0.00 -18093.96 -113.81 0.00 0.00 0.00 181.47 55.95 -18092.65 -35.42 0.00 0.00 0.00 4356.05 111.89 -18091.33 42.96 0.00 0.00 0.00 4145.12 15 COMB1 0.00 -13191.02 -93.22 0.00 0.00 0.00 2098.55 55.94 -13190.00 -14.83 0.00 0.00 0.00 5121.02 111.88 -13188.98 63.55 0.00 0.00 0.00 3758.24 15 COMB2 0.00 -44656.92 -138.41 0.00 0.00 0.00 10309.96 55.94 -44655.90 -60.02 0.00 0.00 0.00 15860.51 111.88 -44654.87 18.36 0.00 0.00 0.00 17025.80 15 COMB3 0.00 -25835.59 -111.87 0.00 0.00 0.00 4145.12 55.94 -25834.57 -33.48 0.00 0.00 0.00 8210.87 . 3n SAP2000 v7.10 File: JACK lb-in Unite PAGE 8 4/22/13 9:47:19 F R A M E E L E M E N T FORCES FRAME LOAD LOC P V2 V3 T M2 M3 111.88 -25833.54 44.91 0.00 0.00 0.00 7891.36 16 COMB1 0.00 -15806.09 -44.80 0.00 0.00 0.00 3758.24 • 27,97 -15805.73 -5.60 0.00 0.00 0.00 4463.08 55.94 -15805.36 33.59 0.00 0.00 0.00 4071.66 83.91 -15805.00 72.79 0.00 0.00 0.00 2583.96 111.88 -15804.63 111.98 0.00 0.00 0.00 0.00 16 COMB2 0.00 -53613.74 73.79 0.00 0.00 0.00 17025.80 27.97 -53613.38 112.98 0.00 0.00 0.00 14413.75 55.94 -53613.01 152.18 0.00 0.00 0.00 10705.44 83.91 -53612.65 191.37 0.00 0.00 0.00 5900.85 111.88 -53612.28 230.57 0.00 0.00 0.00 0.00 16 COMB3 0.00 -32872.59 -7.85 0.00 0.00 0.00 7891.36 27.97 -32872.23 31.34 0.00 0.00 0.00 7562.92 55.94 -32871.86 70.53 0.00 0.00 0.00 6138.22 83.91 -32871.50 109.73 0.00 0.00 0.00 3617.24 111,88 -32871.13 148.92 0.00 0.00 0.00 0.00 17 COMB1 0.00 -17181.62 -118.85 0.00 0.00 0.00 0.00 27.97 -17181.40 -79.66 0.00 0.00 0.00 2776.12 55.94 -17181.18 -40.46 0.00 0.00 0.00 4455.99 83.91 -17180.96 -1.27 0.00 0.00 0.00 5039.63 111,88 -17180.74 37.92 0.00 0.00 0.00 4527.03 17 COMB2 0.00 -58192.08 -253.61 0.00 0.00 0.00 0.00 27.97 -58191.86 -214.42 0.00 0.00 0.00 6545.18 55.94 -58191.64 -175.22 0.00 0.00 0.00 11994.12 83.91 -58191.42 -136.03 0.00 0.00 0.00 16346,82 • 111.88 -58191,20 -96.83 0.00 0.00 0.00 19603.28 17 COMB3 0.00 -38396.01 -186.90 0.00 0.00 0.00 0.00 27.97 -38395.79 -147.71 0.00 0.00 0.00 4679.34 55.94 -38395.57 -108.51 0.00 0.00 0.00 8262.45 83.91 -38395.35 -69.32 0.00 0.00 0.00 10749.31 111.88 -38395.13 -30.12 0.00 0.00 0.00 12139.94 18 COMB1 0.00 -17686.50 -76.62 0.00 0.00 0.00 4527.03 27.97 -17686.43 -37.43 0.00 0.00 0.00 6122.03 55.94 -17686.36 1.76 0.00 0.00 0.00 6620.80 83.91 -17686.29 40.96 0.00 0.00 0.00 6023.34 111.88 -17686.21 80.15 0.00 0.00 0.00 4329.67 18 COMB2 0.00 -59939.77 -59.65 0.00 0.00 0.00 19603.28 27.97 -59939.70 -20.46 0.00 0.00 0,00 20723.60 55.94 -59939.63 18.74 0.00 0.00 0.00 20747.70 83.91 -59939.55 57.93 0.00 0.00 0.00 19675.57 111.88 -59939.48 97.12 0.00 0.00 0.00 17507.23 18 C0MB3 0.00 -43171.53 -79.62 0.00 0.00 0.00 12139.94 27.97 -43171.46 -40.43 0.00 0.00 0.00 13818.71 55.94 -43171.38 -1.23 0.00 0.00 0.00 14401.26 83.91 -43171.31 37.96 0.00 0.00 0.00 13887.59 111.88 -43171.23 77.16 0.00 0.00 0.00 12277.69 19 COMB1 0.00 -17686.21 -80.15 0.00 0.00 0.00 4329.67 27.97 -17686.29 -40.96 0.00 0.00 0.00 6023.34 55.94 -17686.36 -1.76 0.00 0.00 0.00 6620.80 83.91 -17686.43 37.43 0.00 0.00 0.00 6122.03 111.88 -17686.50 76.62 0.00 0.00 0.00 4527.03 19 COMB2 • 0.00 -59939.48 -97.12 0.00 0.00 0.00 17507.23 1 27.97 -59939.55 -57.93 0.00 0.00 0.00 19675.57 1 55.94 -59939.63 -18.74 0.00 0.00 0.00 20747.70 83.91 -59939.70 20.46 0.00 0.00 0.00 20723.60 111.88 -59939.77 59.65 0.00 0.00 0.00 19603.28 19 COMB3 0.00 -43171.19 -103.62 0.00 0.00 0.00 12277.69 27.97 -43171.26 -64.43 0.00 0.00 0.00 14627.74 55.94 -43171.33 -25.23 0.00 0.00 0.00 15881.57 83.91 -43171.41 13.96 0.00 0.00 0.00 16039.18 1 3/ • SAP2000 v7.10 File: JACK lb-in Units PAGE 9 4/22/13 9:47:19 F R A M E ELEMENT F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 111.88 -43171.40 53.16 0.00 0.00 0.00 15100.56 • � 20 COMB1 0.00 -17180.74 -37.92 0.00 0.00 0.00 4527.03 27.97 -17180.96 1.27 0.00 0.00 0.00 5039.63 55.94 -17181.18 40.46 0.00 0.00 0.00 4455.99 83.91 -17181.40 79.66 0.00 0.00 0.00 2776.12 111.88 -17181.62 118.85 0.00 0.00 0.00 0.00 20 C0MB2 0.00 -58191.20 96.83 0.00 0.00 0.00 19603.28 27.97 -58191.42 136.03 0.00 0.00 0.00 16346.82 55.94 -58191.64 175.22 0.00 0.00 0.00 11994.12 83.91 -58191.86 214.42 0.00 0.00 0.00 6545.18 111.88 -58192.08 253.61 0.00 0.00 0.00 0.00 20 C0MB3 0.00 -45437.15 56.59 0.00 0.00 0.00 15100.56 27.97 -45437.37 95.78 0.00 0.00 0.00 12969.78 55.94 -45437.59 134.97 0.00 0.00 0.00 9742.76 83.91 -45437.81 174.17 0.00 0.00 0.00 5419.50 111.88 -45438.03 213.36 0.00 0.00 0.00 0.00 21 COMB1 0.00 -15804.63 -111.98 0.00 0.00 0.00 0.00 27.97 -15805.00 -72.79 0.00 0.00 0.00 2583.96 55.94 -15805.36 -33.59 0.00 0.00 0.00 4071.66 83.91 -15805.73 5.60 0.00 0.00 0.00 4463.08 111.88 -15806.09 44.80 0.00 0.00 0.00 3758.24 21 COMB2 0.00 -53612.28 -230.57 0.00 0.00 0.00 0.00 27.97 -53612.65 -191.37 0.00 0.00 0.00 5900.85 55.94 -53613.01 -152.18 0.00 0.00 0.00 10705.44 83.91 -53613.38 -112.98 0.00 0.00 0.00 14413.75 111.88 -53613.74 -73.79 0.00 0.00 0.00 17025.80 21 COMB3 0.00 -44345.39 -218.09 0.00 0.00 0.00 0.00 27.97 -44345.75 -178.90 0.00 0.00 0.00 5551,84 55.94 -44346.12 -139.70 0.00 0.00 0.00 10007.41 83.91 -44346.49 -100.51 0.00 0.00 0.00 13366.71 111.88 -44346.85 -61.31 0.00 0.00 0.00 15629.74 22 COMB1 0.00 -13188.98 -63.55 0.00 0.00 0.00 3758.24 55.94 -13190.00 14.83 0.00 0.00 0.00 5121.02 111.88 -13191.02 93.22 0.00 0.00 0.00 2098.55 22 COMB2 0.00 -44654.87 -18.36 0.00 0.00 0.00 17025.80 55.94 -44655.90 60.02 0.00 0.00 0.00 15860.51 111.88 -44656.92 138.41 0.00 0.00 0.00 10309.96 22 COMB3 0.00 -38501.63 -27.69 0.00 0.00 0.00 15629.74 55.94 -38502.65 50.70 0.00 0.00 0.00 14986.19 111.88 -38503.68 129.09 0.00 0.00 0.00 9957.38 23 COMB1 0.00 -9715.02 -59.13 0.00 0.00 0.00 2098.55 55.95 -9716.34 19.25 0.00 0.00 0.00 3214.13 111.89 -9717.65 97.64 0.00 0.00 0.00 -55.79 23 COMB2 0.00 -32891.24 -20.34 0.00 0.00 0.00 10309.96 55.95 -32892.56 58.05 0.00 0.00 0.00 9254.93 111.89 -32893.87 136.44 0.00 0.00 0.00 3814.41 23 COMB3 0.00 -29296.12 -28.50 0.00 0.00 0.00 9957.38 55.95 -29297.43 49.89 0.00 0.00 0.00 9359.22 111.89 -29298.75 128.28 0.00 0.00 0.00 4375.55 24 COMB1 0.00 -5267.64 -75.23 0.00 0.00 0.00 -55.79 53.32 -5269.16 -5.232E-01 0.00 0.00 0.00 1964.02 106.65 -5270.69 74.19 0.00 0.00 0.00 0.00 24 COMB2 0.00 -17787.84 -38.94 0.00 0.00 0.00 3814.41 53.32 -17789.37 35.77 0.00 0.00 0.00 3899.12 106.65 -17790.90 110.48 0.00 0.00 0.00 0.00 24 COMB3 0.00 -16251.75 -33.68 0.00 0.00 0.00 4375.55 32 SAP2000 v7.10 File: JACK lb-in Units PAGE 10 4/22/13 9:47:19 F R A M E E L E M E N T F O R C E S FRAME LOAD IOC P V2 V3 T M2 M3 53.32 -16253.28 41,03 0.00 0.00 0.00 4179.69 106.65 -16254.80 115.74 0.00 0.00 0.00 0.00 25 COMB1 0.00 -5598.10 0.00 0.00 0.00 0.00 0.00 54.00 -5539.25 0.00 0.00 0.00 0.00 0.00 108.00 -5480.39 0,00 0.00 0.00 0.00 0.00 25 COMB2 0.00 -18312.67 0.00 0.00 0.00 0.00 0.00 54.00 -18253.82 0,00 0.00 0.00 0.00 0.00 108.00 -18194.96 0.00 0.00 0.00 0.00 0.00 25 COMB3 0.00 -9771.51 0.00 0.00 0.00 0.00 0.00 54.00 -9712.65 0.00 0.00 0.00 0.00 0.00 108.00 -9653.79 0.00 0.00 0.00 0.00 0.00 26 COMB1 0.00 -4590.37 0.00 0.00 0.00 0.00 0.00 54.00 -4548.33 0.00 0.00 0.00 0.00 0.00 108.00 -4506.29 0.00 0.00 0.00 0.00 0.00 26 COMB2 0.00 -14833.63 0.00 0.00 0.00 0.00 0.00 54.00 -14791.59 0.00 0.00 0.00 0.00 0.00 108.00 -14749.55 0.00 0.00 0.00 0.00 0.00 26 COMB3 0.00 -8698.65 0.00 0.00 0.00 0.00 0.00 54.00 -8656.61 0.00 0.00 0.00 0.00 0.00 108.00 -8614.57 0.00 0.00 0.00 0.00 0.00 27 COMB1 0.00 -3614.08 0.00 0.00 0.00 0.00 0.00 54.00 -3572.04 0.00 0.00 0.00 0.00 0.00 108.00 -3529.99 0.00 0.00 0.00 0.00 0.00 • 27 COMB2 0.00 -11537.22 0.00 0.00 0.00 0.00 0.00 54.00 -11495.18 0.00 0.00 0.00 0.00 0.00 108.00 -11453.14 0.00 0.00 0.00 0.00 0.00 27 COMB3 • 0.00 -7705.87 0.00 0.00 0.00 0.00 0.00 54.00 -7663.82 0.00 0.00 0.00 0.00 0.00 108.00 -7621.78 0.00 0.00 0.00 0.00 0.00 28 COMB1 0.00 -2729.17 0.00 0.00 0.00 0.00 0.00 54.00 -2687.13 0.00 0.00 0.00 0.00 0.00 108.00 -2645.09 0.00 0.00 0.00 0.00 0.00 28 COMB2 0.00 -8572.73 0.00 0.00 0.00 0.00 0.00 54.00 -8530.69 0.00 0.00 0.00 0.00 0.00 108.00 -8488.65 0.00 0.00 0.00 0.00 0.00 28 COMB3 0.00 -6896.07 0.00 0.00 0.00 0.00 0.00 54.00 -6854.03 0.00 0.00 0.00 0.00 0.00 108.00 -6811.99 0.00 0.00 0.00 0.00 0.00 29 COMB1 0.00 -1644.39 0.00 0.00 0.00 0.00 0.00 54.00 -1602.35 0.00 0.00 0.00 0.00 0.00 108.00 -1560.31 0.00 0.00 0.00 0.00 0.00 29 COMB2 • 0.00 -4847.80 0.00 0.00 0.00 0.00 0.00 54.00 -4805.76 0.00 0.00 0.00 0.00 0.00 108.00 -4763.72 0.00 0.00 0.00 0.00 0.00 29 COMB3 0.00 -5689.66 0.00 0.00 0.00 0.00 0.00 54.00 -5647.62 0.00 0.00 0.00 • 0.00 0.00 108.00 -5605.57 0.00 0.00 0.00 0.00 0.00 30 COMB1 0.00 -683.17 0.00 0.00 0.00 0.00 0.00 54.00 -641.13 0.00 0.00 0.00 0.00 0.00 108.00 -599.09 0.00 0.00 0.00 0.00 0.00 30 COMB2 0.00 -1579.58 0.00 0.00 0.00 0.00 0.00 54.00 -1537.54 0.00 0.00 0.00 0.00 0.00 108.00 -1495.50 0.00 0.00 0.00 0.00 0.00 33 SAP2000 v7.10 File: JACK lb-in Units PAGE 11 4/22/13 9:47:19 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 30 COMB3 - 0.00 -4662.36 0.00 0.00 0.00 0.00 0.00 54.00 -4620.32 0.00 0.00 0.00 0.00 0.00 108.00 -4578.28 0.00 0.00 0.00 0.00 0.00 31 COMB1 0.00 -178.43 0.00 0.00 0.00 0.00 0.00 54.00 -136.39 0.00 0.00 0.00 0.00 0.00 108.00 -94.35 0.00 0.00 0.00 0.00 0.00 31 COMB2 0.00 -54.81 0.00 0.00 0.00 0.00 0.00 54.00 -12.77 0.00 0.00 0.00 0.00 0.00 108.00 29.27 0.00 0.00 0.00 0.00 0.00 31 COMB3 0.00 -103.87 0.00 0.00 0.00 0.00 0.00 54.00 -61.83 0.00 0.00 0.00 0.00 0.00 108.00 -19.79 0.00 0.00 0.00 0.00 0.00 32 COMB1 ' 0.00 -683.17 0.00 0.00 0.00 0.00 0.00 54.00 -641.13 0.00 0.00 0.00 0.00 0.00 108.00 -599.09 0.00 0.00 0.00 0.00 0.00 32 COMB2 0.00 -1579.58 0.00 0.00 0.00 0.00 0.00 54.00 -1537.54 0.00 0.00 0.00 0.00 0.00 108.00 -1495.50 0.00 0.00 0.00 0.00 0.00 32 COMB3 0.00 2214.69 0.00 0.00 0.00 0.00 0.00 54.00 2256.73 0.00 0.00 0.00 0.00 0.00 108.00 2298.77 0.00 0.00 0.00 0.00 0.00 33 COMB1 I 0.00 -1644.39 0.00 0.00 0.00 0.00 0.00 54.00 -1602.35 0.00 0.00 0.00 0.00 0.00 108.00 -1560.31 0.00 0.00 0.00 0.00 0.00 33 COMB2 0.00 -4847.80 0.00 0.00 0.00 0.00 0.00 • 54.00 -4805.76 0.00 0.00 0.00 0.00 0.00 108.00 -4763.72 0.00 0.00 0.00 0.00 0.00 33 COMB3 0.00 -1463.39 0.00 0.00 0.00 0.00 0.00 54.00 -1421.35 0.00 0.00 0.00 0.00 0.00 108.00 -1379.31 0.00 0.00 0.00 0.00 0.00 34 COMB1 0.00 -2729.17 0.00 0.00 0.00 0.00 0.00 54.00 -2687.13 0.00 0.00 0.00 0.00 0.00 108.00 -2645.09 0.00 0.00 0.00 0.00 0.00 34 COMB2 0.00 -8572.73 0.00 0.00 0.00 ' 0.00 0.00 54.00 -8530.69 0.00 0.00 0.00 0.00 0.00 108.00 -8488.65 0.00 0.00 0.00 0.00 0.00 34 COMB3 0.00 -5611.34 0.00 0.00 0.00 0.00 0.00 54.00 -5569.30 0.00 0.00 0.00 0.00 0.00 108.00 -5527.26 0.00 0.00 0.00 0.00 0.00 35 COMB1 0.00 -3614.08 0.00 0.00 0.00 0.00 0.00 54.00 -3572.04 0.00 0.00 0.00 0.00 0.00 108.00 -3529.99 0.00 0.00 0.00 0.00 0.00 35 COMB2 0.00 -11537.22 0.00 0.00 0.00 0.00 0.00 54.00 -11495.18 0.00 0.00 0.00 0.00 0.00 108.00 -11453.14 0.00 0.00 0.00 0.00 0.00 35 COMB3 0.00 -9079.96 0.00 0.00 0.00 0.00 0.00 54.00 -9037.92 0.00 0.00 0.00 0.00 0.00 108.00 -8995.88 0.00 0.00 0.00 0.00 0.00 • 36 COMB1 0.00 -4590.37 0.00 0.00 0.00 0.00 0.00 54.00 -4548.33 0.00 0.00 0.00 0.00 0.00 108.00 -4506.29 0.00 0.00 0.00 0.00 0.00 36 COMB2 0.00 -14833.63 0.00 0.00 0.00 0.00 0.00 3 f4-' 8AP2000 v7.10 File: JACK lb-in Unite PAGE 12 4/22/13 9:47:19 FRAME ELEMENT FORCES FRAME LOAD LOC P V2 V3 T M2 M3 - 54.00 -14791.59 0.00 0.00 0.00 • 0.00 0.00 108.00 -14749.55 0.00 0.00 0.00 0.00 0.00 36 COMB3 0.00 -12838.50 0.00 0.00 0.00 0.00 0.00 54.00 -12796.46 0.00 0.00 0.00 0.00 0.00 108.00 -12754.42 0.00 0.00 0.00 0,00 0.00 37 COMB1 0.00 -5598.10 0.00 0.00 0.00 0.00 0.00 54.00 -5539.25 0.00 0.00 0.00 0.00 0.00 108.00 -5480.39 0.00 0.00 0.00 0.00 0.00 37 COMB2 ' 0.00 -18312.67 0.00 0.00 0.00 0.00 0.00 54.00 -18253.82 0.00 0.00 0.00 0.00 0.00 108.00 -18194.96 0.00 0.00 0.00 0.00 0.00 37 COMB3 0.00 -16762.25 0.00 0.00 0.00 0.00 0.00 54.00 -16703.39 0.00 0.00 0.00 0.00 0.00 108.00 -16644.53 0.00 0.00 0.00 0.00 0.00 38 COMB1 0.00 7471.61 -49.81 0.00 0.00 0.00 0.00 75.11 7422.18 0.00 0.00 0.00 0.00 1870.55 150.22 7372.75 49.81 0.00 0.00 0.00 0,00 38 COMB2 0.00 25106.58 -49.81 0.00 0.00 0.00 0.00 75.11 25057.15 0.00 0.00 0.00 0.00 1870.55 150.22 25007.72 49.81 0.00 0.00 0.00 0.00 38 COMB3 0.00 13273.55 -49.81 0.00 0.00 0.00 0.00 75.11 13224.12 0.00 0.00 0.00 0.00 1870.55 150.22 13174.69 49.81 0.00 0.00 0.00 0.00 39 COMB1 0.00 6170.17 -43.55 0.00 0.00 0.00 0.00 - 77.10 6128.86 0.00 0.00 0.00 0.00 1678.84 154.20 6087.55 43.55 0.00 0.00 0.00 0.00 39 COMB2 0.00 20856.94 -43.55 0.00 0.00 0.00 0.00 77.10 20815.63 0.00 0.00 0.00 0.00 1678.84 154.20 20774.32 43.55 0.00 0.00 0.00 0.00 39 COMB3 0.00 12037.45 -43.55 0.00 0.00 0.00 0.00 77.10 11996.14 0.00 0.00 0.00 0.00 1678.84 154.20 11954.83 43.55 0.00 0.00 0.00 0.00 40 COMB1 0.00 4838,78 -43.55 0.00 0.00 0.00 0.00 77.24 4797.31 0.00 0.00 0.00 0.00 1681.97 154.49 4755.84 43.55 0.00 0.00 0.00 0.00 40 COMB2 0.00 16286.91 -43.55 0.00 0.00 0.00 0.00 77.24 16245.44 0.00 0.00 0.00 0.00 1681.97 154.49 16203.96 43.55 0.00 0.00 0.00 0.00 40 COMB3 0.00 10733.01 -43.55 0.00 0.00 0.00 0.00 77.24 10691.54 0.00 0.00 0.00 0.00 1681.97 154.49 10650.06 43.55 0.00 0.00 0.00 0.00 41 COMB1 0.00 3661.23 -43.55 0.00 0.00 0.00 0.00 77.39 3619.60 0.00 0.00 0.00 0.00 1685.11 154.78 3577.96 43.55 0.00 0.00 0.00 0.00 • 41 COMB2 0.00 12438.70 -43.55 0.00 0.00 0.00 0.00 77.39 12397.06 0.00 0.00 0.00 0.00 1685.11 154.78 12355.43 43.55 0.00 0.00 0.00 0.00 41 COMB3 0.00 9780.17 -43.55 0.00 0.00 0,00 0.00 77.39 9738.53 0.00 0.00 0.00 0.00 1685.11 154.78 9696.90 43.55 0.00 0.00 0.00 0.00 42 COMB1 0.00 1948.60 -43.55 0.00 0.00 0.00 0.00 77.53 1906.80 0.00 0.00 0.00 0.00 1688.25 155.07 1865.00 43.55 0.00 0.00 0.00 0.00 j ■ 3s- - SAP2000 v7.10 File: JACK lb-in Units PAGE 13 4/22/13 9:47:20 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 42 COMB2 t 0.00 6386.69 -43.55 0.00 0.00 0.00 0.00 77.53 6344.89 0.00 0.00 0.00 0.00 1688.25 155.07 6303.09 43.55 0.00 0.00 0.00 0.00 42 COMB3 0.00 7697.37 -43.55 0.00 0.00 0.00 0.00 77.53 7655.57 0.00 0.00 0.00 0.00 1688.25 155.07 7613.78 43.55 0.00 0.00 0.00 0.00 43 COMB1 0.00 744.12 -43.55 0.00 0.00 0.00 0.00 77.68 702.16 0.00 0.00 0.00 0.00 1691.40 155.35 660.20 43.55 0.00 0.00 0.00 0.00 43 COMB2 0.00 2471.82 -43.55 0.00 0.00 0.00 0.00 77.68 2429.86 0.00 0.00 0.00 0.00 1691.40 155.35 2387.90 43.55 0.00 0.00 0.00 0.00 43 COMB3 0.00 6675.43 -43.55 0.00 0.00 0.00 0,00 77.68 6633.47 0.00 0.00 0.00 0.00 1691.40 155.35 6591.51 43.55 0.00 0.00 0.00 0.00 44 COMB1 0.00 660.20 -43.55 0.00 0.00 0.00 0.00 77.68 702.16 0.00 0.00 0.00 0.00 1691.40 155.35 744.12 43.55 0.00 0.00 0.00 0.00 44 COMB2 0.00 2387.90 -43.55 0.00 0.00 0.00 0.00 77.68 2429.86 0.00 0.00 0.00 0.00 1691.40 155.35 2471.82 43.55 0.00 0.00 0.00 0.00 44 COMB3 0.00 -3186.99 -43.55 0.00 0.00 0.00 0.00 77.68 -3145.03 0.00 0.00 0.00 0.00 1691.40 155.35 -3103.07 43.55 0.00 0.00 0.00 0.00 45 COMB1 0.00 1865.00 -43.55 0.00 0.00 0.00 0.00 77.53 1906.80 0.00 0.00 0.00 0.00 1688.25 155.07 1948.60 43.55 0.00 0.00 0.00 0.00 45 COMB2 0.00 6303.09 -43.55 0.00 0.00 0.00 0.00 77.53 6344.89 0.00 0.00 0.00 0.00 1688.25 155.07 6386.69 43.55 0.00 0.00 0.00 0.00 45 COMB3 0.00 1469.88 -43.55 0.00 0.00 0.00 0.00 77.53 1511.68 0.00 0.00 0.00 0.00 1688.25 155.07 1553.47 43.55 0.00 0.00 • 0.00 0.00 46 COMB1 0.00 3577.96 -43.55 0.00 0.00 0.00 0.00 77.39 3619.60 0.00 0.00 0.00 0.00 1685.11 154.78 3661.23 43.55 0.00 0.00 0.00 0.00 46 COMB2 0.00 12355.43 -43.55 0.00 0.00 0.00 0.00 77.39 12397.06 0.00 0.00 0.00 0.00 1685.11 154.78 12438.70 43.55 0.00 0.00 0.00 0.00 46 COMB3 0.00 8047.26 -43.55 0.00 0.00 0.00 0.00 77.39 8088.90 0.00 0.00 0.00 0.00 1685.11 154.78 8130.53 43.55 0.00 0.00 0.00 0.00 47 COMB1 0.00 4755.84 -43.55 0.00 0.00 0.00 0.00 77.24 4797.31 0.00 0.00 0.00 0.00 1681.97 154.49 4838.78 43.55 0.00 0.00 0.00 0.00 47 COMB2 0.00 16203.96 -43.55 0.00 0.00 0.00 0.00 77.24 16245.44 0.00 0.00 0.00 0.00 1681.97 154.49 16286.91 43.55 0.00 0.00 0.00 0.00 47 COMB3 0.00 12671.45 -43.55 0.00 0,00 0.00 0.00 77.24 12712.93 0.00 0.00 0.00 0.00 1681.97 154.49 12754.40 43.55 0.00 0.00 0.00 0.00 48 COMB1 0.00 6087.55 -43.55 0.00 0.00 0.00 0.00 I 36 SAP2000 v7.10 File: JACK lb-in Units PAGE 14 4/22/13 9:47:20 FRAME E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 77.10 6128,86 0.00 0.00 0.00 0.00 1678.84 154.20 6170.17 43.55 0.00 0.00 0.00 0.00 48 COMB2 0.00 20774.32 -43.55 0.00 0.00 0.00 0.00 77.10 20815.63 0.00 0.00 0.00 0.00 1678.84 154.20 20856.94 43.55 0.00 0.00 0.00 0.00 48 COMB3 0.00 17936.88 -43.55 0.00 0.00 0.00 0.00 77.10 17978.19 0.00 0.00 0.00 0.00 1678.84 154.20 18019.50 43.55 0.00 0.00 0.00 0.00 49 COMB1 0.00 7372.75 -49.81 0.00 0.00 0.00 0.00 75.11 7422.16 0.00 0.00 0.00 0.00 1870.55 150.22 7471.61 49.81 0.00 0.00 0.00 0.00 49 COMB2 0.00 25007.72 -49.81 0.00 0.00 0.00 0.00 75.11 25057.15 0.00 0.00 0.00 0.00 1870.55 150.22 25106.58 49.81 0.00 0.00 0.00 0.00 49 COMB3 0.00 22843.82 -49.81 0.00 0.00 0.00 0.00 75.11 22893.25 0.00 0.00 0.00 0.00 1870.55 150.22 22942.68 49.81 0.00 0.00 0.00 0.00 1 31 Western Wood Structures,Inc. -Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualitin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 Sapstress2000-Version 1.01-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-WWSI# 134016 April 22,2013 , Sapstress Design Summary Mark Load Dur fv/F'v Check ft/Fit fc/F'c fb/F'b Inter- Check No. Case Fact Action __=====a=ammesM===--=-- c-------------mm-mm====a-n-====== ==e==art========c= BC1 1 0.90 0.0178 (OK) 0.1896 0.0296 0.2192 (OK) 2 1.00 0.0364 (OK) 0.5778 0.0915 0.6693 (OK) 3 1.00 0.0223 (OK) 0.3343 0.0440 0.3783 (OK) BC2 1 0.90 0.0195 (OK) 0.2470 0.0397 0.2867 (OK) 2 1.00 0.0420 (OK) 0.7529 0.1146 0.8675 (OK) 3 1.00 0.0379 (OK) 0.5879 0.0965 0.6844 (OK) BC3 1 0.90 0.0178 (OK) 0.1896 0.0296 0.2192 (OK) 2 1.00 0.0364 (OK) 0.5778 0.0915 0.6693 (OK) 3 1.00 0.0343 (OK) 0.4982 0.0844 0.5826 (OK) TC1 1 0.90 0,0116 (OK) 0.0452 0.0236 0.0688 (OK) 2 1.00 0.0216 (OK) 0.4754 0.0752 0.5505 (OK) 3 1.00 0.0139 (OK) 0.1787 0.0351 0.2138 (OK) TC2 1 0.90 0.0124 (OK) 0.0566 0.0306 0.0872 (OK) 2 1.00 0.0237 (OK) 0.5942 0.0926 0.6867 (OK) 3 1.00 0.0199 (OK) 0.3414 0.0699 0.4113 (OK) TC3 1 0.90 0.0116 (OK) 0.0452 0.0236 0.0688 (OK) 2 1.00 0.0216 (OK) 0.4754 0.0752 0.5505 (OK) 3 1.00 0.0204 (OK) 0.3252 0.0680 0.3932 (OK) VERT1 1 0.90 0.1062 (OK) 2 1.00 0.3292 (OK) 3 1.00 0.1756 (OK) VERT2 1 0.90 0.1219 (OK) 2 1.00 0.3733 (OK) 3 1.00 0.2189 (OK) VERT3 1 Q.90 0.0960 (OK) _ 2 1.00 0.2903 (OK) 3 1.00 0.1939 (OK) VERT4 1 0.90 0.0725 (OK) 2 1.00 0.2157 (OK) 3 1.00 0.1735 (OK) VERT5 1 0.90 0.0437 (OK) 2 1.00 0.1220 (OK) 3 1.00 0.1432 (OK) VERT6 1 0.90 0.0181 (OK) 2 1.00 0.0398 (OK) 3 1.00 0.1173 (OK) VERT7 1 0.90 0.0047 (OK) 2 1.00 0.0014 (OK) 3 1.00 0.0026 (OK) VERTB 1 0.90 0.0181 (OK) 2 1.00 0.0398 (OK) 3 1.00 0.0598 (OK) VERT9 1 0.90 0.0437 (OK) 2 1.00 0.1220 (OK) 3 1.00 0.0368 (OK) VERT10 1 0.90 0.0725 (OK) 2 1.00 0.2157 (OK) 3 1.00 0.1412 (OK) VERT11 1 0.90 0.0960 (OK) _ 2 1.00 0.2903 (OK) 3 1.00 0.2285 (OK) VERT12 1 0.90 0.1219 (OK) 2 1.00 0.3733 (OK) 3 1.00 0.3231 (OK) VERT13 1 0.90 0.1062 (OK) 2 1.00 0.3292 (OK) Page l of l 3p Western Wood Structures,Inc. - Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualitin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 Sapstress2000-Version 1.01-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-WWSI# 134016 April 22,2013 Sapstress Design Summary Mark Load Dur fv/F'v Check ft/Flt fc/F'c fb/F'b Inter- Check No. Case Fact Action 3 1.00 0.3013 (OK) DIAG1 1 0.90 0.0097 (OK) 0.2234 0.0223 0.2455 (OK) 2 1.00 0.0087 (OK) 0.6757 0.0201 0.6956 (OK) 3 1.00 0.0087 (OK) 0.3572 0.0201 0.3771 (OK) DIAG2 1 0.90 0.0107 (OK) 0.2326 0.0287 0.2612 (OK) 2 1.00 0.0097 (OK) 0.7078 0.0259 0.7335 (OK) 3 1.00 0.0097 (OK) 0.4085 0.0259 0.4342 (OK) DIAG3 1 0.90 0.0107 (OK) 0.1825 0.0288 0.2111 (OK) 2 1.00 0.0097 (OK) 0.5527 0.0259 0.5784 (OK) 3 1.00 0.0097 (OK) 0.3642 0.0259 0.3900 (OK) DIAG4 1 0.90 0.0107 (OK) 0.1380 0.0288 0.1667 (OK) 2 1.00 0.0097 (OK) 0.4221 0.0260 0.4479 (OK) 3 1.00 0.0097 (OK) 0.3319 0.0260 0.3577 (OK) DIAG5 1 0.90 0.0093 (OK) 0.0638 0.0289 0.0925 (OK) 2 1.00 0.0084 (OK) 0.1881 0.0260 0.2139 (OK) 3 1.00 0.0084 (OK) 0.2267 0.0260 0.2525 (OK) DIAG6 1 0.90 0.0093 (OK) 0.0243 0.0289 0.0531 (OK) 2 1.00 0.0084 (OK) 0.0728 0.0261 0.0987 (OK) 3 1.00 0.0084 (OK) 0.1966 0.0261 0.2225 (OK) DIAG7 1 0.90 0.0093 (OK) 0.0243 0.0289 0.0531 (OK) 2 1.00 0.0084 (OK) 0.0728 0.0261 0.0987 (OK) 3 1.00 0.0084 (OK) 0.0245 0.02.80 0.0524 (OK) DIAGB 1 0.90 0.0093 (OK) 0.0638 0.0289 0.0925 (OK) 2 1.00 0.0084 (OK) 0.1881 0.0260 0.2139 (OK) 3 1.00 0.0084 (OK) 0.0457 0.0260 0.0716 (OK) DIAG9 1 0.90 0.0107 (OK) 0.1380 0.0288 0.1667 (OK) 2 1.00 0.0097 (OK) 0.4221 0.0260 0.4479 (OK) 3 1.00 0.0097 (OK) 0.2759 0.0260 0.3017 (OK) DIAG10 1 0.90 0.0107 (OK) 0.1825 0.0288 0.2111 (OK) 2 1.00 0.0097 (OK) 0.5527 0.0259 0.5784 (OK) 3 1.00 0.0097 (OK) 0.4328 0.0259 0.4585 (OK) DIAG11 1 0.90 0.0107 (OK) 0.2326 0.0287 0.2612 (OK) 2 1.00 0.0097 (OK) 0.7078 0.0259 0.7335 (OK) 3 1.00 0.0097 (OK) 0.6115 0.0259 0.6372 (OK) DIAG12 1 0.90 0.0097 (OK) 0.2234 0.0223 0.2455 (OK) 2 1.00 0.0087 (OK) 0.6757 0.0201 0.6956 (OK) 3 1.00 0.0087 (OK) 0.6175 0.0201 0.6374 (OK) Page 2 of 1 Western Wood Strutcures,Inc. - Computer Analysis Systems 39 PO Box 130,20675 SW 105`h,Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jnck Park Bridge-Tigard,Oregon-WWSI# 134016 April 22,2013 Sapstress Detail Output The following design of wood members conforms to the requirements Moment= 14983.0 in-lb Bending Stress,fb=64.4 psi of the 1994 UBC,the 1991 NDS,and the 4th edition of the AITC Rb=12.03 CI=0.9847 Cv=0.9157 Timber Construction Manual. All load cases are checked for each Allowable Stress,F'b=Fb*Cd*Cv=1465,1 psi (OK) member for strong axis shear&moment,tension,compression,and for combined bending and axial forces. Tension=25835.0 lb Tensile Stress,ft=387.8 psi Allowable Stress,Ft=Ft*Cd=1160.0 psi (OK) The program assumes dry use. If wet use or temperature factors are appropriate,they have been applied to base design values. Base Combined Bending and Tension(Tension Side of Beam): bending values have been adjusted for repetitive and curvature factors Allowable bending F'b=Fb*Cv*Cd= 1465.1 psi where appropriate. Interaction Equation:ft/F't+fb/F'b< 1.0 0.3343 + 0.0440 = 0.3783 (OK) Base shear values for DF glulam are in compliance with the 1995 addendum to the revised 1991 Edition of the NDS and with Report No. Compression side of beam ok(fb<ft) NER-486(December 1,1996). Other base values are in compliance with the UBC and the NDS as mentioned above. Member:BC2 Load Case: 1 Cd:0.9 Size:5.125"x 16.50" A=66.6 sq in. Section=232.5 cu in. Comb-3 wet use Fb= 1600.0 psi Fv=231.9 psi Ex=1.6 E06 psi Fc=1606.0 psi Ft=1160.0 psi Ey= 1.6 E06 psi Member: BC1 Load Case:1 Cd:0.9 Shear=181.0 lb Shear Stress,fv=4.1 psi Size:5.125"x 16.50" A=66.6 sq in. Section=232.5 cu in. Allowable Stress,F'v=Fv•Cd=208,7 psi (OK) Comb-3 wet use Fb=1600.0 psi Fv=231.9 psi Ex= 1.6 E06 psi Fc=1606.0 psi Ft=1160.0 psi Ey=1.6 E06 psi Moment= 12162.0 in-lb Bending Stress,fb=52.3 psi Rb= 12.03 CI=0.9866 Cv=0.9157 Shear= 165.0 lb Shear Stress,fv=3.7 psi Allowable Stress,F'b=Fb•Cd*Cy= 1318.6 psi (OK) Allowable Stress,F'v=Fv*Cd=208.7 psi (OK) Tension= 17181.0 lb Tensile Stress,ft=257.9 psi Moment=9062.0 In-lb Bending Stress,fb=39.0 psi Allowable Stress,F't=Ft*Cd=1044.0 psi (OK) Rb=12.03 CI=0.9866 Cv=0.9157 Allowable Stress,F'b=Fb*Cd•Cv=1318.6 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb•Cv*Cd= 1318.6 psi Tension=13191.0 lb Tensile Stress,ft=198.0 psi Interaction Equation:ft/F't+fb/F'b< 1.0 Allowable Stress, Ft=Ft*Cd=1044.0 psi (OK) 0.2470 + 0.0397 = 0.2867 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending Fb=Fb*Cv•Cd= 1318.6 psi Interaction Equation:ft/F't+fb/F'b<1.0 Member: BC2 Load Case:2 Cd:1 0.1896 + 0.0296 = 0.2192 (OK) Shear=433.0 lb Shear Stress,fv=9.7 psi Compression side of beam ok(fb<ft) Allowable Stress,F'v=Fv•Cd=231.9 psI (OK) Member:BC1 Load Case:2 Cd: 1 Moment=39030,0 In-lb Bending Stress,fb=167.8 psi Rb=12.03 CI=0.9847 Cv=0.9157 Shear=375.0 lb Shear Stress,fv=8.4 psi Allowable Stress,F'b=Fb•Cd"Cv=1465.1 psi (OK) Allowable Stress, F'v=Fv*Cd=231.9 psi (OK) Tension=58190.0 lb Tensile Stress,ft=873.4 psi Moment=31183.0 in-lb Bending Stress,fb= 134.1 psi Allowable Stress,F't=Ft*Cd=1160.0 psi (OK) Rb=12.03 CI=0.9847 Cv=0.9157 Allowable Stress, F'b=Fb*Cd*Cv=1465.1 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1465.1 psi Tension=44657.0 lb Tensile Stress,ft=670.3 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,F't=Ft•Cd=1160.0 psi (OK) 0.7529 + 0.1146 = 0.8675 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv•Cd= 1465.1 psi Interaction Equation:ft/F't+fb/F'b<1.0 Member: BC2 Load Case: 3 Cd:1 0,5778 + 0.0915 = 0.6693 (OK) Shear=390,0 lb Shear Stress,fv=8.8 psi Compression side of beam ok(fb<ft) Allowable Stress,F'v-Fv*Cd=231.9 psi (OK) Member: BC1 Load Case:3 Cd:1 Moment=32871.0 In-lb Bending Stress,fb=141.4 psI Rb=12.03 CI=0,9847 Cv=0.9157 Shear=230.0 lb Shear Stress,fv=6.2 psi Allowable Stress,F'b=Fb*Cd"Cv=1465.1 psi (OK) Allowable Stress, F'v=Fv•Cd=231.9 psi (OK) Page 1 of I I Western Wood Strutcures,Inc. - Computer Analysis Systems PO Box 130,20675 SW I05t,Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-W W SI# 134016 April 22,2013 Sapstress Detail Output Tension=45437.0 lb Tensile Stress,ft=682.0 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,Ft=Ft*Cd=1160.0 psi (OK) 0.4982 + 0.0844 = 0.5826 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv*Cd=1465.1 psi Interaction Equation:ft/F't+fb/F'b<1.0 Member:TC1 Load Case:1 Cd:0.9 0.5879 + 0.0965 = 0,6844 (OK) Size:5.125"x 13.50" A=69.2 sq In. Section= 155.7 cu In. Compression side of beam ok(fb<ft) Comb-3 wet use Fb= 1600.0 psi Fv=231.9 psi Ex=1.6 E06 psi Fc=1606.0 psi Ft=1160.0 psi Ey=1.6 E06 psi Member: BC3 Load Case: 1 Cd:0.9 Shear= 112,0 lb Shear Stress,fv=2.4 psi Size:5.125"x 16.50" A=66.6 sq In. Section=232.5 cu In. Allowable Stress, F'v=Fv•Cd=208.7 psI (OK) Comb-3 wet use Fb= 1600.0 psi Fv=231.9 psi Ex=1.6 E06 psi Fc=1606.0 psI Ft=1160.0 pal Ey=1.6 E06 psi Moment=5121.0 in-lb Bending Stress,fb=32.9 psi Rb= 10.59 Cl=0.9901 Cv=0.9342 Shear=165.0 lb Shear Stress,fv=3.7 psi Allowable Stress,Fb=Fb*Cd"Cv=1345.3 psi (OK) Allowable Stress,F'v=Fv*Cd=208.7 psi (OK) Compression=15806.0 lb Compressive Stress,fc=228.5 psi Moment=9062.0 In-lb Bending Stress,fb=39.0 psi (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.7434 Rb=12.03 CI=0.9866 Cv=0.9157 Allowable Stress,F'c=Fc"Cd*Cp= 1074.6 psi (OK) Allowable Stress,F'b=Fb*Cd*Cv=1318.6 psI (OK) Combined Bending and Compression Tension=13191.0 lb Tensile Stress,ft=198.0 psi fc is larger than F'b(1 -Cv)...volume factor Inappropriate) Allowable Stress, Ft=Ft*Cd=1044.0 psi (OK) Fb=fb*Cd"CI=1425.8 interaction Equation:(fc/F'c)'+fb/(F'b(1-(fc/FcE)))<1.0 • Combined Bending and Tension(Tension Side of Beam): 0.0452+0.0236=0.0688 (OK) Allowable bending Fb=Fb*Cv*Cd= 1318.6 psi Interaction Equation:ft/F't+fb/F'b<1.0 Member:TC1 Load Case:2 Cd: 1 0.1896 + 0.0296 = 0.2192 (OK) Shear=231.0 lb Shear Stress,fv=5.0 psi Compression side of beam ok(fb<ft) Allowable Stress, Fv=Fv*Cd=231.9 psi (OK) Member:BC3 Load Case:2 Cd: 1 Moment= 17026.0 In-lb Bending Stress,fb=109.4 psI Rb= 10.59 Ci=0.9888 Cv=0.9342 Shear=375.0 lb Shear Stress,fv=8.4 psi Allowable Stress,F'b=Fb*Cd*Cv= 1494.8 psi (OK) Allowable Stress, F'v=Fv"Cd=231.9 psi (OK) Compression=53614.0 lb Compressive Stress,fc=774.9 psi Moment=31183.0 In-lb Bending Stress,fb=134.1 psI (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.6998 Rb= 12.03 CI=0.9847 Cv=0.9157 Allowable Stress, Fc=Fc*Cd*Cp=1123.9 psI (OK) Allowable Stress, F'b=Fb*Cd*Cv=1465.1 psi (OK) Combined Bending and Compression Tension=44657.0 lb Tensile Stress,ft=670.3 psi fc Is larger than F'b(1 -Cv)...volume factor Inappropriate) Allowable Stress, Ft=Ft*Cd=1160.0 psi (OK) Fb=fb*Cd*CI=1582.1 Interaction Equation:(fc/F'c)'+fb/(F'b(1-(fc/FcE)))<1.0 Combined Bending and Tension(Tension Side of Beam): 0.4754+0.0752=0.5505 (OK) Allowable bending F'b=Fb•Cv•Cd= 1465.1 psi Interaction Equation:ft/F't+fb/F'b<1.0 Member:TC1 Load Case:3 Cd: 1 0.5778 + 0.0915 = 0.6693 (OK) Shear= 149.0 lb Shear Stress,fv=3.2 psi Compression side of beam ok(fb<ft) Allowable Stress, F'v=Fv*Cd=231.9 psi (OK) Member:BC3 Load Case:3 Cd:1 Moment=8211.0 in-lb Bending Stress,fb=52.7 psi Rb=10.59 CI=0.9888 Cv=0.9342 Shear=353.0 lb Shear Stress,fv=7.9 psi Allowable Stress, F'b=Fb*Cd*Cv=1494.8 psi (OK) Allowable Stress,F'v=Fv•Cd=231.9 psi (OK) Compression=32873.0 lb Compressive Stress,fc=475.1 psi Moment=28747.0 In-lb Bending Stress,fb=123.6 psi (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.6998 Rb=12.03 CI=0.9847 Cv=0.9157 Allowable Stress, F'c=Fc*Cd*Cp=1123.9 psi (OK) Allowable Stress, F'b=Fb*Cd*Cv= 1465.1 psi (OK) Combined Bending and Compression Tension=38504.0 lb Tensile Stress,ft=577.9 psi fc Is larger than F'b(1 -Cv)...volume factor inappropriate) Allowable Stress,Ft=Ft*Cd=1160.0 psi (OK) F'b=fb*Cd*C1=1582.1 interaction Equation:(fc/F'c)'+fb/(F'b(1-(fc/FcE)))<1.0 Combined Bending and Tension(Tension Side of Beam): 0.1787+0.0351 =0.2138 (OK) Allowable bending F'b=Fb*Cv*Cd=1465.1 psi Page 2 of 11 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130,20675 SW 105th,Tualatin,OR 97062-0130 (503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-W WSIii 134016 April 22,2013 Sapstress Detail Output Member:TC2 Load Case: 1 Cd:0.9 Shear=112.0 lb Shear Stress,fv=2.4 psi Size: 5.125"x 13.50" A=69.2 sq In. Section=155.7 cu in, Allowable Stress,F'v=Fv*Cd=208.7 psi (OK) Comb-3 wet use Fb=1600.0 psi Fv=231.9 psi Ex=1.6 E06 psi Fc=1606.0 psi Ft=1160.0 psi Ey=1.6 E06 psi Moment=5121.0 In-lb Bending Stress,fb=32.9 psi Rb=10.59 CI=0.9901 Cv=0.9342 Shear= 119.0 lb Shear Stress,N=2.6 psi Allowable Stress, F'b=Fb*Cd*Cv=1345.3 psi (OK) Allowable Stress, Fv=Fv*Cd=208.7 psi (OK) Compression= 15806.0 lb Compressive Stress,fc=228,5 psi Moment=6621.0 In-lb Bending Stress,fb=42.5 psi (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.7434 Rb=10.59 CI=0.9901 Cv=0.9342 Allowable Stress, Pc=Fc*Cd*Cp=1074.6 psi (OK) Allowable Stress, F'b=Fb*Cd*Cv=1345.3 psi (OK) Combined Bending and Compression Compression=17687.0 lb Compressive Stress,fc=255.6 psi fc Is larger than F'b(1 -Cv)...volume factor inappropriate) (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.7434 F'b=fb*Cd*CI=1425.8 Allowable Stress,F'c=Fe*Cd*Cp=1074.6 psi (OK) Interaction Equation:(fc/F'c)2+fb/(F'b(1-(fc/FcE)))<1.0 0.0452+0.0236=0.0688 (OK) Combined Bending and Compression fc is larger than F'b(1 -Cv)...volume factor Inappropriate! Member:TC3 Load Case: 2 Cd ; 1 F'b=fb*Oct*CI=1425.8 Interaction Equation:(fc/F'c)'+fb/(F'b(1-(fc/FcE)))<1.0 Shear=231.0 lb Shear Stress,N=5.0 psi 0.0566+0.0306=0.0872 (OK) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Member:TC2 Load Case:2 Cd:1 Moment=17026.0 In-lb Bending Stress,fb= 109.4 psi Rb=10.59 CI=0.9888 Cv=0.9342 Shear=254.0 lb Shear Stress,Iv=5.5 psi Allowable Stress, F'b=Fb*Cd*Cv=1494.8 psi (OK) Allowable Stress,F'v=Fv*Cd=231,9 psi (OK) Compression=53614.0 lb Compressive Stress,fc=774.9 psi Moment=20748.0 in-lb Bending Stress,fb=133.3 psi (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.6998 Rb=10.59 CI=0.9888 Cv=0.9342 Allowable Stress,F'c=Fc*Cd•Cp=1123.9 psi (OK) Allowable Stress, Fb=Fb*Cd*Cv=1494.8 psi (OK) Combined Bending and Compression Compression=59940.0 lb Compressive Stress,fc=866.3 psi fc is larger than F'b(1 -Cv)...volume factor inappropriate! (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.6998 F'b=fb•Cd*CI=1582.1 Allowable Stress,F'c=Fc*Cd*Cp=1123.9 psi (OK) Interaction Equation:(fc/F'c)2+fb/(F'b(1-(fc/FcE)))<1.0 0.4754+0.0752=0.5505 (OK) Combined Bending and Compression fc Is larger than F'b(1 -Cv)...volume factor Inappropriate! Member:TC3 Load Case:3 Cd : 1 F'b=fb*Cd*CI=1582.1 Interaction Equation:(fc/F'c)2+fb/(F'b(1-(fc/FcE)))<1.0 Shear=218.0 lb Shear Stress,N=4.7 psi 0.5942+0.0926=0.6867 (OK) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Member:TC2 Load Case:3 Cd:1 Moment= 15630.0 In-lb Bending Stress,fb= 100,4 psi Rb=10.59 CI=0.9888 Cv=0.9342 Shear=213.0 lb Shear Stress,N=4.6 psi Allowable Stress, F'b=Fb*Cd*Cv=1494.8 psi (OK) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Compression=44347.0 lb Compressive Stress,fc=641.0 psi Moment= 16039.0 in-lb Bending Stress,fb=103.0 psi (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.6998 Rb= 10.59 CI=0.9888 Cv=0.9342 Allowable Stress,F'c=Fc"Cd*Cp=1123.9 psi (OK) Allowable Stress,F'b=Fb*Cd*Cv=1494.8 psi (OK) Combined Bending and Compression Compression=46438.0 lb Compressive Stress,fc=656.7 psi fc Is larger than F'b(1 -Cv)...volume factor Inappropriate! (Le/d)x=8.29 (Le/d)y=21.83(Controls) Cp=0.6998 F'b=fb•Cd•CI=1582.1 Allowable Stress,F'c=Fc*Cd*Cp=1123.9 psi (OK) Interaction Equation:(fc/F'c)2+fb/(F'b(1-(fc/FcE)))<1.0 0.3252+0.0680=0.3932 (OK) Combined Bending and Compression fc is larger than F'b(1 -Cv)...volume factor Inappropriate! Member:VERT1 Load Case: 1 Cd:0.9 F'b=fb*Cd*CI=1582.1 Interaction Equation:(fc/F'c)'+fb/(F'b(1-(fc/FcE)))<1.0 Size:5.125"x 10.50" A=53.8 sq In. Section=94.2 cu In. 0.3414+0.0699=0.4113 (OK) Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey= 1.4 E06 psi Member:TC3 Load Case:1 Cd:0.9 Compression=5598.0 lb Compressive Stress,fc=104.0 psi Size:5.125"x 13.50" A=69.2 sq In. Section=155.7 cu in. (Le/d)x= 10.29 (Le/d)y=21.07(Controls) Cp=0.7847 Comb-3 wet use Fb=1600.0 psi Fv=231.9 psi Ex= 1,6 E06 psi Allowable Stress,F'c=Fc•Cd*Cp=979,6 psi (OK) Fc= 1606.0 pal Ft=1160.0 psi Ey=1.6 E06 psi Page 3 of 11 Western Wood Strutcures,Inc. = Computer Analysis Systems KL PO Box 130,20675 SW 1051h,Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge Tigard,Oregon-WWSI# 134016 April 22,2013 Sapstress Detail Output Member:VERT1 Load Case: 2 Cd :1 Size:5,125"x 7.50" A=38.4 sq in. Section=48.0 cu In. Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi Compression=18313.0 lb Compressive Stress,fc=340.3 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi (Le/d)x=10.29 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress, F'c=Fc*Cd*Cp= 1033.9 psi (OK) Compression=2729.0 lb Compressive Stress,fc=71.0 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Allowable Stress, F'c=Fc•Cd•Cp=979.8 psi (OK) Member:VERT1 Load Case:3 Cd:1 Compression=9772.0 lb Compressive Stress,fc=181.6 psi Member:VERT4 Load Case:2 Cd: 1 (Le/d)x=10.29 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress, Fe=Fc*Cd*Cp=1033.9 psi (OK) Compression=8573.0 lb Compressive Stress,fc=223.0 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress, F'c=Fc•Cd*Cp=1033.9 psi (OK) Member:VERT2 Load Case: 1 Cd:0.9 Size:5.125"x 7.50" A=38.4 sq In. Section=48.0 cu in. Member:VERT4 Load Case:3 Cd: 1 Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi Fc=1387.0 psi Ft= 1000.0 psi Ey=1.4 E06 psi Compression=6896.0 lb Compressive Stress,fc=179.4 psi (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Compression=4590.0 lb Compressive Stress,fc=119.4 psi Allowable Stress,F'c=Fc•Cd*Cp=1033.9 psi (OK) (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Allowable Stress,F'c=Fc*Cd•Cp=979.6 psi (OK) Member:VERT5 Load Case: 1 Cd: 0.9 Member:VERT2 Load Case: 2 Cd:1 Size:5.125"x 7.50" A=38,4 sq in. Section=48.0 cu in, Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Compression= 14834.0 lb Compressive Stress,fc=385.9 psi Fc=1387.0 psi Ft=1000.0 psi Ey= 1.4 E06 psi (Le/d)x=14.40 (La(d)y=21.07(Controls) Cp=0.7454 Allowable Stress, F'c=Fc•Cd•Cp=1033.9 psi (OK) Compression=1644.0 lb Compressive Stress,fc=42.8 psi (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Allowable Stress,F'c=Fc*Cd•Cp=979.6 psi (OK) Member:VERT2 Load Case:3 Cd:1 Compression=8699.0 lb Compressive Stress,fc=226.3 psi Member:VERT6 Load Case:2 Cd:1 (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress, F'c=Fe"Cd*Cp= 1033.9 psi (OK) Compression=4848.0 lb Compressive Stress,fc=126.1 psi (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress,Fe=Fc*Cd"Cp=1033.9 psi (OK) Member:VERT3 Load Case: 1 Cd:0.9 Size:5.125"x 7.50" A=38.4 sq in, Section=48.0 cu In. Member:VERT5 Load Case:3 Cd: 1 Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi Fc=1387.0 psi Ft= 1000.0 psi Ey= 1.4 E06 psi Compression=5690.0 lb Compressive Stress,fc=148.0 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Compression=3614.0 lb Compressive Stress,fc=94.0 psi Allowable Stress,F'c=Fc•Cd*Cp= 1033.9 psi (OK) (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Allowable Stress, F'c=Fc*Cd•Cp=979.6 psi (OK) Member:VERT6 Load Case: 1 Cd:0.9 Member:VERT3 Load Case:2 Cd:1 Size:5.125"x 7.50" A=38.4 sq In. Section=48.0 cu In. Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Compression= 11537.0 lb Compressive Stress,fc=300.1 psi Fc=1387.0 psi Ft=1000.0 psi Ey= 1.4 E06 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress, Fe=Fc*Cd"Cp= 1033.9 psi (OK) Compression=683.0 lb Compressive Stress,fc=17.8 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0,7847 Allowable Stress, F'c=Fc•Cd*Cp=979.6 psi (OK) Member:VERT3 Load Case:3 Cd:1 Compression=7706.0 lb Compressive Stress,fc=200.5 psi Member:VERT6 Load Case: 2 Cd:1 (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress,F'c=Fc*Cd*Cp= 1033.9 psi (OK) Compression=1580.0 lb Compressive Stress,fc=41.1 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress,F'c=Fc*Cd*Cp=1033.9 psi (OK) Member:VERT4 Load Case: 1 Cd:0.9 Page 4 of 11 Western Wood Strutcures,Inc. - Computer Analysis Systems itt3 PO Box 130,20675 SW 105th,Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-W WSl# 134016 April 22,2013 Sapstress Detail Output Member:VERT6 Load Case:3 Cd: 1 Member:VERT9 Load Case: 2 Cd:1 Compression=4662.0 lb Compressive Stress,fc=121.3 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Compression=4848.0 lb Compressive Stress,fc=126.1 psi Allowable Stress,Pc=Fc*Cd*Cp= 1033.9 psi (OK) (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0 7454 Allowable Stress,F'e=Fc*Cd*Cp=1033.9 psi (OK) Member:VERT7 Load Case: 1 Cd:0.9 Member:VERT9 Load Case:3 Cd:1 Size: 5.125"x 7.50" A=38.4 sq In Section=48.0 cu in. Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi Compression= 1463.0 lb Compressive Stress,fc=38.1 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress,F'c=Fc*Cd•Cp=1033.9 psi (OK) Compression=178.0 lb Compressive Stress,fc=4.6 psi (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Allowable Stress,F'c=Fc*Cd*Cp=979.6 psi (OK) Member:VERT10 Load Case: 1 Cd:0.9 Size:5.125"x 7.50" A=38.4 sq in, Section=48.0 cu In. Member:VERT7 Load Case:2 Cd: 1 Comb-2 wet use Fb=1380.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft= 1000.0 psi Ey= 1.4 E06 psi Compression=55.0 lb Compressive Stress,fc=1.4 psi (Le/d)x= 14,40 (Le/d)y=21.07(Controls) Cp=0.7454 Compression=2729.0 lb Compressive Stress,fc=71.0 psi Allowable Stress,F'e=Fc*Cd*Cp= 1033.9 psi (OK) (Le/d)x- 14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Allowable Stress,Fe=Fc*Cd*Cp=979.6 psi (OK) Member:VERT7 Load Case: 3 Cd: 1 - Member:VERT10 Load Case:2 Cd :1 Compression=104.0 lb Compressive Stress,fc=2.7 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0,7454 Compression=8573.0 lb Compressive Stress,fc=223.0 psi Allowable Stress,F'c=Fc•Cd•Cp= 1033.9 psi (OK) (1_e/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress,F'e=Fc•Cd•Cp= 1033.9 psi (OK) Member:VERT8 Load Case:1 Cd:0.9 Member:VERT10 Load Case:3 Cd: 1 Size:5.125"x 7.50" A=38.4 sq In. Section=48.0 cu in. Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Compression=5611.0 lb Compressive Stress,fc=146.0 psi Fc=1387.0 psi Ft= 1000.0 psi Ey= 1.4 E06 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress,F'e=Fc*Cd•Cp=1033.9 psi (OK) Compression=683.0 lb Compressive Stress,fc=17.8 psi (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0,7847 Allowable Stress,F'e=Fc•Cd*Cp=979.6 psi (OK) Member:VERT11 Load Case: 1 Cd:0.9 Size:5.125"x 7.50" A=38.4 sq In. Section=48.0 cu in. Member:VERT8 Load Case:2 Cd: 1 Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psI Ey=1.4 E06 psi Compression=1580,0 lb Compressive Stress,fc=41.1 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Compression=3614.0 lb Compressive Stress,fc=94.0 psi Allowable Stress,Pc=Fc*Cd*Cp=1033.9 psI (OK) (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Allowable Stress,F'c=Fc*Cd*Cp=979.6 psi (OK) Member:VERT8 Load Case:3 Cd:1 Member:VERT11 Load Case:2 Cd:1 Tension_2299.0 lb Tensile Stress,ft=59.8 psI Allowable Stress,Ft=Ft*Cd=1000.0 psi (OK) Compression=11537.0 lb Compressive Stress,fc=300.1 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress, F'c=Fc*Cd*Cp=1033,9 psI (OK) Member:VERT9 Load Case:1 Cd:0.9 Size:5.125"x 7.50" A=38.4 sq In. Section=48.0 cu In. Member:VERT11 Load Case:3 Cd: 1 Comb-2 wet use Fb=1360.0 psi Fv=231,9 psI Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey= 1.4 E06 psi Compression=9080.0 lb Compressive Stress,fc=236.2 psi (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Compression=1644.0 lb Compressive Stress,fc=42.8 psi Allowable Stress,F'e=Fc*Cd*Cp=1033.9 psi (OK) (Le/d)x=14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Allowable Stress,F'c=Fc*Cd*Cp=979.6 psi (OK) Page 5 of 11 • Western Wood Strutcures,Inc. -Computer Analysis Systems PO Box 130,20675 SW 105th,Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-W W SIN 134016 April 22,2013 Sapstress Detail Output Member:VERT12 Load Case:1 Cd:0.9 Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1224.0 psI Size:5.125"x 7.50" A=38.4 sq In. Section=48.0 cu in. Interaction Equation:ft/F't+fb/F'b< 1.0 Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi 0.2234 + 0.0221 = 0.2455 (OK) Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Compression side of beam ok(fb<ft) Compression=4590.0 lb Compressive Stress,fc=119.4 psi (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7847 Member:DIAG1 Load Case:2 Cd: 1 Allowable Stress, Pc=Fc*Cd*Cp=979.6 psi (OK) Shear=50.0 lb Shear Stress,fv=2.0 psi Allowable Stress, Fv=Fv•Cd=231.9 psI (OK) Member:VERT12 Load Case:2 Cd:1 Moment= 1871.0 in-lb Bending Stress,fb=27.0 psi Compression=14834.0 lb Compressive Stress,fc=385.9 psI Rb=9.73 CI=0.9914 Cv=1.0000 (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress,Pb=Fb*Cd*CI=1348.3 psi (OK) Allowable Stress,F'c=Fe*Cd*Cp=1033.9 psi (OK) Tension=25107.0 lb Tensile Stress,ft=675.7 psi Allowable Stress, Ft=Ft*Cd=1000.0 psI (OK) Member:VERT12 Load Case:3 Cd:1 Combined Bending and Tension(Tension Side of Beam): Compression=12839.0 lb Compressive Stress,fc=334.0 psi Allowable bending F'b=Fb*Cv*Cd=1360.0 psi (Le/d)x= 14.40 (Le/d)y=21.07(Controls) Cp=0.7454 Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,F'c=Fc*Cd*Cp=1033.9 psi (OK) 0.6757 + 0.0199 = 0.6956 (OK) Compression side of beam ok(fb<ft) Member:VERT13 Load Case:1 Cd:0.9 Member:DIAG1 Load Case:3 Cd:1 • Size:5.125"x 10.50" A=63.8 sq in. Section=94.2 cu In. Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psI Ex= 1.4 E06 psi Shear=50.0 lb Shear Stress,fv=2.0 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Allowable Stress, F'v=Fv'Cd=231.9 psi (OK) Compression=5598.0 lb Compressive Stress,fc=104.0 psi Moment= 1871.0 In-lb Bending Stress,fb=27.0 psI (Le/d)x= 10.29 (Le/d)y=21.07(Controls) Cp=0.7847 Rb=9.73 CI=0.9914 Cv=1.0000 Allowable Stress, F'c=Fc*Cd*Cp=979.6 psi (OK) Allowable Stress,F'b=Fb•Cd*CI=1348.3 psi (OK) Tension=13274.0 lb Tensile Stress,ft=357.2 psi Member:VERT13 Load Case:2 Cd:1 Allowable Stress,Ft=Ft*Cd=1000.0 psi (OK) Compression= 18313.0 lb Compressive Stress,fc=340.3 psi Combined Bending and Tension(Tension Side of Beam): (Le/d)x=10.29 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable bending F'b=Fb*Cv*Cd=1360.0 psi Allowable Stress,F'c=Fc*Cd•Cp=1033.9 psi (OK) Interaction Equation:ft/F't+fb/F'b<1.0 0.3572 + 0.0199 = 0.3771 (OK) Member:VERT13 Load Case:3 Cd: 1 Compression side of beam ok(fb<ft) Compression=16762.0 lb Compressive Stress,fc=311.5 psi Member:DIAG2 Load Case: 1 Cd:0.9 (Le/d)x= 10.29 (Le/d)y=21.07(Controls) Cp=0.7454 Allowable Stress,F'c=Fc*Cd*Cp= 1033.9 psi (OK) Size:5.125"x 7.50" A=29.5 sq In, Section=48.0 cu in. Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Member:DIAG1 Load Case:1 Cd:0.9 Shear=44.0 lb Shear Stress,fv=2.2 psi Size:5.125"x 9.00" A=37.2 sq In. Section=69.2 cu In. Allowable Stress, F'v=Fv*Cd=208.7 psi (OK) Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Moment=1679.0 in-lb Bending Stress,fb=34.9 pal Rb=9.00 CI=0.9936 Cv=1.0000 Shear=50.0 lb Shear Stress,fv=2.0 psi Allowable Stress, F'b=Fb•Cd•CI= 1216.2 psi (OK) Allowable Stress,F'v=Fv*Cd=208.7 psi (OK) Tension=6170.0 lb Tensile Stress,ft=209.4 psi Moment=1871.0 in-lb Bending Stress,fb=27.0 psi Allowable Stress, Pt=Ft*Cd=900.0 psi (OK) Rb=9.73 CI=0,9924 Cv=1.0000 Allowable Stress,F'b=Fb*Cd*CI=1214.7 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1224.0 psi Tension=7472.0 lb Tensile Stress,ft=201.1 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,Pt=Ft•Cd=900.0 psi (OK) 0.2326 + 0.0285 = 0.2612 (OK) Page 6 of 11 Western Wood Strutcures,Inc. --- Computer Analysis Systems PO Box 130,20675 SW 105th,Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-WWSI# 134016 ' April 22,2013 Sapatress Detail Output Compression side of beam ok(fb<ft) Allowable Stress,F'v=Fv•Cd=231.9 psi (OK) Member:DIAG2 Load Case:2 Cd:1 Moment=1682.0 In-lb Bending Stress,fb=35.0 psi Rb=9.01 CI=0.9928 Cv=1.0000 Shear=44.0 lb Shear Stress,fv=2.2 psi Allowable Stress,F'b=Fb*Cd*CI=1350.2 psi (OK) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Tension=16287.0 lb Tensile Stress,ft=552.7 psi Moment=1679.0 In-lb Bending Stress,fb=34.9 psi Allowable Stress,F't=Ft*Cd=1000.0 psi (OK) Rb=9.00 CI=0.9928 Cv=1.0000 Allowable Stress,F'b=Fb*Cd*CI=1350.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending Fb=Fb*Cv*Cd=1360.0 psi Tension=20857.0 lb Tensile Stress,ft=707.8 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,Ft=Ft*Cd=1000.0 psi (OK) 0.5527 + 0.0257 = 0.5784 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv*Cd=1360.0 psi Interaction Equation:ft/Pt+fb/F'b<1.0 Member:DIAG3 Load Case:3 Cd:1 0.7078 + 0.0257 = 0.7335 (OK) Shear=44.0 lb Shear Stress,N=2.2 psi Compression side of beam ok(fb<ft) Allowable Stress,Fv=Fv*Cd=231.9 psi (OK) Member:DIAG2 Load Case:3 Cd:1 Moment=1682.0 in-lb Bending Stress,fb=35.0 psi Rb=9.01 Cl=0.9928 Cv.=1.0000 Shear=44.0 lb Shear Stress,fv=2.2 psi Allowable Stress,F'b=Fb*Cd*CI=1350.2 psi (OK) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Tension=10733.0 lb Tensile Stress,ft=364.2 psi Moment=1679.0 in-lb Bending Stress,fb=34.9 psi Allowable Stress,Ft=Ft*Cd=1000.0 psi (OK) Rb=9.00 Cl=0.9928 Cv=1.0000 Allowable Stress,F'b=Fb*Cd*CI=1350.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1360.0 psi Tension=12037.0 lb Tensile Stress,ft=408.5 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,Pt=Ft*Cd=1000.0 pal (OK) 0.3642 + 0.0257 = 0.3900 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv*Cd=1360.0 psi Interaction Equation:ft/F't+fb/F'b<1.0 Member:DIAG4 Load Case:1 Cd:0.9 0.4085 + 0.0257 = 0.4342 (OK) Size:6.125"x 7.50" A=29.5 sq in. Section=48.0 cu in. Compression side of beam ok(fb<ft) Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Member:DIAG3 Load Case:1 Cd:0.9 Shear=44.0 lb Shear Stress,fv=2.2 psi Size:5.125"x 7.50" A=29.5 sq In. Section=48.0 cu in. Allowable Stress,Fv=Fv*Cd=208.7 psi (OK) Comb-2 wet use Fb=1360.0-psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Moment=1685.0 in-lb Bending Stress,fb=35.1 psi Rb=9.02 CI=0.9936 Cv=1.0000 Shear=44.0 lb Shear Stress,N=2.2 psi Allowable Stress,Pb=Fb*Cd*CI=1216.1 psi (OK) Allowable Stress,Fv=Fv*Cd=208.7 psi (OK) Tension=3681.0 lb Tensile Stress,ft=124.2 psi Moment=1682.0 In-lb Bending Stress,fb=35.0 psi Allowable Stress,Pt=Ft*Cd=900.0 psi (OK) Rb=9.01 Cl=0.9936 Cv=1.0000 Allowable Stress,F'b=Fb*Cd*CI=1216.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1224.0 psi Tension=4839.0 lb Tensile Stress,ft=164.2 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,Pt=Ft*Cd=900.0 psi (OK) 0.1380 + 0.0287 = 0.1667 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv*Cd=1224.0 psi Interaction Equation:ft/F't+fb/F'b<1.0 Member:DIAG4 Load Case:2 Cd:1 0.1825 + 0.0286 = 0.2111 (OK) Shear=44.0 lb Shear Stress,N=2.2 psi Compression side of beam ok(fb<ft) Allowable Stress,Fv=Fv*Cd=231.9 psi (OK) Member:DIAG3 Load Case:2 Cd:1 Moment=1685.0 In-lb Bending Stress,fb=35.1 psi Rb=9.02 CI=0.9928 Cv=1.0000 Shear=44.0 lb Shear Stress,fv=2.2 psi Allowable Stress,Pb=Fb*Cd*CI=1350.2 psi (OK) Page 7 of 11 Western Wood Strutcures, Inc. - Computer Analysis Systems �6 PO Box 130,20675 SW 105m,Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge Tigard,Oregon-WWSIfi 134016 April 22,2013 Sapstress Detail Output Allowable bending F'b=Fb*Cv*Cd=1360.0 psi Tension= 12439.0 lb Tensile Stress,ft=422.1 psi Interaction Equation:ft/F't+fb/Fb<1.0 Allowable Stress, Ft=Ft"Cd=1000.0 psi (OK) 0.1881 + 0.0258 = 0.2139 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv*Cd=1360.0 psi interaction Equation:ft/F't+fb/F'b<1.0 Member: DIAG5 Load Case:3 Cd: 1 0,4221 + 0.0258 = 0.4479 (OK) Shear=44.0 lb Shear Stress,fv=1.9 psi Compression side of beam ok(fb<ft) Allowable Stress,F'v=Fv•Cd=231.9 psi (OK) Member:DIAG4 Load Case: 3 Cd :1 Moment= 1688.0 in-lb Bending Stress,fb=35.1 psi Rb=9.03 CI=0.9928 Cv= 1.0000 Shear=44.0 lb Shear Stress,fv=2.2 psi Allowable Stress,F'b=Fb•Cd"Cl=1350.2 psi (OK) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Tension=7697.0 lb Tensile Stress,ft=226.7 psi Moment= 1685.0 In-lb Bending Stress,fb=35.1 psi Allowable Stress,Ft=Ft*Cd=1000.0 psi (OK) Rb=9.02 CI=0.9928 Cv=1.0000 Allowable Stress,F'b=Fb•Cd•CI=1350.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb•Cv*Cd= 1360.0 psi Tension=9780.0 lb Tensile Stress,ft=331.9 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress, Ft=Ft•Cd= 1000.0 psi (OK) 0.2267 + 0.0258 = 0.2525 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb"Cy•Cd=1360.0 psi Interaction Equation:ft/Ft+fb/F'b<1.0 Member:DIAG6 Load Case: 1 Cd:0.9 0.3319 + 0.0258 = 0.3577 (OK) Size:5.125"x 7.50" A=34.0 sq In. Section=48.0 cu In. Compression side of beam ok(fb<ft) Comb-2 wet use Fb=1380.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Member:DIAG5 Load Case:1 Cd:0.9 Shear=44.0 lb Shear Stress,fv=1.9 psi Size:5.125"x 7.50" A=34.0 sq In. Section=48.0 cu in. Allowable Stress,Fv=Fv*Cd=208.7 psi (OK) Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi Fc= 1387.0 psi Ft=1000.0 psi Ey= 1.4 E06 psi Moment= 1691.0 In-lb Bending Stress,fb=35.2 psi Rb=9.03 CI=0.9936 Cv=1.0000 Shear=44.0 lb Shear Stress,fv=1.9 psi Allowable Stress,Fb=Fb*Cd"CI=1216.1 psi (OK) Allowable Stress,F'v=Fv•Cd=208.7 psi (OK) Tension=744.0 lb Tensile Stress,ft=21.9 psi Moment= 1688.0 in-lb Bending Stress,fb=35.1 psi Allowable Stress,Ft=Ft*Cd=900.0 psi (OK) Rb=9.03 Cl=0.9936 Cv=1.0000 Allowable Stress,F'b=Fb*Cd*CI=1216.1 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb"Cv•Cd=1224.0 psi Tension= 1949.0 lb Tensile Stress,ft=57.4 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress, F't=Ft*Cd=900.0 psi (OK) 0.0243 + 0.0288 = 0.0531 (OK) Combined Bending and Tension(Tension Side of Beam): Combined Bending and Tension(Compression Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1224.0 psi Allowable bending F'b=Fb*CI"Cd=1216.1 psi Interaction Equation:ft/F't+fb/F'b<1.0 interaction Equation:(fb-ft)/F'b<1.0 0.0638 + 0.0287 = 0.0925 (OK) (35.1948 - 21.9126)/1216,1154 = 0.0109 (OK) Compression side of beam ok(fb<ft) Member: DIAG6 Load Case:2 Cd:1 Member:DIAG6 Load Case:2 Cd: 1 Shear=44.0 lb Shear Stress,fv=1.9 psi Allowable Stress,Fv=Fv*Cd=231.9 psi (OK) Shear=44.0 lb Shear Stress,fv=1.9 pal Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Moment=1691.0 in-lb Bending Stress,fb=35.2 psi Rb=9.03 CI=0.9928 Cv=1.0000 Moment= 1688.0 In-lb Bending Stress,fb=35.1 psi Allowable Stress,Fb=Fb*Cd*CI= 1350.1 psi (OK) Rb=9.03 CI=0.9928 Cv=1.0000 Allowable Stress, F'b=Fb*Cd*CI= 1350.2 psi (OK) Tension=2472.0 lb Tensile Stress,ft=72.8 psi Allowable Stress,Ft=Ft*Cd=1000.0 psi (OK) Tension=6387.0 lb Tensile Stress,ft=188.1 psi Allowable Stress, Ft=Ft"Cd=1000.0 pal (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1360.0 psi Combined Bending and Tension(Tension Side of Beam): Interaction Equation:ft/F't+fb/F'b< 1.0 Page 8 of 11 Western Wood Strutcures,Inc. - Computer Analysis Systems PO Box 130,20675 SW 105'',Tualatin,OR 97062-0130 (503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-W WS1# 134016 April 22,2013 SapStress Detail Output 0.0728 + 0.0259 = 0.0987 (OK) Compression side of beam ok(fb<ft) Compression side of beam ok(fb<ft) Member:DIAG7 Load Case:3 Cd: 1 Member:DIAG6 Load Case:3 Cd:1 Sheer=44.0 lb Shear Stress,fv= 1.9 psi Allowable Stress,Fv=Fv•Cd=231.9 psi (OK) Shear=44.0 lb Shear Stress,fv=1.9 psi Allowable Stress, F'v=Fv'Cd=231.9 psi (OK) Moment= 1691.0 in-lb Bending Stress,fb=35.2 psi Rb=9.03 CI=0.9928 Cv= 1,0000 Moment= 1691.0 in-lb Bending Stress,fb=35.2 psi Allowable Stress,Fb=Fb•Cd•CI=1350.1 psi (OK) Rb=9.03 CI=0.9928 Cv=1.0000 Allowable Stress,F'b=Fb'Cd•CI=1350.1 psi (OK) Compression=3187.0 lb Compressive Stress,fc=93.9 psi (Le/d)x=20.71 (Le/d)y=30.31 (Controls) Cp=0.4327 Tension=6675.0 lb Tensile Stress,ft= 196.6 psi Allowable Stress, F'c=Fc Cd*Cp=600.2 psi (OK) Allowable Stress,F't=Ft•Cd=1000.0 psi (OK) Combined Bending and Compression Combined Bending and Tension(Tension Side of Beam): fc is larger than F'b(1 -Cv)...volume factor inappropriatel Allowable bending F'b=Fb*Cv"Cd=1360.0 psI F'b=fb*Cd•CI=1350.1 Interaction Equation:ft/F't+fb/F'b<1.0 Interaction Equation:(fc/F'c)2+fb/(F'b(1-(fc/FcE)))< 1.0 0.1966 + 0.0259 = 0.2225 (OK) 0.0245+0.0280=0.0524 (OK) Compression side of beam ok(fb<ft) Member: DIAG8 Load Case: 1 Cd :0.9 Member:DIAG7 Load Case:1 Cd:0.9 Size:5.125"x 7.50" A=34.0 sq in. Section=48.0 cu in. Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Size'5.125"x 7.50" A=34.0 sq In. Section=48.0 cu In. Fc=1387.0 psi Ft=1000.0 psi Ey= 1.4 E06 psi Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psI Ft=100D.0 psi Ey=1.4 E06 psi Shear=44.0 lb Shear Stress,fv= 1.9 psi Allowable Stress,F'v=Fv*Cd=208.7 psi (OK) Shear=44.0 lb Shear Stress,fv=1.9 psi Allowable Stress, F'v=Fv•Cd=208.7 psi (OK) Moment=1688.0 in-lb Bending Stress,fb=35.1 psi Rb=9.03 CI=0.9936 Cv= 1.0000 Moment=1691.0 in-lb Bending Stress,fb=35.2 psi Allowable Stress,F'b=Fb•Cd•CI=1216.1 psi (OK) Rb=9.03 CI=0.9936 Cv=1.0000 Allowable Stress, F'b=Fb•Cd•CI=1216.1 psi (OK) Tension=1949.0 lb Tensile Stress,ft=57.4 psi Allowable Stress,F't=Ft'Cd=900.0 psi (OK) Tension=744.0 lb Tensile Stress,ft=21.9 psi Allowable Stress, Ft=Ft"Cd=900.0 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb•Cv•Cd=1224.0 psi Combined Bending and Tension(Tension Side of Beam): Interaction Equation:ft/F't+fb/F'b<1.0 Allowable bending F'b=Fb•Cv•Cd=1224.0 psi 0.0638 + 0.0287 = 0.0925 (OK) Interaction Equation:ft/F't+fb/F'b<1.0 0.0243 + 0.0288 = 0.0531 (OK) Compression side of beam ok(fb<ft) Combined Bending and Tension(Compression Side of Beam): Member: DIAG8 Load Case:2 Cd: 1 Allowable bending F'b=Fb•Cl•Cd=1216.1 psi Interaction Equation:(fb-ft)/F'b<1.0 Shear=44.0 lb Shear Stress,fv=1.9 psi (35.1948 - 21.9126)/1216.1154 = 0.0109 (OK) Allowable Stress, F'v=Fv•Cd=231.9 psi (OK) Member: DIAG7 Load Case:2 Cd:1 Moment= 1688.0 in-lb Bending Stress,fb=35.1 psi Rb=9.03 CI=0.9928 Cv=1.0000 Shear=44.0 lb Shear Stress,fv= 1.9 psi Allowable Stress,F'b=Fb•Cd•CI=1350.2 psi (OK) Allowable Stress,F'v=Fv"Cd=231.9 psi (OK) Tension=6387.0 lb Tensile Stress,ft= 188.1 psi Moment= 1891.0 In-lb Bending Stress,fb=35.2 psi Allowable Stress, Ft=Ft•Cd=1000.0 psi (OK) Rb=9.03 Cl=0.9928 Cv=1.0000 Allowable Stress, F'b=Fb•Cd•Ci=1350.1 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv•Cd= 1360.0 psi Tension=2472.0 lb Tensile Stress,ft=72.8 psi Interaction Equation:ft/Ft+fb/F'b<1.0 Allowable Stress, Ft=Ft•Cd=1000.0 psi (OK) 0.1881 + 0.0258 = 0.2139 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv•Cd= 1360.0 psi Interaction Equation;ft/F't+fb/F'b<1.0 Member: DIAG8 Load Case:3 Cd: 1 0.0728 + 0.0259 = 0.0987 (OK) Shear=44.0 lb Shear Stress,fv= 1.9 psi Page 9 of 11 Western Wood Strutcures,Inc. -Computer Analysis Systems S41) PO Box 130,20675 SW 105th,Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-A1l Rights Reserved Jack Park Bridge -Tigard,Oregon-W WSI# 134016 April 22,2013 Sapstress Detail Output Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Tension=8131.0 lb Tensile Stress,ft=275.9 psi Moment= 1688.0 in-lb Bending Stress,fb=35.1 psi Allowable Stress,Ft=Ft"Cd=1000.0 psi (OK) Rb=9.03 CI=0.9928 Cv=1.0000 Allowable Stress,F'b=Fb"Cd•CI=1350.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb•Cv"Cd=1360.0 psi Tension=1553,0 lb Tensile Stress,ft=45.7 psi Interaction Equation:ft/Ft+fb/F'b<1.0 Allowable Stress, Ft=Ft*Cd=1000.0 psi (OK) 0.2759 + 0.0258 = 0.3017 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb"Cv*Cd=1360.0 psi Interaction Equation:ft/F't+fb/F'b<1.0 Member: DIAG10 Load Case:1 Cd:0.9 0,0457 + 0.0258 = 0.0716 (OK) Size:5.125"x 7.50" A=29.5 sq In. Section=48.0 cu in. Compression side of beam ok(fb<ft) Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Member: DIAG9 Load Case: 1 Cd:0.9 Shear=44.0 lb Shear Stress,N=2.2 psi Size:5.125"x 7.50" A=29.5 sq In. Section=48.0 cu In. Allowable Stress,F'v=Fv"Cd=208.7 psi (OK) Comb-2 wet use Fb= 1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Moment=1682.0 in-lb Bending Stress,fb=35.0 psi Rb=9.01 CI=0.9936 Cv=1.0000 Shear=44.0 lb Shear Stress,N=2.2 psi Allowable Stress,F'b=Fb"Cd"CI=1216.2 psi (OK) Allowable Stress,F'v=Fv*Cd=208.7 psi (OK) Tension=4839.0 lb Tensile Stress,ft= 164.2 psi Moment=1685.0 in-lb Bending Stress,fb=35.1 psi Allowable Stress,F't=Ft"Cd=900.0 pal (OK) Rb=9.02 CI=0.9936 Cv=1.0000 Allowable Stress,F'b=Fb*Cd*CI=1216.1 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb•Cv•Cd= 1224.0 psi Tension=3661.0 lb Tensile Stress,ft=124.2 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,F't=Ft*Cd=900.0 psi (OK) 0.1825 + 0.0286 = 0.2111 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv Cd=1224.0 psi Interaction Equation:ft/Ft+fb/Fhb<1.0 Member: DIAG10 Load Case:2 Cd:1 0.1380 + 0.0287 = 0.1667 (OK) Shear=44.0 lb Shear Stress,N=2.2 psi Compression side of beam ok(fb<ft) Allowable Stress, F'v=Fv•Cd=231.9 psi (OK) Member:DIAG9 Load Case:2 Cd:1 Moment= 1682.0 in-lb Bending Stress,fb=35.0 psi Rb=9.01 CI=0.9928 Cv=1.0000 Shear=44.0 lb Shear Stress,N=2.2 psi Allowable Stress, F'b=Fb•Cd*CI=1350.2 psi (OK) Allowable Stress,Fv=Fv*Cd=231.9 psi (OK) Tension= 16287.0 lb Tensile Stress,ft=552.7 psi Moment=1685.0 in-lb Bending Stress,fb=35.1 psi Allowable Stress,F't=Ft'Cd=1000.0 psi (OK) Rb=9.02 CI=0.9928 Cv=1.0000 Allowable Stress,Fb=Fb*Cd•CI= 1350.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cy"Cd=1360.0 psi Tension=12439,0 lb Tensile Stress,ft=422.1 psi Interaction Equation:ft/F't+fb/F'b< 1.0 Allowable Stress,Ft=Ft•Cd= 1000.0 psi (OK) 0.5527 + 0.0257 = 0.5784 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv•Cd=1360.0 psi Interaction Equation:ft/F't+fb/Fb<1.0 Member:DIAG10 Load Case:3 Cd: 1 0.4221 + 0.0258 = 0.4479 (OK) Shear=44.0 lb Shear Stress,fv=2.2 psi Compression side of beam ok(fb<ft) Allowable Stress, F'v=Fv"Cd=231.9 psi (OK) Member:DIAG9 Load Case:3 Cd:1 Moment=1682.0 in-lb Bending Stress,fb=35,0 psi Rb=9.01 CI=0.9928 Cv=1.0000 Shear=44.0 lb Shear Stress,fv=2.2 psi Allowable Stress,F'b=Fb*Cd*CI= 1350.2 psi (OK) Allowable Stress,F'v=Fv"Cd=231.9 psi (OK) Tension= 12754.0 lb Tensile Stress,ft=432.8 psi Moment=1685.0 In-lb Bending Stress,fb=35.1 psi Allowable Stress, Ft=Ft"Cd=1000.0 psi (OK) Rb=9.02 CI=0.9928 Cv= 1.0000 Allowable Stress,F'b=Fb*Cd"Ci=1350.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Page 10 of 11 Y-9 Western Wood Strutcures,Inc. - Computer Analysis Systems PO Box 130,20675 SW 105th,'Tualatin,OR 97062-0130-(503)692-6900 or(800)547-5411 Fax:(503)692-6434 SapStress 2000-Version 1.0-Copyright 2000-All Rights Reserved Jack Park Bridge-Tigard,Oregon-W WSIN 134016 / April 22,2013 Sapstress Detail Output Allowable bending F'b=Fb•Cv*Cd= 1360.0 psi interaction Equation:ft/F't+fb/F'b< 1.0 Member:DIAG12 Load Case:1 Cd:0.9 0.4328 + 0.0257 = 0.4585 (OK) Size:5.125"x 9.00" A=37.2 sq in. Section=69.2 cu in. Compression side of beam ok(fb<ft) Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex=1.4 E06 psi Fc=1387.0 psi Ft=1000.0 psi Ey=1.4 E06 psi Member: DIAG11 Load Case: 1 Cd:0.9 Shear=50.0 lb Shear Stress,fv=2.0 psi Size: 5.125"x 7.50" A=29.5 sq in. Section=48.0 cu in. Allowable Stress,F'v=Fv*Cd=208.7 psi (OK) Comb-2 wet use Fb=1360.0 psi Fv=231.9 psi Ex= 1.4 E06 psi Fc= 1387.0 psi Ft= 1000.0 psi Ey=1.4 E06 psi Moment=1871.0 in-lb Bending Stress,fb=27.0 psi Rb=9.73 C1=0.9924 Cv=1.0000 Shear=44.0 lb Shear Stress,fv=2.2 psi Allowable Stress, F'b=Fb*Cd*CI=1214.7 psi (OK) Allowable Stress, F'v=Fv•Cd=208.7 psi (OK) Tension=7472.0 lb Tensile Stress,ft=201.1 psi Moment= 1679.0 in-lb Bending Stress,fb=34.9 psi Allowable Stress,Ft=Ft•Cd=900.0 psi (OK) Rb=9.00 Cl=0.9936 Cv=1.0000 Allowable Stress,F'b=Fb*Cd*CI=1216.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1224.0 psi Tension=6170.0 lb Tensile Stress,ft=209.4 psi interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress, Ft=Ft•Cd=900.0 psi (OK) 0.2234 + 0.0221 = 0.2455 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb•Cv•Cd=1224.0 psi Interaction Equation:ft/F't+fb/F'b< 1.0 Member: DIAG12 Load Case:2 Cd:1 0.2326 + 0.0285 = 0.2612 (OK) Shear=50.0 lb Shear Stress,fv=2.0 psi Compression side of beam ok(fb<ft) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Member:DIAG11 Load Case:2 Cd:1 Moment=1871.0 in-lb Bending Stress,fb=27.0 psi Rb=9.73 CI=0.9914 Cv=1.0000 Shear=44.0 lb Shear Stress,fv=2.2 psi Allowable Stress,F'b=Fb*Cd*CI=1348.3 psi (OK) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Tension=25107.0 lb Tensile Stress,ft=675.7 psi Moment=1679.0 in-lb Bending Stress,fb=34.9 psi Allowable Stress,F't=Ft•Cd=1000.0 psi (OK) Rb=9.00 CI=0.9928 Cv=1.0000 Allowable Stress,F'b=Fb*Cd•CI=1350.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd=1360.0 psi Tension=20857.0 lb Tensile Stress,ft=707.8 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,F't=Ft•Cd=1000.0 psi (OK) 0.6757 + 0.0199 = 0.6956 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb•Cv•Cd=1360.0 psi Interaction Equation:It/F't+fb/F'b< 1.0 Member:DIAG12 Load Case:3 Cd:1 0.7078 + 0,0257 = 0.7335 (OK) Shear=50.0 lb Shear Stress,fv=2.0 psi Compression side of beam oh(fb<ft) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Member: DIAG11 Load Case:3 Cd:1 Moment=1871.0 in-lb Bending Stress,fb=27.0 psi Rb=9.73 CI=0.9914 Cv=1.0000 Shoar=44.0 lb Shear Stress,fv=2.2 psi Allowable Stress,F'b=Fb•Cd*CI=1348.3 psi (OK) Allowable Stress,F'v=Fv*Cd=231.9 psi (OK) Tension=22943.0 lb Tensile Stress,ft=617.5 psi Moment=1679.0 in-lb Bending Stress,fb=34.9 psi Allowable Stress,Ft=Ft•Cd=1000.0 psi (OK) Rb=9.00 CI=0.9928 Cv=1.0000 Allowable Stress,F'b=Fb*Cd•CI= 1350.2 psi (OK) Combined Bending and Tension(Tension Side of Beam): Allowable bending F'b=Fb*Cv*Cd= 1360.0 psi Tension=18020.0 lb Tensile Stress,ft=611.5 psi Interaction Equation:ft/F't+fb/F'b<1.0 Allowable Stress,F't=Ft"Cd=1000.0 psi (OK) 0.8175 + 0.0199 = 0.6374 (OK) Combined Bending and Tension(Tension Side of Beam): Compression side of beam ok(fb<ft) Allowable bending F'b=Fb*Cv*Cd= 1360,0 psi Interaction Equation:ft/Pt+fb/F'b< 1.0 0.6115 + 0.0257 = 0.6372 (OK) Compression side of beam ok(fb<ft) Page 11 of 11 ,ro Western Wood Structures,Inc. ---Computer Analysts Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130- 503/692-6900 or 800/547-5411 Fax: 503/592-5434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 4/22/13 Joint Resultant Forces Model Node#: 2&12 Main Member Angle 0.99 deg. Top or Bottom Chord Bottom Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 26 90.00 -4,590.37 38 -40.29 7,372.75 5,826.59 -2.80 Comb2 26 90.00 -14,833.63 38 -40.29 25,007.72 19,122.27 -5.00 Comb3L 28 90.00 -8,698.85 38 -40,29 13,174.69 10,061.00 0.03 Comb3R 36 90.00 -12.838.50 49 40.29 22,843.82 17.531.79 5.34 Model Node#: 3&11 Main Member Angle 0.77 dog. Top or Bottom Chord Bottom Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 27 90.00 -3,814.08 39 -39.27 8,087.65 4,718.88 -3.68 Comb2 27 90.00 -11,537.22 39 -39.27 20,774.32 18,163.62 -6.50 Comb3L 27 90.00 -7,705.87 39 -39.27 11,954.83 9,258.13 0.09 Comb3R 35 90.00 -9,079.96 48 39.27 17,936.8 14 071.13 8.63 Model Node#. 4&10 -- _I -- - --- Main Member Angle 0.55 deg. Top or Bottom Chord Bottom Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle . Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Combl 28 90.00 -2,729.17 40 -39.40 4,755.84 3,686,38 -5.05 Comb2 28 90.00 -8,572.73 40 -39.40 16,203.96 12,637.90 -8.34 Comb3L 28 90.00 -6,896.07 40 -39.40 10,850,06 8,230.79 0.40 Comb3R 34 90.00 -6,611.34 47 39.40 12,871.45 10,089.07 13.40 : Model Node#: 6&9 Main Member Angle 0.33 deg. Top or Bottom Chord Bottom Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 29 90.00 -1,844.39 41 -39.53 3,677.96 2,831.30 -13.25 Comb2 29 90.00 -4,847.80 41 -39.53 12,365.43 9,995.57 -17.89 Comb3L 29 90.00 -5,689.68 41 -39.53 9,696.90 7,494.67 -4.24 Comb3R 33 90.00 -1,483.39 46 39.63 8,047,28 7,204.80 30.19 Model Node#: 6&8 Main Member Angle 0.11 deg. Top or Bottom Chord Bottom Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs,) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Combl 30 90.00 -683.17 42 -39.66 1,885.00 1,522.69 -19.58 Comb2 30 90,00 -1,679.68 42 -39.88 6,303.09 5,432.80 -28.84 Comb3L 30 90.00 -4,862.36 42 -39,86 7,613.78 5,864.74 -2.03 Comb3R 32 90.00 2,214,69 45 39.66 1,469.88 3 349.73 70.15 fI Western Wood Structures,Inc.—Computer Analysis Systems P.O.Box 130,20875 S.W.105th,Tualatin,OR 97062.0130–503/692-6900 or 800/647-6411 Fax: 503/692-8434 Jack Park Bridge-Tigard,Oregon-WWSI#134018 4/22/13 Joint Resultant Forces Model Node#: 7 Main Member Angle 0 deg. Top or Bottom Chord Bottom Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 31 90.00 -178.43 43 -39,77 880,20 44 39.77 660.20 688.24 90.00 Comb2 31 90.00 -54.81 43 -39.77 2,387,90 44 39.77 2,387.90 3,000.30 90.00 Comb3 31 90,00 -103.87 43 -39.77 6591.61 44 39.77 -3,188.99 7,796.85 -16.43 s-2 Western Wood Structures,Inc. — Computer Analysis Systems P.O.Box 130,20675 S.W.106th,Tualatin,OR 97062-0130--6031692-6900 or 800/647-6411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134018 April 22,2013 Bolt Double Shear • 2005 NDS Section 11.3 Side Member Maln Member Joint Description: Bottom Chord-Node 2 Gm: 0.5 Fomll: 5600 psi D: 0.75 In F,m1: 2578 psi Fyb: 45,000 psi t,: 0.25 in tm: 5.125 In spacing,s: 3 in Stl. Plate width: 6 In dm: 16.5 in Bolts per row: 5 Om: 5° #of rows: 2 F,,: 87000 psi Fen,: 5550.58 psi E,: 2.90E+07 psi Em: 1.90E+06 psi 'y: 175370.14 A,: 3 In^2 Am: 84.5625 ina2 RE,: 0.5414868 E,*A,: 8.70E+07 lbs Em*Am: 1.61E+08 lbs u: 1.005E+00 m: 9.080E-01 Co: 1 Cg: 0.978 Ke=1+(01360): 1.0138889 CA: 1.00 R,=Fem/F,,: 0.0838 Cm: 0.70 k3=-1+11y 2(1+Re)+2Fyp(2+R,)D2 k3: 10.565 R, 3Ft,2 MODE Im MODE III, z _ Dt F, Zhm: 6260.7 Ibs 2k3D 9Fp„ Z111,: 3284.1 lbs axe Z 3.2(2+ROK0 MODE Is MODE IV Z Zlm: 8044.5 lbs 2132 2F,,,,FYb z,v: 4338.2 lbs 4Ke Z 3.2Ke V3(I+R°) Applied Load= 19,122.27 lbs. Z: 3284.07 lbs Controlling Value Capacity of 10-0.75 in. Bolts©5°to Grain=22483 lbs. Co: =1 Cg=0.978 CA:=1 Cm:=0.7 Applied Load/Allowable Load= 0,85 OK I Western Wood Structures,Inc.—Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 22,2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Main Member Joint Description: Bottom Chord-Node 3 Gm: 0.5 Fermi: 5600 psi D: 0.75 in Few.: 2578 psi Fyb: 45,000 psi t,: 0.25 In tm: 5.125 in spacing,s: 3 in Stl. Plate width: 6 in dm: 16.6 in Bolts per row: 4 Om: 6.6 ° #of rows: 2 FB8: 87000 psi Feme: 6517.129 psi E,: 2.90E+07 psi Em: 1.90E+06 psi y: 175370.14 A,: 3 IO2 Am: 84.5625 inA2 REA: 0.5414868 E,*A,: 8.70E+07 lbs Em*Am: 1.61E+08 lbs u: 1.005E+00 m: 9.080E-01 Co: 1 Cg: 0.987 KO=1+(0/360): 1.0180558 CA: 1.00 Re=Fem/FBB: 0.0634 Cm: 0.70 k 3=-1+112(1+Re)+2Fr,(2+Re)D2 k3: 10.598 Re 3Femt82 MODE Im MODE III, Z = Dt m F"" Zim: 5207.6 lbs 2k3DtSF Z1115: 3261.9 lbs 4K e Z= 3.2(2+Re)KB MODE Is MODE IV Z_ 2Dt,Fm 4: 8011.6 Ibs Z 2D2 2Fa„FYb Z1V: 4308.2 lbs 4K, 3.2Ke 3(1+R°) Applied Load= 16,163,52 lbs. Z: 3261.89 lbs Controlling Value Capacity of 8-0.75 in. Bolts©6.5°to Grain=18029 lbs. CD: =1 Cg=0,987 CA:=1 Cm:=0.7 Applied Load/Allowable Load= 0.90 OK Western Wood Structures,Inc. —Computer Analysis Systems P.O.Box 130,20676 S.W.105th,Tualatin,OR 97062-0130—503/692-8900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Bottom Chord-Node 4 Gm: 0.5 Pimp: 5800 pal D: 0.75 In F,ml: 2578 psi Fyb: 45,000 psi t,: 0.25 in tm: 5.125 In spacing,s: 3 in Stl.Plate width: 6 In dm: 18.5 In Bolts per row: 3 Om: 8.34 #of rows: 2 Fee: 87000 psi Fe11ie: 5465.229 psi Ee: 2.90E+07 psi Em: 1.90E+06 psi 'y: 175370.14 Ae: 3 in^2 Am: 84.5825 In^2 RE,: 0.5414868 E8*Ae: 8.70E+07 lbs Em"Am: 1.61E+08 lbs u: 1.005E+00 m: 9.080E-01 Co: 1 Cg: 0.994 Ka=1+(0/360): 1.0231687 CA: 1.00 Re=Fem/Fes: 0.0628 Cm: 0.70 k3= 1+112(1+Re)+2F, (2+Re)D2 k3: 10.651 Re 3F1,2 MODE Im MODE III, Z Dt m F,°, Zim: 5132.8 Ibs 2k3Dt3Fan Zr08: 3232.0 lbs • 4K e Z__ 3.2(2+Re)K® MODE Is MODE IV _ 2Dt Fm Ztrn: 7971.6 lbs 2D2 2F„„Fyb Z1 : 4267.7 lbs Z 4K® Z= 3.2K, 3(1+R°) Applied Load= 12,837.90 lbs. Z: 3232.03 lbs Controlling Value Capacity of 6-0.75 In. Bolts©8.34°to Grain=13493 lbs. CD: =1 Cg=0.994 CO:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.94 OK Western Wood Structures,Inc. —Co S mputer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Bottom Chord Splice-Node 5 Gm: 0.5 Fe,„p: 5600 psi D: 0.75 in Feral: 2578 psi Fyb: 45,000 psi t8: 0,25 in tm: 5.1.25 In spacing,s: 3 In Stl. Plate width: 12 in dm: 16.5 in Bolts per row: 6 Om: 0 ° #of rows: 4 F88: 87000 psi Fet11B: 5600 psi E8: 2.90E+07 psi Em: 1.90E+06 psi 7: 175370.14 A,: 6 inA2 Am: 84.5825 inA2 REA: 0.9233836 E,•A8: 1.74E+08 lbs Em"Am: 1.61E+08 lbs u: 1.003E+00 m: 9.237E-01 Co: 1 Cg: 0.988 Ke=1+(O/360): 1 CA: 1.00 Re Fem/Fes: 0.0644 Cm: 0.70 k3=-1+1V 12(1+Re)12Fjb(2+Re)D2 k3: 10.515 Re 3Femt82 MODE Im MODE III, Z = DI F„° A,: 5381.3 lbs 2k3j 8F 21118: 3342.8 lbs 4K Z 3.2(2+R,)Ke MODE Is MODE IV Z_ 2Dt,F„ Zim: 8156.3 lbs 2D2 2F Ziv 4416.8 lbs 4Ke Z ,„„FYb 3.2Ke 3(1+R°) Applied Load= 53,610.52 lbs. Z: 3342.77 lbs Controlling Value Capacity of 24-0.75 in.Bolts t 0°to Grain=55485 lbs. Co: =1 Cg=0.988 CA:=1 Cm:=0.7 Applied Load/Allowable Load= 0.97 OK • s-6 Western Wood Structures,Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97082-0130—503/692.8900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Main Member Joint Description: Bottom Chord-Node 6 Gm: 0.5 Femll: 5800 pal D: 0.75 in Fern": 2678 psI Fyb: 45,000 psI t,: 0.25 in tm: 5.125 In spacing,s: 3 In Stl.Plate width: 3 In dm: 16.5 in Bolts per row: 3 ®m: 28.84 ° #of rows: 2 Fef: 87000 psi Fern,: 4519.999 psi E,: 2.90E+07 psI Em: 1.90E+06 psi 7: 176370.14 A,: 1.6 IO2 Am: 84.5825 inA2 RE,: 0.2707434 E,*Ae: 4.35E+07 lbs Em Am: 1.81E+08 lbs u: 1.008E+00 m: 8.835E-01 CD: I Cg: 0.985 Ke=1+(0/360): 1.0745656 CA: 1.00 Re=Fem/Fe,: 0.0520 Cm: 0.70 k3=-1+ 2(1+Re)+2Fya(2+R2)D z I(3: 11.770 Re 3Femt, MODE Im MODE III, Z = Dt 4K F,., Z,m: 4042.1 lbs F Ze,: 2827.4 lbs • _ 2k 3] , em „ 3.2(2+Re)Ke MODE Is MODE IV 2Dt,F„ Zim: 7590.3 lbs 2D2 2F�„FYb Ziv: 3714.5 lbs Z - 41C, 3.2K,3.2Ke \3(1+R°) Applied Load= 5,432.80 lbs. Z: 2827.43 lbs Controlling Value Capacity of 6-0.75 In. Bolts c 28.84°to Grain=11697 lbs. CD: =1 Cg=0.985 CO:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.46 OK 1 5--7 Western Wood Structures,Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130—503/692-6900 or 8001547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Main Member Joint Description: Bottom Chord-Node 7 Gm: 0.5 Famo 5800 psi - D: 0,75 in Femi: 2578 psi Fyb: 45,000 psi t,: 0.25 in tm: 6.125 In spacing,s: 3 in Stl. Plate width: 3 In dm: 16.5 in Bolts per row: 3 ®m: 15.43 ° #of rows: 2 Fe,: 87000 psi Feme: 5170.956 psi E,: 2.90E+07 psi Em: 1.90E+06 psi 'y: 175370.14 A,: 1.5 in^2 Am: 84.5625 in"2 REA: 0.2707434 E,•A,: 4.35E+07 lbs Em°Am: 1.61E+08 lbs u: 1.008E+00 m: 8.836E-01 CD: 1 Cg: 0.985 K0=1+03/360): 1.0428811 CA: 1.00 Re=Fem/Fea: 0.0594 Cm: 0.70 i2(1+R ) 2Fyb(2+R°)D2 k3=-1+J ° + k3: 10.966 Re 3FeTf,2 MODE Im MODE III, Z _ Dt F Zim: 4764.7 lbs 2k3Dt,Fp„ Z01s: 3094.0 lbs 4K e Z 3.2(2+Rc)Ke MODE Is MODE IV Z_ 2DtsFea Zim: 7821.0 lbs z= 2D2 2F.FYb Zry: 4079.3 lbs 4Ke 3.2Ke 3(1+Re) Applied Load= 7,796.85 lbs. Z: 3094.00 lbs Controlling Value Capacity of 6-0.75 in.Bolts @ 15.43°to Grain=12800 lbs. CD: =1 Cg=0.985 C&:=1 Cm:=0.7 Applied Load/Allowable Load= 0.61 OK S`P Western Wood Structures,Inc. -Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130-503/692-8900 or 800/547-5411 Fax: 503/892-8434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 4122113 Joint Resultant Forces Model Node#: 14&26 i Main Member Angle 1.2 deg. Top or Bottom Chord Top Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Combl 25 90.00 -5,480.39 38 -40.29 7,471.61 5,736.02 6.29 Comb2 25 90.00 -18,194.96 38 -40.29 25,100,58 19,250.83 4.64 Comb3L 26 90.00 -9,853.79 38 -40.29 13,273,55 10,181.23 4,83 Comb3R 37 90.00 -16,644.53 49 40.29 22 942.88 17,593.44 -7.10 Model Node#: 15&25 Main Member Angle 0.99 deg. Top or Bottom Chord Top Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 26 90.00 -4,506.29 39 -39.27 8,170.17 4,814.40 6.18 Comb2 26 90.00 -14,749.55 39 -39,27 20,856,94 18,220.86 4.48 Comb3L 26 90,00 -8,614.57 39 -39.27 12,037.46 9,372.04 5.11 Comb3R 36 90.00 -12,754.42 48 39.27 18,019.50 14,015.21 -6.61 Model Node#: 18&24 Main Member Angle 0.77 deg. Top or Bottom Chord Top Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 27 90.00 -3,529.99 40 -39.40 4,838.78 3,767.11 6.22 Comb2 27 90.00 -11,463.14 40 -39.40 18,288.91 12,634.77 4.29 Comb3L 27 90.00 -7,821.78 40 -39.40 10,733.01 8,333.14 4.80 Comb3R 35 90.00 -8,995.88 47 39.40 12,754.40 9,896.79 -5.99 Model Node#: 17&23 Main Member Angle 0.65 deg. Top or Bottom Chord Top Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle • Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 28 90.00 -2,645.09 41 -39.63 3,661.23 2,841.37 5.81 Comb2 28 90,00 -8,488.65 41 -38.53 12,438.70 9,610.88 2.86 Comb3L 28 90.00 -6,811.99 41 -39.53 9,780.17 7,566.17 3.90 Comb3R 34 90.00 -5,627.26 46 39.53 8,130.53 6,280.90 -3.77 Model Node#: 18&22 Main Member Angle 0.33 deg. Top or Bottom Chord Top Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Combl 29 90.00 -1,560.31 42 -39.88 1,948,60 1,533,18 11.69 Comb2 29 90,00 -4,783.72 42 -39.88 6,386.89 4,984.80 7.41 Comb3L 29 90.00 -6,605.67 42 -39.86 7,897.37 5,968.15 6.12 Comb3R 33 90,00 -1,379.31 45 39.86 1,553.47 1,257.26 -18.62 • Western Wood Structures,Inc. --Computer Analysis Systems P.O.Box 130,20676 S.W.106th,Tualatin,OR 97062-0130 503/692.0900 or 800/547-5411 Fax: 503/892-8434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 4/22/13 Joint Resultant Forces Model Node#: 19&21 Main Member Angle 0.11 deg. Top or Bottom Chord Top Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 30 90.00 -599.09 43 -39.79 744.12 584.83 12.02 Comb2 30 90.00 -1,495.50 43 -39.79 2,471.82 1,901.30 -2.71 Comb3L 30 90.00 -4,578.28 43 -39.79 6,675.43 5,138.50 3.31 Comb3R 32 90.00 2,298.77 44 3979 -3,103.07 2,404.82 -7.59 Model Node#: 20 Main Member Angle 0 deg. Top or Bottom Chord Top Load SAP2K Element Element SAP2K Element Element SAP2K Element Element Resultant Angle Combo Element Angle Force Element Angle Force Element Angle Force Force Load to number (degrees) (lbs.) number (degrees) (lbs.) number (degrees) (lbs.) (lbs.) Grain Comb1 31 90,00 -94.35 94.35 90.00 Comb2 31 90.00 29.27 29.27 90.00 Comb3 31 90.00 -19.79 19.79 90.00 iI II 60 Western Wood Structures, Inc. — Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130-503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Top Chord-Node 14 Gm: 0.5 Fe,,,11: 5600 psi D: 0.75 in Fem1: 2578 psi Fro: 45,000 psi ts: 0.25 In tm: 5.125 In spacing, s: 3 In Stl. Plate width: 6 In dm: 13.5 In Bolts per row: 6 Om: 4.64 ° #of rows: 2 FBB: 87000 psi Fes: 5557.373 psi Es: 2.90E+07 psi Em: 1.90E+06 psi Y: 175370.14 As: 3 inA2 Am: 69.1875 InA2 REA: 0.6618171 Ee"As: 8.70E+07 lbs Em*Am: 1.31E+08 lbs u: 1.005E+00 m: 9.047E-01 CD: 1 Cg: 0.970 Ke=1+(0/360): 1.0128889 CA: 1.00 Re=Fem/Fes: 0.0639 Cm: 0.70 k3 =-1+112(1+Re)+2Fy�(2+R,.)D2 k3: 10.558 V Re 3FB1i tee MODE Im MODE Ills • Z DE °F Z�m: 5272.3 lbs 2k3DteFp, Z1115: 3289.1 lbs 4K A Z= 3.2(2+Re)Ke MODE Is MODE IV _ 2DteFF Z�m: 8052,5 lbs 2132 2Fp„Fyb Ziv: 4345.0 lbs Z 4K„, Z 3.2Ke 3(1 -FRO Applied Load= 19,250.83 lbs. Z: 3289.09 lbs Controlling Value Capacity of 12-0.75 in. Bolts @ 4.64°to Grain=26800 lbs. CD: = 1 Cg=0.97 Co:=1 Cm:=0.7 Applied Load/Allowable Load= 0.72 OK 6i I . Western Wood Structures,Inc.—Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatln,OR 97062-0130_5031692-6900 or 800/547-5411 Fax: 503/892-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23, 2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Maln Member Joint Description: Top Chord-Node 15-17 Gm: 0.5 Fermi: 5600 psi D: 0.75 In Feral: 2578 psi Fyb: 45,000 psi t,: 0.25 In tm: 5.125 In spacing,s: 3 In Stl.Plate width: 6 in dm: 13.5 In Bolts per row. 4 em: 4.48 ° #of rows: 2 Fe,: 87000 psi Ferns: 5580.236 psI E,: 2.90E+07 psi Em: 1.90E+08 pal 7: 175370.14 A,: 31n^2 Am: 69.18751nA2 REA: 0.6618171 E,°A,: 8.70E+07 lbs Em°Am: 1.31E+08 lbs u: 1.005E+00 m: 9.047E-01 Co; 1 Cg: 0.989 Ke=1+(®/360): 1.0124444 CA: 1.00 Re Fem/Feb: 0.0639 Cm: 0.70 k3=-1+112(1R+Re)+2Fy6(2+Re)D2 k3: 10.555 Re 3F,mt,2 MODE im MODE III, Z _ Dt „F,m Zee: 6277.4 Ibs 2k3DtEF�1 Zoe,: 3291.3 lbs • 4K e Z= 3.2(2+RQ)Ke MODE is MODE IV Z= 2Dt,F,, Zlm: 8056.0 Ibs Z_ 2D2 2F,,,,Fyb Zn/: 4348.0 lbs 4Ke 3.2Ke 3(1+R,) Applied Load= 16,220.86 lbs. Z: 3291.29 lbs Controlling Value Capacity of 8-0.75 in. Bolts©4.48°to Grain=18228 lbs. CD: = 1 Cg=0.989 Ce:=1 Cm:=0.7 Applied Load/Allowable Load= 0.89 OK • (02 Western Wood Structures, Inc. "-Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130-503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI# 134016 April 23,2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Main Member Joint Description: Top Chord-Node 18&19 Gm: 0.5 Femll: 5600 psi D: 0.75 In Feml: 2578 psi Fyb: 45,000 psi ts: 0.25 in tm: 5,125 In spacing, s: 3 in Stl. Plate width: 6 in dm: 13.5 in Bolts per row: 2 em: 18.52 ° #of rows: 2 FB5: 87000 psi Perna: 5007.792 psi Es: 2.90E+07 psi Em: 1.90E+06 psi y: 175370.14 A6: 3 In^2 Am: 69.1875 inA2 REA: 0.6618171 Es*As: 8.70E+07 lbs Em*Am: 1.31E+08 lbs u: 1.005E+00 m: 9.047E-01 Co: 1 Cg: 0.999 Ke=1+(0/360); 1.0514444 CA: 1.00 Re=Fem/Fes: 0.0576 Cm: 0.70 k3=-1+112(1+Re)+2Fyb(2+Re)D 2 k3: 11.152 RB 3FBmts2 MODE Im MODE I118 Z Dt ,,,F,, Z�m: 4576.7 lbs 2k Dt F n Zms: 3025.2 lbs • 4K 9 Z_ 3 s a 3.2(2+Re)Ke MODE Is MODE IV Z_ 2DtsFQ, Zim: 7757.2 lbs ,_ 2D2 2FCe1Fye Zv: 3985.2 lbs 4K 3.2Ke 3(1+R°) Applied Load= 5,966.15 lbs. Z: 3025.22 lbs Controlling Value Capacity of 4-0.75 in. Bolts @ 18.52°to Grain=8462 lbs. Co: =1 Cg=0.999 CA:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.71 OK 3 Western Wood Structures, Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/892-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Main Member Joint Description: Top Chord-Node 20 Gm: 0.5 Femll: 5600 psi D: 0.75 in Feml: 2578 psi FA,: 45,000 psi t8: 0.25 In tm: 5.125 In spacing,s: 3 In Stl. Plate width: 6 in dm: 13.5 in Bolts per row: 2 Om: 90 ° #of rows: 2 Feb: 87000 psi Fame: 2578.135 psi Ee: 2.90E+07 psi Em: 1.90E+06 psi y: 175370.14 A8: 3 in^2 Am: 69.1875 In^2 RE,: 0.6618171 E8*A8: 8.70E+07 lbs Em*Am: 1,31E+08 lbs u: 1.005E+00 m: 9.047E-01 CD: 1 Cg: 0.999 Ke=1+(0/360): 1.25 Ca: 1.00 Re=Fem/Fes: 0.0296 Cm: 0.70 k3=-1+1V 12(1+Re)+2F0(2+Re)D2 k3: 15.794 Re 3F„,t9 MODE Im MODE IIIe Z - Dt , F,,,, Zim: 1981.9 lbs 2,]�3Dt8F Ziiie: 1880.9 lbs - 4KB Z 3,2(2+Re)Ke MODE Is MODE IV _ 2Dt,F„ Zim: 6525.0 lbs 2D2 2Fe,,,FYb Ziv: 2437.6 lbs Z Z 4K 3.2Ke 3(1+Re) Applied Load= 94.35 lbs. Z: 1880.87 lbs Controlling Value Capacity of 4-0.75 in.Bolts @ 90°to Grain=5261 lbs. CD: =1 Cg=0.999 Ce:=1 Cm:=0.7 Applied Load/Allowable Load= 0.02 OK Western Wood Structures, Inc. — Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130--503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Vertical Web-EL 25&26 Gm: 0.5 • Fen: 5600 psi D: 0.75 in Feral: 2578 psi FYb: 45,000 psi t8: 0.25 In tm: 5.125 in spacing, s: 3 In Stl. Plate width: 6 in dm: 7.5 in Bolts per row: 4 Om: 0 ° #of rows: 2 FB8: 87000 psi Ferr,e: 5600 psi E8: 2.90E+07 psi Em: 1.60E+06 psi y: 175370.14 A8: 3 in42 Am: 38.4375 InA2 REA: 0.7068966 Es*A8: 8.70E+07 lbs Em*Am: 6.15E+07 lbs u: 1.007E+00 m: 8.862E-01 Co: 1 Cg: 0.986 K0=1+(0/360): 1 CA: 1.00 Re=Fem/F08: 0.0644 Cm: 0.70 k3 =—1+112(1+Re)+2FF6(2+Re)D2 k3: 10.515 Re 3Fa,,,1s2 MODE Im MODE III. Z = IX ,°F.., Zim: 5381.3 lbs 2k3DtsFen, 2,115: 3342.8 lbs 4K A Z 3.2(2+Re)K6 MODE Is MODE IV Z� _ 2Dt8F0e m: 8156.3 lbs 2D2 2F,MFYb ZN: 4416.8 lbs Z 4 Z K 3.2Ke 3(1+R°) Applied Load= 18,312.67 lbs. Z: 3342.77 lbs Controlling Value Capacity of 8-0.75 in. Bolts @ 0°to Grain= 18457 lbs. Co: = 1 Cg=0.986 CA:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.99 OK Western Wood Structures, Inc. 'Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130-503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 • Bolt Double Shear • 2005 NDS Section 11.3 Side Member Main Member Joint Description: Vertical Web-EL 27 Gm: 0.5 F8m11: 5600 psi D: 0.75 in F,ml: 2578 psi Fo,: 45,000 psi t,: 0.26 In tm: 5.125 In spacing,s: 3 in Stl.Plate width: 6 In dm: 7.5 in Bolts per row: 3 ®m: 0 ° #of rows: 2 F,,: 87000 psi F,,,,B: 5800 psi E,: 2.90E+07 psi Em: 1.60E+06 psi y: 175370.14 A,: 3 in^2 Am: 38.4375 In^2 REA: 0.7068966 E,*A,: 8.70E+07 lbs Em*Am: 6.15E+07 lbs u: 1.007E+00 m; 8.862E-01 CD: 1 Cg: 0.994 Ke=1+(01360); 1 CA: 1.00 Re=Fem/Fe,: 0.0644 Cm: 0.70 k -1+112(1+Re)+2FYb(2+Re)D2 s 1+ Re 3F,,,nt,2 k3: 10.515 MODE Im MODE III, Z _ Dt ,°F„° Zpn: 5381.3 lbs Z 21C3Dt0Fmn Z,,,,: 3342.8 lbs 4K 3.2(2+R.)1{0 MODE Is MODE IV 2Dt°F°° ZY,,: 8156.3 lbs 2D2 2F,,,FYb Z1 : 4416.8 lbs 4 ® Z K 3.2Ke V3(1+R°) Applied Load= 11,537.22 lbs. Z: 3342.77 lbs Controlling Value Capacity of 6-0.75 in. Bolts @ 0°to Grain= 13955 lbs. CD: = 1 Cg=0.994 CA:=1 Cm:=0.7 Applied Load/Allowable Load= 0.83 OK 66 Western Wood Structures,Inc. — Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130--503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard, Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Vertical Web-EL 28 Gm: 0.5 Femll: 5600 psi D: 0.75 In Ferri: 2578 psi Fyb: 45,000 psi t5: 0.25 In tm: 5.125 In spacing,s: 3 in Stl. Plate width: 3 In dm: 7.5 in Bolts per row: 4 Om: 0 ° #of rows: 1 FBB: 87000 psi Femo: 5600 psi EB: 2.90E+07 psi Em: 1.60E+06 psi 'y: 175370.14 Ae: 1.5 inA2 Am: 38.4376 In^2 REA: 0.7073171 Es*As: 4.35E+07 lbs Em*Am: 6.15E+07 lbs u: 1.010E+00 m: 8.663E-01 C0: 1 Cg: 0.980 Ke=1+(0/360): 1 CA: 1.00 Re Fem/FB8: 0.0644 Cm: 0.70 k3 =-1+112(1+Re) 2Fy6(2+Re)D 2 k3: 10.515 Re 3Femt,2 MODE Im MODE III, 2 = Dt m Fa„ Z1m: 5381.3 Ibs 2k3Dt Fun Z1115: 3342.8 lbs 4K o Z 3.2(2+R.)K0 MODE Is MODE IV Z 2Dt,F Zir„: 8156.3 lbs Z= 2D2 2F.,„r,,b ZIP: 4416.8 lbs 4K 3.2K® 3(1+Re) Applied Load= 8,572.73 lbs. Z: 3342.77 lbs Controlling Value Capacity of 4-0.75 in, Bolts @ 0°to Grain=9173 lbs. Co: = 1 Cg=0.98 CA:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.93 OK Western Wood Structures,Inc.—Computer Analysis Systems P.O.BoX 130,20675 S.W.105th,Tualatin,OR 97062-0130-503/692-6900 or 8001547-5411 Fax: 603/692-8434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Main Member Joint Description: Vertical Web-EL 29&30 Gm: 0.5 Femll: 5800 psi D: 0.75 in Feml: 2578 psi Fyb: 45,000 psi t,: 0.25 In tm: 5.125 in spacing,a: 3 in Stl.Plate width: 3 in dm: 7.5 in Bolts per row: 3 em: 0 ° #of rows: 1 F,,: 87000 psi Fem,: 5600 pal E,: 2.90E+07 psi Em: 1.60E+06 pal 'y: 175370.14 A,: 1.5 InA2 Am: 38.4375 inA2 RE,: 0.7073171 E,°A,: 4.35E+07 lbs Em'Am: 6.15E+07 lbs u: 1.010E+00 m: 8.863E-01 Co: 1 Cg: 0.991 Ke=1+(01380): 1 CG: 1.00 Re=Fem/Fe,: 0.0644 Cm: 0.70 /2(1+R.) 2F (2+Re)02 k3=-1+ + 2 k3: 10.515 1j Re 3F,mfe MODE Im MODE III, Z = Dt „Fr, Zlm: 5381.3 lbs Zvi,: 3342.8 lbs 4K e Z= 2k Dt 3 s Fein 3.2(2+R1)K6 MODE Is MODE IV Z= 2ut,F„ Zmi: 8156.3 lbs 2D' 2Fm„Fyb ZN: 4416.8 lbs 4K® Z 3.2K, 3(1+R°) Applied Load= 5,689.66 lbs. Z: 3342,77 lbs Controlling Value Capacity of 3-0.75 in.Bolts @ 0°to Grain=6957 lbs. CD: =1 Cg=0.991 Ce:=1 Cm:=0.7 Applied Load/Allowable Load= 0.82 OK Western Wood Structures, Inc. — Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23, 2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Vertical Web-EL 31 Gm: 0.5 Reim': 5600 psi D: 0.75 in Fe„u: 2578 psi Fyb: 45,000 psi te: 0.25 in tm: 5.125 in spacing,s: 3 in Stl. Plate width: 3 in dm: 7.5 in Bolts per row: 2 Om: 0 ° #of rows: 1 F88: 87000 psi Feme' 5600 psi E8: 2.90E+07 psi Em: 1.60E+06 psi 'Y: 175370.14 Ae: 1.5 inA2 Am: 38.4375 inA2 REA: 0.7073171 Es*A8: 4.35E+07 lbs Em*Am: 6.15E+07 lbs u: 1.010E+00 m: 8.663E-01 Co: 1 Cg: 0.998 Ko=1+(O/360): 1 CA: 1.00 Re=Fem/Fee: 0.0644 Cm: 0.70 1(3= 1+112(1+R,)+2F3,„(2+RB)D 2 k3: 10.515 Re 3Fef„ts2 MODE Im MODE Ills 7 Dt F Zim: 5381.3 lbs 2k3DtsFem Zms: 3342.8 lbs 4K 9 Z= 3.2(2+Re)K9 MODE Is MODE IV _ 2Dt8FEB Zfm: 8156.3 lbs 2D2 2FcmFYb Zip: 4416.8 lbs 7. 4K, Z 3.2Ko 3(1+R,) Applied Load= 178.43 lbs. Z: 3342.77 lbs Controlling Value Capacity of 2-0.75 in. Bolts a 0 to Grain=4671 lbs. CD: =1 Cg=0.998 CA:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.04 OK 69 Western Wood Structures,Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Diagonal Web-EL 38 Gm: 0.5 Fenn: 5600 psi D: 0.75 in Femi: 2578 psi FA): 45,000 psi t8: 0.25 In tm: 5.125 In spacing,s: 3 in Stl. Plate width: 6 in dm: 9 in Bolts per row: 6 0m: 0 ° #of rows: 2 Fe,: 87000 psi Fine: 5600 psi E,: 2.90E+07 psi Em: 1.60E+06 psi 'y: 175370.14 A,: 3 i02 Am: 46.125 inA2 REA: 0.8482759 E8*A8: 8.70E+07 lbs Em*Am: 7.38E+07 lbs u: 1.007E+00 m: 8.916E-01 CD: 1 Cg: 0.971 Ke=1+(0/360): 1 CA: 1.00 Re=Fem/Fee: 0.0644 Cm: 0.70 k3=-1+112(1+Re) 2Fa(2+Re)D2 k3: 10.515 �1 Re 3Femf82 MODE Im MODE Ills Z = Dt m F.m Zim: 5381.3 Ibs 2k 3Dt8F Zg1 : 3342.8 lbs 4K Z 3.2(2+Re)Ke MODE Is MODE IV 2DteFee Zim: 8156.3 lbs 2D2 2F,,,Fyb Zv: 4416.8 lbs _ Z 4K® Z 3.2K, \3(1+R°) Applied Load= 25,106.58 lbs. Z: 3342.77 lbs Controlling Value Capacity of 12-0.75 In.Bolts @ 0°to Grain=27265 lbs. CD: = Cg=0.971 Ce:=1 Cm:=0.7 Applied Load/Allowable Load= 0.92 OK "7u Western Wood Structures, Inc. -' Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130.5031692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23, 2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Diagonal Web-EL 39 Gm: 0.5 Femp: 5600 psi D: 0.75 in Feml: 2578 psi Fyb: 45,000 psi t,: 0.25 in tm: 5.125 In spacing, s: 3 in Stl. Plate width : 6 in dm: 7.5 in Bolts per row: 5 Om: 0 ° #of rows: 2 FB6: 87000 psi Ferro: 5600 psi E,: 2.90E+07 psi Em: 1.60E+06 psi y: 175370.14 A,: 3 in^2 Am: 38.4375 inA2 REA: 0.7068966 E,*A,: 8.70E+07 lbs Em*Am: 6.15E+07 lbs u: 1.007E+00 m: 8.862E-01 Co: 1 Cg: 0.974 Ke=1+(9!360): 1 CA: 1.00 Re=Fem/Fes: 0.0644 Cm: 0.70 k3=—1+412(1+R.)4.2Fyb(2+Re)D 2 k3: 10.515 Re 3Fomt,2 MODE Im MODE III, 2 Dt ,,,t''m° Zim: 5381.3 lbs 2k Dt F Z11 3342.8 lbs 4K Z- 3 s em 3.2(2+Re)K® MODE Is MODE IV 2Dt,F„ Zvi,: 8156,3 lbs 2D2 2F,„FY,, Zw: 4416.8 lbs Z_ 4K© Z 3.2K, 3(1+R,) Applied Load= 20,856.94 lbs. Z: 3342.77 lbs Controlling Value Capacity of 10-0.75 in. Bolts @ 0°to Grain=22791 lbs. Co: = 1 Cg=0.974 CA:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.92 OK Western Wood Structures,Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2005 NDS Section 11.3 Side Member Main Member Joint Description: Diagonal Web-EL 40 Gm: 0.5 Fermi: 5600 psi D: 0.75 In Feml: 2578 psi Fyb: 46,000 psi t8: 0.26 In tm: 5.125 in spacing,s: 3 In Stl. Plate width: 6 in dm: 7.5 in Bolts per row. 4 Om: 0 ° #of rows: 2 FB8: 87000 psi Feme: 5600 psi E8: 2.90E+07 psi Em: 1.60E+06 psi y: 175370.14 A8: 3 in^2 Am: 38.4375 in"2 REA: 0,7068966 Es*A8: 8.70E+07 lbs Em*Am: 6.15E+07 lbs u: 1.007E+00 m: 8.862E-01 CD: 1 Cg: 0.988 l F=1+(01360): 1 CA: 1.00 R8 Fem/Fes: 0.0844 Cm: 0.70 k3=-1+11V 2(1+Re)+2Fyy(2+Re)D2 k3: 10.516 Re 3F„,t82 MODE Im MODE III, Z — Dt ,0 F Z�m: 5381.3 lbs _ 2k3 sFem 21118: 3342.8 lbs 4K Z 3.2(2+R0)K0 MODE Is MODE IV Z 2Dt8Fe8 Zh,,: 8156.3 lbs Z 2D2 2F,,,,FYb Zv: 4416.8 lbs 4K® 3.2K® 13(1+R,) Applied Load= 16,286,91 lbs. Z: 3342.77 lbs Controlling Value Capacity of 8-0.75 in.Bolts©0°to Grain=18457 lbs. CD: =1 Cg=0.986 CA:=1 Cm:=0.7 Applied Load/Allowable Load= 0.88 OK . �12 Western Wood Structures,Inc. - Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130. 503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Main Member Joint Description: Diagonal Web-EL 41 Gm: 0.5 Femil: 5600 psi D: 0.75 in Fern,: 2578 psi Fyb: 45,000 psi te: 0.25 in tm: 5.125 In spacing, s: 3 in Stl. Plate width : 6 in dm: 7.5 in Bolts per row: 3 Om: 0 ° #of rows: 2 FeS: 87000 psi F9,,,0: 5600 psi Es: 2.90E+07 psi Em: 1.60E+06 psi 'y: 175370.14 Ae: 3 inA2 Am: 38,4375 inA2 REA: 0.7068966 E,*As: 8.70E+07 lbs Em'Am: 6.15E+07 lbs u: 1.007E+00 m: 8.862E-01 Co: 1 Cg: 0.994 Ke=1+(0/360): 1 CA: 1.00 Re=FBf71/Fee: 0.0644 Cm: 0.70 k3=-1+ /2(1+Re)+2Fyb(2+Re)D2 k3: 10.515 �1I Re 3Femfs2 MODE Im MODE III. z _ Dt ,,,Fe„ Zim: 5381.3 lbs 2k jh F` Z1118: 3342.8 lbs 4K Z- 3 s an e 3.2(2+R )Ko MODE Is MODE IV Z 2Dt F� Zim: 8156.3 lbs 2D2 2FfX,,Fyb Z1 : 4416.8 lbs 4K® Z 3.2Ke 3(1+Re) Applied Load= 12,438.70 lbs. Z: 3342.77 lbs Controlling Value Capacity of 6-0.75 in. Bolts @ 0°to Grain= 13955 lbs. Co: = 1 Cg=0.994 CA:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.89 OK I I -73 Western Wood Structures,Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23,2013 Bolt Double Shear 2006 NDS Section 11.3 • Side Member Main Member Joint Description: Diagonal Web-EL 42 Gm: 0.5 F,mll: 5800 psi D: 0.75 in F,m1: 2578 psi Fyb: 45,000 psi ts: 0.25 In tm: 5.125 In spacing,s: 3 in StI. Plate width: 3 In dm: 7.6 In Bolts per row: 4 Om: 0 ° #of rows: 1 F,,: 87000 psi Feme: 5600 psi E,: 2.90E+07 psi Em: 1.60E+08 psi 7: 175370.14 A,: 1.5 In^2 Am: 38.4375 inA2 REA: 0.7073171 E,*A,: 4.35E+07 lbs Em*Am: 6.15E+07 lbs u: 1.010E+00 m: 8.863E-01 Co: 1 Cg: 0.980 Ko=1+(0/360): 1 CA: 1.00 Re-Fern/Fe,: 0.0644 Cm: 0.70 k3 1+112(1+Re)+2Fya(2+Re)D2 a yy 1(3: 10.515 Re 3F em t e MODE Im MODE Ill, Z = Dt .F. Z�,,: 5381.3 lbs 2k3Dt,F�„ 45: 3342.8 lbs • 4K e Z= • 3.2(2+R5)Ke MODE le MODE IV _ 2Dt,F„ Z, 8156.3 lbs 2D2 12F°,,,Fyy 4, 4416.8 lbs Z 4K® Z 3.2Ke 3(1+R°) Applied Load= 7,697.37 lbs. Z: 3342.77 lbs Controlling Value Capacity of 4-0.75 in. Bolts 410°to Grain=9173 lbs. Co: =1 Cg=0.98 CA:=1 Cm:=0.7 Applied Load/Allowable Load= 0.84 OK • Western Wood Structures, Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 April 23, 2013 Bolt Double Shear 2006 NDS Section 11.3 Side Member Main Member Joint Description: Diagonal Web-EL 43 Gm: 0.5 • Femll: 5600 psi D: 0,75 In FemL: 2578 psi Fyb: 45,000 psi ts: 0.25 in tm: 5.125 in spacing,s: 3 in Stl. Plate width: 3 in dm: 7.5 in Bolts per row: 3 0m: 0 ° #of rows: 1 Fes: 87000 psi Feme: 5600 psi Es: 2.90E+07 psi Em: 1.60E+06 psi y: 175370.14 As: 1.5 inA2 Am: 38.4375 inA2 REA: 0.7073171 Es*As: 4.35E+07 lbs Em*Am: 6.15E+07 lbs u: 1.010E+00 m: 8.663E-01 CD: 1 Cg: 0.991 Ke=1+(0/360): 1 CA: 1.00 Re=Fem/F88: 0.0644 Cm: 0.70 2(1+Re) 2F ,(2+Re)D2 k3 1 i k3: 10.515 Re 3Femts2 MODE lm MODE Ills Z , Dt „F Zm: 5381.3 lbs 2k3DsFem ZIss: 3342.8 lbs • 4K ,s Z_ 3.2(2+Re)K® MODE Is MODE IV Z_ 2DtsFEs Zim: 8156.3 lbs z= 2D2 2F°mFyb Zy: 4416.8 lbs 4K® 3.2Ke 3(1 +R,) Applied Load= 6,675.43 lbs. Z: 3342.77 lbs Controlling Value Capacity of 3-0.75 in. Bolts @ 0°to Grain=6957 lbs. CD: = 1 Cg=0.991 CA:= 1 Cm:=0.7 Applied Load/Allowable Load= 0.96 OK - i DATE WESTERN WOOD STRUCTURES, INC. PROJECT TALK PA/tic Is Itt eir �C\\ LOCATION_r'4,4A1 04,0670,1 P.O.BOX 130,TUALATIN,OREGON 97082 SHEET 503/892-6900 • FAX 503/892-6434 JOB NO._ /1 am, BY Sit. 7r'OF GN64K $rcec SiQg P[4fits /N Tj,i/S.a,✓ 3g / P . 2s- iorr. sg ys.5 P"fin. ' 14; '4> r7 36,000C(a CO.2ST(2 /67 2. 64. 62u. G ok RuPTktid 04.4 • fK Ad sP coo t(6— 2(o.4774)ea.7 s'n( + 6 1, 62 r Gn.s I.,. (,orro.m. cHb.W Spy./ / P• sir (oip..r2 424 - 36,0ob£ (12)(8.1c) (2)/41 _ / 29, L '/ LAS ok rs s7, D60 C (rz - /o.876-'))(a.1.01 (2ya / Z 3, 2 -o L's ok /n/ c o,,..P4ils s•o" .I 6C. Zs' , P. -/ 2,(1 L' S � r. 2 ' !` * d�7 'I.- 6-43- = 0. 72 gal s I S t , LASE /s"b Al/s4 itc c / /14r4 ,r/).Paw/ - -2-4/14 q-22 ►i/� = 6./8 ks/ (2)C(o.zs'1.1�)� rPs—I,o Lr3s pk P w -P S772.73 L'S.S u6�� . I l V..3Z s7 c.‘SF // r' , k L/ • I f"�ti rD, i. It 1./ /.211.(o. r)(34 /am /6/ aS'D £I S 4k Western Wood Structures, Inc. P.O.Box 130-Tualatin,Oregon 97062 April 23,2013 (503)692-6900 Page`76 of Jack Park Bridge Tigard,Oregon Job Number: 134016 • LATERAL LOAD DESIGN: Width of Bridge= 6.0 ft. Wind Speed V3S= 95 mph Height of Bridge= 10.0 ft. Exposure= B Weight of Bridge(per foot):W= 225 PLF KZ= 0.57 (ASCE 7-05 Table 6-3) Length of Bridge= 111.875 ft. Ku= 1.00 (ASCE 7-05 Sec 6.5.7.2&Fig.6-4) Span of Bridge: L= 111.0 ft. Ka= 0.85 (ASCE 7-05 Sec 6.5.4.4&Table 6-4) Girder Spacing:s= 83.875 in. I= 1.00 (ASCE7-05 Sec 6.5.5&Table 6-1) Velocity Pressure:qz= 0.00256*KL*Ku*Kd*V2*I Ext.Girder Width:be= 5.125 in. Velocity Pressure:qZ= 11.19 Ext.Girder Depth:de= 16.5 in. G= 0.85 Cf= 1.30 (Figure 6-20) Wind Pressure: F/Af= qL*G *Cr Wind Pressure:F/Af= 12.4 psf Ey= 1600000 psi Projected Height:H= 68.25 in. C�,= 0.833 E'y= 1332800 psi Wind Load= F/Af*H/12 Wind Load= 70.35 plf G Controls ****Seismic Site Class= D SMS= 1.0360 Seismic Use Group= I SDS= 0.6907 R= 3.25 (Ordinary Steel Concentric Braced Frame) SMI= 0.5806 Ss= 0.925 (See soils report) SDI= 0.3871 Si= 0.336 (See soils report) T,= 0.5604 I= 1.000 (ASCE7-05 Sec 11.5.1 &Table 11.5-1) TL= 16 F,= 1.120 (ASCE7-05 Sec 11.4.3&Table 11.4-I) F,= 1.728 (ASCE7-05 Sec 11.4.3&Table 11.4-2) Seismic Design Category= D (ASCE7-05 Sec 11.6&Tables 11.6-1 & 11.6-2) Mass of Bridge:m= W/((L* 12) *32.2* 12) m= 0.0485248 lb*sec^2/in^2 Ieff= 2*de*be^3/ 12 (for deflection calcs.) Ieff= 370 in.^4 I,ffea,�= 2* [de*be^3/12+de*be*(s/2)^2] (for period calc.) Ieff-comp= 297819 in.^4 Period of Bridge:T= 2/{pi* [(E'*lft)/(m*L4)]Irz)• (Structural Dynamics,Mario Paz) T= 0.3949 sec. 1 Western Wood Structures, Inc. P.O.Box 130-Tualatin,Oregon 97062 April 23,2013 (503)692-6900 Page 7 7 of Jack Park Bridge Tigard,Oregon Job Number: 134016 LATERAL LOAD DESIGN: (Continued) E= p *QE=p *V (ASCE 7-05 Eq 12.4.3) p 1.3 (ASCE 7-05 Sec. 12.3.4) V= C,*W/L (ASCE 7-05 Eq 12.8-1) C,= SDs/(R/I) (ASCE 7-05 Eq 12.8-2) C.= 0.213 If T<TL,Cs need not be greater than: C,= SDI/[T*(R/I)] (ASCE 7-05 Eq 12.8-3) C.= 0.302 If T>TL,Cs need not be greater than: C.= Spy*TL/[T2*(R/I)] (ASCE 7-05 Eq 12.8-4) C.= Does not apply Cs shall not be less than: C.= 0.010 (ASCE 7-05 Eq 12.8-5) If Si>0.6g,Cs shall not be less than C.= 0.5*S1/(R/I) (ASCE 7-05 Eq 12.8-6) Cs= Does not apply Cs= 0.213 V=47.82 plf E=p*V= 62.16 plf Seismic Load=E/1.4= 44.40 plf (2006 IBC Section 1605.3.2 Eq. 16-18) Wind Load Controls Lateral Load Design. Lateral Load Deflection= 487.035 in. b L/3 Use Rod Bracing System To Reduce Deflection. Use Diaphragms at 9.25 ft o/c With(5)Bays of Rod Bracing Each End. Center Span Length= 18.500 ft. - Center Span Deflection= 0.376 in. 14> L/591 <L/180 OK . I Western Wood Structures, Inc. P.O.Box 130-Tualatin,Oregon 97062 • April 23,2013 (503)692-6900 Page`7,of Jack Park Bridge Tigard,Oregon Job Number: 0134016 LATERAL LOAD DESIGN: (Continued) Rod Brace Design: Use A36 Steel Rods Fy= 36000 psi F„= 58000 psi Use Diaphragms at 9.25 ft o/c With(5)Bays of Rod Bracing Each End. Angle of Rod to Beam= 35.35° Lateral Hole Load Rod Tension Edge Location Reaction Force Rod Description Capacity Check Distance Hole 0 End of bridge: 3935 6239 Use(1 )3/4 in.0 Rod 8670 OK 1.25" 11/16" First Diaphragm: 3610 5114 Use( 1 )5/8 in.0 Rod 5830 OK 1.25" 11/16" Second Diaphragm: 2959 3989 Use( 1 )5/8 in.0 Rod 5830 OK 1.25" 11/16" Third Diaphragm: 2308 2865 Use( 1 ) 1/2 in.0 Rod 3670 OK 1.25" 11/16" Fourth Diaphragm: 1658 1740 Use( 1 ) 1/2 in.0 Rod 3670 OK 1.25" 11/16" Fifth Diaphragm: 1007 HOLE EDGE DISTANCE HOLE 0 to 0 4"x4"4"ANGLE CLIP CORNER 1"xl" ANGLE TAB AT DIAPHRAGM BASE (NO SCALE) Lateral Force Load Parallel Connection Conn. Location Reaction to Girder to Girder Capacity Check End of bridge: 3935 5088 Use(1) 1"0 Machine Bolt 6276 OK First Diaphragm: 3610 5088 Use(3)3/4"0 Machine Bolts @ 4.5"o/c 5359 OK Second Diaphragm: 2959 4171 Use(3)3/4"0 Machine Bolts @ 4.5"o/c 5359 OK Third Diaphragm: 2308 3254 Use(2)3/4"0 Machine Bolts @ 4.5"o/c 3615 OK • Fourth Diaphragm: 1658 2336 Use(2)3/4"0 Machine Bolts @ 4.5"o/c 3615 OK Fifth Diaphragm: 1007 1419 Use(2)3/4"0 Machine Bolts @ 4.5"o/c 3615 OK 79 Western Wood Structures, Inc. — Computer Analysis System: P.O.Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130 503/692-6900 or 800/547-5411 Fax:503/692-6434 Jack Park Bridge-Tigard,Oregon-WWSI#134016 • 4/8/2013 Steel Tie Rod Design Design is In accordance with AISC Steel Construction Manual, 13th Edition Steel Tie rods are A36 steel(designed for tension only bracing Fy= 36,000 psi, Fu= 58,000 psi. Allowable turnbuckle loads are based on a c =3.0 Flare welds are based on an effective throat of 5/16 R Fu= 70,000 psi. Allowable Load Steel Rod Diameter 0.500 Area 0.1963 in^2 4,233 lbs Bolt Dla(double shear 0.625 A307 7360 lbs Turnbuckle diameter 0.500 3670 lbs Steel Tab dimensions 0.250 x 2 Fracture 9063 lbs Weld (2)3"x 5/16"R 9844 lbs Allowable Load Steel Rod Diameter 0.625 Area= 0.3068 InA2 6,614 lbs Bolt Dia(double shear 0.625 A307 7630 lbs Turnbuckle diameter 0.625 5,830 lbs Steel Tab dimensions 0.250 x 2 Fracture 9063 lbs Weld (2)3"x 5/16*R 12305 lbs • Allowable Load Steel Rod Diameter 0.750 Area= 0.4418 inA2 9,524 lbs Bolt Dia(double shear 0.625 A325 14700 lbs Turnbuckle diameter 0.750 8670 lbs - Steel Tab dimensions 0.375 x 2 Fracture 13594 lbs Weld (2)3"x 5/16 4R 14766 lbs Allowable Load Steel Rod Diameter 0.875 Area 0.6013 inA2 12,963 lbs Bolt Dia(double shear 0.625 A325 14700 lbs Turnbuckle diameter 0.875 12000 lbs Steel Tab dimensions 0.375 x 2.25 Fracture 16313 lbs Weld (2)3"x 5/16*R 17227 lbs Allowable Load Steel Rod Diameter 1.000 Area 0.7854 inA2 16,931 lbs Bolt Dia(double shear 0,750 A325 21200 lbs Turnbuckle diameter 0.500 15500 lbs Steel Tab dimensions 0.375 x 2.5 Bearing 16313 lbs Weld (2)3"x 5/16"R 19688 lbs S 4.------_.-- ._ .. _ _. .. -_ - .. _ _ .. _.._. .. . _ ..... 0.)1,D,5 e-(T6„ RECEIVED II. f Cd Jack Park Improvements - Phase 1 L243 April 17, 2013 TIGARD, OREGON ATYOFTIGARD CONSTRUCTION DOCUMENTS • 11111 . BUILDING DIVISION TIGARD OWNER'S REPRESENTATIVE DRAWING INDEX LOCATION MAP COVER SHEET J ,w '1'c t .4...1',..",4",i,I 'fit' .�` a .h: KIM MCMILLAN, PE, City Project Engineer -; rrf` • .'� t _, 'ii+}� : . CITY OF TIGARD Direct: 503.718.2642 L0.1 EXISTING CONDITIONS PLAN ,k qtr' 1 :1.. 7t" r •• •••••••'• wi i, t 13125 SW Hall Blvd. Cell: 503.866.5784 L0.2 EXISTING CONDITIONS PLAN '�M . 't: Fy4• �Ali' L0.3 EXISTING CONDITIONS PLAN ,f• y - • ., t'•<�. ` w �`•, 0 Tigard, OR 97223 Email: kim 'ti ord-or. ov - 9 9 CIVIL rocs. ` r.y * i ,� �.< ' ,• V.C1.1 UTILITIES AND DRAINAGE PLAN sx °i ,rtit '�° ° t�i�-i- ' r" STEVE DUH Cl t'' tE r .2 UTILITIES AND DRAINAGE PLAN I P. 7,s #114.!;I:" s �y`y ry u YS Conservation Technix, Inc. Cell: 503.989.9345 f t fi ., • to %� _}a i . , •+ t. J C1.3 CIVIL DETAILS , �._ .."'6. P.O. Box 12736 Email: steve®conservationtechnix.com !1"} *7 7 `�'' + ' Portland, OR 97212 C2.1 EROSION AND SEDIMENT PLAN (' a �" o, P r,..fi+ c CZ.1 EROSION CONTROL DETAILS s t.,«` :e R ��,' a . w•i• ` I k ii � isti'1 �. r �t=lit i * ] s LANDSCAPE c 7,;,.-- i +• ,t, e4,.•s nt. 1 K Yr.Aa ...log, . +•"w -" ,• r to I •••:4` Y. $'•e• 't, .F' 2.. L1.1 TREE PRESERVATION AND MITIGATION PLAN - • t ‘.4•-e- -* : + Jr,. y, ~ An' da As ,N7#/$0J-, L1.2 TREE PRESERVATION AND MITIGATION PLAN ° Ids = � i r 1� : �T ti+a Q wr - ,. - CONSULTANT TEAM L1.3 TREE PRESERVATION AND MITIGATION PLAN r� Y _ r j � y4 � 1,�•%�•:;4 r " ' >�i' L2.1 SITE DEMOLITION PLAN ,._ ^` _! ''� ,-, r'•V LANDSCAPE ARCHITECT L2.2 SITE DEMOLITION PLAN 4; , a 'y } N. F '4,:'I�., diY..` Lours Herbon Landscape Architect, LLC Phone 971.404.8919 1 +y 1 f 6824 SE 21st Avenue p L2.3 SITE DEMOUTION PLAN a v 4a +� •^^i• L3.1 MATERIALS PLAN ......k.0 ..yr vt ,l Portland, OR 97202 L3 2 MATERIALS PLAN • +ti St i0' •!f• I.t? •:. ti ^, Contact: L3.3 MATERIALS PLAN Z•'� 1 4;"'R 'ei}"~ Laura Herbon L4.1 LAYOUT PLAN t -�J i t yL , L4.2 LAYOUT PLAN 4 L5.1 GRADING PLAN - ` -. IRRIGATION DESIGNER L5.2 GRADING PLAN Environmental Londscope Arch. LLC Phone 503.231.4019 L6.1 IRRIGATION PLAN 3726 SE Morrison Street L6.2 IRRIGATION PLAN Portland, Oregon. 97214 L6.3 IRRIGATION PLAN Contact: L7.1 PLANTING PLAN Teresa Long L7.2 PLANTING PLAN CITY OF TIGARD L7.3 PLANTING PLAN L8.1 SIZE DETAILS Approved...»..1I »---- [ ] CIVIL/ STRUCTURAL ENGINEER L8.2 SITE DETAILS Conditionally Approved. L8.3 SITE DETAILS ��'�- -w Kpff Consulting Engineers Phone 503.227.3251 `See Letter to:Fthchc.-------M-» [ I L8.4 SITE DETAILS 1n SW Fifth Avenue, Suite 2500 Fox 503.274.4681 L8.5 IRRIGATION DETAILS Attached wwww Portland, OR 97204 Permit Number (rWig- j STRUCTURAL r Contact: 51.1 ELEVATION AND GENERAL NOTES Address: 1 -7�� Z,0 S 1"//07 t , Paul Dedyo/ Stuart Finney S1.2 ABUTMENT PLANS AND SECTIONS By: � Date•, f ' ( 1 S1.3 FOUNDATION DETAILS A r,� ��i� RBORIST Terogan dr Associates. Inc. Phone 503.803.0017 Approved plans 3145 Westview Circle Fox 03.69 .1976 .. Lake Oswego, OR 97034 5 7 shall be on job site. IP Contact: ` Terry Flanagan OFFICE COPY t • EXISTING CONDITIONS LEGEND .I. 4 - a .:.�- PROPERTY LINE � '- ' PRO E E PHS DELINEATED . . . � •i D E TED G i / I, 1 • ••.✓'•: •','• �,• .i- �t: .- VEGETATED CORRIDOR :r i i rr •'.( I.•. .%.� �':'. .,/... r ; :{ • ; ...�... ♦ \ �' ✓. - / PREVOUSLY ESTABUSHED i 1 — :' • .r% ♦ \ '.\* • / VEGETATED CORRIDOR • L:.'::.:..: .1.---.....::......:... ./...._y;...#E MATCH SEE SHEET L0.2 3* , ::k22., \\ r' 15 1 - , i . li;' ',. r •••..': ....... , y. ... d. �tiC �; /. .. / . . PHS DELINEATED WETLAND '1 /'1 T. :.�.. ..�•: ::.. ."././.'.z:•Y.f::^.X. .: -_fr 4iq! _ \\ , / f: r: •'.i� ••'f:. ,. .::�.. .t.. .:.•'.• ,q;f --• �° +\� ✓ .y L_ J TED WETLAND•; : /:j3.:: ,.. .... �:.A-1.--::�_•,•:l' E - y.".:•: : t:-. \\ \\ v'�♦ ✓'. o.o. -•: : I. 111■11.1_ e. r / J '/J', •1 .T. ,, EXISTING CONDITIONS LEGEND - 1 (I �� ,MATCHLINE-SEE SHEET LO.3 �;• :•r': :.j•::'::.:;p _ _ —. PROPERTY LINE §§• '�.:.::. ::..: 1. 4' / N x 1 / f i` y. . :• :::�:::::;:.�:: �:..:::::'::::.,:r _ — _ _ PHS DELINEATED $ c ( /r *1 1 �. . .r. f J:: r::::::..... _ i`J• .t:1 rr: ':::..:_ VEGETATED CORRIDOR x 3 I ' i I 4':: ,.. g ,� r' } PREVIOUSLY ESTABLISHED\ • I ' '. ) i I r \ '�. '• 'IJ.:'::::::':'.�:::X:: i:.. .M::s::a'.�r: c J / . . •F... I': ::•:, :'"':.. :'if;�..-.: :•:r.":: :'::. VEGETATED CORRIDOR . / I 0 / •EXISTINI r ,/, \ ..-•........''•••••••••-•--•• •••-.7::----,:;•-•-,L.-.-.'',...-:.1:Y: ::::::......f.:.ff.:::"• r ' -- t 1 / , / i PLAYGRO ND • / 3 5 / r ) ( ( • ) 1 ''� PHS DELINEATED WETLAND '' .4::: .- - -.4 _4 .....•<:.:-. - - - I ! - r 'li' � 'F' B r':.. :'l: .. ` ''C i PBS DELINEATED WETLAND! ' _ • l::v' ;•5: :::i::{ :' `•: '' t_.—.•'• ,� ,� } Y/FXJSIHIGSWINGS . ., J - +,�� .•.:- _ ( r\._ 3f�:.: - ., -' J :d .... ,q :. }:! {::� ^.y:..�..:�:°'`';: U /' ( / _ C. ��.rr ti� ( ._ .: 1 \ SLOPES IN EXCESS OF 25% I :. Z VI / ) , %�� �1 l .' �/' 9}l� �,j , �, .'i:': r ` TIGARD WILDLIFE HABITAT AREAS: \ 1. -. •, _ �7• - • r / 1, 1 L,r�'� T :'i.':c.' ;��'::::.:::c::..:'.:}tr. .:'.:.``. r :.r::.::r:.'r[.:): x:............................... STRICT WILDLFE HABITAT W, ,i ; v, 2 ‘,3 / :i•-••••:'r:' :':::...:::• < ..............,......: MODERATE WILDLIFE HABITAT cc / TL 04OQ r / /� i�t�a r... •,..: '.: .:.t`'.:.::J': J....l.... \ : .- LIGHT WILDLIFE HABITAT r �' / 4.481k. \\ / ,.'??a" �! :�'::::f::�::..:' : . :::::::':::.:;:...., _ z 2 . \ .' Al iS, s• �.1pJ' '..::.%t::^.Yl.._:.7.a..' '.'/.'a•:.'.'''.7.'J:. . .7:i.'.' :J;i':` .'.':.i:.i: .'.'. . .7.:1': V ,_ . . . , I !j\\\ ,/e�: �� : l J:• p :'f�l.:::.'.. .:.:::::.:1':..:::r':.'::C:::::. J::�1:::.':.':.:.............. / . . : �. /r . INVENTORIED TREES p CC.y ':.' :.. �',•::::':' ':.... 1.:.::::.:�::'+" .1:. "!.':: .�. /% WITHIN AREA V l"I (0 / / �. �. .'.M': ;.' ...!•7, '.:: :::. ..-•••:C•'' .:a.. '- .t.,- -i , OF CONSTRUCTION Q 00•. . / �. 1 �• vl OOTHR FEI ER L SOUlRO VC EYETED D. r. i • •% � r�� '' '*' .:'l![' _ 1':'::' ' C r• ..J... 'f Q / l i%i \1 ' V Q/ r F : .,:.._. � TREES A , b r. °:: „,'1.,-;-.-.,..:.,:' ,.. 1 UTILITIES• - } EXISTING ' ' ' . '• "/ :.•jj:-:-....::• � .''...°••..,. \ .: . �▪ ::':.'.:.. J;.• '1 ` I r CTVP CABLETELEVISIONPEDESTAL . ,. 1 CONCRETE /. ••f..... * ,! `•�,:7.•::...:.'. ::fi.:. .'.:.::..:::. �' :::::.::..::'.:.' .r.j., • BASKETBALL • • ... . . • Y:XL. ::::.:: •,•y.., "./., l- .:'.. . ." _ �, - CDUkT' ,• .':/•: ? '' i; .:'.. W `'► /./. EB ELECTRICAL BOX 1.` • . . �:� .—.— .- ` :'i� . ...r.. e 1C::'•'.-..•l('.:J::'::'::'::. ..>..':•r•:.•.{'::•.'.:':. /t' — ? GV GAS VALVE �' - i i • 1 / ri :Yr: i?'•• .. cq.R; N;t 1.. r 1 r. P' j • . 'r- - ../�:. . . . .. ....:• ./�':..:'.;f'.:: , `li •:::.7, • :' ..:......... I IE INVERT ELEVATION . . .� : - .' ',1. •i<Y•7• �I .ti?.:5.:`.::.: ) 1.f �: - - - MANHOLE { /. . . } f:. :. ./`'' !•!,w:.' 4' • 1'.sT•' �:':::'.::':.:::'::: �' MH A OLE•• ��J' •• •••••••--••%•••- - �•- ••' .I +,'• •,IIYY TP TELEPHONE PEDESTAL .1.� . : ' 'i°'. iC ..r-..�'f .....•:l :_�:�:•:•::.:::::•:•::.•.-�r Yv:'� - •' - �� — �` — -� ',•' • '` WV WATER VALVE ` T .rl: .1: lr Z1r.dy;�F' - -' ' "�f � WM WATER METER r. I• / . /. . :'!f:{':::f.._':.:'s:..:;,.... '`�!,1 mil,V C4t��� r.�• '' .' : . ,....:..:. !!'d i':-. �� TRANS ELECTRICAL TRANSFORMER• j �' .. �.... ::`_ ..0�\: �- } .'.�0': V� ,�ti::. • q��, .. ) -........i..•• � : r .i • UV UTILITY VAULT � y_ j. .f. ..(•�y •::!'..::.:Y..: , .�, y1�{''p`���.\,.] i. .�;�'1�� ':�IF.'8.177T.�:`.,�.�d2��'.',If,'Y•�•1.:.:•.::::'.`:'::.::i• / •i` i.. " ''�.' .% ,; /. .. . .!.°::::.:�•.::: ��\•.. •!� Ite '.°../ik' A.7,-A.'" '�'-:cA•••!e:'a.1*j .•` ...::::: .. :: .f. r ' ' . VERIZONORCABLE OSTERe•. i / .1 ;1�.� :.:5.-•.•:-....S... .4,\7. itv '�'� :�: . • ., / / / c GAS D • •••%. . . %. . ./. ::/'.•:: ":'.::::•:•:::.' )...:::...::::'......:. '�S.s- 4'ti ..o .4. ° :..•••:::':.: t EXISTING CONDITIONS LEGEND t., . — - - .— PROPERTY LINE 1 & I _ PHS DELINEATED VEGETATED CORRIDOR 8 8 I 1 i iPREVIOUSLY ESTABLISHED K VEGETATED CORRIDOR . 1 I . _ ; .; l f 1 ' \ 1 / l/ .:-•1 ( I ) k. i / 1 i,y/111 • " • PHS DELINEATED WETLAND i I I • • . ) • i i) ( "-• .) . -' 11)1r / - — - ) .-* / 1 \ • , -- • ,--- ,' II!!"i .—.—.1 ..,, ----- — , 7 . .. ..,....\ 1 PBS DELINEATED WETIAND ••-> ••-.. \ / 1, \ / .-1 i \ . \ i i / '. : \,. ‘ , ' • 1 - /' ')'if • ;__-____.:_; .. , s. ,.. )/ ...) ^.,r\—‘,k \ — -.-. — • ‘, 0 .-::' i , ,....., —. / / i ... , _ ...1 .• i /c' --- /I I,)11 1 - \, . ..._ _, 7 7 -- •., .• - --, -: SLOPES IN EXCESS OF 25% ....-- ., -• \ ,---1.11 f/ j r- )1(Is. ./ . t, • •-•.-- / r ‘ . . 111111.:_- 1 • • 9 -, PRIMARVVEHICLE/EQUIPMENT _4/ ''' •f TIGARD WILDUFE HABITAT AREAS: 1-- ",.■_, ., ..,-- --, _ _./ 0 ' \ •,, ACCESS ROVTE FOR NORTH 0 / //' i -) '' A 1. 1. ' 5 ( 1 . ii\,%... z ,---------4,- .1 - _ . _ _.- .0 I i , ,, ---••••—••"• 0 - SIDE OF PARK- I < • / i 1' ,k, v.....-...-.......7......, CL 1.1J 1,-..,- „..... ._ -/,-/ 9 ' _ --- I , / •. //41 il/T ..'•::••. -....:,....-:.-............. STRICT WILDUFE HABITAT ••••- / . . ........... M ......- C: 1 / -. V.--- ' / ////‘ ) V) 2 - . , - -- . -.......,,,, ... ...,--.._, . .... ,iii , j ii 1 ............ r______. . cu .., , — 1 . »), 1 I A:ty..-:.: z ILI 5.- t..) ""■........... -...- — -,f- „ , 100"\- --1.:7_,' --- ''• . \ , , , ,_> litij ' — , i i . 1 ‘ I :?..:v:•;.:.:•:. . . . . . . . . MODERATE WILDLIFE HABITAT 0 > CU (/ z ---J;' f ' 0 cc . . ,.. __ \ 1 AT-, .1. /.. ...„.. ••■•••.- ,, ) N. 1, ( . /, I I ' ::::1:•...••••.' N II, ' I l'Y••I'• ' / .-.-'' f ,'''' ■._ i ,..... ' --1 CC C - ( ( I 1 ■ \ '''.:-.*:::: ■ „ , • 1 — —..\_ _ „ ) I ,,. I II/ ,1 1 ) Y-:-...-...• i LIGHT WILDLIFE HABITAT 0 CL 113 / \ -, ,417 'II_ .. I I , —____ ()V,mm...., 92' _ 4) ,, I z 2 12 --, \ ',I{ / ." A ..s. .. j I ( ''' t:' 1 1 ' — ' I :•::..•:::•....:::.: — 1 .... / 1 e 1.4..„./:. 0 , . \ to p ( u INVENTORIED TREES 7:2 ( •i i CA i -....._........ --- ,- . . \ , "\-'74111111111till. ., ••:•, .7' /' • .. .1... .,C_ j• / r -/ \V i ! 1,1 (. .•::::•.*:•.*::••••• WITHIN AREA (...9 -1/ . \ < T M - •-- OF CONSTRUCTION - 1 ..-• ,I / -----___ -7 ...!_____, / ---... i %%IP.-4 , .."-..... - --•/)1 ( 1 1 CL 1.1J i=t1° . , .,,...4.,... \ ) IV '"/"• •• Z -, . .-<- ), \' ) 11101 4111. OTHER SURVEYED F- /- :t•••/••• 0 • I JO( > ) ( 1 •% ■ I .. ,\ . r OR FIELD LOCATED V) U < 1 --.--_, f / 1 l , 1 .,,,.y.f..... — , 10` TREES i -?/ / k ' •••■ . -‘ "7 •I--<-..-___„...4- '•-•-..w..;......'..1,,? •410 ,•,.., -; • / / 1 • / ,-- /1 ) (• ‘ • *\ -Nj\i %IN' ' \ (•(' \-•• ' \ -- .......'•;:•r77•:! -:..:...,-7.1::: ,, LLI j , 1,- / ;'' 1 r'' I / • • I ,_ EXISTING BASEBALL Flab / o • 1 ' '' -1 )'' ( 1 r .\ / t ) \ ,' I Ilp , ..,-- •••-.1......-...... —NI f/••-•t••••• ( ) \ ? \-:.:(.......•-.....-..,.-...,,...:.1.-.. l•.. ..,."`, ..:-:::‘:;- / '.' ) ,/(' , I,/ /1 i I • ..r• • i• '(• • Albo. ., I ) IJTIUTIES _ _ - - , .. I i ', ) / ( ' c. • / , \ • ••): •.••:•N:•:•:••:•:•:(•:••:•:•:• ./.:•,••••:•••1-...: i , , • (• ) • ) ', .• t* ) MP CABLE TELEVISION PEDESTAL 7 -- ..:- • • ........ ........ .. ............. I r) / I ) 1 ! ,,, I ,. -/.1:-;;:......... ....j......., s -----.1::-:-..,:..v.-F,,..../......":„.... ES ELECTRICAL BOX i •, I \ \ , I I I I \ / -••. -1.4.."•.•-.. --s ■ '''•II/1/ _.2,_ .. .._ • ,, . . . . . . . .CP..I . : . / .1 . 1 GV GAS VALVE IE INVERT ELEVATION :_ ', . /, I : ',./ .il / ' ) l• • ) •,1* e • . ') \ , \ . • • _.: r.... r -- ' I: • . .•.'.•.• .•.1.•.".:•.4041::.--:-:•:.:::41,/:;:t:4:•:::,.:::::-:-:- . -1(f i .. .,, , ,, ,,...sish.. ............ MH MANHOLE / ••• 1 I : : ---- -i/ i / : . - : I ) . ) ■ I I , ) -‘..•. .t. ' .: .\. . : • . .1 • . . ........... TP TELEPHONE PEDESTAL • / / ._* WV WATER VALVE '- .-- r — /I ) ,..- -17.------...... ) N ) j • 1 WM TRANS WATER METER ELECTRICAL TRANSFORMER i r •,;, < / . I I P-.1 '----„. :._-!. /. . . . . . .i ..... . . . . . . . .). .i• 1 • • • • • • • f.. .i.....•:,....I....• ....M\. . UV UTILITY VAULT l•--,--i...._ 1 • • • • •' ---,-. y • .1 • . .• •f•••••1...-.-'-.- . . . . ...1. • •J• • \ 1 ') \ j . ' . •/ % ..1-...-.........::::. •;:?- . —oc.— VERIZON OR CABLE STE% ' I J )--------.... • „ , • ..•, / ( / /-1 (O : • y ( . •''k•.(‘11 62 ' .• - C. r 1 . . . . . . . . . . . . •i•••-••'•lii1-y•,'.'1••1•-.1-•.1 •.:•2:.::::::::•:-Z....1.•:(-.4.4-:•:C....-II:...4°.-....•.:66•:•:•:::.••:.••:• ' POWER/ELECTRICAL 4.,. 4• • • •K• . ' i • • • l• ‘• • i • • ( .1...... ...•:.•... -4•••• •• •• •••-•.' •••• P r • ( ‘ i •\ •: °) _,-' / ( 4041.41-141M0 's - , 7-i.a I i ,,./-, .- , / 1. ). I' *00 LIGHT POLE Ng ) , ..' / . I $ I . ID IRRIGATION VALVE BOX tORECI7 WI IV ( ••'•■..--- li j/ 1 . II ,-..........j .-" • ', 1 e // ) i, 1 i i( , I /. ) (/ ) i ' ) / ( • ' ( % • •2• ' t ' 1• •- • • • • • • •s' • • i • *). .(. . .'.‘••.-Y.•:•:' *kit ...•:.*:.1'r::::.•.'. ... .=.-.•:...7c Q HYDRANT 'OE At \•.. ,, (( ‘ 1 ,r J ..ek I / • • ) • • ,• •) • •(:*1• • • • t' ' •.; : • • • . :xt i ) I 0 -- / ) ' (/ . 1 ,,, ..1 / s • *--";(-• • • • • •-•• " •). • " • "/• •1 • •1 • I: ' I' ".•:•:•:•:•,."•: : '.0,f,,,,'... ..::/..f::•:•:4:•/.:•:•:•:-:-...:4 r• .•:••••:••• EXISTING CONOMONS NOTES: OATE: APRIL 17,2013 f 1 _,../ '11' • • • / •/ • • •\.-i-.....1.•••,.- - j -;• .1• -7'• • .1- • • - •••••••••••••••• :•i••••"•••••..f.•: •••••••••••1•1:1;;;;'•:— : -- 1 I l 1. SURVEY IN AREA OF CONSTRUCTION PROVIDED BY PROJECT NO: 1109 .. I f 1 ) ,, ....sr.:. A9 i / • 1 / I • - ./. 'I' '(' ' " -C• • • • I • •i• • •••-••• - -.• • • )- • •D d.... ...,-, Eti:::;:•.•• .:::::::-:-..v.:.7......::.:•: sBiTurrAsTEGLOouRpm,DATiAT.END F2R.80.2m01m2.,AADDD,AmcoENTNAL ) ) , - y - - • • • • • • ").• • • -• • • •1. .1.•J •: • •I • •••••...-....y. .....A.-:-../.1;.. .• --.:•:•:-:44::::::::. i DRAWN: TB 7 - ---.1 If ' , ._ • "") , 0\ 1 . . . . . .-.•. ••••(.•.*.*;.* • ' . - \, • • (-(s\ en i , ( I . "I- i• •" :•••• -rb..-..A. ...I, TVF&R STATION 50 PROJECT IS ALSO SHOWN FOR 01970B20: 10 •-•••1 -*-••. • i I ••• • / CLARITY. WITHIN THE EXISTING PARK, •.- ' i f ) . ' 1 1 • • -, . • •2. . .,,, . . . . • • - • • , • • ,.......-:•:•:-:•:•:•):-:,...:./.-:• -:-:7?.•.•:-:-:•.-.....14'..../..,...7) -,..-.•,.......-.-.••-. TOPOGRAPHY SHOWN IS FROM UDAR DATA.SITE "ViSk)NS: ., ' • •.'...• • • •T. . . . .• . . . .....,1 . . . .f . . . FEATURES,SUCH AS PLAYGROUND,BALLFIELD "s.'\-- ---... . • • • - ' - •'. . . 7 ,.. • • ,.• • . * r /- } -\ AND SWINGS HAVE BEEN FIELD LOCATED. . r ,- -- ._ -. ! r 1- • ' . •-•......../. ._, .. ' I ) I - ) . ' / • •, , . . , / I l'' - I ..._ , .5, ,,._ _ E. ' ' . : .. . . it */ ' ' .' I DIAMETER OR GREATER HAVE BEEN INVENTORIED ., /1 -._. \ C I . .-).. ._. ' . -, s•-, " .. . . . . .-I - •i• • "L• • • " •,./. " •l" /::-....:4;-. .T.'—': ......'"...:%•••••• - I . r C. t ks. .. ,... . . . . .. . . . . .-...„ . . I . . . . . .. . . . . . . .I i c • - t.• • C-::'''.;f:::::: .'.*:: ..: :.:1::::.: *.i".ff ..-‘....".*:\':;.*:...;`.. - ' ....■ AND ASSESSED. REFER TO TREE PRESERVATION - • t■...m.■■ ...... 11/7 ,■. ..i. ....■... . ....■'", 1 AND MITIGATION PLANS FOR DATA. CONSTRUCTION - i ,'. / / .f k - 1 i /1," - •\ " • ) " ,.: •-• • -,10‘T H INE•SE SMITE7T 0.2 ) / , 1 (1'---;---- - \ , . . , - • • \ — DOCUMENTS SHEET NUATOPR 0 10 20 ao 71-1--1 L0.3 a I SHEET LEGEND 1•• J I r { i / \ 1 r r/ 1 C ••i r'•.�• 1.tiy �� i , / - f z I•.} _•-rl ! 'J1 I J ,• ''� •'i /'.•N•' / / i .i '/.. J'•.-- T,M • ��1• lJ .' •�•. -j/../'� ,,' •r PR e a / ,E /r f , / �.\--,.f '1•.' 6 r OPERTY LINE ,1f J-- i PHS DELINEATED n E, ! � J1 •// / - I :� - / r •0 J-i--, / �' i VEGETATED CORRIDOR e• _ I _ / 1 i�1I ' / ~- + y� /r�f!',i' �' f' / PREVIOUSLY ESTABLISHED r I 1 '• / ( } / / , -- -- f • f /• ° / .. '� / - _ VEGETATED CORRIDOR ° i } % + / •' \ �/ • i' `r� t -1 •- - / MATCHLINE-SEE SHEET j•fr.. - - • / , \�, I _j / _ LJ, , � i '_-� ( I / PHS DELINEATED WETLAND / I r/ 4c,is ;'/ ! :// •.,r '/ /• rte. • • /if % 2 \�,13 r /�/ t,` r I I /t•: r /%.. _ J • . ,r Iv .-1 I. // /� I• I PBS DELINEATED WETLAND - l' \ :.� '' r/ r 1, r•/ °, i i/--.,--------.;, -1, �,/ /?r\ 7./,--. V;4i�i - i'6 'f/-. ��• j ,......./..,.. . 'i_ - ` - -rte SURFACE SHEET FLOW J'-''/y%— ----%-�. ./',.// (- .- / ,i i /• .�'-+r !_.' _/ i. ��t --p--,--;--, --L- _ _ - _ _ \O KEY NOT O /- ---? S'/(� •!, /',_ �/i r —WETtimo' . . . . _ J1./ / r re". 4 / / .-` — _ _ -- ` _ w v co ,' !/ ,f' 'rr,e • / ! `-- / ° ( • -�- • . • • %r '• /// /'' --,....--/-_,/ ! �„ , 1 / // \ 1 ! : :::1 :R3METER' ' : I -{l r J i ' >� r / •_ /I ' � * 1 ///,' •' 'i - / ' / , / ,,, I •Y/- / /�/, / %' : - 4, '' ; WITN 2'SERVICE TAP,INSTALLED BY THE CITY 0 -0 ' '�% / / r ,-J C 1 r/� ///,- / ., -• r , / OF TIGARD •� /JJ�/ --' •• r ):, :-1 , r /�'• / `' 3 COORDINATE 5lDOMESTIC METER WITH 1 ta 1 - _ / yk..i - ,%•..,. r .,• • • ' �/ . /-. /��//i f .!i /' 4/ i• SERVICE TAP,INSTALLED BY THE CITY OF TIGARD Q g S `� z ` f0 , j ' /-'"ii • • •/-; . 1 r / / f' _' ! / 4 INSTALL 2'PVC PIPE SLEEVE UNDER GRAVEL a '/ 'r , / / /r� �� , !. / !�/�'/ ''J '/ J ," )�E�'• PATH FOR FUTURE DRINKING FOUNTAIN Q w Y "0 11- / /r_`�'I ,-/ /.'. /// - / F ♦ , / • ^ WATER SUPPLY,SEE 3/C1.3. /11 (" E•J '/.` '' 1 `�r'' _''`` - I. ;j//// ' / Ir• ♦ •I ' J. ' LLJ ..1- -1 Ea to l/ .--4.-..—/ I 1 rY .� 1r�/�// �/ /,y ! /rte ♦ 5 3:• ` 6 J /][, 0 •' ' / L •:-'._1 - /x, '�'''.. /,! / �� f , _ 7 RIPRAP BASIN,SEE DETAIL 2/C1.3 = y 1 1 , f - "- s f y ;eG�'r.,,� //�/l% �,, // 0 LII!��/ 1 8 BURIED CLEANOUT,SEE DETAIL 4/C1.3 •I t I / �',' 4 ,.�. l ...... r/'//A/ / mA' r' /—: r1► . : SHEET NOTES: f �.! \-: /; �j ,J % - / �, r 1. FINISHED GRADE ADJACENT TO PATHWAY TO 2fflig / ' I / i r ^ MATCH GRADE ON UPSLOPE EDGE AS WELL AS I J it � �/ C r ��� , / BE 1/2"BELOW PAVEMENT ON DOWNSLOPE Consumrg Enp mrs 1i,. %•�% `���O / �) a � ��� 0414.----;.401�i��/ i/�/ i I wSECF,A,su • �s�` / •/.'r. 9% /i Q W��� . ,.. —r. • s SURFACE RUNOFF ASS SHEET FLOW. Stile OF StirarD / Putrid Own 912:11 '�\` 1. /f{;!;:'! /�. �'`� /I�/��� 5 �V .1 F. EVZ(5011 217-3251 ''• ( / r' �! � ',IE-230.00• �� ' /r // i/ / �E-32Y.50 1C� i.i TVF&R _ 1' - , / /-:%.,� ,'/, •��i / '` / '(� CS TUB FOR FUTURE j t�® , \ /� STATION 50 1, i r/r =" ', 1 DRINKING FOUNTAIN �, --- , \`, 5`...'s.1 '�;)///.,�! /r r/ 66+65. RT 10' / ♦♦ ! ' 0 r• ‘:".5179°70"::: � +'''I JO' I ' /ill ;,- x , ���I��I�� _ '' r(I.‘ f !1 rx • // / j'I / r/ /! `� ow : . /�° •,/,, „r. ...,...,, ,,,•., 41/4A110E+ 7 "1 ` II ,Il\I I }IIf •, •I• / / , / , , / i i . \ '4/ ' 1ow..d con 'lM'; I 4. f i 1!I f f • ,j'i f f, / - i i 1 ' MSC APRIL v,ms3 ( If • I(••I - / 1III/ / / / 1 / / �� I0 -I" W PROJECT ND: 1109 14. G `=,�•••••-• ///I / / • ' , ,,1• // ....• / / O 36 / DRAWN: ' -' CHECKED: Il I I , i I / 1 S1U- \ •/ 1 1 1 SEE IRRIGATION 5_0 \' REVISIONS: .. --/'ltd/ , 1 _. —Pas —. _ PLANS :`� ,7 • �.:.'N.) 1 ___.ti- _ ° '\ •• - •• E 1 , - Tr — r' CONSTRUCTION f DOCUMENTS 2-1Y ''1 N •r h 0 10 10 40 POET NUM9EI1 - - - W_. ,= u- -111- ,.= >y_ ,v_� 1-w j1;w SSW WALNUT STREET -- - ___ _W C1.1 • • " ` / , ' /J I jr A, : ' 1 V-) 1 k SHEET LEGEND > ` / / 1/ ' l' I. 1•/ f_ 1` - , ' 41 I J .r. -- \ - - PROPERTY LINE R / I _� i . / / ,: / I S\J `+ ! I _ _ _ _ PHS DELINEATED y C$� •f s S I ( • / ?ti',- ;, VEGETATED CORRIDOR e $ / : „, y} PREVIOUSLY ESTABLISHED - f"` I t / ,i ( I. / / / i )i�( L/ f E>aSTING I ! / I r• ' i r� ,� /IAROUND r' / rr to \ 'rl. PHS DELINEATED WETLAND` // ! f / - 1I•VC,l�G V ' -• l /1 a " I• . I � I 1 / I PBS DELINEATED WETLAND a l i /- , .-\ \ �. �r `J''y.1 l'' l'1,( 6 4 "4 4:- +.'r'a�' ' = I I. --1 - 1 . / c' .—.J r- _ I • 1/E%)STING SWINGS I 1 y'. tu, r / r.� '/�/ �••" ./ I f .WET A�.t /I. 7t I et I / / !1�� •''I�' - < 1....---_-i---'f Ate° - • -1,l . ((I _1 SURFACE SHEET FLOW• .. ) I � , ? y`r\ !t4:Of/ -� _ ••.- - • ti, , '.11'` 7 cn 0• •` / /• 1 9AP. �ti {VV l( ,\� d `" "� �', "�/{C�J//` \\// .)1/7:—..--.'4N. 0 1 Z c LLJ 7; 1 / ' Iii i.m r' > r f / —I i'! 1/i/ 1 pa W / ' ryl II I ` i . 41 e `1 0 �-- l _C1i '1 r ! I I / / ) �� 1 1 1 1 O w ) i.— s, . .• ( ., `� / ( y r -/ ` P 1 It)/ �/ t\��' 1 N/ i / \ 4 a � {/ / J �r �r� / '/ /i f i 1 �� ! _-� r r+rte Q g C y; ,r i , ...-, ,,„..2, ____ _ I). .,1r-:)..fl, .ii 4:i 0• l �(yq, v f\� a `�Jl ( .I ) fl / �'/ / ' ;iJ 1�/�r�1�/ �— Z a (w R.•,frk,Ire,/4 ..< , . . _, ,.:.:„ .....„. _.:ji „. / / I • / i .. . s•.K 1 I , f•• v:-. /.` ,( .,••• ........ ` ' . ' N // . . v\ ``�1�,1�+ .dl .Y if-`�1 =./�`y .�.> J /! �' F' '- .- III ,� /_ / �' "V' j 1 `r\'� - ; ' • / -�/ SHEET NOTES: y( �/ ! / i 1 / 1. FINISHED GRADE ADJACENT TO PATHWAY TO Mil— i / �'y / ^,• �'-'\ ! A./ / j MATCH GRADE ON UPSLOPE EDGE AS WELL AS -T•.� (, f%ISTINGCONCRETE I / _ �&L�• \ r'* j ./1 /•, 1 BE 1/2"BELOW PAVEMENT ON DOWNSLOPE �„yEpy 1 T _ ! ! ir-1 ■ / BASKETBALL COURT _ / / ` r 1, ' 1. �, .1 __„--,1 i e— �4. ,r--i„... • EDGE IN ORDER TO ASSURE FREE FLOW OF NI SW NA Awns /� , J 1 / /to I�'• I /•/�G/� ` /)/ �/ r__—_ 1 SURFACE RUNOFF AS SHEET FLOW. sm200 it i\D %\. ,-.._ ..,,. .„,,., -//, ,, ,, ./. </i:-.1. \,..-ival..,*.s1;/,,4 / .. ,/.-.;.// ,, • . . . . . . _,...,...--„,.,L.. ...e....... .7,-, \ //". ! /.' / / . i \, y '' %T\ +� /•I f -! �. ^/ ., •,..> I I / / / / : �l / ' / / _,�' ri701PE/„.,,,,•::.„ .1401,..-.: Or // / /' / / � / � 1� oacoN i L:.J / ! / `. •f � ' : n, �: / % ! /7 ��~1•w 1r'`�o• / / / . , ] ni / /, /V ,r1� /!i ' -1' / / ', /' / , 1 a..nnu MTh WW1 IT r 1 ,. I '' .• / i'- / /' '/ �1!J /� : /-I - ,, ..� i� - ./ T � •• 'i/ f/l '1 1 .-\ DATE: APRIL 11,2013 � _ /� / / / 1• PROJECT NO: 1109 .r i 1 J /'' , / i/ �4 .7 / ' / -.‘'*,1?•. ,G" i' t\: %f i/. / r/•i f ( DRAWN: •,' ','I 1 1 I r ---- -- • ' • / ..• ' . ___ f-2— • / I f r/ ' • I jJ - ^%% • V •l �t •a � 4 ,---•f / 1• ...._ __. ,.• L.. .L. 4=' ' ...f CONSTRUCTION• J ti /, r� %` / • •• MATCHLINE-SEE SHEET C1.1 (�`\�_ • '. , /�� l ' % f \ 1 DOCUMENTS SHEET NUMBER 0 10 10 10 C1.2 1 II a PAVED AREAS IwP►VFD AREAS II i 4 $ F PAVEMENT ' it , , ,.......„.• •..4,4„,„,,,,.,„, ;,,,, 7,T,'1.-,,-,1 ! Ili 1.3 i 1 SATISFACTORY SOIL '-T�i-�,;-.II!!_� 1 tsfil"/�G� MATERIAL II 1 r WALL SEE 11 , .t.-cA'`�,'rl11 I LANDSCAPE e''4./S=I " �I I� W i:.;:'[. �J �+Wi� TO IRRIGATION / PUNS ri ...-..?..,-,&....:Q I k +i ' 1 ..:..:.:drIh I I ��' .•:.•",....•..•.I I,: 'VC PIPE SLEEVE, SIZED ( Ii1-1 '.:/"�-..I PER PLAN. SEE UTILITY TO RESIDENCE �_ ill::=: ... PLAN FOR SIZE. UMOISTURBEO • r� I PLAN EARTH ; � •- I- II '1•�• - IE.3.0•BELOW FINISH GRADE METER BOX DOUBLE CHECK �NISH GRADE ..�.i-�or,./ VALVE ASSEMBLY PIPE BEDDING fTT 771 -I -TI I TT=-I IF I 11 f I'\ \-�'�-%: V) / / 1=1'1=111,-1 ~-1' i- c--7:11T \�\//\G\%. \/\/ 1, j \\ t2 -1B /�, - / WOOD CHIPS p: ( Z C / ' / ' PER LANDSCAPE ..,,__1.0. �;.i1:,l"•, fM1".glow_l_ W 0 �j . ,- . , PLANS PIPE SLEEVE r.r'a'r.. 6 }' /� j , .'AINAGE 3 „� h:.�/;lam'.',-:.,i,, f0 7/ / GEOTEX'T1LE. O SCALE: NTS I•UNI N EACH SIDE .:�•:•L'.�1�..:••„.,+.. NOT TO EXCEED / OVERLAP FlLTER 24 DEPTH U J o // MATERIAL 12• CRUST D Rax BASE ELEVATION I > � / .// /'/ PROPOSED PLAYGROUND SUB GRADE INSTALLAIKII SI/OME/IS ONLY A AICT S11W. CC C .T.II..!.,-'ip0- 4-PERFORATED ORAN 1. DOUBLE CHECK TO BE LOCATED DIRECTLY BEHIND WATER METER. -.�-.�LL/./•���'` PIPE END OF LINE WATERTIGHT a (6 - -4�/i 1/;I- ,I f_,t, If,WITH ARASS STAIlY[ss OB P acnr PUNS Tn R.�TAIlID_M_1FSL y i '4 f1'PER V L ro - -EI "eu COCKS W BELOW GROUND RISIALLATI011. L _��-=�-. - N 11 COPPER WIRE FOR / WING NUT) (n -.=.: I It-,SEE PLANS FUTURE LOCATE J. asTANCE FROM BOTTCM of DEMCE ro FIMSH GRADE FREEff PROIECnON, (p lrEl"`�I�- -PLAYCR WND FOR INSTALLATION. ...-1 ��i i�i1�(�T- GRANULAR DRAIN \\ / / SUBGRADE AND MAROC(FOR TESTMIG AND REPAIR ARE THE MAJOR CONSIDERATIONS j�-� BACKFlLL MATERIAL Art I II 'I L�(I-IIF (I-l/2-_3/4) =,1_=-, MY, ..... e�M I-- Q c-I to I C - 'o —. 1—I s°,°�, '"O1"°'•+P.Z. IRRIGATION DOUBLE ... W M 4.0" 4.O' r WYE BRANCH• - i TRENCH BACKFRL .M.G•T.J tO I `\\ I I-I ,,,,.. CHECK ASSEMBLY 531 W UNDIS111RBE0 CARRIER- I � -NSTALL PI.UC WITH „R° EARTH PIPE -'!�. 1 i CASKET F END OF �•..�.+, - _ Y Q �- SUBSURFACE DRAIN , I� /1— = 1=' UNE — 6 5 "n 1 1/2"DOUBLE CHECK VALVE ASSEMBLY IN V >, �II � IZ -�NCE CONNECTION VAULT FOR IRRIGATION U Q = �'• F REQUIRED / t 1 1. U t\IJJ SCALE N15 � < • _ •.. •..••S�. BEDDING MATERIAL I. FOR CARRIER PIPE SIZE 1013 AND LESS. PROVIDE RISER PIPE SIZE TO MATCH CARRIER PIPE M27 2. FOR CARRIER PIPE SIZE 12'0 AND LARGER.RISER PIPE SHALL BE 10"0. N'1G frlynsea 3. RISER PIPE MATERIAL TO MATCH CARRIER PIPE MATERIAL RI SW FRY Anne SIM 200 R>ti'd 0024.110X4 Roo 6030 717 57 For giall 774-400 CDBURIED CLEANOUT , SCALE: NTS Mer i MIKI' P , r., out', _ �, I� n ito., ON - IMIAMMIk. .1111, , +1.NTe 0 3, I D MT/O1 OM WAY 11 I PLAN VIEW MITER PIPE DATE: APMK 17.2017 MI QUARRY SPALLS, MIT 6• 6" 3"-6', 12" THK PKORCTND: 1109 '\//>:',NZZW (MIN.) DRAWN: 1 � - -, F"-3 M_ 1� I ^ I.(MN.) CHECKED: • � REVKIOIS. SD PIPE_/ ''z,. 1,0.� '0 e •l ` /,,� �I,ati�/ ice � It OUT../ : s File: N:\c\p\2011\311163-Jock Park Expansion\CAD\PLOT\JP_C2 ESC.dwq TAB:C2.0 PlMtsd: 4/17/13 at 2:2 m By. klbsysr XREFs: ptD 27x3+2011018 bwway.2012-01-03 1183-salt•ea water jp_des,11,_1.5 Cra Haar data alto ` \ ti / \ . \:. ...,\„\ C' i i m g\ Y - I, T, rcl ,zX \ \ \ •.\\ , __ 0 i A g 1 $ x �\ \\\\ -. ..\- \ • -- O . •/ ,� % \ m i QP \ \ \\\` \1 \ „ \ ��� ip' / o + t\ slid +' ` \ �,i7V. I u ,,�\ I\' • , + \\ 4 f\,~ate'` \.SS' ';P ,• - E _ - \ 7< - L'l s pry"t�,b'' ,:44A\!:k 4,•\\'t if_ 11 -vi,1 , --›,,,...- <-,>\Z%k , ..,‘_.:,-.-- .-., - 2-....Sz.-\.- - ,....-, ,- z., -__-.L„. -;_,-,,.orz,zz...;,--... -,._...-------z. • V',.-.W ":--- --''-1/1.1 1 ,11,,,c,g. --,7---A.-<4, •i 2 ,�' -°.! S" li. r �, � i b ..1 � r•S �7- .vim"`"� I� ''�, � L. F)1 /'` . ' . ' 4 -,sue" '` ' i=,: j? .\\I r ""V~�1 -.`. • 4 �! -o it,,�r •'+-: ��° j e\ %Z' • -tiv\ =. . N , .r .4';•r '1 .. (n rt, \ GL7 !AV<PI 1 1. ilj1 I \ • \ ` e , '.�:\ \ `\ \ li Nlit\ -10 s . . .tPe.6.: ... •• : : : : : : ••ik':‘. -.AV-- _ '''' \ (107,tral-------t-V\\*', , • .1)cpc. . . .i. . . .-- st.\ \ .,. \ , \ .-,\,.\ `,., 1 11:-.',11 if/ P \ \, \ \ 1 "09.\\\' • . • . . ' . N • \ •‘\ 1 .......i , tari , 4.-••,..„\\;•,,,,. . . z ' ' 1...7.-:....4. 1 )•''' •,.. fe \\ \ \ \I la I,/' fig , \ \' j �i� � , ,-.�\ '� •\ , , , , , , , , , , , , , \ — % ,, 41.0 \ IS 'N-e 4,\\2 ss, \ - .."'., \ ma \. •` \ �/� •• \ \ \ \\ �•`,\ \?`\�• :far... ,� � --i II p i 1 1 \\.•�r\\ \ �,tc t s 1 v ,ZT,• \\\\\ . \ N;`;.\\ . 1' ..�z' 1 \ 1 \\ • / • l'''\. V`I\V ili .\\\ \ •ti ' :•i . 'cn .\ \\'\ i �.±, :: I. : ., � e,-�\\ \ \ ,- ...I \ \\.\M . -� a ����\ � _ . \ 'ter • _' ��\\ �� \\\ _� V \- \\�l ,•I. 1 `" x 1 1 i1 1\\\\\ \ \�\ \ •• \i-1 1 �c- . ., I % \ \ \ s \\\\ \ \ \•11, V E z A ' 1 ' �Fwf as EROSION AND SEDIMENT PLAN n . n N 4 .F I ef�A 11 + Laura Merkel Landscape Architect LLC m C 's I o 1 Owu:tm'.7as I cal:rnaama N z c 1 g ; g JACK PARK IMPROVEMENTS `"" °�" O N o °'°s �, ' PHASE 1 ..e...a.s.r aeelede.an.rAwr�r,.mw. Z m -- City of Tigard Parks and Recreation ' , �nix/var.-/ C 1. APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL(ESC) PUN DOES NOT CONSTITUTE , r � CA[LOY_-1 a R}. A )" AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G.. SIZE AND LOCATION OF-�Si'!J:Y+:/P/: a • •* c ROADS.RES1RI TORS.CHANNELS.RETENTION FACRfT1ES.UTILITIES. ETC.). �, $ T � �� �f"7 _ % r' . - 2. THE IMPL£MENTATI N OF THESE ESC PLANS AND THE CONSTRUCTION. MAINTENANCE. u 9FA�-- _ /` fi 1 O }2''' REPLACEMENT.AND UPGRADING OF 1HESE ESC FACILITIES IS TIC RESPON51&Utt OF THE q∎�-� �M�' sZ�.ti'•:.,�- ; +'a CONTRACTOR UNTIL All CONSTRUCTION 6 COMPLETED ANO APPROVED AND PERMANENT 6 4/>/' A <f `// \ WOOD STAKE ~ VEGETA710H/WIDSCAPWG IS ESTABU51[D. V(IMP.) L J. THE BOUNRG UWN ON TS PUH SN1LL BE CLEARLY` O fly-^'� E7 $S� S�y �Yst6 f f � �`, r: __ �' _,>N,ADJACENT ROLLS O SO, 4. THE ESC MUTES SHOWN ON THIS RAN MUST BE CONSTRUCTED IN CONAJNCTK)N WITH Y= jII A8• / Ar �' SHALL TIGHTLY _ r,n�°'ts�� SEDIMEa AND SEDIMENT LADEN WATER DO NOT ENTERATHE DRAINAGE SYSTEM, ROADWAYS. ' $ / f 7 c"n'�`^I.-kkra�--lv-'JS vu7-+5� Z4 ;. OR VIOLATE APPLICABLE WATER STANDARDS. �.,s%?va(-"'I'"`' '�'x% -II$x obi f f . FMS MUM RQUEMENR f / PLAN VIEW SHALL BE l .. 4" f SEDIMENT AND SEDIMENT LADEN WATER DO NOT LEAE THE SITEcM.RIfAP 7 f f I \/ WOOD STAKE(1' S0. MIN.) STRAW WATTLE(8'-10'01k) 6. THE ESC FACA.ITIFS SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS f `r,IJ, 6" INKED WATTLE 3't INTO NECESSARY TO ENSURE THOR CONTINUED FUNCTIONING. f f \ 12' ,��. EXISTING GROUND SURFACE f I `ti 7. THE ESC FACILITIES ON INACTIVE STIES SHALL BE INSPECTED AND MAINTAINED A MINIMUM I ! TO PROVIDE CUTOFF OF ONCE A MONTH OR WITHIN THE 24 HOURS FOLLOWING A STORM EVENT. 4. f _ �7 J/1 _I 9..-., • DOSING SLOPE (I� ---..--..-----.61 f ---I I�- ,l `..j;47, 6. AT NO TIME SHALL MORE IRAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE �J 4 * ` // STAPLES WITHIN A TRAPPED CATCH BLSIN.ALL CATCH BASINS AND CONVEYANCE LINES SEOUL BE < Z i 4+ * \ SECTION W CLEANED PRIOR TO PAVING.THE CLEANING OPERATION SHALL NOT RUSH SEDIMENT LADEN C •/ WATER INTO THE DOWNSTREAM SYSTEM. O r. 1�STRAW WATTLES TO BE PLACED ALONG SITE CONTOURS. 9. STABIOZID CONSTRUCTION EMRANCES SNMAL BE INSTALLED AT THE BEGINNING OF I.j W }, TYPICAL SLOPE t CONSTRUCTION ANO MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL TO SOIL STABILIZATION +/� 2. HORIZONTAL SPACING VARIES DEPENDING ON SOIL TYPE AND STEEPNESS. SEE MEASURES MAY BE REQUIRED TO ENSURE OW ALL PAVED AREAS ARE KEPT CLEAN FOR 0 CU / // • �" PLAN(5' MN - 25'MAX.) THE DURATION OF THE PROJECT. W U •fiBERM, \ *\ 4 > ML g i IZ• 3. RUNOFF MUST NOT BE ALLOWED TO RUN UNDER OR AROUND ROLL O EROSION CONTROL PLAN NOTES Q cc NOTES ` �v��nY 4. STRAW WATTLE SHALL BE RICE STRAW ONLY. USE OF FIBER ROLLS. WHEAT 1 SCALE: NTS Q O 1. PLACE MATS/BLANKETS ON ALL GRADED SLOPES 3H:1 V OR STEEPER GRASS. OR RYE STRAW NOT PERMITTED. ..L CC C 2. SLOPE SURFACE SHALL BE FREE OF ROCKS, I "" a RD A k• I«. ..( I`:.,. ...I.4: .". (. .. ... cc. ... STRAW WATTLE ON SLOPE _ ... .. .. CONTACT. SCALE: CUTS SEDIMENT SOIL IS TRAPPED PO O .� 3.APPLY PERMANENT SEEDING BEFORE PLACING BLANKETS. � ASSURE SOIL IS TRAPPED 3. LAY BLANKETS LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECT 00 CONTACT WITH THE SOIL. DO NOT STRETCH. ?' . - U Y G- 4, STAKING OR STAPLING LAYOUT PER MANUFACTURERS SPECIFICATIONS. INTERLOCKED 2'X2 POSTS Z •17 AND ATTACH (SEE TURNED O MATTING ON SLOPE INSTALATION FILTER FABRIC ENDS CONNECTION) FILTER FABRIC 0 < m SCALE: NTS 2 EACH FOAM TOGETHER TO PLAN VIEW 2%2" Wood C.L. W ._ DUMP STRAP FORM POST POST OR STEEL V) N . A.■ POCKET I FENCE POST 0 < O FLOW T?-:;, - V WHEEL WASH AREA(F .-50' MIN. ,4:.i T-_''.�1'_.` < I ~+ REQUIRED) 36" MIN. LJJ ,..'s,' EXPANSION RESTRAINT EXPOSURE .: Q. u / •',�y y Ji:: v 2(FLATIWASHERS) POST I ice. _ EXISTING GROUND / sh ':r <";(t:. SILT FENCE - rf �9^ }' Z� tk (SEE DETAIL FILTER �/ �:%%'%` ✓ /i /-. e.g.•I.'s..'{�?Y'c;iSri o r. ) If FABRIC •.� ' riMil �► -. : �_.. :K;•.'•.., DUMP STRAP OETNI FABRIC• > 00=0-.' POST POCKET 'ML1a� �"r� "- ♦♦�♦ BAG DETAIL nwAU£A... '3"I= 1- REBAR FOR BAG FRONT VIEW !>y�,J ^�r�:r_ry-�� ITT' ♦ ---------. - sr aFao {M1 ter! '', REMOVAL FROM INLET >bi,a F7�I 91871 T( \ ! R'"! Wro7PTi vFFlEILL NTRI �....,-...,. ...,-2.,,, � • O FILTER Amr ISO +,000000:1::.._' � M�' 20'MIN. ,� ��T.' �'e FABRIC Far 141{1 ZN�1 •.\i Lure' OPTIONAL OIL '�` tV`':,.. . 36' PROPERTY .' �� ABSORBENT _t ' BACKFILL MIN. IJNE PILLOW REGULAR FLOW +:' '- '. TRENCH STANDARD CURB DUMP STRAP • 1 ( �i v ( ILE EN D ONN _... ....' MN. ��.EO PAOFFJ GRAVEL CONSTRUCTION ENTRANCE s:.a I _! MIME / .., GEOTET(TILE END CONNECTIONS ,•..n= N t C E8 u 1y QbA�D all N 24• r97^oT-R-� '� GRAVEL CONSTRUCTION STANDARD CAP FOR DRAINAGE \ ;•i/�` MIN. .q ENTRANCE (MIN. 12"IMP.) CURB WOODEN RAMP I 6" _ .i c.g• a GEOTEXDLF 22.1272"8", / �0�,�'6 MIN. �4,kAA1IplW+4 . s FABRIC ., .1, W PAVED STREET SIDE VIEW l DAWN.sm. UM IJ I c KM:, v' ��j J 1. THE FILTER FABRIC SHALL BE(36"MN. WIDTH)PURCHASED N A CONTINUOUS o I i'% ,',''' ',,r {:hl(•r ,;•",o_+:iw:;s.:. •`• _ ROLL CUT TO THE LENGTH L THE BARRIER LL TO AVOID USE OF JOINTS. WHEN n •l r•>>i '~'i ... i.>•'''>>>.i•nJ''I4.'). ^>1`y.",�'�':r JONTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLI D TOGETHER ONLY AT RTE: 1106 17,T(IU A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP. MO BOTH ENDS SECURELY i _ FASTENED TO THE POST. OR OVERLAP 2'z2"POSTS AND ATTACH AS SHOWN ON > FR NR 1Mr1 o CONSTRUCTION ENTRANCE -- -- WOODEN CURB RAMP • ' DETAIL SHEET.4 I DRAWN: S c GRAVEL SIDEWALK SU ' 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS CHFQER To N BCRADE WHERE FEASIBLE. THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6-FEET o N ( • 4 .) APART AND DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24-INCHES. REVISIONS: m•� FABRIC MI pAyEp STREET 3. THE FILTER FABRIC SHALL HAVE A MINIMUM VERTICAL.BURIAL OF 6-INCHES. ALL S :.; „ ... ; ' f INLET SEDIMENT PROTECTION EXCAVATED MATERIAL FROM TE FILTER FABRIC FENCE INSTALLATION, SHALL BE•/ / /%.....- ,.t+.�, +`+••.':� (.9 BACKFILLED AND COMPACTED• ALONG THE ENTIRE DISTURBED AREA. oES2 ixyi f•� �`ij>>�vs/T .,+ SCALE NTS 4. STANDARD OR HEAVY DUTY FILTER FABRIC SHALL HAVE MANUFACTURED STITCHED .� ,` ? �:,/i.�.'/••J'Y i§!^?!% '•)/`,,;'.'/�;;`ir /' ' LOOPS FOR 2-r2. POST INSTALLATION. STITCHED LOOPS WITH STAKES SHALL BE•aNr INSTALLED ON THE DOWN-HILL SIDE OF THE SLOPED AREA. SIDEWALK SUB-GRADE WI 5. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR CONSTRUCTION o\A USEFUL PURPOSE, BUT HOT BEFORE THE UP-SLOPE AREA HAS BEEN DOCUMENTS O STABILIZED CONSTRUCTION ENTRANCE PERMANENTLY PROTECTED AND STABIUZED. ., NTS 6 EACH RAINFRALL�AND AT LEAAS DAILY DURING B PROLONGED RAINFALL IMMEDIATELY AFTER SHUT ROWER l y REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 4s O SS EDIMENT FENCE C2.1 I TREE PRESERVATION AND MITIGATION LEGEND ...- - - — PROPERTY LINE t1 t i •--- / /,.s ,/ PHS DELINEATED . . -." I\ • % .r- , . . , ' :-. +. ',...-2■:-__ - _. --'• ,/ -.., ..- ___/... VEGETATED CORRIDOR 4 5 I , --- ', . : , I UH' - .101 - ///-. ,.... --/ ,„ ' ,.- ( --/1 : .. . , •-, A , 7 • /A----_— -,,-- -'r.' . --, •,- _.: / / _ , / , .„ „. , ,.." • , ,, - -.--. - i g - I ..• .• PREVIOUSLY ESTABLISHED -----' . ' f 1 ..- .•----. -. z to . • ___. - -- Sam,/, % ---. .,?I(A1.1.- 1 J 1 1 ..--: -.. . -/ -- I / / // ■ 1 i ' ( .i •;/4') " -.,'" ___. -..,: / • \ Aiv ,/,\..:_.., „ __ .._._ /' 1' .--- - VEGETATED CORRIDOR 1 / , f, i , ‘ / '...." . 1 , ,./ _, ''' ..--- ..." -''' / 7 7 ".7 ../ i , / ! 1 )• ii / ,‘ , ,.- ,,. _. ,'.,•011.,„.-/ '- --, _. , f' , / / _ -,, -;/,fifz_. 7, ., • 7:- .r., •-...• . x/1 . / I At I _ . 1 • • • -I PHS DELINEATED WETLAND 2 01 4,44.1 , , A. /7 ____ r 1 I I I i ., ,.‘— f /V- .., - • • ., .; - / .-\ \ .,-- .0" /,' r-- - - - - _ — - __ ---- - ---,'; .7 - ) //;. -- ..-,..- ".7.-- / !;.• /At : z. . ,•<--1.- 1 I / ' ,..,--, t s r / .., (. -•,1"/1 / e' ., 1 , ___. ......- I -- ii I / --.),/ ./' i MATCHLINE-SEE SHEET L1.2 ;,40,iim'. d - - .„,. •////. -.1.411. --, ) e / / i -' 7 '-' ' —',/ 7--‘- -- ,,..+7.9-..,,_ _ . k ,s, - /,__r- / ii__, i i 7"77,/,/ 1,- / I. - - I PBS DELINEATED WETLAND – . . / '1, r 1 1 ' '' ' -- - - - -. / .- i -'1 r' - 4k...:.0.;"" ,/ /,// •°/-Th / , , , "/ i1. ‘ . 76■,..... . ,/ i 9'/. rs - -- " - 1 - /-. . '- ;•,.. i. . . . ` //Jil--i • /.• , y -, 1.....-... • :J / / 1 \ ) I ti 1 / ,„iy</- J. t', //..//(, „, , . ,,, . / - ,,,,„_,/__ fi- . . .//., sc.':: . ,'-,,,,,,- -7..-- _...... , , ,/ i ) I ti , i ,' ..-.- 7/ ii -__.-.-.7.;I, ,, ,-i--- , - ..-., / „ ---- .. -- .....4./ J ' r..---. 1...."' -.... • Z/1y/, _ -," ,,,,, ,...„ ..... ___ .., --- . -- ' ../ i , ( r-,,.. i /-/----,..." t. • • , i,__. • ,.. . , .., -- -_„, A 0 EXISTING TREE(6" j/ J i 1 Yr,-/- 1 ...,, ,..-- , IN DIA.OR LARGER) ''' '-`-••• --'.i" i • --_. ___ _ -- TO REMAIN/PROTECT ( / / _‘--r-/ -- - -;/'7_,...e----4, –7. , *:*.-i4;.'2 -.5. -' ---- – --- :::. __. – - ■,. - -1 1. f I 1/ LI.,, r --,. ..... .-;-.--____— ..., - ,-- — — -- --- -. ._ __ __ ... V) i % . . \ ( , 11.,, t.- .1- ---....- ( ,-- ' , I., ,l— ' --:-%. .."".,.- -- --- - ...---• :.....„...,..y -- • --- ---,..---------—. ---- __ - --.. ...., EXISTING TREE(6" i- - I \ . , \1 --"---,. ,"-./... J / .,..\ r' i ./1,_ ' /,c(--= • - - • --\ , • • i ...?:. .-,..,, •••;...------":- - -.;" -.----;-- _:-x,„_230 -.. IN DIA.OR LARGER) --- -- ___ – – 1- /-,•- --.- . .. - - -)• • • - • • '•/- -•---- -2,----:- ... __. ..., ..... TO BE REMOVED 0 Z C 0 1 r- " / -:-/,/,;,"71/1 ••••' ----...:::--.:..-..•-' ---.• J ..,. - (;,...... ---- ,„ - 1/1---ry, ---,,.,' •r'-'..-- '.." ----- •-• "- f)(.- — __ — _ ___ Z LU '47, ,.. --',/ ...-e"-: ,_ ,,,,. 7.i,„...--/-1- .--"'... ,„----/- --- _ _ .L_. ____ _"---:.___ m • . ...--r-S-- ) •sr , .- .- r-/. –WETLAND'D '--2-1- / -----• -/z," ! ../.--••„/ ,--,-• „,--- ,.., ---. "./-.,,,i,„-• < 2 , ,( „r,- r/ , . r.- , ,- - ..-.2.--,-- , ( .„../„/ r ,-,, , EXISTING TREE(LESS (1) a- LU • ., , ',it ,,,,i, ( / ,-,,, 1 ._.3 / 1 r .. , • c -- - -.7.V -' y,- /_--,.."....,- ---„---__r,e,g.,c- 1.:-•-• .../• ./". -,--- ,-„-- ---.. ....-,. THAN 6"IN DIA.) Z 0 / . „,'' ,,,•,., ,/ •./ /, ./ZZ ./. 73A‘ - I ' )3./. .: 'ri / , c , A -'"-•'' ---*. ".i •/ TO REMAIN/PROTECT > CU I / 1. -../.-t:-7 - ///' ///1/,/,'',/ ' ,,/,Q;i. / )//:.;*,- / / - err- l % , . ( 1 -.:• r- .2 ... 1 / '' I ) ' • I r. • ...:•;,:;:5-- /r / '/ !r' ., .,,/ ;„, ';.,"■A' Z 0 13 1 / r/ 1-,, '' / / I -3/ ) / / - j 1 S ,i- 4-,-,. // . // • „ _„. ,5 / ..,/., ,,- /., / EXISTING TREE(LESS THAN 6" H ed. CC c e. i ® IN DIA.)OR LARGE SHRUB < _O Cl- (0 1„,/,-----,," .4e- ./.,,,, ,fi/.9-i// / / '''' ('''',2 ,e. 4 X 7 ./././ .11 "lc' '.-, .../ ( / II ,- •,,, „...;... i . /( ?s Asil&pjln./ // // / -- -/' /' 1 ) .../ ( (. /--:=--....■.• • •c•—: -:1/ ••;' ' /I ' ■. /...0.. // / •;./ TO BE REMOVED ril ' - .../ ' .--- , J• 1 • ! t- ,.....- 1 ,...-- --,_,... /// .21.111114.1-5 / +. .., / • >--CL- 2. 4".2. CC ." rt ).,, , -- ...- .7......i.r- :/." .. ....._.'„:.......,:„.".. - - - ,z,:. 4 ---k( ';.c-'% //-•--//: ,e/_-_,,..; z- -, .;,././ ), ,( %. TREE PROTECTION FENCE ) . ; i - ,. , / zw- , , . r,. ,) ../.: • ./ i ...($1, " / . r ,--- cm ,, ,f,„ 7 ...Jr...I...., .."\..,,„ //,•."--. • i ,'-, /,-, -,-• LU — CC 12 , 1/ : / / / ///(:--__...e'r T '9-,-;,-0.,7- -.V 1 ' •. • '-- ---7 ""•././.;,.. „.,;‘)---57-5..././/71/;.::/ /.....,99--11-.).16, c.1 . : J'i.17; /' _ NOTES: !i] l'ii 4C iii. i I/I/,,'" j-xr,_, (if 'l 1L... ;fv/ -- „,,,, --2 r- \ /72%.,;;.-;-:. 4. -,:",/-,-;. .1.‘'/5/14-(/ ---';,,-?0 .--,7,,. A/i /,' ;v :ii / -- If 01/" ' --/- 1 % . J , /1,2% 1. DR EA FTEAR TABLE A N D L T1 R.3E EF FOR PROTECTION s TEps W I– (...) = ,. , — , ,- /,./ -1//-,1•5:'.-",,,./ , ."--Ai. ,.. ---- / '- Z3o ,e. _I --1 _..., . ..•••,.., • • • •„,.. . • • .... _ , ,A CC — < 4-' -.IA/r" .... ..- - ,,,. j. . ..:.‘•c, ,,/ ....:,?.....:, ,,•;-'i.,„ ./..7,./.„-;.„47: .,/.„-S" . , 4...--,... .......irkla. a. ii ..,_ .„ , , 'il I .'".) ( ,- , -- - - - -i• - v -1- -- ,-.-07. -„,....,.,,,r,_"','',7v-_„.•=7,.s..-",ixf- - -, -----i •-, i , N„ / , , i •' 7 ----- ',-- , •-:, ...." ---:----.1:-?---••/::,,,'"/ ,..'" -I ‹.).37•" ,..- ji • / ' Pk \--- KEY NOTES fl'/t , / ., . . . . j.•-•.i;5;1; :-"--.i,yi,,,,... ....;---,•4757.__..ra,-r"„- __„..---.:„.y..-, , .•/ . ,. ., I /,I/' --- '''-'- "--/ -:::'„- ..."...---- — 0 PROTECT EXISTING LANDSCAPE -- ' "/-" -1-• --:;.- ---• /J/ /• '',/- --. ...„-AL14/-/( /- /,'/4 -'- .',Oa ugarj! C) -..n. - TO REMAIN ( r 1 !, . :1 - :' ? --;.. --. / --_-../.-/'-- r--7 '#--..._,4%%V.\\V„. I; . .N...,.1. Z:al , ...in-< \.,-- ..: %, e,1-4....._'f.----.. ..:-.7 ,..,..,--• --.?". /'le'' ''-'- NI=NM I i , [ . . ../.../ ...;,...,:!1,...,''...........,--"---.....::L.....-,..2....*.. •;0-- „...01}0- *1....-"`;':,1 ' /....4 '-. ...,,././/1" I CT./WV:AZ; .F0-; ) alt 1 n- - - ...,..../ ":1,./"-V.."..... --if.../ -...4 ...> ,..,-.P-Kt...„.:$ 4., •i--- -...."'y *;11q-=.;-_-:, . Ir.ajt Iffl, \ \ . .j.7. _ j 7.-A-'/ -•"::../ ./ i i/„,-.7 /7y?".' ....-.1 3- r A..p,1 iro w wow -• ,/,- N‘\-.. 1" s , V.•if /2-- .,-- ,- / 4- /7- , 2---' ...- „ • ,...,x_, , . , `IIPJF P i"--i 1 ' - - )-( (,.4./.- /4:---...111"- ' ./.A. i x ,.., • ) .' : , • -1....'41 y . ( '" • '-'4%.‘r • ...' Y■--) . t • Fil \, , . .)... / .j,..... , „.." „..- „.., „,- „.. ---7./.‘ • 1 ,./ „. A /• i---, 0 .. TVF&R ...,./. • ,. 4,,,,/,'--,- /, ---- --- / .,./ 1 t ....------ 1 i , . • 1 • 7 re-, .-/ „-- „ ,, it __-1---,t-.7- .,-;' ,e4 '11 7 STATION 50 _-- ( n\II\I ' k,\ --"r•-*/ •( / --- , - - / ---k • -- cASTEDA 411///,■/./,.' y, -, ..„...-:......,""R. ---,..A....< ---,r,., \v.__ -- 1p, ,. . • '10 Aklm ( A •‘ .' --.Ce) _ . _A.A. li -1((f il/i((// / - "`` '' .- - \ ‘...V 'N/1 •••• J ,' \ . ' • •‘7 -/ //Vida._1'14 ilk). ,,,,,\ \,, -.1)11 • lb,,,/)iiiii /// / f.--- _... ,„,,,v,"/ .....•.,z, ,„.,, , , , ee . 0 -......-- \ k IN(■• \ / br I I at// I 1 / / '''''' .4-: '' .\ _...:.-4.:t-, ,\ ,./:.,....tik ',(‘ i Ofr , .F.c."01REZ•(1‘\\40 1 i‘1.1 1 I . - ':1' ,•• , ,/ / . ..;.• ..„, 33 . . , / / I\, )1.. )/4.. / .1 / ,/ / / .„....c71,1 1 \ •till , ), ______ -c4FE A / ( . It 4,1, • , , i--r)(-;". ..,./ NI -1 r ______ , . ,) 1 f, / N if.//, , i , / , , ......:___... .:„..... . . 4).,.. Lk •• • IIIP1 ;(I! ■ II Illy 111(I .1 I/ ' 1/ / / II . ' • i ' )1,', . It / t'rell• DATE: APRIL 17,2013 3\ I /1/i 1 ,Iii qf rig/ / 4' , / i / ---- ,• A — PROJECT NO: 1109 / I • / / / / , .,,_P,■.. —_____ DRAWN: 111 / .R ..■ _ i i ) ' , / ,,,, .•-• ---------________--- ,- •••-• W , •••■,,, ..."- ‘... .,./ i ,,, i i , ,/ ,• a. ,,,,, REVISIONS: , \ -,. i ig 1 1 i ( L.,. •:.. ..._ `•-•-•.,.... . P A ) 0 ...._ . ,. .. ...__....• / ( __ _ . __ . • , _ __ OD -----------/ _- _ . '----- -- --- --- - - it-------=--i7.,.--'-.-,-.-.-.I.--gw-.w-w.1..1,_1__11_1.N7IIIIIM.4,0_JIelr1l—ma0rN1oi1n o•1-- wR4Fi■s—igJ-ra--Ti I 1& -.W-AmIM-kIKoS i lr--l-7--•--.'-•-'j----—---I4m12FAa-••■•1.4.m1WMr-r----1.-- /i_i\ni:•11g 1-,-,_-O.'-3•_N•0 I----E--.'r"-.--'1r-e'7■.Z.46W&/1.1M1111/.I-O-, INW—.I. – ----- - 1 KC RODONCS T URMUECNTTIOS N l 0 . ST UMEN --■----"----------- - 14H - --;,-.'„-- ' „. -- -- - LNUT STREET _„...-- ,,... 0 10 20 40 ----7-7:-.7 L1.1 ... .. _ _ ,...._ ....., • •J \ \` ' / J i ) f /J ! J I ) } / / TREE PRESERVATION AND MITIGATION LEGEND ! \ V \ f 1 % I Ji ��/ k PROPERTY LINE 1 �I / r f' / I ' ( i 1 / t ` } - - - r -I MATCHLINE SEE SHEET L3.3 + , ) 1 A% I t. — PHS DELINEATED , ��— � I �� �O / \� ;, J 1 VEGETATED CORRIDOR $ � / — \ ' I. I / I \' I 1 _ PREVIOUSLY ESTABLISHED $•11 I ; , "l1 " ( / .`,f ; r i / / I I �•i ' ,t" 1: - - VEGETATED CORRIDOR a g �J i I C) ' 1 x !' ( / ) ' 1 V /c . / I ' t / J, / '_` �Rr I,( — . / I I - - PHS DELINEATED WETLAND ' B E�p } f l j / ` ! OUSTING } J / ���� •'� ( ! ./' ' I/ t ` i ' - -I� , f / PUYGROUND r / ` \ /1 ,P t,• ,r:. / , ) - - -� P çI!I ! TREE PROTECTION STEPS TREE INVENTORY DATA NO A(-COMMON NAME 7 BOTARRIGLL NAME I, DBN TREES CONDITIONISTRUCTUIIE' COMMENTS � TREE TREE IDEAL TREE IT IS CRITICAL THAT THE FOLLOWING STEPS BE TAKEN TO ENSURE THAT THE TREES THAT ARE TO BE RETAINED ARE PROTECTED. . I i LARGERi REMOVAL REMOVAL PROTECTION b ! LARGER RADIUS 5 BEFORE CONSTRUCTION BEGINS I I "N I I I THAN 1Y 5 1. NOTIFY ALL CONTRACTORS OF THE TREES PROTECTION PROCEDURES.FOR SUCCESSFUL TREE PROTECTION ON A { I o 2 • .. _... _._._AFQ14_ idakspunsla ! _14 I 1 Poor _INiasuned at 3.3.3,above wound Too -_. 1..- I i CONSTRUCTION SITE,ALL CONTRACTORS MUST KNOW AND UNDERSTAND TREE PROTECTION.IT CAN ONLY TAKE ONE MISTAKE -' 2 plum Thrum sp. .r 7 I ;_ Fair I fair .6 MM. 3,3,3,3,3 3. 1 WITH A MISPLACED TRENCH OR OTHER ACTION TO DESTROY THE FUTURE OF A TREE. ---- I-- -- E a.HOW A TREE PROTECTION MEETING WITH ALL CONTRACTORS TO FULLY EXPLAIN GOALS OF TREE PROTECTION. - •3 --_-pie _-" 'q,'Ws-pr vnr!_--! _11 I -_!__ Good I flax stems 9b• Tom._-___ _ ' 1 r d--I- l e 4 Sycamore Staple I AarJlsrisc{splsbnus 1 36 1 I Fbor / Fair 17'diameter limb cavity at 4'above pound rin, I 1 b.HAVE ALL SUB CONTRACTORS SIGN MEMORANDA'S OF UNDERSTANDING REGARDING THE GOALS OF TREE PROTECTION. W.side- 6'limb cavity at 6'above ground an; x` I MEMORANDA TO INCLUDE PENALTY FOR VIOLATING TREE PROTECTION PLAN.PENALTY TO EQUAL APPRAISED VALUE OF Tl.side. 5"diameter limb cavity at 30'above w TREE(S)WITHIN THE VIOLATED TREE PROTECTION ZONE PER THE CURRENT TRUNK FORMULA METHOD AS OlI11JNE BY THE j 'ground on W.side. COUNCIL OF TREE&LANDSCAPE APPRAISERS CURRENT EDITION OF THE GUIDE FOR PLANT APPRAISAL. ,,-..-2—.!-___F84.1 A►w_t _ 9 J C95 `-"- 6 PENALTY IS TO BE PAID TO OWNER OF THE PROPERTY. 1 11 DouJglas Fr PRus ruAtr martiesi 1 SO I 1 Good .L Good 1 -_.____ 27 2. FENCING 21 + Red Alder Ahus nrbra 11 I Good I Good I = 6 a.ESTABLISH FENCING AROUND EACH TREE OR GROVE OF TREES TO BE RETAINED. .^ u __ 9 I I I 6 —_wed awe hbos_rlrbra !_ Good 1 Good_! 6 b.THE FENCING IS TO BE PUT IN PLACE BEFORE ANY CONSTRUCTION ACTIVITY OCCURS OR THE GROUND IS CLEARED IN i ORDER TO PROTECT THE TREES AND THE SOIL AROUND THE TREES FROM ANY DISTURBANCE AT ALL IT MAY BE NECESSARY • 24- Red ANSI *RD rubra I 8 I 1 Fbor _ fair J opEl i�sbroam bank on N side. RooT 1 6 25 Red Alder Adam rasa 8 I I Good Good , 6 TO REMOVE SOME TREES PRIOR TO THE ERECTION OF THE TREE PROTECTION FENCING AS THE TREES MAY IMPACT THE I ! �---- -" I 26 Red Alder Ahus rubs 8 I Good i Good 6 FENCE IF REMOVED AFTER THE FENCE IS UP. j- - i--.0 Red Alder Abut okra • 6 1 Good t Good 1_ C.FENCING IS TO BE PLACED AT THE EDGE OF THE ROOT PROTECTION ZONE. ROOT PROTECTION ZONES ARE TO BE (_____211 _ qtr j- qti� � � 1! QQ--_I �� _--_ ■ 1 ESTABLISHED BY THE PROJECT ARBORIST BASED ON THE NEEDS OF THE SITE AND THE TREE TO BE PROTECTED. '�'S -"` .._. Red Alder Ahus meta i 7 I Good Good i 1 Q z d.FENCING IS TO CONSIST OF 6-FOOT HIGH STEEL FENCING ON CONCRETE BLOCKS OR 6-FOOT HIGH STEEL FENCING SECURED 30 , Red Alder Abusjubia i 6 1 �. I Good t1-Good __j 1 TO THE GROUND WITH 8-FOOT METAL POSTS TO PREVENT IT FROM BEING MOVED BY CONTRACTORS,SAGGING OR 31 t Red Alder Anus went ;SS I Good I Good 'Tree is less five inches and u such does not Z W W FANG DOWN. 1 j - I I 'hate to be ncl ded n the tree telly I Q e.FENCING IS TO REMAIN IN THE POSITION THAT IS ESTABLISHED BY THE PROJECT ARBORIST AND NOT TO BE MOVED _32 i Red Alder 46ws'Libra ibra 1 Good I Good 1 1 G Iill WITHOUT WRITTEN PERMISSION FROM THE PROTECT ARSONIST UNTIL THE END OF THE PROJECT.. ; 33 WIbw Sa�-s1+ 1� 1 Vest Poor r_Eiir ?5's 8'cayity_kgrn,_.glound on w.skg____J, 8 Z `w u cu 3. SIGNAGE I 34 Willow Sake sp;_ i Fair I : 6 0 a.ALL TREE PROTECTION FENCING SHOULD HAVE SIGNAGE AS FOLLOWS SO THAT ALL CONTRACTORS UNDERSTAND THE PURPOSE OF I . 35 1Nilk/w Sa6r V. 7 R»r ! Moor jeans N. with corrected teen of about 75 7 6 O THE FENCING: ; I - _ - degrees. Broken top with decay. 1 i 36 1 Willow I Sadr sot I 8 I poor I Poor ileans N. with corrected ban of about 75 1 6 < < a rro I ; degrees. Txct rn°71 ct rurc tcmc ! 37 Red Alder j Airuc remora ( B i I Deed_f ' ■ _ 1 > 0- ` 38 • Red Akle� I A ru t& i 7 1 I Dead_ I jr_____. I 1 DO NOT REMOVE OR ADJUST THE APPROVED LOCATION OF THIS TREE PROTECTION FENCING. ; 39. i Red Akier Al,us nr6ra 8 I I Dead ! 1 W z a i 40 I Red Aider - Alvesrubs 1 7 I Dead 1-- _3 1 1 V) 0 41 1 Red Alder 1 Abus okra 1 8 I Dead i `2 same 66. i 1 W PLEASE CONTACT THE PROJECT ARBORIST OR OWNER IF ALTERATIONS TO THE APPROVED LOCATION OF THE TREE i I- t-I E0 42 J Red Alder If Ahus n,bra 15 I I Poor i Fair _13 stems1,4,_l0. The 4"810'sEeJm ale 1 1 ,{ Q PROTECTION FENCING ARE NECESSARY. •43- 1 Black Cottonwood 1 mks bidmcarpa I 7 J i Good 1 Gccd 1 I 1 6 _ Q Q„ 1J,J tIg 44 1 Black Cottonwood Fbprrks birhoC I 6 I'-- 1 Good I Good-TI 1 6 (0 c ) TERAGAN&ASSOCIATES,INC F 4.1 j Black Cottonwood &pubis trchocarpa I 8 I I Good 1 Goad 22 Sarre 6.5, : 6 ll.l Y Q O 503-803-0017 Black Cottonwood i PoP b1iAOrarpa 11 8 1 Good I Good I ---_ I --- 6 w �_ u = T TERRY�u1TERAGAN-COM I 4 Black Cottonwood I Po 1- - ---� r------�-----_�-- 4'' pups blcAararpa Good I_Goad 1 6 48 J English Hawthorn ) Cabegussaeriap I 27 I I i Good Good } i i5 I- --► a U 19 Common Hawthorn Craaeyusrro»o rna 12 I 1 —Fair Fair I i 7 b.SIGNAGE SHOULD BE PLACE AS TO BE VISIBLE FROM ALL SIDES OF A TREE PROTECTION AREA AND SPACED EVERY 75 FEET. I 50 ' Comrron Hawthorn Cratk us nvnogyna 6 I ! Fair I Fair 2 stems 5,3. 6 ' 51 Common Hawthorn Crataequsrrronogyna-I 14 1.__1 Fair I Fair i 8 I Conn Hawthorn T Cratsepus nvnao n�a_I 8 i Fair ' Fair 15 stems 6.3.3.3,2. , 6 DURING CONSTRUCTION ! —CgOtrnon Ha- dpg1I Ciatiktio vnayma i 1p r- - Fair _ FSir 4„s}js L.6. I' 1 • 54 1 Douglas Fir Arcabtstga~nisi I 41 I 1 I. Good Good 1. PROTECTION GUIDELINES WITHIN THE ROOT PROTECTION ZONE 1 •5 bs Fr Pseldotsuga mmriesi r 36 I 1 I Good- Good i 22 a.NO TRAFFIC SHALL BE ALLOWED WITHIN THE ROOT PROTECTION ZONE. NO VEHICLE,HEAVY EQUIPMENT,OR EVEN 56 i Douglas Fr 1 Ike dvhuya memiesi I 49 ! 1 Good I Good 1 REPEATED FOOT TRAFFIC. � Douglas fir___II Pseudo/sop menziesi I 23 I 1 ' Good 1 Goo cL__. ____ L ___ 27 b.NO STORAGE OF MATERIALS INCLUDING BUT NOT LIMITING TO SOIL CONSTRUCTION MATERIAL,OR WASTE FROM THE 58 i Douglas Fr .__ I Fko dvtsuwa mentiesi! 31 _ 1 I Good 1 Good ' 17 SITE. 59 Douglas Fr F etdoisupa mentiesa 21 1 ' Good 1,Good I 20 I. WASTE INCLUDES BUT IS NOT LIMITED TO CONCRETE WASH OUT,GASOLINE,DIESEL PAINT,CLEANER,THINNERS,ETC. • 60 1 Douglas fir I Reuiatsuga menses; 36 I Good I Good I C.CONSTRUCTION TRAILERS ARE NOT TO BE PARKED/PLACED WITHIN THE ROOT PROTECTION ZONE WITHOUT WRITTEN I 15 I I I I 18 4 CLEARANCE FROM PROJECT ARBORIST. I I l `• 11S1E � d.NO VEHICLES SHALL BE ALLOWED TO PARK WITHIN THE ROOT PROTECTION AREAS. Q5 ,,/ /t e.NO ACTIVITY SHALL BE ALLOWED THAT WILL CAUSE SOIL COMPACTION WITHIN THE ROOT PROTECTION ZONE. �4W r'" 2. THE TREES SHALL BE PROTECTED FROM ANY CUTTING,SKINNING OR BREAKING OF BRANCHES,TRUNKS OR ROOTS. 3. ANY ROOTS THAT ARE TO BE CUT FROM EXISTING TREES THAT ARE TO BE RETAINED,THE PROJECT CONSULTING ARBORIST .f ORE 0 0�i cctt SHALL BE NOTIFIED TO EVALUATE AND OVERSEE THE PROPER CUTTING OF ROOTS WITH SHARP CUTTING TOOLS.CUT ROOTS O esa to?ARE TO BE IMMEDIATELY COVERED WITH SOIL OR MULCH TO PREVENT THEM FROM DRYING OUT. aa'C4PE AVC�� 4. NO GRADE CHANGE SHOULD BE ALLOWED WITHIN THE ROOT PROTECTION ZONE. 5. ANY NECESSARY DEVIATION OF THE ROOT PROTECTION ZONE SHALL BE CLEARED BY THE PROJECT CONSULTING ARBORIST OR PROJECT OWNER. DATE APRIL 17,]013 6. PROVIDE WATER TO TREES DURING THE SUMMER MONTHS AS NECESSARY.TREE(S)THAT WILL HAVE HAD ROOT SYSTEM(S) PROJECT NO: 1109 CUT BACK WILL NEED SUPPLEMENTAL WATER TO OVERCOME THE LOSS OF ABILITY TO ABSORB NECESSARY MOISTURE DURING THE SUMMER MONTHS. DRAWN: TO 7. ANY NECESSARY PASSAGE OF UTILITIES THROUGH THE ROOT PROTECTION ZONE SHALL BE BY MEANS OF TUNNEUNG UNDER 61E011D LR ROOTS BY HAND DIGGING OR BORING. REVISIONS: AFTER CONSTRUCTION 1. CAREFULLY LANDSCAPE IN THE AREA OF THE TREE. DO NOT ALLOW TRENCHING WITHIN THE ROOT PROTECTION ZONE. CAREFULLY PLANT NEW PLANTS WITHIN THE ROOT PROTECTION ZONE.AVOID CUTTING THE ROOTS OF THE EXISTING TREES. 2. DO NOT PLAN FOR IRRIGATION WITHIN THE ROOT PROTECTION ZONE OF EXISTING TREES UNLESS IT IS DRIP IRRIGATION FOR A SPECIFIC PLANTING OR CLEARED BY THE PROJECT ARBORIST. 3. PROVIDE FOR ADEQUATE DRAINAGE OF THE LOCATION AROUND THE RETAINED TREES. CONSTRUCTION 4. PRUNING OF THE TREES,IF NECESSARY,SHOULD BE COMPLETED AS ONE OF THE LAST STEPS OF THE LANDSCAPING PROCESS DOCU MENTS BEFORE THE FINAL PLACEMENT OF TREES,SHRUBS,GROUND COVERS,MULCH OR TURF. 5. PROVIDE FOR INSPECTION AND TREATMENT OF INSECT AND DISEASE POPULATIONS THAT ARE CAPABLE OF DAMAGING THE RETAINED TREES AND PLANTS. SHEET NUMBER 6. TREES THAT ARE RETAINED MAY NEED TO BE FERTILIZED AS CALLED FOR BY PROJECT ARBORIST AFTER FINAL INSPECTION. L1.3 DEMOLITION LEGEND — - - — PROPERTY LINE J N." \ / J •i /. l >> j /j• _x, // /i' r •. " /i....../` // �J / / _ PHS DELINEATED P• ._ _.•. \ I Q / j /' . `�/ %i j i / ,"/ R/ „/ a ,:__215 � j ! V : s•/ . ' , '- %\•. / j/ j/ .'/ ,,Or:,G�• /--- /r (° 14- T;�#;ti:;;J;1T /1 i / ` I, , '-i f 1 f I ' / / • ::' •> .- - i�f -y' , _ f. • ., - /-0 /j//j/„ ''r / �i i , — / r/ . . . •( PHS DELINEATED WETLAND $ k e I .� ( L /� I• r��` / MATCHLINE-SEE SHEETL2.1 j /fad`' - - •i' / glit Z a �'- # i /�.� i■ I._.— 7 J / I ,' �T% � /�1� 7f"r■��� /j j // t��y+ j /.12`'r\ / i 1 i PBS DELINEATED WETLAND/ r ' r ) / r�////r/ /• 1)/ J i� J j j / • J ':. . . . ♦ ilk, /% /' _/ J 1,-:.�.: I / ( J ! ) A' l /J // r— } r { /� ' 4r.r •//j/ �/y ,r i— ../ �/ / j — — - , — �\N\;\\ CLEAR AND GRUB _ / J ///( _/ /",)//r: V /. j / • 1 e ,/ / // % / _ / \ . 2. i 1 I t )// I /// JI'/ / / _:. f'�],:/ 6�'• ^� / i 7/ aEA:ANDGRua•\ . \ i 1 r r,, //( / am /% j i _�� AND SHRUBS ONLY i / % i/��% ,(/— ✓ r' / (' / J -2-* ��r �r // / • v �i .2/ „ - _- — ` \ e EEETRT z\ , TO 2 f0 •\ 0 0 J ( ,1 I 1 / // / //i s/ /, ` \ i / / „/„..../. EXISTING TREE(6" W V N. /`' J 1 ,. / / - I / 1 // ! // \ i \ I. %r^ IN DIA.OR LARGER) Z O v Ce TO BE REMOVED //j f 1 I /'.,1 1• •/-- :ti .ice _ i 1 ,�.��_�.i / . ' O_ a (. ,` / / ._ ` /� CX,STING TRCF(LG S •/ - -- - ' - _ - - • . 77LV /o\ THAN 6"IN DIA.) .� �� 1_/` .�� ' ."%p• r.._ / v /,� / TO REMAIN/PROTECT J �,1 1!•i 1 f�J�%�-- / f� ' ;r_�/ //1101744' , ,, 0 �c .. I/,- / / j r//r� � c/` /4. ��// /�� ' . , ::g:® EXISTING TREE(LESS THAN 6' l�I f0 // / 1- - - - /-,.---=.0- 7,--, / ///�! / � / / \ se • \ TO BE REMOVED Q W ti r/-/ - ;_/1 /, I // /�.///%//�j �`\ i REMOVE AND SALVAGE SPLIT )[ `� L O \ / / \ \ y ,-- 2, ° ° RAIL FENCE AND POSTS W Q _ / �' , /y/ ///r/% \ �� \ �` \ \ �� t�. REMOVE EXISTING (� = v_•/ r' 7 ` - / " / �j j���./�j \ `,>\ \ `\ �.• ' - /VV1Mn CONCRETE CURB d U � SAWCUTCONCRETE ( / • •f'.? .I, /-'s f V''.; j / \ \� l , .l l ) / } / .,/ / / / // ,/ /,'" / / + ,1�`r'%-r , I DEMOLITION LEGEND ::i) I f l / / // / • / .1/ // / / / (..+-�i I 1 i ) MATCHUNE-SEE SHEET L23 r i - - - _ PHS DELEATED RIDOR Y / / r 1 ' l I f ( 7/'• / . /j / - / ///// - ,'��� j/ :• l/�,' PREVIOUSLY ESTABLISHED E il j % ! r / - / /. / / - VEGETATED CORRIDOR o I l / I i x / ,f I J / % ! I 9 (/ 1 % / j /j%j jj jj/ • ./- J .? .i 4,*. il; ( ( PHS DELINEATED WETLAND f 0 If 1 t '1 j EXISTING 11 1 / �, ��V r ,�//f/� j •�. j/. j /j / t^ W "G"� I — x i�..9 / / / I PLAYGROUND ( / r\���� Iiry�1 "�' % //�/ j i - v�l I�'J II —_— ' ,p/ 7 ,/1." I i / ( // ) `� �i `, ,E���f � . , , / / - / J.e,_ „., • I I PBS DELINEATEiElD ETLA / I r l �� / 'kid i11� 477- ti �7•4..k_o '�' j \ I i ` `\ \/ J �! I 1 \ \e �-rL i�a _ ��y ` :�1.; ✓�,/a�1 �� `i II / J ( 1 �`\` ` CLEAR AND GR \`� G/EXISTING SWINGS I J ,•, /'. �li�i ;� C\ � ` ` ,�� ��/�.w>T�NDa ` / I i +1_�:. r /��„„rk'ii i�QV!� '1A/r-1�. � P4� ;t\ 1 i 1 j CLEAR AND GR ;:; Jt / 1 ' i r/ / �0�:Z�' ?�_ �;I / //� NON-NATIVE TR / I \ �/ �iA�V� _�� �'t ='I '\ A�� 0 1 i t/`�` j.�i ` !/ AND SHRUBS O (/�•� i \ ,, / ( �` •..�•,,N �i + � � f,' u.'111.4.,,,,, !r J GGd"�/ r \II , 1 ~ C \ / r / J �� ��l/ S?� / ( /g 7 / ,/ ,! / r� EXIicr ING TREE(6" W p T - / / 1 /v' \\ ` L���- .� / '/ // : - !rll- ' - e e INA.ORLARGER) z �+ \/ )4' `' ' / / I , \\?, \C /7 �\- /` ( -` i r� j / �/ j/% //f /% / TO REMAIN/PROTECT /� 1 ���`�`. !'`�;E>!,.`` n =� (:)) ,i j /j /j jj / �� j � 1 i r J w u / ♦ C . �I / , C� I �- / j ( EXISTING TREE(6" W• I/ 0 7 / \\\� ` If .. v �, � I / .._/e. ./,/- / I ) , % I IN DIA.OR LARGER) z 0 0 .. 1 / / / �\ w� 1��;- �� / ►7� �A / I , �� j / / I J TO BE REMOVED ft, /- ,r i ( / I `I\\ ` `\\ � ' ' r,i, ,�i „///// '/// //j// / \J;1' I .. * / 1 (1 a THANE"INDIA.) M 4 \J\`�\ < � J >���� . `%��/ '// / 4 // %// / / 1'r:' / !r, TO REMAIN/PROTECT O Y a / l'r _1 / \ It_ � EXISTING TREE LESS THAN 6" w t• .) *-' el-' l I \/\\\ \ �<_ 4 i \C' ,y� / •/r / /% �/l / ® IN DIA.)OR LARGE SHRUB cc ` / / i \\`� \`� i, A. `1Y �/, /' r/ - .//. ./y., / - % ; i..=. TO BE REMOVED LJJ IZ / \ C,rr / -/ `' :y / / I 11\ REMOVE AND SALVAGE SPLIT �L / I / \\\` \ \\\ w \ �'"ii4r/j� / %/ ,P• / /i „ /- � �� RAIIFENCEANDPO5T5•, • `� \ r;• ��� "b1.•.,.., . 'sue.. - /,? i. REMOVE EXISTING !_' /J I /'�\ ` \ 4�i,� 1 :4 ------ 'I. '✓ i l i?J /� , / �. \ �� \ ��:, ��� • / T,, CONCRETE CURB a U-r / I / \ `��. \\'��`/\ \x " � a� j ? I ., s' Il /�"� /J :1� AND REMOVE • '� \ ` s/ \ / �A� r ail`: - - i ? \ ,� I , � ��.,\u\` \ •�," !1111 E? / ,,`I v\ , / J, / 1 I )t K )C TREE PROTECTION FENCE /'/'!' _ l I ' j / y\}x`` \ . \ �i,""'' /(y ' J, '/'/ /// l i' DE OM SSION ELECTRICAL I" X REMOVE LIGHT POLE AND • :': EXISTING CONCRETE / `\ / i4. f � w l - - BASKETBALL COURT - - ! \ Ni N� - , / I' l - - — - �� i I; -I• I / - , ;� C \ V�,\\ =:1.11 \.��. - - f - // JIL( % / --.1 ' i j )2: ! KEY NOTES ` </y� I, ' ( -��/ j / ,/ _ O4 REMOVE EXISTING CULVERT FROM SURFACE OF \` , i I r \ . - - /1 / Al,• /. /- \ ,e ! i i !� \ CREEK BED. CONDUCT WORK TO MINIMIZE , 0 \ �. ,!i°t==•• s' - r DISTURBANCE TO EXISTING WETLAND C. ' ; ;'/ aC \• N;;} ih J //• /j / +J - '.. - ....-___„,.7_ `. L`� / i/• . // - / / f. ' /- jj G.twT*� `��^,-t*f`”;�JSs /j /j %/ /; /� . ,'j / : / '� 6z .,1,,'RJ ` --- j / / , .�/ /� � ('R�T` �.A f/f%//// : F/• WETLAND- / / -- ''/� - - "7 fM/1."LI �/ i (rte / 1 % 7/e�j / .. / .// /J6 / ` r J ) / QJ,Co511.ro, \iNt 1 / �-' , ✓ 1, / // , I`.'✓ f / � . , / q;.. • / / / DEMOLITION NOTES: APE AV r/ / /fir �' --/' ) i � �+ � // \� �, / _ ` I 1.VERIFY ALL SITE CONDITIONS BOTH ABOVE AND / % / � j° f �� / I,../ i / i J I BELOW THE SURFACE OF THE GROUND,NOTIFY / / / i / / / r i O)- . , r, ' -/ - OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES•/ / i / - _ • /' .-/ -,� / /.' •% ',' A - /' ,i' _ ` /' DATE APRIL.ll,2013 J i ✓ / �' / / / BETWEEN INFORMATION SHOWN ON THE DRAWINGS . \ i / �% �+ J: J AND ACTUAL FIELD CONDITIONS PRIOR TO PROJECT NO: 1109 ' , j ///: / j / e7,�� Zq / _ / COMMENCING WORK- DRAWN: TB 1 � I b % // // l j / /j �iV b / J 1 ` J • / •• / •`n,' e j/ - y / - 1 ' 2- REFER TO CIVIL PLANS FOR UTILITY DEMOLITION CHECKED: UI i ) I /' �' ! -�J/ j _ / �j j/j//^7 �Gl�i± /�� / 1¢.. / ,! / / AND EROSION CONTROL•? / i' / /: �'I �'/ ./.,v // am/ j % � /• r / \ REVISIONS:•i 1 ;� -- _ '/ ( - 1 / .0 / . / / / 3. REFER TO IRRIGATION PLANS FOR EXISTING / ��!�. - / IRRIGATION SYSTEM PROTECTION AND DEMOLITION. ; J iii") j / ' / / . - •. , A/ I r 4. CONDUCT WORK TO MINIMIZE DISTURBANCE OF• / / / / ! t - - - < k \, / WETLANDS,ROADS,STREETS,WALKS,PARKING LOTS, / ,1:1, / t; I /% •/ %j /% a�/w�� r k �� / AND ADJACENT OCCUPIED OR USED FACILITIES.DO•' r- - t- '=./ / // a7 \ / NOT CLOSE OR OBSTRUCT STREETS,WALKS,AND /,. /' _ .� CONSTRUCTION I r/ 1� �' / MATCHLINE SEE SHEET LZ.1 �.` �� ■' ` ,� k�' % \ OCCUPIED OR USED FACILITIES WITHOUT PERMISSION DOCUMENTS //17(<.. -'/ ' ) //( .•.. • //////i%//-/� •/•Cit. - \ I r/ i 1,� FROMTHEOWNER'SREPRESENTATIVE. 5. CONTRACTOR SHALL EXERCISE CARE IN ALL OPERATIONS TO PROTECT EXISTING UNDERGROUND SHEET NUMBER UTILITIES TO AVOID DISTURBING OR DAMAGING 0 10 20 40 THEM.ANY DAMAGE RESULTING FROM THE WORK �� rrniliMErIligilial MUST BE RESTORED AT THE CONTRACTOR'S EXPENSE. DEMOLITION LEGEND — - - — PROPERTY LINE J _ _ _ _ PHS DELINEATED Pe. Q VEGETATED CORRIDOR e 9 • - _ PREVIOUSLY ESTABLISHED k �QQ" . VEGETATED CORRIDOR , 11 0 a PHS DELINEATED WETLAND I 1 $ I- ..'.-L—'... @ t• / jy I 1 / , J I ( L11J PBS DELINEATED WETLAND il ~ - f I / •\ ( I \\';`^.,, J I( / / 1}' I I. �`\� �\ CLEAR AND GRUB � 1 \ � , r- , , n r l_ tt `�— Lr `) �• I/ /; I CIFARANDGRUB / I\4 \ % v ■ /� - I (/ I �(Ti �. \ /40r4,07 NON-NATNE TREES \...,\ `\ \ • I ✓• '\\` r� 'J 'J( / , /' AND SHRUBS ONLY "mot+ ( I \` / I \' PRIMARYVEHICLE/EQUIPMENT / \ I r / Iii 1 ' 1 ,• / I �` \� ACCESS ROUTE FOR NORTH } Jy ti 111111� 1A ` ` \ ~ C I \ '�. \ ,> II� r' EXISTING TREE 6' z +�` r / SIDE OF PARK. I / \ /I / I ( 1/I I ( ' �/ ( O v , //!1 ! 11!( / IN DIA.OR LARGER) W i=0 ' _ . ` lamr ` 1' /- -' ,\-' \ i ', / f,, f . I ` W �/ /// ) ( TO REMAIN/PROTECT z LO—�, o u A�E. + , - ,,-\ J (11 f1 ( 1 / �1 1 EXISTING TREE(6' > lJ \\ \ % + ............... +�_ -\ �` ;/ ` -���� 11 `` I ,i ` ,\ IN DIA.OR LARGER) CC 0 I v t < ) 1 \ f \ j 1 ç 1 TO BE REMOVED Cr ( i i' i/ i 5/\__ — ._� ( r I y ( 1 EXISTING TREE(LESS C (! / / ( , I L THAN 6"IN DIA.) G / Sc' ' 1 , \ /I ` / ( 11( } + / ` / 1 \1 / TO REMAIN/PROTECT --I l - !��/ I' l \\ l ,' / ( )\\ // \ '( ) > I fo 0 Y a c: / `` / } - -=—/ / l / 1 ,� 1 ( l ■ �! `, EXISTING TREE(LESS THAN 6" C / / (�� . t, / /�� / 1��� \ ][ ® IN DIA)OR LARGE SHRUB G Q `.} ( s 1)ti✓1 1 �� ;'```` `/ (~ �►- / /%� / ��/_,+ ,�J/)11 ( \% � ' `) �\(. ')f,..,„ / ` TO BE REMOVED Q 0— W 1_ / / ( S�/S, ; --\ ( //+r + �r� �/ REMOVE AND SALVAGE SPLFT ][ O / �• ( l + ' r ) + ( /1({� RAIL FENCE AND POSTS {J.l V Q II i / j' \ ` (r , \ \v 1 +� r ( " )r�%/ 1 M REMOVE EXISTING I Q = ate+ ' i)�4 / ` \_j 'i I I #• �. I t 1� )1 0( ` �\ \ I ( f �I + , ✓ I CONCRETE CURB d U 1 ` J I L l { L SAWCUT CONCRETE / EXISTING BASEBALL FIELD ' i j . l L * ) ` ? 1 1 \ ' / f AND REMOVE 1 1 L / I ( ( ( I �` / l.. \ ! J, 171^ `_ 1 / / {{ )F--l4—[ TREE PROTECTION FENCE 1 H} ( C '+ I j I ( y 1 j ` f ��- I_ REMOVE LIGHT POLE AND \ ( ( / `� _ _ i if? l` I � /1� j` / �, / ) ( ( ) \ l ( (1•' I } `, i`r•L % (f DECOMISSION ELECTRICAL r \ _ !' - ,- � ` =/ j / I I. } ) ` ((/(-(Ili_, t \fe,k, \ - ( J-4 ( K � / / / 1 ( j,•f i l I -- -) I �'-�__� I ( • 7 / ( ( / f$P1 „ i .. 4.'G1S11 i I �.I ,J/ 1 / • /} J --- , / / 1 ( / ✓ �► �.� ' 1 1 F... 1 1 I l ` ) J / j ( r✓ / / // /. ./ ..1 _ y ORE00N Ci (I) ( I f 1 / I 1 ( ! I //; // / / % \ \ DEMOLMON NOTES: c'PE AR•l// )I /e ' ( ( f n i' I( / I + ( ��/. /' /�//;• / / ,�.'' ; �'/ 1.VERIFY ALL SITE CONDITIONS BOTH ABOVE AND• BELOW THE SURFACE OF THE GROUND.NOTIFY f I r % / J / ./ / •I „`,17,00,v#../. OWNERS REPRESENTATIVE OF ANY DISCREPANCIES DATE: AM.17,20U ‘, , , 1 / ( i \\ I ) / / /ir • / / / '\' I'; (I • \-f- BETWEEN INFORMATION SHOWN ON THE DRAWINGS _/ ( / • j / Y / ,% ; AND ACTUAL FIELD CONDITIONS PRIOR TO PROJECT NO 110 ! T + _! �f ; % ) I �/' / �,' /; j� ! �!( COMMENCING WORK. DRAW n ''• ` �(`\ `� ! • ' O\ / r / //// / �/! �//�/� 1 r —iIII- ^' r 2. REFER TO CIVIL PLANS FOR UTILITY DEMOLRION aitaca u+ 1 \ i % ` J j /' / % • ; / • //4/ , (! 1 i 1 'J i AND EROSION CONTROL. J / r / / / ' ./././ 1Ior''_.� 3. REFER TO IRRIGATION PLANS FOR EXISTING } \ 1 / / , • / / J� yy�J •ti// IRRIGATION SYSTEM PROTECTION AND DEMOLITION.•I' - < .\ / / %//' / / / / / �j7 %, / `' `, % / / '7/ j/ ; //� �/ e7� r \•r�e� e J/ �%' 4. CONDUCT WORK TO MINIMIZE DISTURBANCE OF l L ( 1 L % f; / / • //. % /, �” /� ( 1'f' WETLANDS,ROADS,STREETS,WALKS,PARKING LOTS, / I l J / /l / �/ % • .I V / (` -� % AND ADJACENT OCCUPIED OR USED FACILITIES.DO 1 1 l I �D /� 9/ ,. T • �� •T-�� NOT CLOSE OR OBSTRUCT STREETS WALKS AND%• •AN CONSTRUCTION • r r~ � f• r I } .,MTCH INE SEE SHEET L2.2 } /;// - /f / / .• . . �; ��� I '' 1. j OCCUPIED OR USED FACILITIES WITHOUT PERMISSION DOCUMENTS ( � J I I / I 7� 1 I / /:/ /,� / %: % �i ./ i' `1 `. •` ( t FROM THE OWNER'S REPRESENTATIVE. 5. CONTRACTOR SHALL EXERCISE CARE IN ALL SHEET NUMBER OPERATIONS TO PROTECT EXISTING UNDERGROUND UTILITIES TO AVOID DISTURBING OR DAMAGING 0 10 20 40 MUST BE RESTED AT THE CON TRACTOR SEEXPENSE. L2.3 • MATERIALS LEGEND ‘-:---,1).,)\11 I { a/ ,. J / <'.i's �/' i` tv T/.�. •\\\�\\\\v� �° • �Yr215 .r/_�J/�/��i J / / - - - - PROPERTY LINE a •• I ��?1 I / / / �! / �/ re \\' \\ \. .e i r°�i4 /� - / / _ _ _ _ PHS DELINEATED c• / I �' I (' / , j 1 J / = J I')( j � \ \\ \\' � �i _4.// J i` / �' / VEGETATED CORRIDOR c ■ II• 1 -•.‘1 r i / !I ' /� /'f -1,/~ _/ ,I J . --// (1 .,.. \\\\\\ �`;ti � 1�, / —F /�/ / / J PREVIOUSLY ESTABLISHED g / - \w`., / VEGETATED CORRIDOR i J I / ( ( ! /J` ,i J //r / �. / \ \\ \\ '\\`:f��' ../...-. -.-• • •• /;�. `., IL /i / T� / PHS DELINEATED WETLAND/ i VI ;•.-Ars..1 :7".". //2 7 I'/-• --.,' • N\NW:/- -'e 4%.7 go,..711(:. T J ` I ' f/ /I j /� �J/' ( y /, 4,A*�� I I PBS DELINEATED WETLAND• I")- _ 11, \ ( �/ (l/ J i• �, // ��'/�rf i i�--- —��1j/ •1.'i.•tp 141Mi / l a ' ASPHALT PAVING 1 - ' .� i /•. /i / '�:/ .2"• �..,� ♦ `� / ! • -fORRIDOR _w -- - - -- -- - [___ ! -f ) 7\ / //' /7 Y � / J' �i-/l -.'! - - .j. . , ; . . '4�.� i•%/'/ i ' "� , ' �►�4,8* i i �=� — _`~ - -- - - = - ✓ ''-/, r- -- : /J /// - I '• / '-'/, / / i �.� ��;447. //� � �_- - - -- - - z J r L/ •-•. �-- -._ 'r-� �/..• / / / // / � v / / -- ` _ `f ::a GRAVEL PAVING w O ,� r'� fS i /� r -dr 1- •--WETLANDD-- - - - -f ✓�•_' /i % // --e∎ •'�*•�r ij/i` 1 -- — — — = \If, /y l / J / /r i9 f' /�/ i�/ ..� %/ +++6 PLANTING AREA W L Al1 cc /7/r,"): ', f I -1/ ) / / ' )1.1 I / ` /;;;',7,•/.1- ��/ ////j///% �� ���',��� ice. PAVING \‘`N,,_ VEGETATED CORRIDOR O //�//i J /1 / r /# t // -i // /1 /:' ENHANCEMENT&MITIGATION Z C•iif,/// ---.•/ /' 1 I �/ e ( i — �• -1 !/ . *�i // .// /+ly •�`•*∎ / %/ \\ \ \ PLANTING AREA f0 t r- �/ - /.' /r / /% y4�4 '��, /. / ROUGH LAWN t0.1.‘,,, t'Qc g►�!� A J J/�/r /f////r/�.�', %''/'"f' ^ ,r/. • -// / ''f/ /.4 14$V / �� IAWNREPAIR Q I %//l .-' i'// /// •- I /, • /. • ///� i-/ � 4 WOOD �� — RELOCATED SPLIT �1J V� ~,ci, •if/ / J / / ' •` /• /��j/�/ fa.�� �►/ STEPS ///Ir r .i'/ I %:'i . . +•/.,/1���// ,.. , "b RAIIFENCING u Q O / r y / / ��// , VEGETATED CORRIDOR SIGNAGE Q V Z -�/{ / j I / /r; /�%�/�•1/0� �/ �����,J�� T©� El EXPANSION JOINT I�•• r ! 1/ Eti is//l-j __"../.„_---_,;•_,,,,' ./� vv�I �► : 4 1, •' 'ETE PAVING 1� DEl DOWELED EXPANSION JOINT .•j I t ,, %r�• `�• /rte / !r,--`�/ zJ%/�_V� 1� 4. \ "'It' . IF uy - KEY NOTES / - \ 1 y/f -ly /ice,/ ��v ?Dt� @t. t/ �-'IV TA�TILE WARNING TILE Q �� ��/ / +a y * �. �' �(o !. ' ji _ / ,i fJ / - • /• :.;:' W,, PARKING LOT© O, ' /' / '�� ''��''FS" � J••••�`.'�°� �E`y'�"/ STRIPING �1 • •/ /j% / I O + + ••••— " t �I W AND ENGINEERED BY WESTERN WOOD � / / �� / • ' •• FLUSH CURB ' („I / //..' / • JN + / .. N•••�+•••••• i7! / STRUCTURES t1 ,' •/f ✓ /lrr /� S• ;.'..' I / CURB KNOCKOUT) �' )\' si / '/'1/./.(1 / / �i©4.? ."'"I'''--- - 2 RELOCATED SPLIT RAIL FENCE.REUSE RAIL ` L 1 • /: / j + 'y� �� ` '��,-�� O MATERIALS AND PROVIDE NEW POSTS AND S // / i + • CRETE p TVF&R FOOTINGS TO MATCH EXISTING.REPLACE ( \\I //t' r!/ // / / ;- ` • + + • ® S� STATION 50 ROTTEN MEMBERS.ID I.1 I / ti + ' p II O RED SEEALLAREAS ISTURBED �G1ST8,p�`` , ,� `C `) 11�i l /l(I l / /'///�!\p�"'`��1+ `�i BIK Q BUCTIN AND ACCSWRH I 62`�``,��')1i1 • II/J// // / f s.•..fe4,At%14 �.4:04 41 tSIDEWALK l �'I 1 4 llt r,/l/ / / ' ... 4„ ,.., `'~� " - RESULTING FROM NEW WATER SUPPLY 11 1 I -•• ,•••••••••.'�fg�+ �+ j�' ' �' CONCRETE CURB© CONSTRUCTION.MATCH EXISTING. yOREG09/� 1 1\.} 1 1•':(ip ///l / / / / i i'.':%'.' Yf'+y�y�y�ggg��+�� ,{ ,+'k 'Y/ 9s� 41;111h T P Y R•UN�� �s�'PE�A� �`' I ' / , f•.::.•.......'••"•..:• x� , .• 4G�` 1 BACKFILL PLAYGROUND AREA WITH 1'DEPTH ((/ t I11�/1 r I I I • /I I/I l / ! :�r:::' (149t,0-.1 .,...0,""..,i + +tY^ is% ,_ 7 r _, OO OF WOOD CHIPS OR BARK MULCH. I( l ( • / I , ':', :•:-r: . --.�+ rL I w00D STEPS 1 ! I 1 I X11; 9ff F// / / / / I:•:„ ..........4:::: ` l�,.r MATERIALS NOTES: DATE: APRIL 17.1011 r i •'/ :•:•'•'•'•' .:'+-[� PROJECT NO: 1109 �'t� ��f// / / / / I•;t 1. A s'CONTOUR INTERVAL IS SHOWN FOR \Ly 1= I / 1.?•••:••••:'J:•••••.••••••••••;•;.;•'•;: •••'•••••'•••••••;•••;•;•;•; DRAWN: Te (/e' i/ / / / / / ,•,•,•,•,•:,•,•.•. .•.....•.•.'• ©� CLARITY. REFER TO SHEETS LS.1 AND 15.2 FOR \` ` //• I I , ! (•.•:•'!r. •:::: :' ! :':'. .•.•.•.•.'.'.'.'. .'.':.'...'.': �ar� SITE GRADING. CHEMED: uJ .` \ \ • /�'. 1 Ig I t` +•. ,` k: .:�,.:.::••.•'-t•�' 5 '•; p BENCHES© eMIMS: `` /.' J y r v v +y.:f i.+S'�� ,...,,%GfL`o+,4r •: 44e *"" .v; y, l ��Ifflaw j.-.p.',i*trig �r i1+.s2iT.rs•'�`-w a ENTRY ___-------------j ° ` ° I �°' ' Ii:� CONSTRUCTION Mar MIIP! 'I‘W-- DOCUMENTS f, CO /MET NUMBER — — -- - - - _ _ SW WALNUT STREET L3.1 , I / ..".... ._ . _. --, . N ( 1 , .s. s. .1.\'' 'N.' •All 11,1"7-i . . I LMATERIALS LEGEND / ) ..\\'\•. a .\\ ..* .N. \ .\\ 4%‘ ,..‘.s. \ L ,, . s\ , \ • \ • . • \ \\ \ - \ -'_2.1 '1 ; • L.- , • . \ \ / , / / \ -,,,,,N. • ,V. .\\.\ .,\ . \..4.,.,,\ .NI\t , ,,1. ( .: ',;-,. 1!.. R I .‘ 1 > . .. ; . -, 1 .MATCHLINE-SEE SHEET L3.3 ,• i ' 4&\ ,\. "Ayt, \• \ • '•,111„. . ., .., .. ...— ,m,,,,...• , 3" . \. XV.• . 1.. / — ,-. — - - — PROPERTY LINE .a q i ..1....0........ _.-: . ...■■• ....— .k .7, ....... , I........i.. • , 1 ,,, 1 / vk \ .\' \-‘\.\\, " . ../1.,,\-.;)• .t.?.,'P,:'lAjIK‘1/ il /- - .2. ,:://,''- , . . ._ . \\- -4/be_, ,„„,,,,s1,,,‘,„N„, .,.., ,, ,,, 1, , , le 1 1 ( / 1 - si .....) I I ••• ''' \ 1 • .' ; ) ' / ,N \ . .\\\N ,, „,,.. v i .v - ,.. ; ,, PHS DELINEATED • / / / -- i ( f / -• • - \N.,\s.\ - . • _ ' i . ‘, I I 1 I CO ' ' \\ . \ \ . . ,.' ,llittpr .// VEGETATED CORRIDOR ‘'.f ( I l / 1 i ,41 1 --- •■ i ' , . , ( . . 6 II EXISTING PLAYGROUND r . i ) • ,....•,/ 141,, \ ' \ \ . /. . 1.-/ 441 I , \'`P"rrilif 4t1‘414 \ `• I], PREVIOUSLY ESTABLISHED \ . f 7 , • / , . .) ,,- ' / , I VEGETATED CORRIDOR I • I 1 1, i• I / t, ,i C ( ... I i. / ( k,i, ./ ,& . \- \■ \\ \\--./I- -)i ) • If( 1 . i,' i 1 . . 1 • " •I PHS DELINEATED WETLAND . . // / ! / - ! e , . n , i , , , , ) ,:', . -,........,-. --.;,,,k, \ \,\. .\\. i -,,,.--(-1 - '7, • 1 , . , , I• , i , I .- ,r p J-)7 1 --I( ( ei ‘•\ *I-j • -ZI:..f-.:t• ,,__,qt■:' 1:t1 N \ :V. A. ( -'- ' /49 / s _.... •'''.- I . \ / ,/ • 1 1.—.— 1 I \;-":--N \ r-- : 7 .../ t ., .. , -- i • 24' ,. os - \ . i_ .1 0 f I „I< a*".. - "..-- ..1 ..• I I - . I" - - I PBS DELINEATED WETLAND . .../ ; / ) i \ 1 /-- 1 ‘---..\--•'; ' ...''' - '''A''*4'14 elij)1 i ' •41/. - .' Ili:, 2-1‘7INNIOIT,.\ ‘' ' • ) I. / 1 ) ,/ i ,,1 *)'‘,. - .1--:.,■..-. 1 ‘.. I \ \ c f -:•11`..'I ti/Oiriffi- ,,■ti.''''.f b(1,ii., .ff---,?:,'-k "At- 'tits_ N.,\ •- ,-.)- i \-- i S,......' , ) ,- \...:7*:'1110 ...1S--t 44 eiit-: `7L4g...4;k1.4,:,-.... .., ,,:' ` ••:■w ..;,,,Eil„Z.;/IA:_, I; -'it/ 1-- ,- C — )1 / 1 ,_-.74.,,,,.' :-V,Iiir.-_--,-/ !!:;16.-- --,-77,7.:7-, 13- ' ',:, -. 4 7EXAIING SWINGS 1 / , 1.„..," 1 I - I:77-7 1 a I / / \ ■AZ.' ‘4e,','.,1,,,r.,.:Ait-4,,,,.. ....,::-..1 ../r, .-.- ,,,-"N . . .0 l, , . .',• / % - 1 0 r-i___, ASPHALT PAVING ....K, 1 , , . , <• , , , . i/ -M''. ,p:1 a:'■1411.:.1**-.; .'"t4-04■4Ii-::`,i7thl A.NI 'JO .*+',1.! I 4-1) • ''' '‘'\..'.)‘1' _. , _ stialtkA •%Ni--,__,, , , , , , , ..,...._ . .._, . .\.., „. L____,_.: f , , ,-../10.*41,,,;..7.; , .‘,04 , ;-,,,:..0, i ,,..;.,". ..'.: ..".% \ / . i/\ Yffffffffff:fff: \ .\/ < / I ‘ i ' / XV." N-.---.:-.-.. •lik„, ,..„....::; t...:::,,...:::.:,....,/ ,_:,,, ,...4.......44.,e,,,,es 4.,,,ri.,, , ,, 1/1.A.,'dit i, i ■. , , 4.,.\,,ov,,,,v.k .,.1. -...7.---, . z c .,,.., i I i , .1* 26„*....... of ... .\\..\ -.,\ ,_ LI.J . "' ■i t.:-::::t:::1:::::::::::i::::::t GRAVEL PAVING .4.-...---. i . .. / i t„.... /-- I -- ...• ; I ,,1 :‘ v:::::-. •- / ■ •-•*" — t ,/ )li % .., , 1 1 ..-:::::-..::.;.::.:::::..y....:.:A i,...:-:.:.. • / k- \ \\ ,' ,:--• •.•. !------ .. -, _ I 'FOAM 2 2 ; , , / ...........i..::: :::: :: .9., - ...... ,/ .4::t-,,,6-1,F, ,, .t.-■- ,) -- `,, ;„ ) ..t&\. \. \-., -\.s., i I . .1' %,///,--.- :;. . , 1,...: ot.,,,o,..,,, PLANTING AREA LLJ t-, 7- ,- I i o.... 0 -,_ cL- I L \ \ \\- — i ) )1( . 1 \ , '' > co / ,‘; c i .-.,.....H.-...:.7..::.:.:.:,..:.:.:.:.:.:4...:....y.:.:.:.:.:.:.:.:.:-..:.:.:.:::::. -.....y.:. . ,;,3 jloo.z \ i jorr.. '‘, r,.. c ) (.‘1,z , \ . \ \ c, • -/- - . , ., . , \ ( 8 ,. '■.\ \ - ) ( u i __; M„, VEGETATED CORRIDOR 0 EC / _) '-• \V \ , , • ( . 1! ..•.•, I - \ ' ‘ '' ENHANCEMENT&MITIGATION '0 .;„ CC C ) ).'' . ( 0 ■ • -. PLANTING AREA CL m / , , ,. , - ---.-:::0 v,.:4::::::::::::::::::- , •..,,ii.,,I, 1 a ' ( NIks'N‘k■XX \Xkt.\ h' ' '' . '' All■ ..z.: i . ." ' ---..::-.4 7::::::,- _ .we-sr At.o.d.4—'• , ., ...a._14. 'Nol. ... , -, i ■111 • \ i' .. . • ........-...... I*7•0i::::•.4: .iir-1411MA Ki iitillrifirki‘ ,I. .\Nok.'N\. • \ NI\j i( . i ..; .., .`1 / I Is ;, ;•;•;•;-;•;-;-;- ROUGH LAWN 1_ ty............Y.:f. ■,.. ..,f.444P;40.., ' ! iV R . . , ,. \ \ ', • 1 1 .,' • • • • •• . • (/) fo CL ) / ii 1 , . SPHAL Ifj0 l At ..._ ,-,. ..taP::.<4...\ ( , Alt, \. \ \. \ \\, j If -, ..._,' •-" ..'•, ..i \ . '/ ........................ •1 U•••:::.:::::- , 4 ler.iiir- 1 t. (l' •,..11thliv...41.4•51t, \ \ . .. -\\ \. -\ \ •\ 0 ) ,e1 / ) 1 / ' .:::-:-•:-:-:-.-•::::::::-:::'-':':::%•-:.:::-: LAWN REPAIR . ti ,-- ., I 8 I PA VITJEJ - -........ • .1 1.:........:.:::..... '...,,.r'4, Vskior_&_ \ , v , ..., \. ,, ..\\. ;\. \. „.. \.,- ..,/,,, ,,, ::_c - - ...- ,,il- tp ......................... , ) / 0 / , \ . \ .. ..,. .....:................"...... ..../ - 1 tr:::.:::- : ..4 ,„-- ''--- .: . \-. . li (i" -- RELOCATED SPLIT CC 0- LLJ p 1 / "......`.:...::::•:::::":::":"fff:.:"'":::•rfs":":":"::::•:-:•::::. •.' . • 1 ( ei• / \ ti/ C )1 (/ .•—•—o— __ .- 1 ".1...:.:•::::-..-.:::.......x.:.:•2":::.:::"...:::::......Y...:•:•?./-: •1 ro..-:•-::: ,7 . •'•-%"1- Is. /__,,,„- ; aC.4 il..„. .il --, RAIL FENCING i"- att 0 / / / , .../' .- -' :... ), i / /- / / _./ ...---- / -, , 1-.."."'sff:•:.'.1:'..:•::::.T.:i::-:':-..:Y-:::::.::::...f.1:..............'...:::.1..-1 •-•,' , / I I ...:-:•'ffff'..:•••••::::'7.::::i'l:i:•::i:i:.:•::::'.:"..f:iff:•:•-•.i.'•:-.•........::::.:::::. I!'/ ...i'w4'71i<3/4- c ;k'it,A.-%+ \ 1 ', --------------------------------------------------------------------------- ;::::.3.k., i ,..._. ,Ax(iist v44:?,11,4:: i ,k4k\ ,/- , .__,-.-;:,- . 7., , -., 7- - ) '\\ )_... / 1 . i, ,,,n : • ... :, / ,-, - El VEGETATED CORRIDOR SIGNAGE < EXPANSION JOINT 2 u m > < 4- ••.n Cl. 0 "1::::::ga:::: : :. :ki7L......:::::::.2::::: VAS. ...:::::.......%IC* / '7 (;40:44•0‘t .,- .1., --,\.-'„ 1-' '''' --1..----. l' --.• ..... • (/:-.. DEI DOWELED EXPANSION JOINT r- ,..; i ....„...; 0. it \ ---,--:-:-.*:::.:t.-::::::::.g-K:K:K...::-..\ .. -.-.:;---,:::::::.44top 1, ' ,.4,-- i / ._ ) --.„1\ i J-\-1 ._ KEY NOTES \ ••••••.- • / 1 ‘ ‘12V CORRIDOR ..;,,, -...,.\ J;:,,,,.... , . ..".` N ___ ......- 90 ',/ .1 ,./ „ ( 0 112'PRE-MANUFACTURED WOOD PONY / ) \ I I i 1 / SIGNA9E i„, M.:::.. ...,.... N.,.. .4.44,44.7 ...c, 4k " , ..k1A ... s ,,-.. ..„..... r- _ , y/ '' ( r - , . EXISTING CONCRETE .., . „.., .... ' s ....., BASKETBALL COURT i ! • Ai G .RDRAI / /''.-::.:F \ ,,i1,.(4:144 /. „.....41INN .w NEI 8,L......44.,,,,,,i _it / ..., ),, .._ TRUSS STYLE BRIDGE:DESIGNED AND •,-' ( \ ( "".r1 . If-.---- • I ENGINEERED BY WESTERN WOOD ., / I ..) ,' --"-- ••• ..- .----- .. ... .. - 1 , 1 1127 --- .' , I- -L „ ,F441,113.*-1,4 , / . . i . _ ii% ,‘1,..!(1 . _ 7__ _.... <._ .... ..-- • 1 ..- - STRUCTURES I' -1 '. ) i-, •. j -71‘. - 74-7— 7- A"---7-..,_-47--..,a, !-/ 2,... .1■ /. . - „ - I ;)/ ......, r.- .0. ' .., / / -I • I BR..... -;UT E. •.1 ,' 11 ,.s. '...,.11111 % 44,-,.N. '-0d7,,, .I 6.''•1 ....''. . .4"°11.- fi" --\-=7.-----,. -- _,-- 0 RELOCATED SPLIT RAIL FENCE.REUSE RAIL 0 , L , .,. ....„ WING •L1.54 SEE STRUCTURAL.' ..,01,:••••■,-_,,■1..*V44.1:81tik:tall /r.,.-/ 7:__Ti I • • ../:\ ..19[,, ,, -----------------..-.,., .....7,,,,,. ..717., -.,z_z-7...,i _ # .„.. #//v,.,,,.., / // \\\.‘\.\\.\.\\*\\.\\.\\\\ 7A P MATERIALS AND PROVIDE NEW POSTS AND ....., /, ... ..„../ , / / ,/ -■-•%.ii --",,,. ',1„\, ,,I?::„1;44. i ,--:... .\:_,,, \'`... , \ • ,, , • , j ri . . . FOOTINGS TO MATCH EXISTING. 1 / ---1/ 11-,--- "--, --7 / ./' 1 /...• ,-j's -- ---- - i I Milr t \ I - ' -/ ,r ) f / ', ® REPAIR AND SEED ALL AREAS DISTURBED 4,.." / ...- „z ,..- ... „.,.. BY CONSTRUCTION AND ACCESS WITH OSTERe4 -' t ' ' '.--'-:::' - ( ,) f i' C/ -;'/ ., 'Pr- / // .„.• Z /**. / / 7/, ,- ,...er , , . . . . I. / _,,,... ,• . 4,..-yo I,/ LAWN MIX • 62 • • •‘. / / „,/ / / ,,z. - .....- '•'..- _ -'0111F / ...\\ • \- - /7 I : • „,.../ ...." ,--- I / z" / ,/z/ , / ; / / • ' .\\./' .'I a •1 */ ,- /-,--. ../.--_,-"-, - — -' — i f - MATERIALS NOTES: \ (V/- - - - - : / ••-•- ---' .../ .. I . • \._ -..--"--. "Ara' -- . t r ) i / -1. / • ...... ..." ' L. A 5'CONTOUR INTERVAL IS SHOWN FOR ,OREGO>cle __, / % --r-i i // ,/ ,.1 I --..I (' CLARITY. REFER TO SHEETS L5.1 AND L5.2 FOR GI @Pi I.N7 i i / / ../1110 / , /.0 .) 7 SITE GRADING. <Pe i - • IVI• • ,•- ': /I..... -/ - ..-' / 4PE At , / i. . ,. .4. , . -/ti r- -= , ,-- - ....5) ...- i ...--• , . i, .7. . . tk4, , , ,-;(.' / / , i - / 11 ' -."--1.41110'„..vit :.,..-..".:::-. - J,..-/i..:1 "#---',,_71/./ ;CI:T. ..,... ./ ..... :; '-- ., / I " i r-• / .----- ,,,. /' /- .--- ly, 1 i , / / DATE: APRIL 17,2013 ..-• ..• , 7 .'..-- .....-' 7, r /,,/ ) . e , , /„J..", .v fit,/ ) . / '' PROJECT NO: 1109 i .„,... / ../1„.• '''...,' / ‘,..., .: \ NX•N''.4k.*,,, „,%ttit,.. ‘',s,T+4kle?, i , -...- % 47 . -‘'..-../- / / 1..' / ../ ,7 / ., \ ' , ' '7--:-. .". ‹,.• ./ •----Z-j / I r- DRAWN: TB \,' 1 / I :„ O.. , •••.- / / / .7 ''' / ' / • s'.'./i . :'".'• \\. '\\. V,i6N-41tk)•# - •.,' / :::•:41§-• ' . -."--,, 7/ --• ' ,,,„4_, ./ a I CHECKED: LH '''. ' ; ■ , '--- • / </ / / '.. . . • \\•. .\\•. \• • ..7./ .4, : ( r oil-- ...7 . •"" .f. , ' , /--\ . 1. , ) „ •••••" . • ■ . \ - _ . - ..;_ , ‘, / / .- I-2— REVISIONS. ,,.• • 1- , . i . • - - -, . ' ( / , / • . \\. \ ,\. •) .., ,•:...*•_,,/. . . - ' • ■ --. . - Z. . ! ii I/ ) ' It? •-'•-• .- ' .,,/, .... .,' ••) • •• y ' • . \\\ ••■,,c, ,. ., t.......-.-- 441, . ..... ,.. . •-.- I ....,--1. .... J I • ( / . /.../. c ........,isi 17, .....„. s:.....„: \\.2....\\\.‘.\,..\.\‘. .-.‘ ,....‘‘,.4.• / . •-•-. ".3-••'BR---":- .- --- f)/ ---•-- .•...'" - ./. . . .\\ \‘• \ '-''''*.--''---- . 0-- - 44,2, 4 ' '-- - ----- ori •-•" - . . , n.-- - - - / i I r , / 1* . t /f i/ „Ili '''-' --• I 'Mt A5UTME II,AND/ •',/ 11 \■ '-' W1 WALLP,SEE UCTU' L _,.. ---"-- - ••- / ., -- -- _ . / \ 1 / AIA\\. ‘-Atd.-. • u• #22-1 - • •, •/,•:t,11°N,Ii.. ;1\.N . "•--.0 .- • i... ..../..........„, . .. .. .-11...L .„.4 .......-8..... ....a., 4, ....112.---- ....■=1;.■. =.......; •■■■•■••• CONSTRUCTION )' . i •' i / /1'4,7 V ' -% ( 4.- MATCHL1NE-SEE SHEET L3.1 :-J. •N21.„1".., . . - . z,400■%, ' \ '10V ... '-', .1(13 z \-.../ 1,-, DOCUMENTS 1 , t i / 41//'(</ /I ' if//6,- j A.E„,\`‘......\\\\\‘,\`‘,.V". •/•VI. • ••• /I .., ' •V- . -sk - • 7. ,--- --'' SHEET NUMBER 0 10 20 40 ED L3.2 ■•••■■ MATERIALS LEGEND — -ii::_ _ PHS DELINEATED S 1 VEGETATED CORRIDOR <3 PREVIOUSLY ESTABLISHED VEGETATED CORRIDOR A 1 / f ` 1 1 ( ` / / �, 1 , I L v / / L'/I�/111 I PHS DELINEATED WETLAND e I. / i , ' ! 11 I � _� '. 1 1 !1' I �: _ i I r( 1 , 1 \ \ ,-- -• f , ' / "/ ��rl/J I —•—'I PBS DELINEATED WETLAND /r i I! / 1{1 �'o `t\~�l ` i!1/ 4 j. ` I`\�l �;'/ —' � / I' --._! ` ` ° �\ — ,-` / % ! `+%.'\ ,I( I{r!/ 'I r/� J��` \ ASPHALT PAVING •"„.. _ I •\ \�■ 0 I - >— ' 111. t1j / L -=_- GRAVEL PAVING z C \ ( / // l; \L / 1 1 1 /� :��- � 1 � � �l t > ( ,r 11/Y• o :,�” �'�yti a, -u-,...... ,--.. 1�� ' �`� r /1) /f 1 1 1/ , • ,,� PLANTING AREA w ` -N ' — `c- �` ` i/ .,I 1 r )I) r � ,,\I , .'1.6 'SR y•��� \ \\ - i_ \ , 1 ' „ r>- 1VETATED CORRIDOR_ ` j iZ r \ , - I J\ , /,` J/� �� / rl - ' ��1 / I l I I r ` 'l.'.'.-.'.'.'a i '1 (1 / �, / l/ (' < ` , / �1 I� i > 11 � It `� , ROUGH LAWN _ a I Y _ . rr I'\ { 1 11f v • / , i /� ��\ l ._ J ! 1 l , 1I r/ \ \ ? 1 / LAWN REPAIR ( 3,I ' - t ice.. �� ;.�, , ' ��is . t I � � Q Q � ro - r, , )17' 1 / _ ` , �.� � - _ �� ' > 1 r�� � T SP f2 W I )1 ( t / / �� RELOCATED UT ,.., 1 t ` / ✓I �' �A'� 7.LL / i \ 11(r (�J/� RAIL FENCING Q O I ( I /, 1 . '5 -} E • _• J I, I ••_'111�.,"S " .� VEGETATED CORRIDOR SIGNAGE < V = >, 1 ! / 1 ) i / 1 • r 1 1 ) ) / / # .) j L l` I°�r ` \\ I ( I t \ -,..1....: 1 E1 EXPANSION JOINT '� V ` l 1 ` _ / EXISTING BASEBALL FIElb, '� / / 1 ) \ j r k �I 1 ` t ) J 1 1 1 , DEJ DOWELED EXPANSION JOINT ( / r r ; •1 1 I �►. , . ) > X1 . 11 —_ i J,/ ! ( \ J / / / / _ ti i I , \ 1 1 \ r 1 �` %,/___. I KEY NOTES �_ I f � r f •j , \ ( ,) G ATED . r, F. 1 ) Z. + _ / 4 1 •( , I � NDOR J ( ! / C 1 \ / O 112'PRE-MANUFACTURED WOOD PONY•` ' , ? - . `( %/ f`0 �• �• =� 1 I 'E ( J ) I (• j rr - �1 L TRUSS STYLE BRIDGE:DESIGNED AND S i-/ J 1/•• ,' . l Il I ) ) •I \ �. 1 �� (L ENGINEERED 8Y WESTERN WOOD 1. J . 1 l .' 5 ;S i 1 I I s •/ 1— .0 1 ' STRUCTURES 1 1 / r � 1 1 ,, 1 ‘i \ 1 ' 1 •r 1 / if /j 2O RELOCATED SPLIT RAIL FENCE.REUSE RAIL s'1 % _'— l 7 E- / ) ) r 1 �� l __ MATERIALS AND PROVIDE NEW POSTS AND I r — f 1:1 j / / �, I j ; / JJ( I FOOTINGS TO MATCH EXISTING.•I • \ J I 1i / j ,,‘'NN i 5.) i L J I ( l l !q/� I 1i} / ( / / ( I o 1 � \ { ; MATERIALS NOTES: (M1714. j r 1 Jr , r 1 _i .1 I' 1 / 1 1 ` ; \ \ 0, ,..> .1 _I 1. A 5'CONTOUR INTERVAL IS SHOWN FOR S% O R E 0 0 N4�V ( ( '� /•,) )( l• r ! / I (I ,) ) f ' \ 1 \\ r \\ \\ J•I SITE CLARITY. REFER TO SHEETS L5.1 AND Ls.2 FOR O'fC,�FE14R ` ... !/ ' 141/ (> ...7 1 / r JJ /.� : _ ' (- -1 J ± J� I `\ •.\ -.\ \\\.\ .t,`I/,�J� �// 11;� MATE: APRIL 17,2013 ▪ 1( L l / 1 . r / I r' J . ( r 1 + 1 \ \/ \,\\\e' 111 PROJECT No: llo➢ ', \ ∎, DRAWN: n )r _ 1 1 \ \. \ \ , ,:, 111 ', ) CHEEI(ED: EH 1. / _...• / 4 \ \ \ .,I \— . ) \\'\• \\ \k• \\6,,..4%N, / 11-•,..'. I , ,• ; ( ,--• ..-t 4.1tIklf., ....'\'.\\.••\.s. \. \ka,,,NiSt,k‘li .:II. ,cr; .•• ,' li ---.- -2/j. . ,r ' s' , `. ''. . . \. \ Akt,■§4‘N. "---104';- C ' .-,:-.,-- ,, i ! i � i / `-R+1. 3\\ \ \"�„°` _ .. .' 1 f CONSTRUCTION 1, / /• / � I �� 1 /) ,M,�T�H INE SEE'SHEET L3.2 / • \ \ \• \' \�\ \ , , 1,,,,\} `'�' ' f ( j DOCUMENTS • SHEET NUMBER 0 10 20 40 L3.3 -• _ -- LAYOUT LEGEND ; ( 'i .- 1 •v. . •• r: , ` _ :. vy. v /i/ r r, / l f /A — - - — PROPERTY UNE 1 a I 43,1 ,� I ', ,1' / /� // f // &26; y - i/ / r !,-• / _ _ _ - PHS DELINEATED a • .I i _ 1 ' / ! 7/ r /• ' /I l-) / //J,/,,\ . -- - - / r l 1 4 S / i VEGETATED CORRIDOR l / ///-� •' ) 1i r �' ')" • : f•/ ,. • V I / -� PREVIOUSLY ESTABLISHED 9 I / 1 I _ %r . - '.•.'« - - / 7 +, / / /� i/ t r % f /I • .•.,,�.� -! 4tI�A i- / VEGETATED CORRIDOR I II ! 4. ! i / / ,>�-y I //-j--, ,, - 1• I - / /9 • y i - ; .. RIDGE 2;- --� - - _ .1 y r�' ,/ i / r' / J /J�fJ !j f{ / �� f �-'' i r,,...,. o It2 .- • - 9�/ Ii4 II32277. ' , /J t-• • - ' PHS DELINEATED WETLAND .mini} / / l / i �/ �"/ %/�� / ) ' % / MATCHLINE-SEE SHEET L4.2 -/•// �, t[► �i ` /�� I ■ i•/, "t r ' / mil' / 'J"' ■. /Trii�,. � • I _.T -r 21 f� •. -. %, / LEI , , 'T\__ / �.� /J / r1 / I '/'� / /r/.//// / / J, �I�l (i �v / Y / �1`�. //// ',IIM %I�// r //, /, ` _ - / - PBS DELINEATED WETLAND I ( ) / I ' i /)!// � �`! // �, ' �> (� lei )r.1.1-�' j �� %////� ' // i E6421627 L.• .- ,'- / / 1 ,I//I - • ! //yr/ /✓ 7 / tom%� i ' J/ -- _- // �� / ---/, / / N 31273237 •' . PB POINT OF BEGINNING -• ■ .4 : Jr S 1//1 / /// i �l/ .%/ t' /� �� 1 /�- /./...„..........., ,,� ' P / !r?2L6T ^ '� - PC POINT OF CURVATURE t \ \ _ f f/ /, / y •/ l I% / 1 j/ , % �� PCC POINT OF COMPOUND CURVATURE 4:/; ' /- �� ,/- /j�� / 1 - - - - -_ PRC POINT OF REVERSE CURVATURE I \ \\( /r // J /it ,\ r l - 1 / ,-J - -\. - ,• .,•% '4' /-:,?••".�./ �i' '-i/ ` i i% i -J �l�` �i �A\ __ __ - _ ., PT POINT OF TANGENCY i it /---2,---1 . i, ' S / /i - �0 ./ .� - 1 R RADIUS / / r')l i i �/ J )// // ) ! r� - '•f /, i� '. /�/,� ! ��� - _ _-E�222 4'_ _ - - - _ z c J/ --- r / lfrs, "/i' '/ / / n ALIGN W•i- l�i// // , /� � J//- r~ WETLAND'D •%' �j �•/i / /� i .� / /�%/ '✓'ter f - --- _ � � N C i+ o I ,r- / /�. r/''( . ' / / / C'/ ' (,, ':' ///// // // //:`/ // _- 2'L`= //V,--• ,- //i/'' `. -� E 6N06.]9 FASTING/NORTHING C ro / i 1 /y ' / ' / I, 1 . 4 , , /7 /i// •j■ /i i /% !/ //j/ \ H 323022.27 SURVEY COORDINATES• r % ( I / ■/1 , r !/� t; /� / �/ f/. //. /ice /'/% VEGETATED CORRIDOR W U - j )!% •i / ,% -•` , •I i/ ` '. •I '/ l_• %/' ../ f, / / , / /! %,. SIGNAGE(7 TOTAL) O OL/ TS /// �// / , I l E•. ; J J Yarr(•J * , �.' / / ///�./ /,j LAVOUTNOTES: / PRC 1. ELECTRONIC DIGITAL AUTOCAD FILE SHOWING . J. • • -- �! J ,( ( /r , . "'/ ,_� !, /;/, // i 'wry / ,i"/ 7 . ..,. Y ro !/ '- /' r I i ';':/::: ' ''+.4 , // '/ 4 AVAILABLE FOR CONSTRUCTION STAKING Z• I ���_ i, f// i EL 228.28'J 2. SPOT ELEVATIONS P PC,PCC AND PRCS LI J 4 f//- t ' - �//// / y INFORMATION.SEE GRADING PLANS FOR REST j/// j/•/ %II•� r - •.,- - �y/%/ -�j//�� y /� / l ` ` ,! �_ OF GRADING INFORMATION. w. r fr/ --- /� ,l / / `/•/d,i/- /,�-,♦-' / /l , ,r 0 Y o•�',,/ir /v ( • • • - %;-;-': . . ✓�_j-4 .7 - ,f _ / - 2,0/ , ,: CURVE INFORMATION �' U Q J ;L:' CT'?': NUMBER CINE RADIUS LENGTH _J. . r-, .(, —j/.yy —�--',--;�r • ,/4e/ /i / .0 Iliv 2.�)f/ // ^Ir-� j.y--/PRC 5., �• /� ,,,, / !/ 's Z �' ' - 2• -1 • .//.-� ' /. Vii/ /�% / �� ` �e ti END -1,....---; _ ��. ��v / .�/''� '/ i' / / t / i./.7„,„, ''� E 64110.44 �i d1'` . / i ri 'r /f J /j / /44. ,k' �,�/�;L' N 321560.-. - Q 113.10' 24.18' 1 •�/• f / - / f ' �—�♦ ,O� jr7� /! P, A . 7Q 35654•- ® / y� _ PRC 13822/• •J•'• �� / .,.,/I/ / / /-E 64Wta6 /-- ,/ 1°‘ F E 610911.53 y_\ \. - ' / I/'// - N 322563.42 ■a� p�ti ` °l .,Cr- "--.--, N 322569.93 �� TVF&R 9� 18.00' 18.95' ( l:':11 -ii ' /„...,. V/ .„/ ,,�/ PCC �ow ( .� + , ._� r, / STATION SO 1D 34.06' 38.23'11/1101...1!%\-` ,; i I� I J f�� /1(i�/ /. // /'� ® `� I) tt le.00' 18.65' I \ \ 1 I. (S� / //I tt"f*7 /� �� �� f� �� DCC �. 12 195.71' 26.17 t \( � �I,'I� //,� I( / 7 j' / !�� / m � � � E 64093.52 1 } 1 ,./. 1 j(I /�, �C �'' / I t�� X 32235206 13 109.97' 15.22'tr 17.10' 20.50't4 i{E( } I r: , / ! % E 61062.99 p4�; AP9X 17,20U Il• • '' ,V I 11, /r / / /. N312527.94 i 1 is 15.08' 09.91'j, lk / � PtC \ + 24.62' 33.00' I •\ t tf FROIECE►a: 1169 � ) � I .I I�I; 4 I!j r//•/ % �� / , / / � E 64079.3) E 64063.17 i i / N 322888.09 N 312551U //° \ � /�/t / / . ' / / / ads 17 18.45' 26.97' o1uwX 11 P•�` ✓ if //Ir t I'1/ ./ / ,' / - I� KEY NOTES CNEa[o: 1N tt —/ / , I. •f .-.. •.. REVISIONS: -L-:- - y 2"8-1- ' Oj CENTER BENCHES BETWEEN CONCRETE PAVEMENT -� _` - i- — SCORE LINES.TYP. _ L= �`� (�2 DIVIDE WALL INTO 10 EQUAL SEGMENTS.SEE 7/L8.1. ■ e'_„_��sle o ® ® �z � ,.ter O3 COORDINATE WITHTVFRPRIORTOIMPROVEMENTS _ _ o , ��;:,: CONSTRUCTION • OINSTALL VEGETATED CORRIDOR SIGNAGE JUST OUTSIDE TRAIL SHOULDER IN LOCATIONS SHOWN. DOCUMENTS t I _._ SHEET NUMBER - !� _ SW WALNUT STREET " ' 0 10 20 40 _ _ _ _ _ _ _ _ L4.1 ,. , , 1) I : /! ••I , I : 1 1/41-../ ;. . I LLAYOUT LEGEND „ I / ,.. . ■ `-. .. N ( 1 ) • ) / fr / j t C) , / , • L,•y '' 1 t. . : ;...„.1 -- __ , . ,) .., . \ • , .., . , I i ,.," ,,, ; . i_• , ,.., ,,,,q . ) , t 3 i . s— —, • . J ./ • J ( /7 1 i - 0 y / . ,1 4.: .,...• ---- f • .... . ..... PROPERTY LINE 11 1 i / / I ,• / • / / •.'• i ) i — -,. '1 1 „ 1 /' } i *,p i /f • ft ‘ks I ,I I;I ( / f-="--'" . 1 ) ; .. ,fi i ,/ i s . --...: ; s,-- r ' .,22/../ -,.., ,. PHS DELINEATED ( / / 11 ,4 --4, / 1 i i,/ .._ . i • ( ,• I / I / ' ( , it L i e ...., ...,. ‘.., I 1 VEGETATED CORRIDOR 4 s 1 ( I I - l •••••- , . I • , , _ 1 ) •)*k • , • . r , irC / 1 --- II}- „ i - i .u., I -1 • , i i ,, • r I 1 / , • • ,• -• - • 7 i r:„. , - PREVIOUSLY ESTABUSHED i 0 ) i I \ N i . ( / • 1 1 I 1 !, .. ( i "C • ' 1( \''' •”' VEGETATED CORRIDOR , /11 O• ,-/I f 10 -I- -,- / f / -/i) ./.':-/ A.' 1 ( I I . ; I ' .r 1 / / . I ( (74) 7' EXISTING . / , ; ) / I , ALL , , o 1 , __,,/ /._ / ..• / 1 .Sir II( I .1 .- . .1.•v ry 41 ' i i .1 // i ( ,/ PLAYGROUND r: ‘ • /* ' -i ; ) "IP" -•',1,:- d4 , r i ,-- ,,..,. .•.•.-.• PHS DELINEATED WETLAND 3 • , / f ' ( . \---i I , .1 f % I ..- f i 44 / jr . .4 r. 14?"•' •i / / I L I r. 0 / / ..•4'. i - • / 1 i. .1 • ! ; ". I . ..... -- , ._ ,..., kr-r< . -,_-.14... , ■,, ---- / ... ■... ..,, ..,.*4.... , 4 ' 1. I. { 45' i< \ ...." ■,, I i l ! ■ pi , ,-- "---. --- ...„, \ ...1 I , ; I ) ,. , i i- - - 1 PBS DELINEATED WETLAND , , -■ - - / II I t \ / 1 ,„, \ --.... - ., ,./ _ AN. -..,..- 77 AC'741;•-•)7T .-Ni,"■.- I...).:- ' -- it i, _ ) / 0-'" .:-.7,It',. -1,,- 0''4 ''fi'ISIPi;''';::','1 .,.- .. ..--. I 1 -- 1...-•-_•__..Z.J ,p/ , l )1 N ■ 1 ., , i ,,..-..47,,,,,,, '-',. t, ,4k........... .-fek,..1,,f., , - PB POINT OF BEGINNING I i ■ / / -, , c'EX,ISSING SWINGS i ; 4 i I lir -,--,..---A.F...01.A _.- - ..." --•-• 1 ;;71 0E-4,•:—.,---,.... -',- -• ' ' • - •'‘il-,- \(1 ,---. _ .• \ 1...,1 -, PC POINT OF CURVATURE , I ,, ■‘,1,... 0',■;;',4et.-,17.-,A44.1t4 4 -. -,%_.-- • ' -,■• .:-- •. PCC POINT OF COMPOUND CURVATURE , / `: • 1 / i , / '•‘ .--:%,;■ f4k4.''.'frl iiI"1.*A- 1'1!--* ),1,1; r %■ '', ,- ) . \ • / / ' --/ V) i $4*.'6•7 9 1114,A bk..,4 I tk . ,. , . .. -.1 •--- ' : ° i • ; t \‘)t ',/' WK._ L 1 .> 0 •.1. 1\- PRC POINT OF REVERSE CURVATURE )- • .t._:- 1,\I•0 i‘ PT POINT OF TANGENCY I- \ i / , \ W / • / -4 ) ' , \ < L.-. . I • / ‘ 1 •'...../ ‘1V 1 •••, „.1.; -.1;:..."..,,, 7'4,, -,..-- 4 %RCA. 'i • / , , r-. . ....„...CV/ P \ , i ( -).1---- • tkl E2 r )I R RADIUS Z C 0 / ., 1,.c. i.I LJJ ,_ --. , \ .q ..-- - .. .1:- ( :19 ) • I-N ALIGN / / /\ \ j \ 1 • ' -.-1- - - •//t1--=/ '--• t- I — ./ I / / I ‘ i r \ I • - • • ' 3.-- — •-,, ; 2 to ! EASTING/NORTHING RJ --, + / \ , ,.. 1.,_ ,.,...4-c.11,1‘ , . AS I ) . . .//// , //..-----: '••.. •-- • E 64106.39 \ „/ ) / 9 _.. / -1 1 „ i /-*- ,/ i . / , ,- -) N 323022.27 SURVEY COORDINATES LLJ•E 64100.75 ‘ ‘ / / ',/. ', -1. \ 0 ' ,t#'-'-' /"" ,) ) °.. ,,, \ • 1 i QJ / • / I- . ,-- I 0 ) 1, 1 I VEGETATED CORRIDOR > / 'N c- , / N 3E302013 •• ■"4 \ / --1•••■ 1 / 0 1 .... I 1 .... w / 2 , rq, ..1,0_i ta A it* \ r". ( ' , ‘ ; I ) ■I r 1 • . . . .) •, , i i 1 __, SIGNAGE(7 TOTAL) 0 / 42\ E,64104.77 1 l ■ VlitliAl ler' // '- ) -) I , -.., I i .: V(' i / ---. • / 0 \s, .1). j C -Es ,. . ■ .1, / ii --' ) I ..-, • ( / i N 72300669 dill, / .... ,,, 1 ri/ k .■ a. m / , , L 226.91' Za I \ ^ s. 't r.:( - LAYOUT NOTES: Lk; -'' I / ,/ \_ ‘I I ,A7.,0i14,1■410Aiik ii•?.91.,il- 'I *IF / k‘1\j I oti,t, 1. ) 474 tt. , I x, (, _4,1,// /7 '' , I .1 / I I \ / 1 -- 1 PAC / i il • z 2 —re ‘s, I . L , , ,,-- • r,y,1 , ) „ ' E 6411696 ,‘ I / i I / r - ( ili / 1 N 722947.631 _. ., ', ' X...))f ( 2 \ .'', / I I g 9 1. ELECTRONIC DIGITAL AUTOCAD FILE SHOWING — r0 ) 4 t / I EL 224.07' / \lik'■-,›: ...,aitti:4.t.,\ ( , / , ) / „/ •i ,,,, I--, 1.. •\ --- , / I / I i‘ ' LOCATION OF ALL PROPOSED IMPROVEMENTS 0- 1 I ;- ' r 1 , - - ' /' AVAILABLE FOR CONSTRUCTION STAKING 1'.''',0fev 1 // ''. .. I '-', 4, 1/ <■• ,•-, .. 1 if ' J / II. ' PURPOSES c "‘. _ - It)/.,. PURPOSES. l- CC 1:2 / \fs, / , / „ I 1 I 1 • ! / It .....,;,.., ...avre,h,M,„,..„-pr , , _„tip , .0 1 fIt' ' - ,--7" ---9.1/ ,--•/ • ! , I ,.■-. . .,.,./u-. \1 1 jr___ ( , f„...., ...., 2. SPOT ELEVATIONS AT PT,PC,PCC AND PRC'S I.,- 'i// ••.-S-.- ALONG TRAIL CENTERLINE HAVE BEEN CI_ LU il- \ c' * / -qv.ve ! ., -/- A."' I . --, , i..c. /,, el,•• PROVIDED FOR VERTICAL ALIGNMENT V) te- I -/ -_ ---• I 1 ! /' t ;%1#7.-. --/,. IIV: mt..'•• ( (' ' ( ',/ , 11 IF d‘ ..'•- ArAiI.74r; I -2 l' ':// 1 • L... / „_--> 7,,,- ) 1,i _.„.„- - • i , IF ....... . .,,„- .''',1‘ •-, INFORMATION. SEE GRADING PLANS FOR REST 0 ,,. / ) iri )'\\- OF GRADING INFORMATION. >- -r > - , ..... _ , / ■ A 4bRIN'S .6- ' /• - ... . 4 -., 'y -/, 1 ,i,r,. -.... .4, / / Ifift2,4.. , 1.,,,,A ... --'-- . • , - --- --/ - , 1 ,, _.,ii,..Airfi u:•44,, 4.,11.4,,d,v,...7, ..., i 4, / ••••• i;::". ■••••• ' CURVE INFORMATION --.% Cl- 0 L, / --, / \ "‘v ,,Orr OP .4-Alt.,.,it,v- - • /• , • .....--/ ~ 4, -- . -2, //'i-"••. •-n - ---• CURVE CURVE CURVE / ; /-' : ,•• + ,.•" ..-• •-• „3„„/ ./.., I cil l \ a ' N ' 1 ,,,-•/ ,\ \ / tie iltH,--..z..7,7*,, ,_:,....4, i...j2,1 ,:.....)..., .., 7 , ( ,, eac I E 6414167 i e -Ticoor- c • -I . \%i '..... - • __, -I,,'i,,, (. j ' (J.,--. -.-:-.'--• 1 .., s . ..1\ / /S,i . -‘,,, . NUMBER CENTERLINE RADIUS LENGTH Ci 173.313' 63.05' 1 .1 91.1.1 N 322901.139 I• ,. .C, EL,221. I , ■`,4,448:): 4 le : ,.. . . ., ,„. '3 )- -L. ‘, -- /1 '' ipc)• • ,- j i 1 I I 1 ' y / / . / , „ , ,', .,__ -, . .,s r , . , 10 59.67' 53.88' ., -----, \... ... \ EXISTING CONCRETE I 1 1 P.' /fr - LANd. R.2 .4- k„\''\• ---- , _ -- , i',/ ••• ,.•, , -'-' BASKETBALL COURT / .' E soicun ' I'. 111\vv/ - ,...."0.,. I ' •' 'W -- -/ .01.-,. I/I. /r ( 1 ,--_,..-4. r ..' / , , i ),..-1 I I ...) ■ % N 722813.1.60 ; \ .• / allifiN L'i• - • i ' ' Ir. ..1 •■■..0.'1 7' / EL.220.31' ' if" / \ .46, -\' frt.-/- = , • 1. . . . ..---. --- 1 i; - „...... • i/........7...- ...... If-----....„. , • CI 61.93' 25.10' +,. • ii 1 ---- kJ,/ , . , ,, . - _„),.: ,, , 1 i -„- -7-;,. ,,. . • / ..-...„,_ ,,_. ,...,-., . . .. . . \ , „-- • - - .. ) - 'v. II"' A. 1 7 7 !/' -----\■--- --.- -_,..4-r- "--- -F.' ' KEY NOTES / , „.• , / / 066119 .K.' •-1-411t44.., .//,- \ I! U• ... ....-.:_;, ... - -.....p./.,,,11, u, — -- ..i.-...4-'.7 . / • Ilk \ • ..... / , / ; -.ivy... .4.:•.•\..../ . . , 141shish: Of ..., -' ---J 1 ' J 71 . . 0 INSTALL VEGETATED CORRIDOR SIGNAGE AT 1 EDGE OF VEGETATED CORRIDOR IN LOCATIONS --, . / •Lv. .„11 ,4%.„ ,,,,-:•/-. . . ., ,11 ,..,„ // ,,/ ....-.-5L, .;---. -• ...- - :, / .---- 7' .0" / V , 7 / 7 7 ,.,' / / ; ,--- , .-,-,' _ . .,, •, ,, //V' 74 , . _, ..,/ ,---- , 7 „-I \• Jr . ,.---,,,/ " -' -' 1 ' .J / /2 /"- i SHOWN.(NOTE:ONE ADDITIONAL SIGN AT NORTHERN EDGE OF VEGETATED CORRIDOR .r.csISTERp. .s". 1 .— ...„,• / ,•• .., z .. ../ --' . /, ---1 ..-- .,._. $0 Nvr ,. . . .\ , , . ,/ WHERE IT MEETS EXISTING PARK TRAIL) / ! 4 / '-, /1) • " • -' •/, I /7 ;, .- ... / , •,-- -/ 4:442Lativt) : 4../7 ../ , . • 1/4. - - - - - - • , ,, -.../e,,,,,pligvp .., . . .I ..,./ / , . •-- / -- , r --- ,- . e / /1". r,,•44). ..i "/ / ...1 i / /7/ / 1 ''•• __,I, .1...„„ORE0Or ) !. ' ' ,c, 05,1U07 1 't / /--- ...„111 ,' . ' / b; - - - - 7-- • s) /. ,. /e2 '' I-- /9,,,7 - - • : -- 4PE AC' ' / ' ' / • • '- --- 7 • Ir.! 4. 0°' 4; ' /-• .- . , fix, ,...... j / ir• — r..,_„ --- ,/ 1 -1 ./ / /* / , /( c 1, • 41130", ,....) / /4-' . i . , j= •••' t ../ /„.• 7 /... '-‘ ) • / 1--- •-... ...--"'" „..• / 7 .•••••• / / •l' ' - / t 514;.--- • ' / ')) ' ' tweitor . . ' / 4/ ,.....2- 10 , j , , ,I" ,___V I,- --.! _ ...._," 0 0A11: APRA 17,2013 / --, • , •••' , • / ..., --•••• ....-• "0/ .4- . ' • / /- i •/ r , i -- -- -. ---- / -- / -- -v '/ - ..:__:- .,, -----'/-,- --",-„_/ .■ i', 1 ; .--- I/ ' PROJECT NO: 1109 • ' • •-• .7 1 -...., '"' '- „../ II, I ......, , ,, ,.... .7 , ku . . ..,..../., „..._ . „ „,.., r-l- ../ i•'•' fri '',n.• •••-•• •./ / - 4 . - s',.. . . , ..--::..- ."2 / ,-/.., , i ,..... t 1 CHECKED: LH / /v „,,.. .." .,., „/ .....//r i: . ,;-• .i ...)• , „,1 1. . 4 l'• / ' ' / ../' /1 i •• / ( /' / '.• '''. ' &261/ e,' • 7 • . ,•/,-;•--- -- -i••• r'• -I , / --- '• • r I .1 \ /• , 1. I •• , l 4 <„, ,.. • r•-: ---,- •-- .- - - - _...- • .-- „ .- .../ / 0 /-- REVISIONS: ( if°-,_sit7 ., - 1 .... / ... .__,1-2- . , . • ,• , .• , , , , , ,, , „, ..... . , , ,...,,, ., ,,. ,__. - , -. / - , ...- ■ ..., //' ..". . -,../"' -/ i . • 1/ . j ' / ) ' i /1 , , .- / ..1))f , —.--• -"e ' 'f" ' / --.- 1 ; /0. ( I ; ' i t•.1 -13 1 i -- ..,„-)// ,•-_,.. . . . . . . ./ / ,..„el ,,,..... _ _ ,. . .... . ......_ ,..... f, . c. 112 ,;-'. .; .it,'doh'IA* f 64227.110- 00'" ..... „,, ..„,„ ___ ,.- - ,,, ,„ / ( ..• 1 \ (•. /..,/ /-.' '' ) .- f 1 'N 722770.65 A• • °•°#22'4 ' ' ' • //./517/11)7.I, ''--0 / ■•■• 4■46■4■ CONSTRUCTION , ,_ _ . ____. . , • 1.... • - f...—,---\ \ 2 • • I--:'---1 /•••"/". ,- - --771-77f77-"-a-.... MATCHLINE-SEE SHEET L4.1 '4.1k22.0,..,,. . . . •.;ft' .... 1 - , .-/ 0"/ ....,/ X . ■ • DOCUMENTS I,- ..., ) ' ( ) / ///'/</ ././ I //,//l- j / --, " / -/-VL .- :. ' /,"..".-f/ 1 I '/ .--- SHEET NUMBER 0 10 20 40 7.1'1 L4.2 • GRADING LEGEND I v / u 1 . 1 ( 1 r -1 f/i. /r /7 / .i,., • i : ,��, X215 /j �� PROPERTY LINE J I 1 I±11 PHS DELINEATED g• •1 i i / f 1 i' / ,/ / f 1 ' It' ! r i' I // l .// J VEGETATED CORRIDOR e y 1 , !J• 1 . 1' // 1 I 3 `1 i I /i l--I ,,/.ter I -/; i -/ y- - • •r __ 7 ��• / J PREVIOUSLY ESTABLISHED ( ! l •a{- ' ;"7,,/,--f ( / ' \ i /r / % VEGETATED CORRIDOR { fy• !r 1 :',1 \ ( / r r ti /` '; ' %. MATCHLINE-SEE SHEET 15.2 ,1 ,'�' j a`no.50 �� / � I ' / T� /,��_ /,-'------/d/ ��` / -T^ �/`• / �'�R.�_ ' �T�� T� /�� - PHS DEUNEATED WETLAND / 1 ! / e//'((' ./, 1 ) fi ,.,/(..., i % e..". .-- --- i- /•J PBS DEUNEATED WETLAND• • .��, 1 1 f / /,-;,, / �/ / J „.• _ �h/ / i i$► -I - - 155 PROPOSED CONTOUR /J / /�� \may/ _ 'i _iL / - i / r L .1 1. . ( ' (/ ((+y ,s -. ./,./...-. / /,I i /I / / „,-/- . ,,- j__ // ' - ,- /-/ / i - - __ _� ~ - - . --` I /.. ( - r- .l. /� �/ / .- /!' � - - - - -- - 123505.5- - C/'1 v• \( /r /� �t11 r" f/ // T (�/ fY�� % r� /�i i--TO." ' -------- i�i fir-J ` �' - EXISTING CONTOUR • .J/y/// ,.G- ;-=1 / / , / /:� //,./,... /i / // /� -- _ - _ -- O ' / - / r „ F WETLAND D /, /-g-r.,'?• -- /. ./..--' :::LE1lF( � . W Q) / 1, / f �/j J // fi�/ // i/ / \ \ (230.5) U //I ti ! % , s 1 I J ,r�'s.�/- !/ / , // 230.5 CC /' / /' '' / / I / / ) / (� j I Y ". !' ///.`/, x.f9 / i- / ' / ( 1 INTERPOLATED SPOT ELEVATION,V.I.F. -0 III'/JJ//// 'y, J 114 r tt`'r ; '. ./. ` ! i/J -///// •/,R// ,/ /'-/ . .'/i'// GR GRADE BRE7t1C .•/ •/ '/ '/ ` �iJr `•'S J '�;.J;l;, . . . . f' . y. //%f? j// .' v ' /I- / /i/'%/% / (1 MATCH MATCH EXISTING ELEVATION JQ a II )/ • f' /�_: l` //i. P�II J il���f��%,/� /� I -;�; V.I.F. VERIFY IN FIELD �- ,' /// / / / / , /r �� l '- x: /// /- / j/, 2xe.xa I x% DIRECFION AND PERCENTAGE v • / //...- // :�� I/ '>; / J (PRC) J OF SLOPE Z t"I CO %�/� r l/%/�� S %%�✓ .1/j./ ��////, 'Jri �` iii TW TOP OF WALL Y O J,�j r / ,i / �,! �ll�• %y`✓I�/ I� / / _23Q Li.:� BW BOTTOM OF WALL _ +>+• - • / -/. . . . TC TOP OF CURB '� U -� ( 1 / 7 ` •� � r/53363 4EK(3399)1� - -� BC BOTTOM OF CURB. S , • �- _ `/ . "�% / y BC 133.51 I ( ( 1 . ✓ /' ., / %J // �h E2 S' / 33.79 I -1- / •\`. / t, r JF ,/ / f / YI"�, 9 TD TOP OF DECK OF BRIDGE •r % ��,.�// '1 % / , try /1 �.� MATCH e. • l ' :::.9 \1 J i /. S. 'I'';/-_ /// d �- A_ J ' C - KEYNOTES `` 1 �• -J-/- J /_ / _ -// -/ / •1 ��^` �'�� / 3 ffrA I DESIGN INTENT WRHIN FUTURE PLAYGROUND _ �•- %/ / --- / 1 MATCHTC O AREA IS 70 EXCAVATE DOWN 70 SUBGRADE \\ l , //:.-__ / / / .W, ELEVATIONS(-201 TO ACCOMMODATE FUTURE '`' �`1 2.- (� • 'r' / i '/' / / '/B 32 0 \ 0 '� FULL DEPTHS OF DRAIN ROCK AND WOOD CHIPS. -.-1 // / // -' / / 1(26-7 TIN 33.67 f+ a� I� TVF&R SEE DETAILS S/L8.1&7/18.1.FINISHED GRADE OF - -/r. / , 1e1N 3x.17 ' .►� 1 I s I. - •�(� BW 3x-50/ WOOD CHIPS WITHIN PLAYGROUND AREA IS 31.50'. ( •L � i/ "� -� / : y _s< x 7 1 33"67 TC(34.x5) STATION 50 1 \ ' 3t1S BC 133.771�'e�'-• 1 i i BW 3x19 _\� I I / / BC 3x.5 s Tc(3450 (] I GRADING NOTES: )1STE4, - \ 1F '/ \ ,/ / � / i:T2 1. ALL PROPSED SPOATIONS SHOWN/� INDICATE INISHED .` i �,`r1 �� t_ AVATN AND G REQUIREMENTS 1\' ./I1 i!/, f (/// / T �.�� �� BS 3x.60 AROUND BRIDGE ABUTMENTS PER y O R E O 0 ta V t `` 1`` >,_� f// . I / , /' 'y�� TS 33.68 GEOTECHNICAL ENGINEERING REPORT DATED p oirl tm7 / /`/// r /� x8533.8 f I � � i / / / !,`���r1FlEi� JANUARY 2012,BY GEOTECHNICS lLG C9 pE,� ' / / 1 (( ;V:( 1 I ! /I. / / / / 34 \ r` X34,34 3 PROVIDED AT EDGE OF EXIST NG PARKING lOT Y 11I PAVEMENT WHERE TRAIL CONNECTIONS ARE DATE: APRA 17.2013 {t • 11' I! r l i f r, / / / / / r MADE PRIOR TO BEGINNING WORK. .�1� V ii,, ill f //. //, • / / / 35.60 ( / / / / 35.x1 4. MEET AND BLEND WI7N EXISTING SITE GRADES AT PROMO no- 1103 r; /; ,;,10= .,, / / �a • iii I I / / 353. �F,73'- PROJECT CLEARING AND GRUBBING LIMIT. DRAW ,B ' /( ✓ �i //` r ! / // ' ' / 36 '� '/ 5. AU.TRAILS AND PAVED AREAS SHALL HAVE 1 / - / SMOOTH AND CONTINUOUS ELEVATION CHECKED: IN I/II/ 1 / • (' / i� Tc 36'x9 CHANGES,WRHOIJTSAGS,DIPS ORPUDDLES. / lei - •-,.-, - 0,.... p VIC 5.83 Rmsahrs: ∎ / /r'} r ` •\ �j1` _ .e�- ALL PAVED AREAS SHALL HAVE POSITIVE �'/ -_ __` ``1-__ -^ DRAINAGE. ~I _ ' - ' 6 TANGENCY(PT POINTS OF CURVATURE(PC), \ =c-,.- - _ y ��� � - _ 1fJJ�. POINTS OF COMPOUND CURVATURE(PCC)AND . 1'' _ .�o�a o I o "� � ~ __�_= POINTS OF REVERSE CURVATURE(PRC)ALONG Mir p 1r-aa 013- - TRAIL CENTERLINE HAVE BEEN PROVIDED FOR VERTICAL ALIGNMENT INFORMATION PURPOSES. CONSTRUCTION SEE ALSO LAYOUT PLANS. DOCUMENTS i, 7. PROVIDE JUTE NETTING ON ALL SLOPES WITH A _ GRADIENT OF 3H:1V OR GREATER.SEE CIVIL , SW WALNUT STREET SEDIMENTATION CONTROL MEASURES. - _ _ • ` 10 ,xo ,. 4u 8. REFER TO CIVIL PLANS FOR EROSION AND SHEET HUMBER _ - _ _ r 9. REFER TO SPECIFICATIONS FOR PLANTING BED L5.1 SOIL DEPTHS AND PREPARATION REQUIREMENTS. , i ■/ , ) / /J i I , 1 1 •r•4- 1 t...GRADING LEGEND 1 ` / / \ > / / r ; 1 {' , �' I Q r/ �'.� -- _ _ PROPERTY LINE \ i ` � i j . t 1% r I as 1 \ k i / (i ` ' 1 ` i \ / - \ \ \ ' '' / - 'i ' .1{ `\\` \ --/ , _ _ PHS DELINEATED X �, ! I 1 I r / • 1 - -. • f ] f / ' /� / l i / ( ,' 1'/I,' VEGETATED CORRIDOR a• in} , / 1 1 r PREVIOUSLY ESTABLISHED E ' �'' ( f ' I / / S I J / ] F / , I 1 `�f ` l VEGETATED CORRIDOR .P $` }• ,ic I / ( '' 17115T111G Q ' I • f I l I :►`'y J // Ir __- , •' . . ,ir :/ • �f/(( - - _ l' I PLAYGROUND r '• 61 el, , r ✓. - - PHS DELINEATED WETLAND•/ J i',- //J,(1 [ i j \ /U i ri �: I PRS DELINEATED WETLAND•.I I,/EXJSI1NGSWINGS 1 �_:'j�._=:'�I� 44'": '4 \ .i *\- :�'.j '.r _ A r r1/2 III I 1 J` / I / •, • : �/,"e. vir\ r,/ ,. , C.'.': ' \ • ``-\- , 11I L • \.. IS` PROPOSED CONTOUR f�) ' / 1 � , ,' � ��_1 i��y.4 1 )`'III 11i/ '' 1• ] , I j \ / y 1. ',Ai,l! /wit 1 i , .`11• `11D 1 - - 155 - - EXISTING CONTOUR \ r V 1 :r ! / 17.50 „ ," I r Lle .I •• ,1,' I 1 11'1 r •/- 1' Z CXI / '� ! J , \ \r, / ! J j11 i '1 f /jII /� r 2 PROPOSED SPOT ELEVATION •+'• I j =1,::: ,� C _ :" ( / (230.5► L1J LJ 2 al ■I / / / \ .•i,li,l.:� ! •�1 / J / 1 _ ) II( 1 1 1 ) EXISTING SPOT ELEVATION,V.I.F. N \ ' ,. r I r ( \ I J 230.5]•°, { I 1 \ \ . ,/ ' ,` l/ / / //) '. 11,r, % 1` / I 'i `''•t> I INTERPOLATED SPOT ELEVATION,\ CC _ ) ' ) - / / 1 I49 &.. `• • \ / ' / ) / / / 1 1• �. / • z a f0 / I / / I f , k /�(1 f ,/ ! / 1 ' I I I • //' 1 - ' /f i GB GRADE BREAK Y / '� 1 44X% I ' / / • ,' • r - I / 1, n MATCH MATCH EXISTING ELEVATION a / I / I 1 . ��►/ III. ( ! �: / iT �l /11 % r J / f I /, V.I.F. VERIFY IN FIELD - ', i / I i 1 4 ��7 r! / l // \ J / �� 275 DIRECTION AND PERCENTAGE Z Q cc 2 • \ ' / I �[[Y / i lrJh`' J �!� /r t•'5 ,r I•/' % 1 BW BOTTOM OF WALL 1t4•/ I \ , •`�'s.�/� `w , ! /'r ...,/,.. ... / \ =/ !/!1 TC TOP OF CURB V 1 V �,- 'r /I// l i �l. \ �_�` -1�T,'1'�''`-I-b` J �1,2• / /'F.. 1 '� { r > f i- ✓ / 1 40, i IPRCI �� /! c ) /t',' / ^I`\ BC BOTTOM OF CURB• / \ $20.3 I \y_ _ I ' / I / / , /� / I� I i J� `` / / ` ' ! TD TOP OF DECK OF BRIDGE 1 \ I 1 1 / / / /■ • '-. / / ►' k . . t • > •'. ,,�` r �0;J/ ! ;( r ' . '•/ . ••1. \" -- �/, j , / / • 1 I 1 -GRADING NOTES: _ BASKETBALL CC I ! ( / . / v•.. r/; ' •w •tAr B •/ •/ �r' J 'i t^I Ir / 1I I > I - ...1._....4.1 __/ / 1 ! „ryp / !ir/-'': �� ` / \r'I/ 1, c__ 1 1. All PROPOSED SPOT ELEVATIONS SHOWN of \ l -'- _ /- io \ 'i11;� h `�L --' / �. r i! \< `\ INDICATE FINISHED GRADE.I I,.�J i / ,/ J I ) / � ;=JI!'9 �� ' 'I-- — ( - •�.. ?/�/ � , " 9'2. EXCAVATION AND GRADING REQUIREMENTS c - —...4.--- / �T / I \ / ' / / r �l •119.70' !. /�..: 11 tr r '' . . - .7„,• AROUND BRIDGE ABUTMENTS PER / / , / / , / % / �3•�►r \ /A1S !•' `J _ I GEOTECHNICAL ENGINEERING REPORT DATED Jr- -� l � �• —,,_• I -1 _ _ JANUARY 2012.BY GEOTECHNICS LLC e I `. / ' / ,s / / ; /'6t /./ i•- - `�/^ J 3. CONTRACTOR TO VERIFY SPOT ELEVATIONS / i i , '% /' \ / 7.. / I / / ( /r'•' PROVIDED AT EDGE OF EXISTING PARKING LOT _<,(11ST O 1 <,� ' /2� r / / / - 1 �. / �' 1 / •/ / I PAVEMENT WHERE TRAIL CONNECTIONS ARE • • / / /' �/� / ►- t / r ,/, / /' / / it // MADE PRIOR TO BEGINNING WORK. i I ! \' // i / / / / / / i .. /.•! j - F. WETLAND Q / - / -/ J 'r j -4. MEET AND BLEND WITH EXISTING SITE GRADES AT &W ”•'. _ / j -/ //� r /�h/ .\ / r r' / ''j y 7 �/ ' J 7 PROTECT CLEARING AND GRUBBING IIMiT. I J / i / , ' 'r j /i / / ti /�'' / / I i -'- / / / ('"� i .5. ALL TRAILS AND PAVED AREAS SHALL HAVE ORE 1 O N ..) I I - ,. % / •' / (r ,/ . •' gyp, / J/ r` —/ J ��/ / 1 SMOOTH AND CONTINUOUS ELEVATION �fC,PS LMT G� i , / �. // J'//// // ' ,//''•' _./% �1� ,." / �C/ /'/ / / / I CHANGES,WITHOUT SAGS,DIPS OR PUDDLES. '1PE AV J - / ./ / / // �,,q / .•- %. I ti LEGEND (j I // - - I , . / // PROPERTY LINE I i I // / � ---- VEGETATED ACORRIDOR ( / PREVIOUSLY ESTABLISHED A d / I VEGETATED CORRIDOR t ' MATCHLINE-SEE SHEET r t� // .I PHS DELINEATED WETLAND ; L6.2 I / I:__ J I• •I PBS DELINEATED WETLAND I / IRRIGATION LEGEND • / /GENE' NOTES EXISTING TEMPORARY IRRIGATION - A /1. YOUT OF THE SYSTEM AS SHOWN ON DRAWINGS IS MAINLINE.TO BE REMOVED.SEE / ,.• DIAGRAMMATIC.IRRIGATION LINES SHOWN WITHIN NOTE 2 THIS SHEET U) \1�,' PAVED AREAS ARE FOR GRAPHIC CLARITY ONLY. • ZONES 1C&2C TEMPORARY ABOVE H / Ci! / / / WITHIN TLANDSCAPED AREAS WITH ETHEIIR LOCATIONS HUNTER ROTORIRRIGATION SYSTEM Z GROUND `- MODIFIED AS REQUIRED TO AVOID PLANT MATERIALS, w C•/ / / \ I/ UTILITIES AND OTHER OBSTRUCTIONS. a ZONES 1 B&2B TEMPORARY ABOVE 'C p WETLAND D \/ THE IRRIGATION SYSTEM HAS BEEN DESIGNED TO GROUND IRRIGATION SYSTEM W - i�� OPERATE A • • • •1• • '. - - •• , OF HUNTER SPRAY HEAD PRS WITH MP / �/ / CONNECTION. IF THE PRESSURE IS LESS THAN - 1, ROTATOR MODEL MP•2000 90 �i / U ? ��.' ' OR GREATER THAN 100 PSI, NOTIFY THE CITY a ZONES 1A d 2A PERMANENT IN O PROJECT ENGINEER AND OWNER'S REPRESENTATIVE GROUND SPRAY IRRIGATION SYSTEM z N rz - \`. i' ,,. IN WRITING,PRIOR TO PROCEEDING WITH THE HUNTER SPRAY HEAD PRS WITH MP L^J� INSTALLATION OF THE IRRIGATION SYSTEM. ROTATOR MODEL MP-2000.90 < L 0.. c 4 �' IRRIGATION POINT OF CONNECTION,SEE J �i i P.O.C. SHEET L8.1 FOR DETAIL a Y Gca' _ _ /;; ==== 6'SLEEVE,INSTALL TRACER WIRE OVER Z Y f0 �� / i �/ SLEEVE,FLAG IN FIELD&MARK LOCATION O A/ d - - / ON AS-BUILTS Q^ T 'O co 49- ' /` / 1 1R'MAINLINE,SCHEDULE 40 PVC LL ® L_ p HUNTER CONTROL VALVE / 2 . ; (D Y (n 1 STATION&POINT OF CONNECTION NUMBER < p ' I' /X ® GPM FOR ZONE Et Q = w - I // ,/ - j' I Q QUICK COUPLING VALVE a V, - ®O \' ' . ® $ MANUAL ISOLATION VALVE FOR FUTURE IR EXPANSION LATERAL PIPE SIZING: 0 N �!\ I ii" O© I 3/4'LATERAL PIPE-CLASS 200,NOT TO EXCEED 10 GPM z n i • D 1'LATERAL PIPE CLASS 200 NOT TO EXCEED 16 GPM a ui y re m it i 1 1 1/4'LATERAL PIPE CLASS 200 NOT TO EXCEED 26 GPM z O a i ,��� q.„4����� L�� J 1 1/Z LATERAL PIPE CLASS 200 NOT TO EXCEED 35 GPM Z v�V p •m ii" �.�, ! , 2'LATERAL PIPE CLASS 200 NOT TO EXCEED 55 GPM <m O �// ,� 0 t �� 6 l 5 tu n I/ KEY NOTES w < I 0 � I TVF&R EXISTING IR SYSTEM TO BE REPAIRED AS ii , , O •' OI REQUIRED BY NEW WORN CONTRACTOR ~ STATION 50 RESPONSIBLE TO FIELD VERIFY IMPACT ON GIST EXISTING IR SYSTEM&NOTIFY CITY PROJECT • , ,�... �, ; ACCORDANCE SYSTEM TO BE MATCH IN ACCORDANCE WITH SPEC.MATCH EXISTING • ` J� \ :: . I SYSTEM IR COMPONENTS WHEN REPAIRING. , 4 , �_ z EXIST.ABOVE GROUND TEMP IR SYSTEM TO BE •' GO i O / N • II REMOVED.INCLUDES EXISTNG CONTROLER, /'.., 1 06/14/a i VALVES,IR MEADS,IR RISERS,ABOVE GROUND ME _ PIPE&BELOW GROUND PIPE THROUGH OUT WI=»M/u `•` I 00 CAP SYSTEM.SALVAGE PIPE&RISER SUPPORTS LINE, Z 1 FOR REUSE.NOTIFY CITY PROJECT ENGINEER oArE. �17 zala O I O 0 WHEN REMOVING&CAPING TO COORDINATE PROJECT, . 7706 o I I 1 SALVAGE b REUSE. • 1 • DRAW* TB - 1 II 0 P.O.C.FOR IRRIGATION SYSTEM.SEE DETAIL 5 L8.4 CHECKED: IN • • ` • • I OO CIVIL PROPOSED CONNECTION TO WATER MAIN,SEE REVISIONS: 1 • � �� ® a l O SLEEVE REQUIRED FOR REPAIR OF EXISTING IR Ell imi,° -- � . _ --- SYSTEM _ _- - ` _- -- .• J7�, •__ O SLEEVE FOR FUTURE EXPANSION OF IR SYSTEM. --- = O- FLAG LOCATION IN FIELD&ON AS-BUILTS. CONSTRUCTION 0 ( IR MAINLINE STUB OUT FOR FUTURE IR DOCUMENTS I 0 CONNECTION. SHEET NUMBER 0 10 20 40 - - - - — — — _ _ - SW WALNUT STREET nomilmi.m7 L6.1 I I I I I LEGEND 0 MATCHLINE-SEE SHEET L / —-__ PROPERn LINE $t$ L6.3 - � 2 ® — PHS DELINEATED {�" I • • - ——— VEGETATED CORRIDOR 16 j I ,A _ PREVIOUSLY ESTABLISHED 1 VEGETATED CORRIDOR o A I •k" - i W EXISTING / U� I PHS DELINEATED WETLAND PLAYGROUND i iu \ I `.— J PBS DELINEATED WETLAND • �/ 1 /_ \ \ I IRRIGATION LEGEND I WETLAND A • EXISTING TEMPORARY IRRIGATION 1 EXISTING SWINGS 1 MAINLINE.TO BE REMOVED.SEE �/� NOTE 2 THIS SHEET V/ I ( . 2ONES IC 6 2C TEMPORARY ABOVE F GROUND IRRIGATION SYSTEM 7 \ HUNTER ROTOR PGP Z \ / ■ e ZONES 1B 8 2B TEMPORARY ABOVE C \\\ \\\:,\\ GROUND IRRIGATION SYSTEM 2 0 HUNTER SPRAY HEAD PRS WITH W ++ ROTATOR MODEL MP-20004D W (O IA 0)8 2A PERMANENT IN j ■ ■\\ a GROUND SPRAY IRRIGATION SYSTEM L HUNTER SPRAY MEAD PRS NRTH SYSTEM O ) \\ \\ ROTATOR MODEL MP-2000-90 7 N LL \ —_ - IRRIGATION POINT OF CONNECTION,SEE Z LL -� \ P.O.C. SHEET L8.1 FOR DETAIL 11 C 1 -__' 6'SLEEVE.INSTALL TRACER WIRE OVER ∎ C 1 SLEEVE.FLAG IN FIELD 8 MARK LOCATION G to 1 ON AS-BUILTS Y 1 • . 1 -.—.-1 1R'AWNLINE,SCHEDULE 40 PVC Z YN CU • I 0 HUNTER CONTROL VALVE 0 1_l- a I I 44, ® SGPM FOR ZONE OF CONNECTION NUMBER t CO I I ~r a.. IA G. QUICK COUPLING VALVE I co 1 l / V YJ ~ 1 1 Y MANUAL ISOLATION VALVE FOR FUTURE IR EXPANSKN4 I 1\ 1 //. LATERAL PIPE SIZING: /�/ U Q O \ \ 314'LATERAL PIPE-CLASS 200.NOT TO EXCEED 10 GPM LL I .•MT, / r LATERAL PIPE-CLASS 200 NOT TO EXCEED 16 GPM N• \ \ - - 1 114'LATERAL PIPE-CLASS 200 NOT TO EXCEED 26 GPM C+- 11 �! Ip \\ \\ / - - 1 1!Y LATERAL PIPECLASS 200 NOT TO EXCEED 35 GPM \ \ 2-LATERAL PIPE-CLASS 200 NOT TO EXCEED 55 GPM U F:et - \\ \\ J 2 N ■ fU AC CC Oa EXISTING CONCRETE \ `� ` WETLAND B '/ O p v Z n BASKETBALL COURT / F .... .___ ,.\ GENERAL NOTES L IX Z g ai• / 1. LAYOUT OF THE SYSTEM AS SHOWN ON DRAWINGS IS Q n G / / DIAGRAMMATIC-IRRIGATION LINES SHOWN WITHIN /+ / PAVED AREAS ARE FOR GRAPHIC CLARITY ONLY. // \ / / // IRRIGATION HEADS AND PIPES ARE TO BE PLACED / , WITHIN LANDSCAPED AREAS WITH THEIR LOCATIONS -G'GIST-iv.�,- / / / '71 MODIFIED AS REQUIRED TO AVOID PLANT MATERIALS, . 4S PIS �/ UTILITIES AND OTHER OBSTRUCTIONS. /i / !`I ................ / / 2. THE IRRIGATION SYSTEM HAS BEEN DESIGNED TO r� / / OPERATE AT A MINIMUM OF 60 PSI AT THE POINT OF / / Q / / CONNECTION. IF THE PRESSURE IS LESS THAN 55 PSI, raw 4 G0� OR GREATER THAN 100 PSI, NOTIFY THE CITY .i I 00/14/ / / �JQ PROJECT ENGINEER AND OWNER'S REPRESENTATIVE 5���...��•����Is� / / Q IN WRITING,PRIOR TO PROCEEDING WITH THE / // INSTALLATION OF THE IRRIGATION SYSTEM. 6 00/50/le / ��(`�/ ...'"../."1 /// DATE: APRIL 17.1013 . . ./ / � G ' / PROTECT NO: 1109 / DRAWN tB /.... / // / CHECKED: LH 4. ////'''''./ / / / REVISIONS: / / j)i _� // / li /' i ..� CONSTRUCTION / DOCUMENTS / MATCHLINE-SEE SHEET / �+ 1 / / SHEET LEE ER D 10 20 40 L6.2 LEGEND 7� U -- PROPERTY LINE PHS DELINEATED 1—--— VEGETATED CORRIDOR :E PREVIOUSLY ESIA&LISHEO C6�{ VEGETATED CORRIDOR e u j `. — tI t ., x I_—-I PHS DELINEATED WETLAND 4 pnq ���— S „ W I • I. - -i PBS DELINEATED WETLAND J I 1 IRRIGATION LEGEND EXISTING TEMPORARY IRRIGATION / J MAINLINE,NOTE 2 THIS HEET REMOVED.SEE 1 l • ZONES 1C&2C TEMPORARY ABOVE GROUND IRRIGATION SYSTEM H HUNTER ROTOR PGP Z '� J e ZONES 1B&2B TEMPORARY ABOVE W O.C.- _-- J HUNTER SRPRAY HEADSPRS WITH MP 2 0 INC © ROTATOR MODEL MP-2000-90 y W m _ e ZONES 1A 8 2A PERMANENT IN > N �_ ` _ s _` GROUND SPRAY IRRIGATION SYSTEM V 0 __ ` _ _ HUNTER SPRAY HEAD PRS WITH MP CC ROTATOR MODEL MP-2000 90 Z S` 1 IRRIGATION POINT OF CONNECTION,SEE Q a C __ P.O.C., SHEET L8.1 FOR DETAIL J C ca J _ ___= 6'SLEEVE,INSTALL TRACER WIRE OVER a G— co)•1 �� SLEEVE,FLAG IN FIELD&MARK LOCATION Z (0 I 1 _ — ON AS GUILTS N a 1� ■1 1/2'MAINLINE,SCHEDULE 40 PVC 0 l.L 1 +__ Q5 HUNTER CONTROL VALVE Qr W 0) 1 —,_ _ 1A STATION&POINT OF CONNECTION NUMBER 'n CO i - / , - ....s _ GPM FOR ZONE Q "- U Ct O QUICK VALVE �` Q J / X MANUAL ISOLATION VALVE FOR FUTURE IR EXPANSION "7 U f / LATERAL PIPE SIZING: J EXISTING BASEBALL FIELD O 3/4"LATERAL PIPE-CLASS 200,NOT TO EXCEED 10 GPM a //( 1 1'LATERAL PIPE-CLASS 200 NOT TO EXCEED 16 GPM -, ,. co N. 1 1/4"LATERAL PIPE-CLASS 200 NOT TO EXCEED 26 GPM g, z _ f / 1 12'LATERAL PIPE-CLASS 200 NOT TO EXCEED 35 GPM w<K 22 O°e, •-- 1 / v P.O.C. 2'LATERAL PIPE-CLASS 200 NOT TO EXCEED 55 GPM 2 0 0 o!o 0 ODW 2ZN ~ � �'� ,_ ' KEYNOTES �S= cogN cc J O EXISTING IRRIGATION STUB OUT,CONTRACTOR K O a �a / TO VERIFY LOCATION,SIZE 6 OPERATIONAL STATUS. NOTIFY CITY PROJECT ENGINEER OF I ANY DISCREPANCIES. GIST J OP.O.C.FOR TEMP.IRRIGATION ON THIS(NORTH) 0, ■ SIDE OF STREAM. ` I/ f ' 1J A • i O EXISTING MAINLINE,CONTRACTOR TO VERIFY � i I: LOCATION PRIOR TO START OF CONSTRUCTION. R'CON / CONTRACTOR TO PROTECT FROM DAMAGE !''I p6/14/o / I IV RESPONSIBLE FOR REPAIR REPAIRING CONTRACTOR Y DAM DAMAGE BE J �/ CAUSED DURING CONSTRUCTION. mma 00/30/00 I GENERAL NOTES DATE: APRIL 1T.2013 1 / 1. LAYOUT OF DIAGRAMMATIC.IRRIGATION LINES SHOWN WITHIN S IS PROJECT Ho- 1100 __�J DRAM TB I PAVED AREAS ARE FOR GRAPHIC CLARITY ONLY. IIRRIGATION HEADS AND PIPES ARE TO BE PLACED CHECKED: LM f WITHIN LANDSCAPED AREAS WITH THEIR LOCATIONS REVISIONS: MODIFIED AS REQUIRED TO AVOID PLANT MATERIALS, UTILITIES AND OTHER OBSTRUCTIONS. f / 2. OPERATE IRRIGATION SYSTEM HAS BEEN MINIMUM OF 60 PSI AT THE POINT OF / 1 f CONNECTION. IF THE PRESSURE IS LESS THAN 55 PSI, OR GREATER THAN 100 PSI, NOTIFY THE CITY I PROJECT ENGINEER AND OWNER'S REPRESENTATIVE / IN WRITING,PRIOR TO PROCEEDING WITH THE CONSTRUCTION MATCHLINE- •EE 'HEET L6.2 INSTALLATION OF THE IRRIGATION SYSTEM. DOCUMENTS SHEET HUMBER 0 10 20 40 71.mr"I'l L6.3 . . • ' PLANTING LEGEND N. , - •.- . , - / / f ., ..-../:-- -.,__ - '._ ,-, \,- -V 7 A,, ..,,;.,,, // 4:,.,",. . " . ,,-* \PI. " •,, 7,---•''':-.___::../„--,...-./ ...... .____, ...• -, / -.•-• -• - •■■• •.• ■ ••■•■ PROPERTY LINE .•- - \ -, / i ( r ., ...._,s 0. ,.„7/..,„„;. . i, : 1 i, - ( ..... .„_ . . , ........:., .•._ _ __..._ ,• .,„,,,-- .,.,,,,.-,,, .• 40 - / ... ,- 1 -,, r ..• _ .-.,, ..-,,,. , •or , „ - 2, - ..,„ _ __ •-,... --..... _, ,.... ,-;,..„ _ PHS DELINEATED ■ \ J, / /, ' / • ' / ' / / / • - VEGETATED CORRIDOR 4" / .,-•'-) . ( .1 I ',5L' '•-• " ' ---'' ) 1 r" -/- ,•-•y / / --- i • ■ 1 ( / , , ) 1 / ../ 'i 1 / -• ..- i , - • y-. 1 ./ / • / •'/ -/i /4-•--:.'). -- ' - . ,-- PREVIOUSLY ESTABLISHED • •-•',. 3 i' 1 / ) • v,Acc . ---- ..„.0- ,. . ,- / VEGETATED CORRIDOR g i - ,,, • r" • / , - Vt4+ /- __ . , ../../ , - / '''.' ••T•-• .- 2 E* I _-,,( j• ,' 1 • (-- / j „..1 1 f ,,-- / ,. ./.. . / /„.• /,• / •,i4.■ r_.1 . ' /,:f„:11,\S, \ ,- -- 1/f-- ......• .- - _ _ I - • • -I PHS DELINEATED WETLAND ,.--- / / ,•• , I*' /f/ L.-' /// '. ' °7--`- -`-.---- . //' /////-./ •'"' - •> ':' ,,,- -'- - • --'/-wi.t.-0074%- 's/ ____/./2--. . ,„...- i g I •-2 \ i • / .-/ ' ,e7,/, • 1- / ••--'...t - /14 -") - ' •-:-, ./MATCHLINE-SEE SHEET L7.2 • • - -,--'I,' el Alt*: ---",/ ,,,.• / , -.. .' .*- _.„-• ,' ",,SOI■1, ';‘,„\ .• ••••—.. --••••• , - ••-•-•••—. ‘▪ r....? -/ '■p:••••• / ( r•-•• •-• ••*•• ) `2. 7-- a '•-••••••• - * - • i.—.—.1 - • / 1 ' / ' I ( ' 1- //A!'*IC ' it ) / ! / / • • -- 1 / 44%.44r0. 0....''•'• • r/4,14/041, ie3 \-Y .. , I • - I PBS DELINEATED WETLAND I / / I) / ......,. i )„:;,..,/,,....., j - • /;,,, ; -- - / el,t4..- 4, ii ,..-' ./.- / /. , . . .J!, ..-- .._ _ ! 1 1 i f) * ( </ )// /0•44‘..;/4# / r - / - > / / / .. ./ 1.) ,/-,,--_---,1)1 ' f-- -. - :', / / • / .// -,2-•,-- - /-' . - *//.04:***/*%%4 • - ''' ' 11..........■......1 // ■ ( .,, "....... . k , . . • /,- ,• .,..-,,,l, .,) (....- ,-. ---/ ,/ 40.-4•4•,.%-AL ...• „.....- ,- ----- .-- - - ----- ' I ■ . ( ) / 1 //i /.-1/,' -' ) \ / --"' jr-• • ---' /- / f/ -(-_,, :-.. „F .- _, ,004:•,■ow 40, -- , ---. /- — ill . •L . • . / . . ,_ . ... .... .... 4r . .-.. ,• 1 . ) , , , , . 4 - --, • / ‘4.. • • ., .// ,•..,1::/. / . • , , ...1....:...„.• -4,4!...,:-.*%4-. I -- / , -- - 0 PROPOSED TREE PLANTINGS -.)...,,,,, _ L { 1 ) / •. //7„..-- .--/ h I /i I -, i „r''' ..."r/' ., / / 7----• l ' ,.../....---- s r (......404,'...•. 411110t40 10" 1,15 e"... ---- — ----- ' .//4,\".,..0-.C;, -•-•?;-.;: --./oe''':"' -•''.42 --Ifr:■*: ..:rah.4n-'4'‘ .. ".',,/ ,.... .--'. --- _. --,_ — --- -I\ ' \ ,.... ( 1 11 I I"A, -... /,.", ../1.41...0 1'/ / " /-r --•-• •.-- -•-• ,....- 1..•,....-_,..". ii.f..„. ..„.•• 1, / ,-- , - 1 i; .4 --/-/,..- „------___ .--„,..o...„.•;•--',* ,0,",:....0, _.- _ --- -- -_, _ _ ._._. _ ._. . VEGETATED CORRIDOR V) •-- I --,_ -, \I, .--".-- 4 i i 1• A „- ..,f --/ , / (,) ---• . 1 . '3' -'...".(....:••>" <-„.....--- -- -- .- 7,17:"4,01, oVre."7,&•• ' .......---- .,--0,0---...---- --"" — — --- -.. ,f.— , _ .,./. , 2 ,,....di ii_..".- /79---. i / ) ' , 1'/...." "-----i- 1 ..s.- S- - - -...c- i.„-- '"• "----> ......---- ------- ,.1.1.:" 400.1":>%• -1 ;5.- -:::!----"t"----- -- --- -- _ --- _ , ss.. 17:§Voi.. MMGATION&ENHANCEMENT 1-• • / --/ ...--"J 1 .._ ,— ., .., -,.. . _— .1.te.r. ..v...+-. • • -:-....--- -- — -- — — — --- -- •••••_ .... , PLANTING AREA TYPE 1- Z c r i -7.--1' 4-. J/ I l jr,r',. -,;.- .7 -- ,,---,--.---„--' "-trepo. .;..)IvisiittO --- - — --- -- -- --- ---- - --- - 29,196 SF 0 I,r--•'-'if%/rS 1% 'e ---:•1:- -fr- -fir (-- . •---WiTI.ANDf. . .'-■' 'P' 4 /— --, -' , tlf*I",e., 1.‘•..1t., ' :=---/--- UJ +3 ..#**.. z. , --.'...," - (0 i // if`, –r/ -'..-- --- i • ..-/ , (/ •i • ----- * * * * * * ----;-,- •/(zj n, ---,-•,/, -- ,.*:aw*.9-4t$`4;41,;.: • - -..‹•---' rerAgr. VEGETATED CORRIDOR 2 , ,of. ..4 ■ / r . ...4 , 41...,t,„„,1, a) . if ,• ,. • i //..'---*7',..." 401■164k,t.&. ,..:7../, Ul t- -- ri /)1,,py./ i , , \--/ ( ,/,/ - i? ..--"- ./ ,...• , ---,---- . i ••/ // 7,/ --- 0, .... EAREA NFINTyCpEEM;NT.6XIS(FTING I.) ////-(r- I t. ) ( 1 C'/- „...; ---, ' / - 4. ._-,-- • f/ /, / ,../- . alW`.1r-37.;/' .",.;•-•" > cu '.-..`"- - ‘ / /// ,..04+4.,'4. ..0t1.,'A■itos%...,., ...- /(r 2 .i". -:...:,.,.,:c. ROUGH LAWN 0 CC IS * * * * 1 -, - -- -err------- ' . /?/ // . /-." Vat:i . • -- '/ -o 41 .,..-:-/-„. ../ / / ( r ( - C '-•' i Ct c 1-'-' — '-1 %/ /. "/. •• . ‘740, 0.•+. ,-/ ..F.:......,•••••••:.•.:-:.:.•.:...•-•....-:.:.:-.- Z 0- co fii-„, -„7-. _.... ; 1 • ... ,................... ° 7 ....• ' 'lr. ' . ;/ .:./ /(0 /43' / •.1. 41 I& .4 14...> / ,,',/;',/ 1 LAWN REPAIR KEY NOTES -I'./,'• - ■• ---- ..) /, --- 1 1' / . ( ' - -- -/isf. i „,_.--/;-_,..,-. /../ 4167A ■ ..4- 5 2 ''. 44. .• /e r/ n3 i . ) .• ' / / /".' j - . . . .\ . . . ./. ...4. . ...V...-"--....._."- i 1 1.1 r//,/./4044)APV ..- e l ' / ) ' /-- _, I r-•,.------/ -■ .,., /,--• C7 I) -/../- , A% • V# ..' '' '/ le ...-- *(., St. • . # _ NO TREE PLANTINGS WITHIN 6'OF TRAIL, 0 BRIDGE,OR PROPERTY LINES. PLANT ONLY ff"/' / /. ' 1/r,_ - -...--,,,,c,,.,-1..: ..,.z,7,:_:-;:-;;,_,,,,,•.014i7iwife..*. / , 0 c‘ 1_, •13 fo wk.. // • _ './/' 'I// f- / 41., • V ''''''r7 ), /"*.---#11.7- 8 I • 7,•I'e- -••• •/," r/./...-7; •.11P,ZLY - • .-- LOW SHRUBS AND GROUNDCOVERS. Z < , , -/-.' '2"r ' • • el ,,, 7 400•Z,OW , • ' /l.' CL UJ R. ...•i i / r■ .,•. ."---. _ , 1 0 VEGETATED CORRIDOR(VC)MMGATION ((/ •------'./:. ii II / . -k i. ti/ /%.j $. 411 •14./ 1 ,/; I AREA ■ 1 i.' - - / ''4--' ''522 S*At St) ‘ 270 fit e 0 ,/, __ ( 40'4 < i 4- 2/ , „- • ..,... • - - -....: _,- - - -- SI, e?'../ f7..:::•..///'/f ' *,,t,4. . .e& 4 s:,-_ - ...:„. . .f, C) VC MITIGATION AREA-334 SF. ',I,•' •' ( ''', * '; - - - .'. .,-:::'%---/.';if• -- -.0074' -- X.'•:.4tity•w•Viktigs0'-'•----410710v ,...,1 fi„--:;. ,,,---:/.. :_.L__;<_../.7"."-;-■:.:;_."1.---,,7/./--ss.+10,t.441/4.8,1bikit4v4In+0.)..11.,:! 1 [ 0 VC NEW ENHANCEMENT AREA-6,147 SF .)c r f ; ri , ___ r---. .- — -- 0 ....._ ( . .!/ r ,.. • ,......, . ____,___ ..,_..„ ,„ ...,,, ..., ,,,,,,10, iv&c elk 0 VC NEW ENHANCEMENT AREA-948 SF. - // ! • ... ...12 ,/i ...--,..,,, .----"-->.-----'...., . -7...,:%.-"4.4,1,-4‘,11-4.-V- V,,k4./•* ,,wAii 0 _ _ I 1 ••-< • ‘,..•-•-: 1 .‘•• '....„--; •9 ./..T..//;fi,,,•„- 4,40+40,6 , 4k.,___.9..Nt it.•4_,.0• ,, MI • i .- " '-', iff les.."114' z W r - 0 VC NEW ENHANCEMENT AREA-17,641 SF , 0 VC MITIGATION AREA-3,517 SF. , A • \ / * • -,-,/ i 1',,• /-* -•,-,.•/ 7/ 4***-F-,•`'. .0%,;Atairtattir. lar...-41,,...de . MI ) 0' ( I . .j./ , ■//it / . '.,--•/ / . *20,, 4'•111r.....-----.., alsg.40, ---VIE r ,' ./..- - -- . + .;",-•'-' l'hr/-- -- \ . :,..,...:41 0 ADD BARK MULCH AROUND TELECOM BOXES ', ' ' ( 'V //:-...:-... t' - Ie.••:*1'•• (Id ',10 - - \ . ....,..,1 A . (/I,-,• : •,' r A 4.14,16 ,if,py,"1,• , ..,.., - h.."...•.,.,•t.. PLANTING NOTES: .'Z_..• ; /. / % - ' t I lkti ' ilt • // - \ toW --'-.):p -. .1.....‘. ,,, , . . 1,. „:, .....„. .' ...,\ A.Akcjf, ........- ■ht. TVF&R 1. SEE SHEET 18.4 SITE DETAILS FOR PLANT SCHEDULE. % .----I -/,.• / /ft, -.' .- 'woro °miss_•,, ___ ---1 Vip .;:.'1% , ,,,,.,i . _ _ ,,,,..,,( .,,...../..„ .- ....... ,,.. .„.. ,,,,,, ,,,,, STATION 50 2. VERIFY LOCATION OF EXISTING TREES TO REMAIN • 1 • 1 '?-- -' \ 71/7,1/1/17/. / '' -. ..4A N. _ -- ip, • 4. 0 PRIOR TO SOIL PREPARATION. PROTECT ALL TREES , / z -/- / l•- •4 Vk i -- „-- .--- / 'F.1"•::, IMI ■•,4y ..::',0 :II AND SHRUBS INDICATED TO REMAIN. 0 GISTER.e, %\ 't ',‘it 0 '') -1(/' I/1((// i • ,-- ....- ,,,. 0-.114,\II.• N. COORDINATE WITH THE OWNER'S .• • 0 • 62 • REPRESENTATIVE. \ \•\'1 ,,i-ii lot i)j / ...-• ,\ • tk 4 . „ __ .1 • ill , • / i ---- •.-.'I ... 1. \ '1 \(•k tiA 41101111/l// - -- ,,_ .a,..-..,... ly 6:L. 1,, ,,meAraling-1-i'ltr‘li*.tc....'..:;::',......i.'..',1 --- .t,.1 I . / i ,-...,‘C‘:-:*;.:'-'-1:;1*.-'114$,:iZZ7 nglifIlr:11;fiv...,..ii i , --...1 3. marTENRPIALALsNT,ININCLADRIEAsN,10,FPAOuRTcEoDN:TROacu,L-TTOIOTNIE ,421 IlsEllap.44./ t ; , ,,., V- >, i ,„//I / / , / ,,,,-...-....•••;::...,::".,....,iii'L • : v.,, :,1......,,,••0 I..;GE.10,';',:,a.:-.0 mil BsAEFTOiSRFEAcTIOBEGINNNOIFNTGHLANE OWDsticAER;SE WORK, 1, ,1! . ',/fr,• • / / • /i:...:;;A:- •-..N•,, . Illrh, •1;00;7)----;*00. •al'•■c- :.•-,1111:d PP' • 0 t i i 1 fli /1 41: //./// . / / / / 1...",;(.;.1,,S;;-;',;_!!-:.;:\;.;\*Ttiltitt:•:,... ,.. ..i,iirao.ill% .ea a c4pE paS, tilt 'toy 14 I i •///ii// I / /I,:;0. .4.1..v.::.:.;..).. ,.. •. !.i..:::...11:11111,1.1y'z ,,r:1: 1417 7 I— 4. vESEEGDETAALTLEBAD cRoE RGRITIOD0UNRDENAHAREASNcWn1/47ENTIN AND MITIGATION AREAS WITH VEGETATED CORRIDOR T.•.::•.,/.:••_-_;.-L.:'.: ••••:..:.. ' Tir d.,..mg_s...ib• 6, ,,,I ,,•.•-• 14,-....„ El '-• ix - iji 1 ii•le 1. 6 f(fil i '/ / / i 11,7:4•:;...;i1:73.7-.;. ..4.1:.:,.77. .'.'...f:••-,,;•.; :,''-::;;::....,-.;•:::,:::::.,:,:::r.•::::': 41,..„; 1 4 x W NATIVE SEED MIX(SEE SPECIFICATIONS). 5. PLANTING LAYOUT IN VEGETATED CORRIDOR micusOATE:a Ho, 1:17,7013 r'''' I i . ' - i'l fil I / / / 192.z.5-c;,;::;-:'-;:r.1--- :%'-. .; .;-.1:!.:i. -..-.--:... ', ::::,-.., ,41:4 .... 1,1 , ,,,,, in--- AREAS: INSTALL TREES IN SAME SPECIES I/,‘° c• ."//id 1 / / / / ,' ii:,,:._.:.•-v. ..„::.:-.:,1,...,•;:..":...-.."---..• - -.1.•.... !::,.v:,"-,,,7' ....: 11.11) / GROUPINGS OF 5-7 EACH;INSTALL SHRUBS IN NG& ournt REMS10345: TB . ' .' .'' P I 11 ;1 I / ,/ / /. i';.W.,:-':-:::-•*•."•cip...;:,:::7./,•,N. ,:'',•.:'y,'.:••••••`-s: ,.:-•:.-:;•.;.:.,-,:••-';-t.....'"... CHEOCED: LH C.:S s.• : •'.r•'.....' '' .:',..i:t 7••••••f i'Y...---.::i,.':•-:.,••••':'?';',.':":•.:.':.:••i''::•'':f': 1Mi EARNS:0:ESC:MLA:NG SPECIFICATIONS IOIN NGS SFO OF R1FD-al:pEA LANTICH. , g • - -' - -1:-. .--*:•-•:-. -',:-'':' -' ..• .;••••'-''''' ...s.:::...:.:•-•%':-.:'':r'-,. MLAINRSTEAEFMNE • ' • - --•-•---- • Y,"•••,"*Or,.1A-,-"',733..0061:3.7,0,01,N004:11.14 ,i '- -"-•- -41 ri ----/ 4 , „-rs lino s,4011i14,17,,,-.41,-147.R.,giwzvei.A ..z!ft: - - -----,,,I.,z0,—... •. 7-iiti-t:rt IRRIGATION MAINTENANCE REQUIREMENTS. . / •--- ' ..--*7;:/7,:r•-1,"!--'( '-,°-°,-0,0-6-..1:st:'!"1?...1 NI:',1N:N.hiN-4-411,3"ta,"TI-'"ii IC' _--•%•:.-,-,..•.!;14&!:-:•t_fZ:VZX7 •::::.••••":•••-•.;t-4;2-•"°>;--"-- ' . !al 1)'-..''' '''''t; 1 2. MAINTENANCE PERIOD FOR VC PLANT NGS - ,- ._._ •-•-- 4,0=L- .-..;•_•,-;z.-.../.....:./..-,..;if•::•. ,.., -- . :•:::•:•••••••4•:•...fe;imbh , ______------------3 BEGINS IMMEDIATELY AFTER PLANTING AND N 1 '.--d---14 1-1 E I .`".•= -t-a."We•LW i a 3 W.:aiderION IPM1 MO -=' '.- ".'r- CONTINUES FOR 1 YEAR BY CONTRACTOR UNTIL - _ •___-....4.--ANIN 0 _________ ____ ____•___ , main --w'- FINAL ACCEPTANCE. -'--IMMIENtiia -. 3 - ----- 0 . VC PLANTING WILL BE MAINTAINED BY THE CITY CONSTRUCTION OF TIGARD FOLLOWING FINAL ACCEPTANCE. DOCUMENTS ____ • i 0 4. SURVIVAL RATE FOR FOR TREES AND SHRUBS IS _ _ _ 'e 90%,AND 90%AERIAL COVERAGE FOR , I I- - _—. HERBACEOUS PLANTS. SHEET HUMBER • e. SW WALNUT STREET , s DURING MAINTENANCE PERIOD,REMOVE ALL 20 40 iT) S. NON-NATIVE,INVASIVE PLANTS AND REPLANT TARGET VEGETATION TO VE ACHIE SURVIVAL L7.1 1-1—r-1 RATES. I / \ 7,k,.."..\...„-Y, . . ••••'• -, . __ .. 1 ■ 1 / y j ' • \ - 4. . s. \ ". \ ' , c• ....- \.;4, i / .; . 1 PLANTING LEGEND ‘..._\ • . r, \\ •\ . \ ,\ ,..„.,\ I. /// r . . -/ I I ,/ ' / ,/ / \C'\\. . \'4\\-\\" -\\ .4+„ \.71. ,si ,.2)1: f • 1 \ - - - - PROPERTY UNE tit 1 . „ - -, L.-) . , . . , 1 ,..-\.\\.\ &.- . . .\‘• \-., .• .ttki, Nar• • ' •;.` ) I I , ,.. .... .. j ) - `--- ...1 MATCHLINE-SEE SHEET L7.3 \ - ' ' , . ,m4,...L.. 1 \\ • .„,• \4. \ • . . " k 4, , . _ _ ___ _ PHS DELINEATED t 111 4 ■,..n■,, ..11=:■At ■ \ ' ill ) ,e / . \'• ' 7 VEGETATED CORRIDOR ( -. I i --- %. .' / / •, 1 I • \ • \ \\- \s• 1.' ii'' \.'• 43 SI i -• r•-,•'-• \. \\ .\\ \ . \\. \ • • ' , . PREVIOUSLY ESTABUSHED i /•' I ( i‘s / - -"" --- -.„'j . I x.' s \ . * ./.1 ' I I r t ., i ._ .I VEGETATED CORRIDOR i 1 i* ( i / ) i 1 0 '' i ) . I .--- .,L,,, , \ ) 1 7 -' 1 /c ; • , / / l' • / . . \ -\\. 1\\. \N- ./ .) .i. - ;'/•- 4. • ...., / '4442'Nal% 44.. \s.•■\. "\\'\ / ' k' ! 1 f , i ( a , i/ / f - - " PHS DELINEATED WETLAND . , vt I , / I .1 )1 ( 'dOOdi_e "41‘\; . ‘4 -\ -\--. N...4x. ::.(,\ N'1/4. • - i - 4/ ; • 4,1! iii;i0 I . . . . 1 8 i / . .'-... ' . plAELIsfiRoNtlo r .)1 1 \ iti ,eV Prk■ ''''"'- I ,... . .. 1. /I . ) / 1 / ) 4bk.,3: ' . 47.40t..4 \\.. : \\. ! -(' -,„! , . . ..._ .„ , 1 r- , , „ Ji ( ( ". h9T ti-4 . 1 ) 1- - - I PBS DELINEATED WETLAND I (--- ----., ,-- ,i ) „ .,._ '11' i I 4,„ k ,44 .1" ,, "...T " ' ..'14 bf,4*>. ' \ \ % V,:-A-,...('‘, /■< s'. ,T ., j t \ I /- 1 '\-\ ". .. 1 AP‘tiVVY fid'.W'. /,‘,,,,,,;.,,,,pisp -7:*Atz: ' "A '...,0'• \- - -- c.- ' - / " , 7-- • (/ , 7zt:•±? ii, ;'%; -; i.kiii.-=:;14/;11,,-;16::: •,) : % '4.:\. - - -. ' 7,- ,,I• ... / • • ) I / \ \? C / \I \ ' 444.,.*: "Alik:.4-4,,,,:t11,,, .-.N ,WETL‘ID A---4 , ' 1 1/ -__ .,, C ..- 0 PROPOSED TREE PLANTINGS . "'• I 6 ■ / ., 4..,• 1 -- 1 -..., / / I A‘ -,:k44k4 ;IVAlk"'"''t • .-.',." '7- / VEGETATED CORRIDOR (i) , • I 3\‘,I/' cs Ii\l,, I , 7 , ii . (... ,.... / , , )\i , , :4*;,',..k7;, 11.„,4,4.4400ft,4,,,t4'-'--, o'N ' ' ‘\\ - • =. '''./c) - ._ ...., 1 MITIGATION&ENHANCEMENT 1 - ( ( , \ ■ / / y , Wth,lik,-.,4_4 .....46,1/4. , , vf,,.., 19., ,.40,‘,,,;,, f., ,,;.; \ ,..-. __....„,...,,,,,, •\‘‘Ws. PLANTING AREA TYPE 1- I / I Z C 29,196 SF ..1(8::::'' :' •• ,,,a,„_..,,,,AVFitt ■ . 7,14,t,i .).f..". . 1117.__ ___ ,, r 0 •-, t I IJJ 47+ i / ---+ • ........„...-.y::::::::A '.):):. :10''. _.-17411K, :1 ...-?_0.-- - ' ( --"S7 ; ' i ... , / 2 2 , / ../..:::::::::::t9t:R::::::, :::::::::,. - i -W-..- .44,,.. i'.. , --:-.;.-- - „. \ r / ,w.\\, \ .\. '.•---- ....Iv/ , (.-5 , •-• - /Arr. , EvNEGHAETNAcTEEpADEcNTORpRLAIDONTRING Q ....., ; ,- 1-1-1 02 ) , , .1"••• -\* . \ - ‘•A • ' ,_ --,-• ■ '\ . , / ••• • . ..::.•:::: :::E:::il :::::::::::;:::::::::::::::1 •-:::::;.„. ;;; ,.4 w-,. / f '.\ • \ • \ ' c / ' '", •• ' • I 's 1 •"•:-?•:-. ..''',-,.---• ROUGH LAWN CC ( W.- 0 . i •16:‘. \ * \ \ \ \\'' - - '` 1. "I ' ' • i I - ::*''''''.'.". .'. r; .....:- •11 I' :ig::?:.::::. t:.:::4::.:.:.. "I lif 41 0 i A / p__. i .k . . \ . I' • (.., ., \ .1 1.3 ( 4 :.:.7::::.:ym.:.x.:::-:::::::::f:".:::: 1,:.:-:,...-:-:-:-:.: / ( t\ 7 . • \\-* \ • " \ _ ..............,.......................... . --- CC C ......:::::::::::::::::-:-:•:.:Y1...."6:::::::::::::::::.:::f.::::-:::::::::::-H•:•:•:::•:,::.y.:.:.:,.:.:-:.:4 1.:::.)::::.,.. ( ' \\. • \ . ' \\' N ilf 1 '''\ < , __ .::::::::::::::::::::::::::::::::::f:::::::::::::: LAwN REpAIR Z CL IT) / ' I .,:-:::::::::::::::::4::::::::.:-::::: :::::::.:-::::::::::::!.:::::::::::::::::::::::)::::::::::- ..f. ,--t.:AOL(44- ' _., , ..,‘ \ , ,-\\. .. . . \ .,\. -,, .\,. ,, ) , , __.. ) -,,, :::::::::::::::::::::::::::::::::::::::::::::: 5 2 ii1 -, ...,. - :::::&::::::: 4:::::::::::::::::::::::::::::::::::::;::-::::..::::-....:-::.:1 .... ' \ \.,x - \. .\\-.\ '..\ ''...\. • \. .,:, .•:', 1 .... .■, y" ( II c KEY NOTES '- ... :.0::::].:gantai:i:Ea:i::.:: ::.4:.:: i.04:::"t- ,V,040,40.11A-1.' , \. .\\ - . t .' . .\\\ .` ‘f?,' . ,(,.„" a... 4 Y.:::.::.::.:::::::::::::: m...:.. V., 7k,,Iht- 1 ' ,N,N*. .\.. \ :,,\, \. \ ., \\. \\. ,.r1„- _ cc 12 . c i \ r '%......i N l'!144kli, '1 \ \ \N., Vs \ 4. 11 ,, / ':.K.....::: 4K.:::::::::::::::......:::.:.:.,-.::::::::::.•;:::.:.:.::::Z:4.::. .;"......4::31 1•;•.::,:::::. --‘'../... -.A. A:'N,. ,.1611r. 1 , 4CSV / '•!.1 '4..- •\\\ \ - \ \\. ., 1,, ._.,.. --‘• - ', / 111 ,E0PRIApNTRolpNEGRSTyWulTHNEsIN.6;LAOFNTTRoAlrliy 0 LOW SHRUBS AND GROUNDCOVERS. Z < .•:•:„:::::::•:„:„.„:„:„:„:„:„:„..,•:::•„::::::::::::::: ...„:„:„.,::::::::„.! ),..-:-.. ,,,,, . ..„.._-_ \,,,,,,,it...._ , ...,..... ... , ., •,,,, •IC. .;) 4,,,/ , 1 -, \ 1) / \ .•:,:-:.:.:-:::t:-.-:-:-:.:-:.:.:.:-:-:-:.:-:.:.:.:.:.:.:.Y..:.:.:.::.:.:.::::::::::•4: ••.:;;:.:.:.:.:Argit,....... .,,, a .... ,-!:v •.: , ( vir ..\ \\. -,--- c ,' ,. , ( •.1§. \\. \ .\, f r 1 -, CL LLI / --/ - ---- ,, i c,..i. 'I;iji.i -,(, ri--) VEGETATED CORRIDOR(VC)MMGATION 1-• Av i IIIF.1: All' ,,,,;../jirz. 416: ,..../ :1- A. . . \\.‘.\ •. _) '''.- Z VI 4- ' / --::•:•:•:•:•:•:-:-:-:::.:.:•:.:•:!..:-:::::::::::::::.:::::::::* f.A -0.51.4> "'if lib V' \• /...,/ , --- ' U < ° /-. -,. ., / 0 VC MITIGATION AREA-334 SF. 1 >' - ..... I -:-::::::::::.:::::,/:::-:::.:::::::::::.:z::::::;:.:•:::::::::::::::.:::::-::.::. f.:1 Or. / , 'flii,lit437:40:4101100- / /.■N. •___,- -- .,,..-.2_-'"/,•- . Ti -J < , C1- ii .7 / .-, ..--- / - I ` .."-:-:-:':':':::: :i:]:K:K:;:]:•::::;g:ti: 4••1:::.:.... 4*, •P''•t` qt I- otII*.,,. ■._--//'•' - . ..., 0 VC NEW ENHANCEMENT AREA-6147 SF CL ,--- i \ -.':.':-::::::::::::::::;:;::::::: ::.:::.:::.:.:4*.::.E'::..i:::,, K-.:::::.:::::-,,..-..-.,:.„ tikly' 4AtilAitO&S■\ - ,- %-,=---,.'c '---, _ ,-- 1 -.%'' -- - -,_-_, $ .„, ....., - - / , /--- - .' ' ..... I\ 0 VC NEW ENHANCEMENT AREA-948 SF. ,-- :....• ).., ,./ ll N it , -..''':".:.':':..":"::/."::::::4. ‘"':::: ::: ::1 4.•ir iNg' NNV ;;;!■... . ILN No.. - -(''`,. ', ..<:\.1 ' " ...... ,..,.. . /i„.. i -ss 1. \ .....?..._ 1 / ,../ I . 1 i . \ ..-- •••:•:-::::::•.:::::::f::2:::::::::!!, 'c. ::::.-::::::-.7-i 4* ' . :‘ ‘ _ • ....: ., ,,,, \ , , 0 VC NEW ENHANCEMENT AREA 17,641 SF I \ \ I I 1 ' .V / / ::: :::: : -:,`''-''V4■■ (' _ , ,.,..11,./.' ' i( / -- , N „,, - - - - - -.- 0... -\ ;"./V i ' .." 0 VC MITIGATION AREA-3,517 SF. I , EXISTING CONCRETE I 1 I ( . .+Nde,L--J. /. \\r\I,' , i ,c_ - 1 --.._..._.1.3ASKETBALL COURT... - .... 1 ' i .i. 1 ,,/ / 1 .1 ',.:: ‘ \\10;f 414‘....,cA.N:41,.\./. . . / ,. . , i., )1/2'I, / ' % i ->- ---.//'- 1/-1 /i 1 i 0 REPAIR AND RESEED LAWN AREAS / I .....: I -' • / / / 4$1.-:•:.:-:. \--, 411■41:5441/ , ‘ I. . . . ..---. - 7 .11))/ - -,..• ' /--- i - ', .--- I '--- --- --"/ ---- C-- ,----•---- --•\-r„ \ DAMAGED BY CONSTRUCTION OR ACCESS // 4.1 ) I\ I, ) 7 ..-7-14- --/-7- 7- '•::..S. NSV*. 4 ,` ,/ . . - -AY/ .// ./A '.'-- .-- - i ..-:::-/-- 7- / / 2 ) 1 , / ' :::.:.:*.., •ItkpV.Ipt..0. 007 I;. .,-- / • . AvA (t .., -\7-,-... - ---//:::..-- ' ', ( PLANTING NOTES: ' ''' / I joi \ ,. / / / ......;* ',"'71 ,4,,,, V14,44./ , 0io •1 • • / /,..• . / . / i ill . . -.-.-........ --:...,-../7.77:_,./../... : • 7 / 1 ‘., 1,, .,' ..,' / btl..,.%,:z V4, / .-• \_*-- r• -//'.// •/, iil ..„-- - ,-- / •-• / ,' / / „/ 1 `7*,-/Ark‘..)-100,1.-.fc,.. .•.-,z - .//././. // / vii,, ...,___ .„ , , ---7-'r-f \ L. SEE SHEET L8.4 SITE DETAITILSNEGOTRRPELAEsNTT0SRCEHmEDAUINLE „,--// -"..---. .......,••'',/ j// .j_...., ' ...„, 2. pVREIRIDIFYR TloOsCAOTILIOpRNEOpAFRAEX TISION.PROTECT ALL TREES ' ( I 11111ri ( N ..-----/ ." .,. .' „.., / / ,, - 11i ,,.., / ...-- / ..." ir 7, . ./.1.:, . '//. •///-// 4 / -__„. - 1 - .,, K ( .....-. AND SHRUBS INDICATED TO REMAIN. COORDINATE WITH THE OWNER'S ApIS TER4b I c" f ,,,;',.. / / / ,--- / ./ 2. / ...-- ,..it... i . ,, - /".• ./. . . . / • / • / . / / . . . . .1.• ''--/ • If / / .. // / '/ // „. ./.. / --- ./1_, , ------' • rk / /* / / 7. /.. " ./. 7 . . . . " / • / / ///. WETLAND G. - , i / /I // REPRESENTATIVE. x 1 3. CLEAN PLANTING AREAS OF ALL CONSTRUCTION L 0,,datth n 0- .....„ „ , .."-- .2-._,.. .. 4.#,,. . . . . ; ., , ,,,, „- ...., --,, , _. , .„--- - ,, , f MATERIALS,INCLUDING IMPORTED ROCK,TO THE ;.. • \- 0 / ,- -;--,_-1":" ii"4.1„-,;= / / - / k, , / /7 -■ „ ' ,,-..:-.... ..- SATISFACTION OF THE OWNER'S REPRESENTATIVE • • • '!/. //: / /' /I/ ; _.... 3fr.-k„OREGON.,k4.c. ) ( :1 2 I /r-- /- --- --- -. ' ,, ..... /- 'z". , ,./.-- "ar--r------',' -->' • • • ',./i •/ - - •:).-.' , , 1-- -. ; -/ / , ) - ( BEFORE BEGINNING LANDSCAPE WORK. 4. SEED ALL BARE GROUND AREAS WITHIN (pc:45. uAOITit.c,s z%•%... 1. ' - / 4- / - -'''%% ''' // ---• /('--•:r0),-",- ',-. ;,"/53-. °! y,... ..."'.1., ;' ,46. -• / , " - -- - /Ty /.-- .` / / -- _,.--- / I VEGETATED CORRIDOR ENHANCEMENT AND i / / / .... v---- z 7 r-- ..,, / /: • , ,..-- 4 MITIGATION AREAS WITH VEGETATED CORRIDOR / • .... /' (' f-'' ,.--- ../ ....._._.-- 7 / ,,,•-• ...,...- it.V,/ 1.,;:: ..-' / •-• ,.%.); _ /.i„.. r,,....e.: ,,, ,., . . ,A 14i . . . . :-::,.._:•/::■,• -.'i,,, /Z - ''•-7 ,.-Z/,,.. ..--- -I ___ i , / ,-- f 1 1 /- NATIVE SEED MIX(SEE SPECIFICATIONS). DATE: APAIL 17,2013 , / , / , /' ......., ,---_,... ...-- .„.2 / i / ---.. • / ) ' ' '.,-- tgitirt/ .°4110_ _.,•.2 ,>''Ty /,,,-;a-,,// - 1-"' -- r, 5, PLANTING IAYOUT IN VEGETATED CORRIDOR / •■ / i . --- /% ... - / / • _l; / ./.„..., /- --' .., ---, „ lat. .4 7•1 :011111 "...---•-------•.01/.....„;.../....„:1..?:::::?'":./ /•'.,,...",„ .---/ . .„.,I , N ......._ _,. ...... ......- /- AREAS: INSTAU.TREES IN SAME SPEaES PROJECT NO: 1109 • t ...---. i _I --, //,' ;',/,''' ., -.-if•->_ ------- --* . " ,- - -/,- / ./"#.: 4)--ifet0IP .... . GROUPINGS OF 5-7 EACH;INSTALL SHRUBS IN mon, TR \ . ) ) ) I , ; k . ,v 04 . • - / ,,s' - :.--;•-_'.,---,--'/_,-7 , • , • ,, . -7/ ' • .*--• /.//.7 • .. ee --.2 - - , --- , - f--- • .., 1 " SAME SPECIES GROUPINGS OF 10-12 EACH. I I CHWCED: LH ;2 I •) \ i " 1 ( / , i ,/, ,,,' / /,...._ / r. .. / . ...• • ' / / / //40 / , • 7 • --....-- --.= "? / / . --. / ___,,I ) MAINTENANCE PLAN: ! \ ' ) ( . / / 1/''/ -7 ,/ 1 J -. -- ■e„' . . .--r. / -///.///./ • .°r„ .,;'.2';/-. •/'Y, i ' r .V ' . ,• .. / -- \ REV5IONS: / / • ' ,- / ii ) J/I ., Z.'). . / ./ ./////•// .//0)..z? „' • • ' dir•', 7,1.-- - ..-- -- - --- , ,7- 1. REFER TO SPECIFICATIONS FOR FUll PLANTING& / i ' ) 2 / I fil / ,,-- ----., l'- , (,./ , -..:-' "--- - -7- - - ,/,,-../.;-•.//4:,.;,•4.f'4:-..„.-- -- r - /litar,4 ; I.-‘ - ....--- ,,."--1//-.0'7 ---' -f-- .* I / -' IRRIGATION MAINTENANCE REQUIREMENTS. I 2. MAINTENANCE PERIOD FOR VC PLANTINGS r . ..• -- ! 1 / / i. ./, / ,,..,...- ---- .; f "(•:..27.,__ .-'.--,..../....s; /, 1/* .//. /1/907.4'..--•■ . . „.„ . . ;118.rigibitk / ' ... _ ____,--. „„ / I r- BEGINS IMMEDIATELY AFTER PLANTING AND .' / 1 /* ( `, / j _ - NUES FOR 1 YEAR BY CONTRACTOR UNTIL / . ,.., i kr') :.,-; .-- :',.1 ( .1 ----- -,..-::--- -„././;//-.//. . ,. . . -:- : .:-. . 0.Kort\n"% .,,. -- _ ,/-, ____,. ., 7 : I / ,.. / ,,, \ ( 77;,i, ., „.•-, :,-,_„ . : ,......y/ / . / ././././zait . 0.°. . • • • ..-/,, 42 mr; im, --, • GmFAININATLAAINcEcDEperrATNHcEE an, / , -- -- . •••-• ---- FINAL ACCEPTANCE ,I , , .A. , ail N / .,,.....4.77.......\.7.4... •■■■■••- ....••■••■ 3. VoCE TP CONSTRUCTION ' "7"--"7" ,-;"1-7- ,/,',.;,-;----i•-. ' - it'.!--?:'' (./4:-.:.:,-;- • . MATCHLINE-SEE SHEET L7.1 •'''i..11,14, 4*. • 7- - //'4 . ail AL- V / '117 DOCUMENTS ,.' I 1 .1 / e//g<.-' --"/ ) fi.J/6- -1 ,,,//////i/z-v,,, ./-,t. .- :.- I /,/.* •.- wg`74' i. , ./ - ---- I - R ANFGOT Er IF01`owl: FNEOR TREES AND SHRUBS IS PLANTS.COVERAGE FOR SHEET NUMBER 0 10 20 7110=rialiMi HERBACEOU9r PLAAENR 40 ' ' 45. DI-C96URRVIII!VAAGN:k.FilLMDDIAINTENANCE PERIOD,REMOVE ALL NON-NATIVE,INVASIVE PLANTS AND REPLANT TARGET VEGETATION TO ACHIEVE SURVIVAL L7.2 RATES. PLANTING LEGEND — - - — PROPERTY LINE y i —_ _ PHS DELINEATED r tt 1 VEGETATED CORRIDOR $ PREVIOUSLYESTABUSHED a YJ j VEGETATED CORRIDOR 9 - F} • _ _ " F I PHSDEUNEATEDWETLAND 1 IJ f_ ,_ SQ 7 , / r 1' i f 1 ` ` ; / ,..\2 // �f 1 � �•r• � L-III/AI I:—-—-I i 1 , - I I}) i / ( 1 i i / pIr I PBS DELINEATED WETLAND i -� (r I \ \ i / ' ° I(/ r,,.- h(14 ` L-.—-J \ F �' \ r /( .∎\-�•,\\ • t_:I /' {i111 J. •I' ` `~ 4 • \ l `'\lt „ PROPOSED TREE PLANTINGS NA ,......._/ N J ', - / I, I •-- ```` VEGETATED CORRIDOR \. I 1 - I `\ r" ' '' } j \`\\ \\ MITIGATION&ENHANCEMENT �•'�,- ♦ I" ! \\ ♦ A \ q / ``' • !~ IIIItI 11\ ` I-I I } �� \`X` 29,1%SF AREA TYPE 1- ' O l s j J`J 9 ~^ \ / / e !'I,J �;/, i I ( I ( %/�.67 ENHANCEMENT PLANTING CU LJJ \ :. I ` I 1 f I}i VEGETATED CORRIDOR \ -, _, °�` ! ` }( JI 1 } 1 I i /1 AREA TYPE 2-6147 SF LJ.J) V �Y-.` \` I T�� ♦ _,,` N. 1 I� �'7 .��ll''+ `1� ��� l l I\ I(t �I\ ROUGH LAWN O O'CC 13 N. V r \\ I, 1 / Tt�l f .•` `� o \ — i ' I ill `j I \ i I , ` it T:`i:iii1?`.:jj LAWN REPAIR Z a Ifl � \ \ - ( (� i r I f I KEY NOTES J _ Y •( I• O �� r j I t I 1 \ \\1�/ / \ ( ' ) )I ) 4 c� I NO TREE PLANTINGS WITHIN 6'OF TRAIL,• CL L ./ \ / • -, , \ ) /1 1 (� , + I i ( O BRIDGE,OR PROPERTY LINES. PLANT ONLY ( I+ S ' / _ l l I ,` / T / //'.J / 111 \ \ l ■ S '_� ! LOW SHRUBS AND GROUNDCOVERS. Z Q l-I 07 1 -)17' 1 / T ,.'i I 1` � _ J/ L ) ir( _ )/ dW °-°I C ` ` ��` / / !' ,I� I I \ I' '� ,, A/ O AREA EE-TESF ORRIDOR(VC)MITIGATION E Y ■ 1 ( j ( / i i ( 1 '` \ ` •) ; I ` )\ \ fr• O3 VC MITIGATION AREA-334 SF. g ..:,» L� ( I ( �' , ` , ..... \ mot- / ) �+ i '/ i i i 'I / ( J ) 1 I nk 1 I t �i l (��` /�1 O4 VC NEW ENHANCEMENT AREA-6,1475f f2 lJ• )t(i / EXISTING BASEBALL FIELD / ) ) \ 1 !�) ) I 1 \) \. `� \ t \` \`\ rI . OS VC NEW ENHANCEMENT AREA-948 SF, JfIi I . I I / . / j 1 1 I , ` ' } 1 I • -.1'i N O VC NEW ENHANCEMENT AREA-17,641 SF - = t1I i / ! t < 0, t 1 1 ( l I �- I. ; 1 r ) I ( �T,.` ' _'// y I / 1 j 'I r r 1 I ) C •1 I\ 1 1 I. 1`^ % O7 VC MITIGATION AREA-3,517 SF, '� _ L \ 1 1 I I 1 I 1 t / ( REPAIR AND RESEED LAWN AREAS I, \ \ J ( �. -: \ / 1 j / ) 1 ) j' ( I 1 ` 11 Jr r/ 1, 9 DAMAGED BY CONSTRUCTION OR ACCESS 1 1 / l 1 ) t I J! / ' \ -.\ \ , ,/ ( J�\I t PLANTING NOTES: • r/ r _ f I ) ` , /' I j } I 1 1,`• • \ ` / i . ( J ��� ._ 1. SEE SHEET L8.4 SITE DETAILS FOR PLANT SCHEDULE- _ _ � � 1 1' \\ \" � ( I /� J�( 2. VERIFY LOCATION OF EXISTINGTREE5T0 REMAIN r �`� l , r ' J ) ♦, J if(' %�-/sl, \ PRIOR TO SOIL PREPARATION.PROTECT ALL TREES )S. / s/ irj / ! / \ ( ( \ \ Ol \I j J 1'I AND SHRUBS INDICATED TOREMAIN. STF/Pt.5 I ) i I } J II ( i / l \. NNP \�� ., COORDINATE WITH THE OWNER'S i I I ` J) ( T :lS..S.SSSs f r i , \ .. % I REPRESENTATIVE. 1+ (� (Lir 1 t \. ' � (J / ..<r � ../I T I j \ \ , ' I \ MATERIALS,INCLUDING IMPORTED ROCK,TO THE j / .:•,„.,\.�\ \ -. SATISFACTION OF THE OWNER'S REPRESENTATIVE tt► r i l r ( / f I \ '•\ I'1 J _ BEFORE BEGINNING LANDSCAPE WORK. ��C�S:I I.rt? �� J i •• ( r 1 ( / / ) / J l + \ \ I 4. SEED ALL BARE GROUND AREAS WITHIN ,�pE • ,��C III f 1 ( I I I `. \ r'NI_ • f I) VEGETATED CORRIDOR ENHANCEMENT AND• I % I ( • ) • r ; \ + �' MITIGATION AREAS WITH VEGETATED CORRIDOR• / l I _ I I \� �. ��� -•f,I • I n k _ NATIVE SEED MIX(SEE SPECIFICATIONS). DATE: u�r»,mu r ,I .- ../,,. . �!)I , ,'I L J�' i 1 -, / ) . }\� \ ��V J\ I�j' II \ 5 AREASNNSTALL TREESINSA ESPEOESCORRIDOR � �t� - i t j j j r / ) i , I I �• \'-.\\ \ \ f' �' \ '(I -1 GROUPINGS OF 5-7 EACH;INSTALL SHRUBS IN pUWNo D•T77• '(� j I / \ \\. . \ \ '�"► 11 SAME SPECIES GROUPINGS Of 1012 EACH. ``` (-`\ '1 1 ` % 1 / �' \\ \ \\\.„,.\ \ \, '\ I' �..;�i, �� K r �, I I } MAINTENANCE PLAN: MOM UI i t \ \ i \ 1. REFER TO SPECIFICATIONS FOR FULL PLANTING& `f ✓ - 1 1 \ J {} ( '\\ \ \\\\. `\\ \\'\ �`'✓ '� )+ I 1 IRRIGATION MAINTENANCE REQUIREMENTS. / } '�♦ `� \ t i \- •„:\ \. \\ \ ' \ " b. ��s ;, \ 1 '` 2. MAINTENANCE PERIOD FOR VC PLANTINGS•\ I i / / 1' ) , \\• \ • \ \\. \\' \•, �'\ �'• L Ii'r%r > c`\'\ -Ii -'. BEGINS IMMEDIATELY AFTER PLANTING AND 1.` \ t / `\ •\\' • - •'\ \. \ % I-- �'` / CONTINUES FOR 1 YEAR BY CONTRACTOR UNTIL • ' I N. \\. . \- \ \ \ • Vii,,,i, ) ) FINAL ACCEPTANCE. / l 1 ) ' ♦ G r \' \. \- ' �. \\•''� 3. VC PLANTING WILL BE MAINTAINED BY THE CITY CONSTRUCTION ( ��� I s T H INE SEE`SHEET L7.2 �\.\ . • \.' \ \ • \ . •vim !•` \A\ �' I. I I OF TIGARD FOLLOWING FINAL ACCEPTANCE. I — 1 , I / ) % / . ' \ \• '\- ' •.'+A\., �., , ,�' , I. DOCUMENTS / I I' 7� \ 1\ \ \ ♦ ) \ \� 4. SURVIVAL RATE FOR FOR TREES AND SHRUBS IS 90%,AND 90%AERIAL COVERAGE FOR HERBAGAUS PLANTS. SHIT MINIM 0 10 20 40 5. DURING MAINTENANCE PERIOD,REMOVE ALL NON-NATIVE,INVASIVE PLANTS AND REPLANT TARGET VEGETATION TO ACHIEVE SURVIVAL L7.3 RATES. 6" TYPICAL EDGE EDGE CONDITION © CONCRETE / CONDITION(SEE PLAN) WITH GRAVEL PAVING SHOULDER(SEE PLAN) 1/2'RADIUS WIDTH VARIES-SEE PLAN 3 FLUSH CONCRETE CURB 8 1/4'MINUS CRUSHED DURAEOGE STEEL LANDSCAPE EDGING �� 3i"TOOLED RADIUS KOBE JOINT 0 EXPANSION JOINT BASALT SHOULDER (1/4"THICK S'WIDE,BY 16'LENGTH, x• AT EDGES CONCRETE PAVING TOP COURSE ': • REPLACED CONCRETE WITH 7 STAKES -INSTALL FLUSH PAVING IN PARKING I K • WITH FINISH GRADE. • ••' �, g =11..^:11=11=1 • ' • ,, • `yy LOT(MATCH EXISTING) ° 11.=.11=I1=u= m ant - 1/4"MINUS -: COMPACTED AGGREGATE BASE o1I=I=II=1 • i.-i 1! II ._�. _•_ _ _ _ _ _ _ _ _ _ _ _ _ - - - _ - - _ - _ - - e t_ a s.a.- -"r II 11' - ='- "w- -? - • - CRUSHED BASALT LiF�IL=11. 1.=11=.11 1L=11—•. „ ����� : . �����;, : :r.��: : .has;}:� �:� �:�:� ���:�:�:�:���:rr 17 =41=0/02610261262624000016140=�=% =n=u=1 q=n= — I a III I • • • • • • . •-• • • • • • • • • • • - ... X 1=1 • 1 1�1 1 1 I I 1 1:1 1 1 ...Iv1���• • 1 1.1 �! l " 0.3 9;00 �.�:% %.�G : COMPACTED + 11=.I1° ` ` 1~'401• ; ;:C LIiaj••_. AGGREGATE BASE I=I I I I-III—III—III—III—I I I I I \ 2-N4 BAR$,CONTLNUOUS•-I IHI I I I-I I I-111 1 I Ia I I=III-I I I-FI-1 I III-I I I FI I► I I-1 I I-III-WI_-TI=III-=ff-1 I�7T I a II-III=I I=1J-�1=III-III-III=III-I I-�I- 111-I I-I I ` I I l-1 I EI I�I I I-III I m=1�1=I 1= I =ITI=1 I I-1 11-III=I I H I I -J I I-1 I I:4-ria-III-111 I I o-—3--,I I I I H I I, 11 I-T1=I I-ITI-1T � �-�- ,-m - - - -f ~- � m--rs- COMPACTED 4' 12" SUBGRADE COMPACTED 9" ,� . SUBGRADE V') CROSS SECTION AA' � CONCRETE PAVING GRAVEL PAVING SCALE: Z c ` ') w ° SCALE:1 1f2 •1'-0' SCALE:1-=1'-0' 'y f 8-b" . S 1C L GJ DOWELED JOINT EXPANSION j w U JOINT(DEL) ADA ACCESS AISLE > � �/ / XISTING CURB O 'D R STEEL CAST-IN-PLACE CONCRETE A • TO REMAIN DOWEL, GREASED � C ONE END,24'O.C. 8" 6" CURB WALL SACK FINISH i lillllli IIIiIllll Lo THICKENED 1"R TYP.AT •• 2 N NOTE:INSTALL MASON SAND ON TOP OF CONCRETE EDGE EXPOSED EDGE a p• ' CURB TAPER Cr) _ L- VERTICAL ELEMENT SEALANT BEFORE SEALANT CURES(TYP.). ' a •• 0. (I.E.CURB,WALL,BLDG.) ®�11_ (2)#4 REBAR(CONT.) . • p •p •• (1-3"TYP.) EIASTOMERIC JOINT SEALANT WOOD CHIPS AS SPECIFIED FLUSH CURB ELASTOMERIC JOINT SEALANT TOOLED SCORE ���. • �,�� �� -/ (BACKFILL •12"DEPTH OVER • CONCRETE PAD I--= Q r"I I(BEGINNING OF TRAIL) uJ r a w• itf�olliti%/•4,'1"∎T`if"/ J e. . �- SUBGRADE OR DRAIN ROCK • p. . w TOOLED RADIUS-NO SHINER • CENTER WITHIN CL LU=a 1#__1110:�: � • PARKING SPACE' c w U Q 12" > •4FW0 �))� /j<://��p FILTER FABRIC I'� Q = r_ PLAN VIEW PREFORMED EJ.MATERIAL CONCRETE PAVING +•• f 11.1 • • r. : <;r SCALE:1/2"=1'-D' 1 d 0 • • ' PREFORMED EJ.MATERIAL Ii" I I E•:xi •.r . CURB TAPER `' II' `�J -It=112:•.=nom CURB CURB •/" %. `v ,"4 4'4= 4:;I1�111=11��11, PERF PIPE WHERE ° IIF'' ' -ti - - . APPLICABLE (SEE CIVIL) 0:������C��(I,- TO REMAIN %" EJ.IN PAVING %" EJ.IN VERTICAL ELEMENTS '4"SCORE JOINT IN PAVING 1��LP�11-11�IL 'IL DRAIN ROCK(SEE SPECIAL PROVISIONS) COMPACTED AGGREGATE BASE I. •12` I- COMPACTED SUBGRADE FINISH GRADE 4 0 PAVING CONTROL JOINTS •f •f l 1-3=j ELEVATION 1 1'-3"1 SCALE:3'=,'-0" CONCRETE CURB AT PLAYGROUND scALE:1/1"=i'lP SCALE:1 1/2'•1'-0• y CHAMFER,TYP. © FLUSH CURB `. CAST-IN-PLACE SCALE:AS SHOWN �1STE,q�c ., L' • •. CONCRETE SEAT WALL �'Z SACK FINISH ' 1/4"MINUS CRUSHED a<" • 7 �' 62 SHOULDER: BASALT SHOULDER >rr 5 '' (8)KS BAR AT 9"0.C. COMPACT TO 95% TOP COURSE le.:uu.,n HORZ RELATIVE COMPACTION ;oU • • ORE00?1 • ye, oJ�11v7 :"'''= "P //////////////// LEVEL II ASPHALTIC CONCRETE '� • ,• ~• 114 BAR @ 12"oz. C,�PE AVy• ^'\ j5'isci` jj���������������� 111 ' , • , WOOD CHIPS AS SPECIFIED .-�. -_6 •-6-•-•.•.•:•;`6177-".�-.•=•-�•--• CONDITION OF (BACKFILL 1r DEPTH �•1•I•.I I.I:Iy.l WilifI•a�_IyyI�f i '• ■ DATE: APRIL 17,• .. • • • • . •• . •✓_ . OVER SUBGRADE OR•m • • • • • . . • •._._,•_.:..,, FINISH SURFACE II �I :0114i. I 1 I'I f I.• • • F 15 I • ill:►'i VARIES(SEE 11�� ���/�/� DRAIN ROCK FOR PHASE 1) PROJECT NO: uD9 r�� 1 1�1��?IyI 1,1.1 1 f 1:I�1�1 1:1_I:� COMPACTED AGGREGATE MATERIALS Om 3" , �j�� = -Ill--11-1-ITI-M-I-I1- 111 f-1-M-11-1- • I BASE v 1.1112 LR// ► \��\�� FILTER FABRIC CHECKUP IN 12" COMPACTED SUBGRADE 11`11'1 n'Pl_ • /,� • .� L-IL'• • •'"• •••,•-. ;'• EQUAL SPACING-SEE LAYOUT PLAN• �h• ASPHALT PAVING " i/j`�•� •�•�•�y;L=11. lt.1L •) pERFPIPEWHERE C.I.P.CONCRETESEATWALL 6 _ %'CHAMFER TYP. SCALE:1 1n•=r-0• �, 11'_ ...• •-•.. •_;11=U. =U. --- 1�11�% 71�1�1�1�1�1�1��II�111111-11C APPLICABLE H(SE ��y..DEEP-TYP- • i1=ii=iI ii=v 11=I1a11=11=1) Li=11.= • COMPACTED =11:=11.=11=11.=IL=11=11=u.= =11=11.1). DRAIN Roca — —AGGREGATE (SEE SPECIAL PROVISIONS) 2"TYP. FINISH GRADE BASE 18" COMPACTED F CONSTRUCTION SUBGRADE DOCUMENTS SECTION ELEVATION SCALE:1 1/2"=1'4" SCALE:1'=1'-0" SNEEU NUMBER CONCRETE SEAT WALL L8.1 SCALE:AS SHOWN 24"(TYP.) 29%.• ' q_p• F 1 . I 'i PI ; 3 iy JACK PARK STEEL FRAME AND POSTS .I $ II I CRY OF TIGARD 4 CRY OF TIGARD + 1 STANDARD BIKE RACK ^I WOOD SIGN-CITY STANDARD Pi STANDARD BENCH (SEE SPECIAL nc ken. '' + • is 27" PROVISIONS) ;Q.■ (SEE SPECIAL PROVISIONS) ►M a4�� (SEE SPECIFICATIONS) }_ - CRY LOGO 2'-6• ,rr 1'-6• I .o r -CONCRETE PAVING l(i) FINISH GRADE :., _..-- q1 X 6'REBAR SLOPE TO DRAIN CONCRETE PAVING WITH ✓ �r 1 �— r•••tr. .• • ...v.�,.- INSERTED INTO .. THICKENED SLAB ON • IIII�r•:. •r r,•:•. �-a . PLANTER SIDE •ti ►,••r r i •. r..••, 1� •r r'r,O:• STEEL PIPE,TYP. - I'v `A a tl 11 ll••?Ir 11� ® -11-11-11,-11. tl II- Ilr✓11 11 1'• i— �.—} • I1=1L-l1 11 11 4-....n=11=11.-•, ll-ll•hl (1=7C' , CONCRETE FOOTING r;�r• •r••• r r•s Il. II. 11=1IC11. •11- 1-11=11a I1=I1 .II-11....11=11 I I.'.1 0 ••••.••••• '••'-" o I.I. II 11- IL CONCRETE FOOTING � ....'.•:11:111.IS n0.0.11.11.41141�. . I 61111411.4•..a-. _• 11 III 1 1 COMPACTED r .. 11-11-71=71 If COMPACTED AGGREGATE BASE z O I. =11=11=11=11=11=11: 11=• -- -- - �JI ,II. Lei 1111 SUBGRADE t •I =11=11=1 lull... LLJ i=. ii�r•. ..:,��,,�II 11 .....rll=1 _ ]L 11- •- C=111= 10 V a1•.•r•'..'� I I r.'.r�,. IL COMPACTED 11c-1 If U�' 1_=1I= --Ilk 'U If _11=1 IL M n. _ u _ _ IL=.O. ]L II' I-11 , I I �� ICI CONCRETE FOOTING -.1,-- i NEW FLUSH CURB 4 A SfE I I � ��TACTILE WARNING TILE Si o �� 1. REFER TO STRUCTURAL DRAWINGS FOR �,, CURB TAPER DETAILED PLAN VIEW LOCATIONS OF CLF .'•�:'<�' J _ i i GUARDRAIL POSTS AND CROSS SECTION j-�' 1 EXISTING CURB = 55 INSTALLATION INFORMATION ON BRIDGE I •"`i� 9 ABUTMENT WING WALLS. ' y 2. BEND DOWN AND KNUCKLE TOP BARB SELVAGES OF FABRIC, 3. INSTALL ALL FABRIC WITH POINTS DOWN. Or THE FINISHED EDGE OF THE FABRIC SHALL BE 3 AT THE TOP OF THE FENCE. 4. SEE SPECIAL PROVISIONS FOR MATERIALS. 2}"DIA.SCHEDULE 40 1}"DIA.SCHEDULE 40 ANGLE LINE POST TOP RAIL I 4' ORIENTATION 4"STRIPES AT. 2'O.C.TYP. WHITE 4" FOR FIELD POST CAP WIDE PAINT LAYOUT LA _ ___ _ STRIPES I. �lix/, �'(�1 _�, ,;(•,e` X{7C ! .. Y�/� il� 2}"DIA.SCHEDULE 40 Z O 6''Y X`• y . '� /l ,,/,:<>/,,,' . ,• •r 1 END POST w < y cc co �!•�[� v %�' .� } �j I PAINTED ACCESS AISLE OJ i. / SC�ZX 1.�, k:: ,24..,.4", x %` / }"x}"STRETCHER BAR V 'r.,.C. fX:X• 1. +�n �X <.%�'/ FABRIC N /)/?c•<�` / :..<,<X,, � " ••.1 III 1}"DIA.SCHEDULE 40 O cc �,��,((� " , ;ri �/ .'. �I'� BOTTOM RAIL a C C all';_ .� `.YY, d• X%x��+ 1L' at '� L`OJIIII a to _ .. 2 VARIES-4'-6"0.C.MAX 1 8'-6" 1 _ Y a Q CC v O CHAIN LINK FENCE GUARDRAIL PARKING LOT STRIPING I— Q �-1 ._OD SCALE.314:1'-0" SCALE:174'=1'-0" Q Cl_ W F- Y V `~ w U Qo I Q L —, du Prelecle' NaturM Area y_ R 12"X18"VEGETATED °�,"/ '•='j" 12 X18 2"X2"SQUARE GALV. STEEL POST NOTES: 1. VEGETATED CORRIDOR SIGN R� AVAILABLE FROM CLEAN WATER �stc S E`. SERVICES AT HQ BUILDING. 2. CONTRACTOR TO METHOD AIDE MOUNTING METHOD AND MATERIALS TO CITY PROJECT xa to ENGINEER FOR APPROVAL PRIOR y O R EGO N 44 TO INSTALLATION. 4. OTTI I.•7(^�, 3. REFER TO LAYOUT PLANS FOR SIGN C4FE aR" LOCATIONS. 10 DATE: APIA 17,2013 Q ➢ I m PROJECT NO: 1109 CONCRETE FOOTING DRAWN: TB .� ;u CHECKED: IN �_ 6 REVISIONS: ©VEGETATED CORRIDOR SIGNAGE SCALE:1"=1'-0" CONSTRUCTION DOCUMENTS SHIFT NUMBER L8.3 ROW NOTES: 40 O EDGE OF GROUNDCOVER NOTES: P 1. KEEP HERBACEOUS PLUGS MOIST AND IN THEIR CONTAINERS AREA/WALK EDGE 1. STAKE TREES 1.S"CALIPER OR LARGER. 2. SET STAKES VERTICAL AND AT SAME HEIGHT. -E F8 1 UNTIL INSTALLATION. *0411 2. WHEN INSTALLING HERBACEOUS PLUGS,BEGIN WORK NEAR o SWALE CENTERLINE AND WORK OUT TO HIGHER ELEVATIONS. ��O A c 8 TAKE CARE TO NOT OVERCOMPACT SOILS. s0 3. MAKE HERBACEOUS PLUG PLANTING HOLE WITH DIBBLE OR DISTANCE FROM EDGE IS a O THE SPECIFIED O.C.SPACING `e p METAL BAR OF A DIAMETER SLIGHTLY LARGER THAN ROOT WOOD STAKE(REMOVE a ;• {MASS, INSTALL HERBACEOUS PLUG IN PREPARED SOIL.4. TAMP SOIL LIGHTLY AROUND PLUG. o TRIANGULAR SPACE, STAKE AND TIES 1 FULL ± t 0 AT SPECIFIED O.C. YEAR AFTER PLANTINGS)O DISTANCE-EQUIDISTANT HERBACEOUS PLUG PLANT CENTER TREE TIES , REMOVE BURLAP/ ' l2"MIN. BINDINGS FROM ROOT BALL 11111 Jar i _ i NOTES: ier BARK/MULCH _ _ 1. KEEP MULCH APPROXIMATELY 2"OFF MOUND TO FORM SAUCER III I I I- 2"-3"DEPTH LOOSENED PLANT CROWNS. IIIIIlIm1Nl,, 2. REFER TO PLANT SCHEDULE FOR SPECIFIED 1NIIIII111I1IIII� IIIIIIIIIIIIIIWIww�..... I ����nnllll_illll✓I_ I�IIIIIIIIII 1111 a 1= 1=i=11-u-u _ u-II-I 71,--M, SURFACE SOIL —)I El ?ll-I' 11=11=11="-- 11_If 11= Ill"— ON CENTER SPACING. __ -III-U=1 ll=1R `1 4L71° TOPSOIL/COMPOST MIX Z C I i B II-, \� 1-11=1 j_- _ ' BARK MULCH I I_I=1_I- II_J, — BACK FILL _7, ON CENTER SPACING VARIES ,`IIJ ,I� —I I I L11= II-li 1=p=J I I—_I I cw -SEE PLANT SCHEDULE IIIIIIIII�IyB �'nnR1111111I1111111111I11m" _ 11• III-1 II:u 11=11=, d&11lli -III C t9 1_I-II- �II-11=11" 8=8- 11 =', II-II-I 1i111�I11 NW. 1j11191i: ROOTBALL -III II-11-II- -11=11-1T. III-11 w 1=11=11 d=11=11=11, 1.11=11: III=_III �Il 111=11��11= .,i�l p_�I jl ll�ll I I NATIVE SOIL V (1)HERBACEOUS PLUG PLANTING J1-11- 11=11=8= -.11= _ > a) -II=1F 11=1111=1 u=�ru= II— , _/�/\/�/\/\/ JI 1 CC SCALE:1"=t'-0' 1=11.=i 1111.11 =1 11_11_ 11=' \ "-��` s1111L 1 -11=&=11alZI11Jll I RZ,B=E=LI11=11=11: PLANTING SOIL MIX —III i ✓/ //////\// // ,s/J - SCARIFY TO 4"DEPTH ON —0 1=u ji Tim-u u T_n==1=1 - I-ns AND RECOMPACT CC C —I — — -I— I I I=1 I I-1 I I=1 I I.I I I=1 I is I I =1 I ill-=11 =111=iil=iTi F11=11 -III II I=111-111-111-111= I= °- ON CENTER SPACING VARIES- NATIVE SOIL STAKES TO EXTEND 6" tol SEE PLANT SCHEDULE • BELOW TREE PIT INTO J t- UNDISTURBED GROUND Y CI- 1D I GROUNDCOVER PLANTING Q CONIFER TREE PLANTING W `V SCALE:1"=1'-0" SCALE:1"=1•-0" U a w H to NOTES: PLANT SCHEDULE: w Q O (Or 1. STAKE TREES 1.5"ULIPER OR LARGER. I- _ .• 2. SET STAKES VERTIUL AND AT SAME NEIGH' QUANT: SYMBOL• BOTANICAL NAME: COMMON NAME: SIZE/CONDITION SPACING: - Q a U ' TREES: ilk, 1 FR FRAXINUS OXICARPA'RAYWOOD' RAYWOOD ASH 2"CAL/CONTAINER AS SHOWN / 3 RH RHAMNUS PURSHIANA CASCARA 4'-5'HGT/CONTAINER AS SHOWN - i 3 TH THUM PLICATA'FASTIGIATA' HOGAN CEDAR 4'-6'HOT/CONTAINER AS SHOWN SHRUBS: 21 b BERBERIS THUNBERGII'CRIMSON PYGMY' CRIMSON PYGMY BARBERRY 1 GAL.CONTAINER 3'O. 5 R CORNUS SERICEA RED-OSIER DOGWOOD 1 GAL.CONTAINER 6'O.C. 1 67 Q HEMEROCALLIS'STELLA D ORO' STELLA D'ORO DAYLILLY 1 GAL.CONTAINER 2'O.C. 73 m MAHONIA AQUIFOLIUM'COMPACTA' COMPACT OREGON GRAPE 1 GAL.CONTAINER 4'O.C. 1 9�r -.�I 8 sf SPIRAEA X BUMALDA'FROEBEUI' FROEBELII SPIRAEA 2 GAL.CONTAINER 4'O.0 26 s SPIRAEA JAPONICA'MAGIC CARPET MAGIC CARPET SPIRAEA 1 GAL.CONTAINER 3'O.C. �+ 17 a SYMPHORIARPOS ALBUS SNOWBERRY 1 GAL.CONTAINER S'O.0 J ;i : TREE TIES GROUNDCOVERS: '_ ':sue 136 ���t ARCTOSTAPHYLOS UVA-CARS( KINNIKINNICK 1 GAL.CONTAINER 2.5'O.C. WOOD STAKE(REMOVE 17 � COTONEASTER DAMMERI BEARBERRY COTONEASTER 1 GAL.CONTAINER 3'O.C. .‘.`s.. 4. STAKE AND TIES 1 FULL YEAR AFTER PLANTINGS) 81 IIIII III'II I MAHONIA REPENS CREEPING OREGON GRAPE 1 GAL.CONTAINER 3'O.C. TREE WRAP SEE SPECIFICATIONS REMOVE BURLAP/ 1:.:::-,,]..;,'I j OREGON �� ROUGH LAWN SEE SPECIFICATIONS OJ Ds71I:vT \` BINDINGS FROM ROOT BALL CUT AND REMOVE ALL _ '"APE lls ' BINDINGS/CONTAINER HERBACEOUS PLANTINGS IN WATER QUALITY SWALE: 12"MIN. FROM ROOTBALL PRIOR , 4444141s:411° / BARK/MULCH ` TO BACKFILLING 180 .0;1,;a°oo JUNCOS PATENS SPREADING RUSH PLUG/CONTAINER 1'O.0 DATE: API1117,7013 MOUND TO FORM SAUCER \`� � 75 FF PROJECT 1a: 1109 ''"""""1111111111111111I IP Tn _ 4 1tl11111111 11,11111111111111111111111111h41,, i F CAREX STIPATA SAWBEAK SEDGE PLUG/CONTAINER 1'O.C. BARK MULCH '�-1121= ��47". n= ((111111- 75 SCIRPUS MICROCARPUS SMALL-FRUITED BULRUSH PLUG/CONTAINER 1'O.C. TB -III-1 -11=11-II 11=11-"- ��-��-�'I-II II-11-11- I—I11= -11 11 I \!_ =1111111 R-II-II a �u a=11 ul— TOPSOIL/COMPOST MIX cHEa¢D: U1 —I 11— �I-11- : ```_ gag — (III 11111�1J11111m�1i11��„ Olorglji111)111111 VEGETATED CORRIDOR ENHANCEMENT AND MITIGATION PLANTINGS: .1'1=11 I X11 IL�� �lL 111 1=110 111= I BACK FILL _ = y,-11-1 $-11-1 PREPARED BACKFILL, TYPE 1 PLANTING AREA(29,196 SF: 292 TREES&1460 SHRUBS REQUIRED): REVISIONS: 111=1 _ _ _ �1 IL-11 I1-1 I -III 1111ll111 4111*��_�_����••��.�����,- AS SPECIFIED \ \ 100 ACER MACROPHYLLUM BIGLEAF MAPLE 2 GAL.CONTAINER 10'O.C. 1111(- -II '1111 -11=1 _ \ II 11=1 d=11 11=11 -ll= 11-1! - -I I I 11- -11 -ll- n--III= I-I I,L�Il= 11111 11= SCARIFY TO 4"DEPTH \ , 100 ALNUS RUBRA RED ALDER ]GAL.CONTAINER 10'O.0 1=11 11=11- •I1=11 11=P- I I I-I I I,nR II1111�1i1- -�1=111111 �= 111_=---1-1- NATIVE SOIL III Ld1=1fiL R�11iuT _ AND RECOMPACT \\. \ 295 AMELANCHIER ALNIFOLIA WESTERN SERVICEBERRY 2 GAL.CONTAINER 6'O.C. = 11-. \ \ \ \ -4- 1711 ll-, \ 295 MAHONIA AQUIFOLIUM TALL OREGON GRAPE 1 GAL.CONTAINER 4'O.C. III J1 ° �k ∎_ \��\� ' ' 1 I- SCARIFY TO 4"DEPTH �I 15 A, `►1iv� III 295 PHYSOCARPUS CAPITATUS PACIFIC NINEBARK 1 GAL.CONTAINER 6'OC. AND RECOMPACT .111 I I III-1 1 1 1 200 POLYSTICHUM MUNITUM DOUG FI ERN 2 GAL.CONTAINER 4'O.C. I I III 111-=111= 1=111-=111 III- _I 1=111=1 -I 1-11 100 PSEUDOTSUGA MENZEI511 DOUG FIR 2 GAL.CONTAINER 10'O.0 CONSTRUCTION -III- 1=1((11 III-III-I 11- 1-1 I 295 ROSA GYMNOCARPA BALDHIP ROSE 1 GAL.CONTAINER 4'O.C. STAKES TO EXTEND 6" MINIMUM DIAMETER 295 SYMPHORICARPOS ALBUS SNOWBERRY 1 GAL.CONTAINER 4'D.C. DOCUMENTS ■ BELOW TREE PIT INTO OF PLANT PIT 12" TYPE 2 PLANTING AREA(6,147 SF: 61 TREES&307 SHRUBS REQUIRED-INSTALL 1/2 TREES FOR ADD.CANOPY): UNDISTURBED GROUND E7 NNUMBER NUMBER 30 ALNUS RUBRA RED ALDER 1 GAL.CONTAINER 10'O.0 60 AMELANCHIER ALNIFOLIA WESTERN SERVICEBERRY 2 GAL.CONTAINER 6'O.C. SW CALIPERED DECIDUOUS TREE PLANTING SHRUB PLANTING ,;!i% 82 PHYSOURPUS CAPITATUS PACIFIC NINEBARK 1 GAL.CONTAINER 6'OC. ROSA PISOCARPA CLUSTERED 1 GAL.CONTAINER 4 SCALE:1"=1'-0" SCALE 1'=1'-0" 82 SYMPHORICARPOS ALBUS SNOWBERRY ROSE 1 GAL.CONTAINER 4'O.C. L8.4 t4i. INISH GRADE $ •UICK COUPLER VALVE 18-24"COILED WIRE t lze_ •■■.) WATERPROOF CONNECTORS(2) 0 € �, 11 18-24"COILED WIRE a 10"ROUND VALVE BOX j REMOTE CONTROL VALVE MODEL •�� 3/4"MINUS GRAVEL WATERPROOF CONNECTORS(2) ICV-101G ACCU-SYNC-ADJ !S Ie WITH FILTER SENTRY 8 8 �1.> #4 REBAR W/SS HOSE CLAMPS ODE-X00 , FINISH GRADE I 0 ntL f J J` J ' STANDARD VALVE BOX 3 REFABRICATED SWING JOINT l'''' ''" (m:ICCn r_ ■1��� GATE VALVE LINE SIZED '' 'i��';' AIN LINE PIPE refr P_0 1 T MAIN LINE -- ���I:II 1A��11'1�M,scam MAIN LINE PIPE&FITTINGS t cl TEE OR ELL .1 1•, SCH 80 T.O.E.NIPPLE(S) J � a , BRICK SUPPORTS(4) --I - --- - .1 c' c7 7- '-BRICK SUPPORT(3) �s iL�� a_.:“."' T';:1,,.,_:1%4: _a.-. •,r-5.,'.� T 3/4"MINUS WASHED GRAVEL VC SLIP UNIONS H O QUICK COUPLER VALVE AUTOMATIC CONTROLLER ICV GLOBE VALVE WITH ISOLATION VALVE Z 2 SCALE:3"=1'-0' 1 1/2'=1'-0' SCALE:1 112'=1'-0' N W `- J > N z a O tom' 1 . FINISH GRADE IQ"" ♦� c CC CI I 5 W CC f° SPRINKLER HEAD: 11-ll.-ll L1CIL!rIL COMPACTED BACKFILL HUNTER ROTOR,SEE SPECS -.---.-.- -.-._._. N i L=.11:=.16 �� �1-11`IL — to rf UV RADIATION RESISTANT $ d FASTENER FASTEN REBAR TO HEAD IRRIGATION MAINLINE 1 o o BELOW HEAD. =ii=i= 1.=„IL:-.II LATERAL LINE F Q 11—II z _ __ __ do � RADIATION RESISTANT �ir�ir��n��i��/���IR1111 MAINLINE < O- W m PVC SCHEDULE 80. ISOLATION VALVE E�Lgj_f%/_ie.' W'ail ll' ATTACH IRRIGATION WIRE 0 u Q in L��=•1I=1(=IIPII�IC= TO MAINLINE AT ' QUICK COUPLER INTERVALS OF 25'-0” CC < . }- - ? � PIPE TRENCHING _ 1 f1 U ,,;'rdI )■I 11,1■ / ` 1 I II r;■I BACKFLOW PREVENTER z g �- PAVING 111'..�'A,wi.611,;I1:1`t'.';�11 �11111ir�,LYi,tiv,I∎N11:';i.(, FINISH GRADE SEE CIVIL DWGS. • PVC SCH 40 STREET ELL 3 I z N ! ER WATER MET SERVICE,_ �I� 1 (=ll�ll• CLI f LATERAL PIPE 6"MIN.S TUB-OUT a. f mimic?. J�� TRACKING WIRE,6" E .....p• 0 0 to O JI-I1.-_l1 �L Il C ABOVE MAINLINE = f z o N C r. .LI:.11. "+ TEE qF R BAR MIN.18" EXISTING DOMESTIC WATER MAIN .11:=11=11//L 1=1 z u D N N6 E I.4II: fd �I.f 0 a a INTO NATIVE SOIL. 1 11∎11■11 L=11=II eL.L.JI� • /- w TEMP. IR ROTOR ON RISER DETAIL 5 P.O.C. DIAGRAM- DETAIL E EATPu=_ .i[= =1f 4 1- _ = CLASS 40 SLEEVE �G1STE. SCALE:1 12' SCALE:N.T.S. SLEEVE AT PAVING Q• /.0 - 5� IR TRENCHING&SLEEVING DETAILS f; SCALE N.T.S. ;1 , 'ON crj �pE AgG ...... 1___.1..: WIRES 05/50/I3 FINISH GRA: DATE: APRIL 17.2013 PROJECT NO: 1109 MODEL PROS-12- SPRAY HEAD CHECKED: ul LATERAL PIPE REwslaa: LATERAL TEE OR EL MEI um.*s. a SWING JOINT CONSTRUCTION DOCUMENTS OSPRAY HEAD PROX012-CV SHEET NUMBER SCALE:3'=1'-0" L8.5 d I 2 I 5 CL BEARING CL BEARING 9 01 11I / 111'-V / 113 9N b CL BEARING TO CL BEARING i ti UW ly EXISTING PRE-ENGINEERED TIMBER BRIDGE a p O I GRADE SUPPLIED BY OWNER.INSTALLED I REF.LANDISCAPE v g REF.SC SPEC CONTRACTOR FO LANDSCAPE D I RAWINGS ip-W ADDITIONAL INFORMATION DRAWINGS FINISH 4�f� #■,1 *�I, } } iii MII,'� } }WA AT} H. ,'f' } 4 ■■} GRADE n Q O C # — `"ISy`�_�1 -! % 1 IS, — L— —I �III� :— T_ i—I'I•, FlWSH - - �`� _—.N , `_I�`_I—/�I-/�1 / .1_ _ ____ �'—/ e_,�n - GRADE Li I u=11=11- _ Lll n=11=�- n �_ I �I =11= I— H 11=f1=11=11 _ �� 217 ES11MAIED 10 YEAR =II-•I- II=II—II-11' ., FLOOD ELEVATION _ III= J L---- �'� Z z C I1=11='ll--,. 'll=L—-- -1' WING WALL 6• O =11=II=11—.. .-II=11- L - =11=11.II - -11= - LU 0 `+ter---- =u=11=11=II—„ U=K= WING WALL t.....--_ -- - - =11=11=11=H=u-. -u=n=B=11=11-11= =11=11=11=11=11=U 1=U—N—H-11-II-II-II-II-II-B=O=n-u-n-a-u-u- n-u-n-n-u-,. 1=U=11=11=11= _ G Q1 j\\ =1:4=11=11=N=II=11=11=11=II=II-=11=11=11=11=11=11-11 CL BEARING STA 24-855 CL BEARING '' STA 1.73.5 EL.TD420.50 t; EL.T1: 219.70 7� 6' 13' tr 8•,,6 r CLR. PROVIDE Y'CHAMFER TA CLR TIMBER BRIDGE INSTALLED TIMBER BRIDGE TYP ON w-EXPOSED Q PROVIDE Y.'CHAMFER 51' By CONTRACTOR INSTALLED BY CORNERS,1�' FINISH GRADE,REF. FINISH GRADE,REF. S_ ON ALL EXPOSED CONTRACTOR i4 1?o.a FA WAY t; LANDSCAPE COM/ECTION DESIGN PER ® LANDSCAPE DRAWINGS a TiJ DRAWINGS CORNEAS,TYP, BRIDGE MANUFACTURER ABOVE BOTTOM OF j _ r REQUIREMENTS BRIDGE 11 c B __ _ w¢¢0 ___ _ _ , CONNECTION DESIGN , / c :1 tI .` Ztt 1 513 PER BRIDGE i 1 4®12'aa MANUFACTURER ' 7 EA WAY ABOVE LL I REQUIREMENTS 2 `, BOTTOM OF BRIDGE Urli *40 1 r as 15 @ Ir m..HORIZ rJ 9O'!,2 MAX EHOOK EACH ENO J MIN1DER �� BELOW BOTTOM OF i 1 o ` ! k OO BRIDGE BELOW BOTTOM OF 12 GRADING PLAN FOR �f _oF EATENT OF CRUSHED ROCK ``` BRIDGE m < AOOfT10NAl.INFORMATION ■�� ® , CRUSHED ROCK r tt®t2•o.a f■Y ` �12'0.0., ® ill CLR. EACH WAY FINISH GRADE l ..� rT' 1 TYP. `. v/% V/ ``` TOP AND BOTTOM AY, I I FINISH GRAPE TIT. I .®1r B.a.�o CRUSHED ROCK MAX.1Ya' Z\ik I CRUSHED ROC!(MAX.t• 2 MAX L, WITH LESS THAN 5%PASSING 1 U TYP. 1 WITH LESS THAN 5s PASSING N 10-WI/VIDE \\ /�\\� B'MIN iI U.S.f/0.200 SIEVE PUKE N ` FOOTING •°r•°•' U.fi.NO.280 SIEVE.PLACE IN 0 MAX 9'LIFTS MHO COMPACT TYPd. CRUSHED ROCK MAXUS' ° l,��_ MAX 9'LIFTS AND COMPACT TO MIN.fi5%OF MAX.DRY ``� („7 S.NO.200 SIEVE5%PLACE ING —� :�•J TO MIN. PERR AS MAX D1557 U C• DENSITY PER ASTM D1567 U o e W 0 i MAX B'LIFTS AND COMPACT nq• e o' 6'MIN.• ` :•: _ _ TO MIN.95%OF MAX DRY § L"S 1•PERFORATED PIPE �/w/^•� f0 4 I; DENSITY PER AST1A D1557 • •••.•e•.•a•.••••• •••••e••' •• o; CO 2 F. _ _ _ . • •;c •.. •. •. EL 212.5 SURROUNDED WfTFIMIN.3' OJ "••a •. e. a e. rI1�iLPi�11_11=11=11=11::�1�'I��IL�I�•��p��u l�L l� COVER DRAIN ROCK WITH Q w _, �L��: OEOTEXTILE ENVELOPE U 1p •o .-••.-...-.•.•.•.•.•.•••••.•.-.•.•.•.•.•. Ir AROUNDDRMN ROCK Z Ce ••o •°•••°:••••••°:•"°:°•°:t.°:•.°:°.°:•.°:°•• •. •• • TYP o.a, 1 < 0 04 6 ° _ . .° :° :° �- EL 211 FT 3,6' 3,'6• LJ.. C• 11,11-•••11=11=11= Or PI 14 . . 1 * / r m b Z / 1 0 N�� .\ 3 ; ;e A I I I I 1 a a&M 0.) m , m iii.ii ., a, _ 11 il'i Ili 0 ,F.,!2 9 - ' iEk ,,, Z A A 0 E 5,g i N 0 H � ,L is 'aoeu //�// /i\/iA. \�/i\;4 /\\i\\/� 0 :;:e ge;1:;:I;:I; 1 11.11.1 \ 3 D NI r e o: .//\ r \ m g Z g o /V TpA O g3 1 a FOUNDATION DETAILS n F r Laur.Herbon Landscape Artfihect LLC s yc% C4 a� • olna:m„m.�yys 1�:rn+oansf CO K 4 A s i u . . - l�y�S t 58§' JACK PARK IMPROVEMENTS ," „Lmtomms � Z � 110 PHASE 1 City of Tigard Parks and Recreation . 1_ _ 112•-D•M TO M 161100115 r at. in.-4 OUT 10 WT 11X14 90r1W aims r aria r 9-r r-r Se-3- r-r 9-r a-r r-.3' 1F-3* r-r 9'.-3' ,_r r_r t t i t t t t t t - - I -1 i 1 I 1 iTif • i e j! i ..I • _�.: I. V N— 1 � FIEF- =-fi w.. --— --— '_ - . '-4l ���R � ii,• S, FL/ Se • 511 Sa • sls I + I 175 I I • i..r I hiI 5,1 _ VI 4 �� SIR e ammala ! l��.1. _. ,1, II e E e ,? E e ! e € E E n� efe Epp € ! E € p � Ei y y II IOM TEE QULAM DECK PANELS HAVE A RESAMN FAQ NO ARE USUALLY • INSTALLED INN AE ROUGH 90E UP.IIDTEIEIL r 1101(6 AN APPEARANCE MIORDI WAN OE RESNN FAX OR I DE PAIR 6 DIPPED RACE THE BEST SEE FAQ IP OR TIE WPM ME FAQ OWE HE OM 6CONED UN A r mt W BETTED M PA LS LAY OUT ALL ANUS NO ADJUST pO A LWOW GP BUCK FASTEN/1C ANT PANELS CONE UP i �_3• { R-r { I•-Y - W-r t v-r A W-3. A r-r - C-3- A r_r r-r ■ 9-r , 9-r I j:r A� es�� �� .R� .� �:I�e�\,�ee� eBe�B�:\ .LS I s�� �� Iii�e9� eee��4;-i //�1; Lr;��.f. A70' =►�Iie��p:��q,l r.11 I�-711,11`110,1!—I,II/�I II - --. 17, - litTs`'. (a TRUSS NEB I r '; It f v.DHSS eu e�;., - . 111•-r E TO E 6 BEARLVC 1 if` [Cr BEARNC 4 MUSS TO ABUTMONT 44 RAM TO RON BFA11 DESIGN CRITERIA: TREATMENT SPECIFICATIONS; 2 1'0 aANCHOORAi7(BY COMERS) � s5/ANQE�I BOLA 2 If LIVE LOAD : 100 PA ALL DIAL610ED CUM NO NUS IN TIIHR WIERIAL 9MLL BE I s/r.IIAEEIASE 8011 WAWA VENOM LOAD 3000 LI.WW WOE PRAT EXT TO PRESSURE TRFAII .TREAT ALL FIELD CUTS NO 4 ROD BRACE(RBI)[ONIEC710N 1 5/a•9,r lAC SCREW WINO LOAD : 95 API-EXPOSURE 8 PER COX BORES WITH COPPER WPTHMATE IN ACCORDANCE WITH ANA SEISMIC LOAD : Si-0.33$2 k-0.I25142 SPECIF IG110114. I 5/a•A 12-1/2•NODE BOLT(9325) 101 R1$.15 1JlSS DLULAM SPECIFICATIONS; TREAT GAM MOWN W1111 PONTAOLORCEI[la IN LICIT SOLVENT TO A 1111111&A1 NET RETENTIM OF 0.4 PU PER NAPA SPECIE'COIN 1 PPE WADER-MARK FIR 117-d N m N ARTERIAL : WEST COAST DOUGLAS FIR 24F-V4 CR[WINO IM 2 O. 159E CERTIFICATION 6 TREATIEN1. N ROD IRAQ(RB2 A RR3)°DIRECTION 1 1/Y1 A 9-1/2•ECM.NERD BOLT AOESIVE : INTERMOOF PHENOLIC MOTE- 1 5/a a A Y WOW BOLT 2 1/ pR WAWA PPE FADED 1r { 7_�• t r-f�• FA9RICATIOI : AS SNOW NO NOTED.WOW(INCISE ALL OLOLAN EXCEPT I [1 RAILS.DO DDT INCISE RAILS. 14 TIMER M THIS MEET IS RESALE TREATED WITH 41.4r BIIDQ 4'�1 APPEMAMCE : AS SIDMN A NOTED PENNOIORE'IENE TUCK 1YRIRES A LOYC AID USEFUL SERVICE 12 ROM BEAM m DOSS 1n ti ma 10 PUIM I 1 1 ABUjEIIr 1 I FINISH : SEE TREATIENT SPECIEICATI06 LIFE. Lamy SHOULD USE COaDI SODS IN,HOLING THESE 1 3/CI A la'YICAIE BOLT 3 5/Ir1.S'CEIX 50[r APPROVAL (� CERTIFICATE : NONE TREATED TIO ST Al$DIRECT SKIN[LOVE[.WITH M /�rR4VAl, DRAIIINGS LEII,IfIGTE AITC NIT-20N/NA-016 PRESQNATIYE BY WLMIYO 10.1119$ CT 0(10 AWES.LOC lIt 2 3/re Y r iu ROY WASHER . --' SMARTS.NO LNG PAILS.RNA TREATED MOOD IS FIELD FABRICATED. 4 f R gWM 111E 11N 13/Ir'ODE MIAMI MATERIAL II IAIt5 1 I FLOON BEA6,R9L116,DECAL PANELS, LaIDy s1D1AD ALSO R$A FAQ MASK AM GOGGLES. ONLY TIIRItR TREATED WITH PENTAC1*MOl*OI WY EtlIIBIT A BLOOIIIC D , m FLIER BEAR '; 1 I 1 I$TEFL SPECIFICATIONS; CF DRIED ONSTALS M THE WOOD SURFACES FOR SEVERAL WEEKS I r r *+ t� /,p�.y/yy,,��,,pp��yN. AFTER ICOTATHE SIR. THESE lit BRAS CAM x BItl61ED OR ! T U FOR NN17111W slut SNNPES : AS111 931 WASHED COT 11E SURFACES Q lit MVO-5 901 AS RAILING t 3/4'0.1R'MAOME BOLT • • I I I I I.1 F !NADINE( ASHY 9307 M APES AS NOTED OR 01101 SURFACES SU lit 10 PUBLIC[STAGY. THE RIOTING 2 3/4•e MNIL S/RON WASTER I 4 rd 101 DIP GALVANIZE ALL ENSNARE.SHAPES AFTER FABRICATION. WILL DISCMT 1X0 11 71[T11lOt REDOES EOIILIBRIW WITH TIE 1 ' FA APPROVED GIANOD 101 DIP GALVANIZE ALL IIAIgWE. Al1OSHERIt 100111016. f ALL$115116 TO K POI ND SKCIFICAT106 BY CERTIFIED IT MAY BE DIIFICIAT TO APPLY 10110IM MINE OR STAIN/IMI51[S !Z BRACE m 1pl4 1Y■ AMlwaea ■ API�ROVED 2c----A i I I WELDERS. TEAT ALL FIELD Y001FICAT106 W/COLD 10 PRESSURE IMAM TIMBERS. 111OERS MATED WITH 11011 2 3/Co A r NONE BOLT ( T� IMLVANIZINC MINE, SOLVENT m F '�N� DE D.NS PE M� ❑ DISAPPROVED .: COATI A ON tit MOD P1001RD STAIN iMAi 110E5 X01 FORM A A MAIM m ATONNE ABUTMENT WITH ANCHOR BOLT LOCATIONS �,/JI,� Ln CARTING ON 11E ROOD SDRFAQS. 6 IF BRIEN*AERIAL IS 10 BE 11W PILED Al M SITE, II AST 1 PUNK NNW-MAIN SS I11AL 1E901 IT MRS BE SEND IM A LEVEL AREA NO STICKEED APPRONIWTELY EVERY 2 WO A S•KB Inn BOLT■COLWAM MOOR % Y Re/N.r1P Y 9M°n tkae Sr.alArn Arc ti U-Is MV/AA A,ININ11.MO WAWA M w w.1 IN rgr.1.-1 ..11- M. LO R FIEF. IF M ARTERIAL IS SEND IN A M. TRY CLIMATE. (4-3/e•mum EIWIM01f) *eN2 p �T Pol-1'Kiwi WA..ELen camel Al%We W-A Sn.y.A,Mc ,wism IT MIST ALSO DE COVERED 111111 PEIWCm 01 OTTER INTIRIAL 10 2 3/C•M WA9EA s/,1y,J /��� Ps[cc ,1ACK PARK BUD( °- M RCT IT. FAILURE m STICKER NO COVER WY CAUSE WIPING 4 101 a CUT I NAIL tWEWTTBEI TWEy7 MO EXCESSIVE SEASMIID CHEWS. 6 , : r-r A ry • I'-t r-4y Z-+i• 1.-'l 901 i•rsf w1I 'i• r-s• �N,RD/r Nrw1, / r f r 2par GUAM RAL-MARK R1 p, f r 91ui INFP ON tar l i ___ 9 _ I __ I IKD •••\-EASE 4 o:us t�AU FLOOR BEAM-aA (F81 I RI }II ir-r 91mam aoirc,. s s welt xwo'onus cae z }II IBI Ir-- 29 FRAM D Pou5A9K S4S N O CMS COW 1 2M CLAM RAIL- MARK lit n X I ,�I>o Ii r-r r-r `�-usc/FIXES / I Ali' Ird.NOIR rM I'-Ii. •• r-µ• . 2.-µ• 1'-tr 9ou PM' 7 2relr auw MA I Ir. f MN RAIL _ K r'.r f IQ Ile-0. Is 9CWMW MCNWCURAL 54S CAMBER 2s0o'RAMS COW.2■ 4T _ - ---*H IuO - " - 2 16•GUAAM RAIL-/ - .. - L OK[ID ors'WN UL I V r! ©© . 2: - I - % I O y. „ r,� ma ..\-- EASE 1 IDLES ]re7r C{1W1 RAt�^ I IBA it-9' 2 MUM PIOI151UAL SIS NO CAMBER rA6 3 0.1 Ir-r B RESUMED MO41ECRRAL 545 WW1 2500'RAMO COMB,2 --/ / I /' r2r SURAM as I I.-7) + /'p _ Itilr 2t�26'Qum(RAIL- MARK R4 I.■■A�, C 2�•111k GLLU AU OECK-MARK D1 to 1 "-ME Ew ma Amu -- / I " (::�:- _ - / EASE 4 EDGES I I - _ wax 7 / # >♦'e7r f11AAY _—_—_—_ _____ ___ M 19'-O' 19 FLOURED MWIECMGL 915 DAM 2500'RAON4 CCY9.2 I(� PlRlll —.�_ _ i7 L(o1.o•NBC S3AB I 1 mus Y1 ` m C.-1r M RESUMED MOM SIS7E NO COMER CCSIB9UlO4 2 {-f-{ �'GUAM(BRACE-MARK EUN .3'rt 1� I n - - I ' 1 ---- ------- h2 r-sr 14'. r gat•GLULAM PURUN- MARK PI I 1r• -f t BU r-q 22 MOM 9ouslwu 54$ NO COMBER CCM 2 BRIDCE SECTION 0 MIDSPAN/ABUTMENT glEMMEN Mk PO s'-Br 1 REOUP[D MUSIRIAL S25 CAMBER 2500'RADOS 24r-4 IAsr gar CULAM PURUN-MARK PU OA tti fro K2 r-21' 4 PSO.NOD I(ISIn/L Sa CMNeER 2507 RAMS 241.44 -r-..--t t'GI ULAM PURUN-MARK PU V i sr . PW I r-2r 4 NORM 901151RML 53$ CAW 2500'RADIUS 24r.w ft fit'GLIAAM PURUN-MARX PL{ r• l t9 Pt4 r-2r 12 MIRED IIOIISIRIAL SAS CAW 2507 4w RAMS 30 APPROVAL A r r zat'au-AM PURIM-MARK PLs ro '6 ONLY WINGS DO NOT USE rat COtSTRUCION. i 4. 0 APPROVED %MOUT CHANGE ; na,9.-4 7 RENUA® 9WSDRAL s>s cANNea:sad RABBIS 2/r-w 0 APPROVED • ti 1 ❑ DISAPPROVED Iti*wy a 9ie piper*d Swim tw 9U.eeee>.I c nd Am Na Pernd M+�2 Is tI. Mid l N ens.d a np.e.d.r used a aT*. P.Irel.01.A 9e wine......l.4%Oe n gad 9budw.4 tic .4.O.. �,N�`gf,oy""�` } "`'� WESTERN WOOD IJaR JACK PARK BRIDGE _ A k 2 l2 <;:\ STRUCTURES, INC. ;— ' -- \ P.O. 80X 130 1UALAT1N, OREGON 97062 •met a a n9lw — A �`''"'y0� ` ""• 503/692-6900 FAX 503/692-6434 14.l,t ,I SAW 1-26-17 0 A ® ma 134016 A N�` e00/947-5411 law M` (VW ]i P 1 — ma MR mamas _�. Dots PTtatS6, 05/10/19 as • . SYMIENICAL ABOUT . LINES NOTED 30-3. 16'-45• OADMY A l-r I-r • -- r-r I tr-r fi r_r F r_r - t -_r-r I 1 tz � I Sj"x13}' GLULAM TOP CHORD - TCt I D NV sT1a - I _021121Dan.0 ,I__-- 545'x13}' GLULAM TOP CHORD- TC�__ I2 I Au+o+RCAL- ,-- - - -� - A-- I norilillia_6_+: .gamiimmicli ' II \ I1 _,' `� ' __ . NMI'-Sr RIMS ley4 co il I 1. - — — �- - -� __3 ------- , --s° ---- - - -- ---- -- ,.\', '---- --- co o g. A _.--- '1SJ - ---- -'- �:-- - (Xi - --—- 4ttr1 -— J;1j ` `�•� ; _ I;i I I 1 , N 1 $ 1\� 1 L.NM. • _..1 In :. Lay' • -1 '' _____ _____. _ , '- -_ oDIICTnHM 3 /545"x16}• GLULAM BOTTOM CHORD - BC1 ■ 4 ,,„ ,,.. m�Ecr I 5i"x16}' GLULAM BOTTOM CHORD - 802 , .. 6ff51m o0.1OM 01010 }SOD'RADIUS ST'BCE I 55'-11r I - GLULAM TRUSS — MARK T1 9100 1'-3' -910P FMOCAA NO ASSEMBLE TINPLATES. STEIL AS TINPLATES. 1-- MARK Ti 2 REQUIRED -PROM r CAP AT ALL WEB W 0018 CONECAOM& 1 -LATOUT O F4/IbCA1E NAL SISIEM USG MSS AS L4RATE n --- 1r4.Raur I[MR T loop 4 iM sIDE roR 4•STEM PULE 4 COOICRa 1 4 a,.(ct10N• i —,�"y1I r3 i! i I Sim 1413 ASS!]1BlY-NARK S1L/R $ Slm RAZE-YARx 9 V-01(FIB 5•D aNE END RID 1 I M 10 3/4'••r YALER ROIL 32 3/4'••T YA04NC Bai ---- m tE 3p•r CUT MASER(R mom NOl6) r0 3//'•aT WASHER(E slDi1N NOTES) br•1Sr QIEAU ra Sr•ir 0I• rs-1113 13• RILE -- -- b 4 C0M(C1104 2 4 COI•ECOON I TC1 30i• 4/MUM MUSIRAL S45 CABER 2503'RA NA 3 r3�T-0• 41100910 INUSTI L Se Iq UMBER cans 2 TYPICAL AT ALL VERTICAL WEBS '/ I S1EE1 RATE-MARK 52(0 IW 90E) I sim YEMD ASSEMBLY-MA*swig(•NEAR sot" I SiE11 IUD ASSEMBLY-MARK SZ/R(•FM 90E) 1 SAIL RAZE-WM SO OM SBE) 112 31-3. x Gamin 10051 i.545 GAMER 2500'RA01K 3 w a'-• 4 1110/13 MUSTIDAT 545 NO CUED CAIB.2 -.—_— p 30 3/4•4•r YADOR Bat 2/ 3/4•4•r mama'IU1 . 40 3/4•r 011 MOM(O AOIIED 1106) 34 3/4•4 CUT RASHER(0 9.017ED 11015) a• n r-0' 4 REQNIm • USmNI S45 NO CAMBER COB 2 1 CONNECTION 3 4 OON(CRW 10 51'11I1. GUAM DO �0E DC SID , '� HB If-r 4 GOURD IOUSiBAI 54S NO 0•110111 COM 2 I 3s i 1 I Sim Putt-uA1xl S3(I MAR I 5110 MO LSYYILY-MARK 5145/11(•I(/MI 901) act ' ; I s1m NEW AsSEYRr-IAN SZ.1 •FM SOW) I Si 01 PATE-MAIIK SIO(•FM S>IE) x7 r-0• 4 REOuN D MUSSON S42 NO CANER COMB.2 "`I' u. 1 iterate N 3/4••.r MADE BOLT 22 3/4•••r MAO•(•ai - 32 3p••WI RASTER(•9Drnn MI5) 2B 3/4.4 an 11.9111(•SLOT1[D NOES) ;• Y 1 I iiiBCt 3r x 9gM10 /ODSIBAI SK CAREER 2504 RIMS re.3 . 11-r 4 RECTUM 4g1SttlAL 546 ND OMEN 4x145 3 =f# 5}•X16}' GLULAM BOTTI �i-- 1 001LaR01• 4 CaNECTON IT Sr-r 2IMMEE) 101511111.S4S CAMBER 2500 RAORIS Gull 3 RIB r-o 4/COMER NOMINAL$45 ND CAMBER COB.2 TYPICAL AT RAIL SPLICE CHORD - BC3 I 5710 RATE-RANK 54(•IG1t 581) 1 STEEL REM ASY1Blr-UM Slx/R(•NEAR SIDE) 3r-r 2 GOA= KusmA s4$ CAMBER 2510'RAMS OaB.3 .fo n•-r 4 MARRED RBIISRBAL SG NO cMBM me x son 11 i OE Sim 1 sim OOD ASSEMBLY-YMK 541/O •ran sof) 1 3/4 0•r -tom 57+(•FM 5100 • . . TA 3,101.r MUM BOLT l0 3/4•••r MAD•(BOLT 24 3/4.4 CUT RA9ER(•51DTIE0 1015) 20 3/4'•CUT MIR(•SLOTTED M IES) en� r-r 4 M[aB110 000SiBAI 545 NO CAMBER ma 2 DO RID O12 1r-r 4 GOURD 10VSEUL 545 NO C11*P 0010 2 4 CONM11 1 5 4 CONECON 12 5Nor CLAM n . 1 SIM RATE-MARS 55(•NEAR 90()) I SIM IEID ASWAN!-MAO 515./11)(0 NEM SOC) 01 3 r-7 2 REWIRED I01+511AL 545 'NO CANTER COB.2 I MET ROD ASSEMBLY-MARK 55L/N(I FM 901) 1 STm RAZE-WIK A2(0 FM SSE 57 2/ .OJT w 55(P SLOTTED II iice nn WASHER(*SLOTTED Nafs) RI 132-r 4 NO51- D InxmAL 545 NO CAME mu 2 1 - APPROVAL DRAWINGS �( 4 05•(5401I 4 taNECROI 13 3 1 mm RAE-MAIM m(0 WAR S 1 Sin Rea*5111RY-MM(513/N(S 1(M ME) END RLPL yR� ONLY 1 51ER 913 ASSEYIL!-WE M/R(•FM 945) I 5151 RATE-mar 93(•FM SDE) �•r a m W 11V I F_Vl1�. 13 3/4.4•r MA00(ECU 10 3/P••r MOM BOLT 14 3/4•4 CUT RAMO(•4507110 101$) 12 3/4"4 an wain(•53713 HOES) I ❑ APPROVED"MOW WAIVE - 2 rn•(tnaN 7 2 COMM N 1121 11'-0• 4 Gave ROUSRBAL 545 110 DAM COME 2 1 ff T ❑ A P PegayEED D AS H 2 5121 MA-MARK 57 I Sim Bas ASSFMMBY-MARK 514•(•NEM ME) 14 3/IY•r YA0•E BOLT I Sim RAZE-*44*514 40 FM ME) ❑ DISAPPROVED D 0 11 3/1'I OJT MA9[R 6 4.011 PAM/9Q(S 45011 D 110115) NA•wYN k M.Am/.1 NM.Reel 5k.eWu Inc es Ms been►rei•N Aeolend,b 14e I4 idMe4 A dui M Ye nR.4n.4••ad m CAE.IM NOW M.".Y MI.e.•r11 41 Om.Wad S4•6I•...k. ,•..�..• °s si3r,IS %////.' 1.0.01 JAQ(PARR BRIDGE WESTERN WOOD --° TGA�o•OREG e EOINE4,f • , ...:pflj „�. STRUCTURES, INC. = 14 7,+ �''\ P.O. BOX 130 TUALATIN, OREGON 97052 44RUACx%an OF 104* � �` 503/692-6900 FAX 503/692-6434 4•.•144 it _4., 4-2F _ 134016 n T4 S.iaJA'li)( M. MW Itr••a n_ ®1°05 800/547-5411 w•�ie•r a •.15 _ rR 1.11 w o.1.•RROt•41 85/14/15 JO d IQ S1R ` (0 01 i•-'' • 1 RRC IE�SPEML 1NE RE DP ly 1 MAY r r -- . BMW CODE THE srEau INSPECTOR SHALL BE y � LIMO BY THE OLDER oR THE MarTECr/CNC REEL PLEASE PRONE ME TOLIMA,R(aNAROIC t, m �' S1 L ir' � t 'a"Ex�s O STEh REa111E SPEaAI eCPECTM7N �_i/ W atcugrc t H MAZE OF NSPECROM ACO CM r r-3r r-3. CONTACT MAZE 1•AI•CUP 1 MAMA ECM� coon 'swT�iED Ruts e , �IryTtrlr, e rt PHONE 1EI�Fl+f.Pl1 rt A .I .r' 301'1[D R�j.S i. .i. gp y tat. �\, I NDTEk d r aonm - \1 A \ �' \.N 49' r - p s1aL aRUVCC DO HOT KOOK SPECIAL NsvECmL to l I I I _ - _h \. I z' NO 1 SLOTTED ROLES I SLOTTED IIB4E5 `\ I ilWk-- ' I I Ir. I P, �,� ' I �, + �\ ' . k �— g — - \ :.,-.. 1i.7 -L z 0. }" THICK PLATE �I� �iP� y Dr • r.AN ROD ', r Bmr BEAM SEAT - MARK S1L/R STEEL PLATE - MARK S2 STEEL WELD ASSEMBLY - MARK S2Lj (- • fir) ' WM SiL 2 ammo NM(Si .REa1HD MAN S. 2 WARM DER SEE ' r MAN SIR 2 REQIED MAN Sat 2 PEORR D 44. CAP Oct r SNBA aseaua tt MM.144/4.4 Nw Dos( V w A .. ROD BRACE ASSEMBLY - MARK RBI WAR RBI 4 WOAD (0 c) S3R I' 0) S4R -PIMP a --- - T, . S4L I'/ ti 11 '•a1•r .. I 1•1 CU WRIE a, j I r COINEAS , I ,' r r t , r-Itr 1'-I1r e� s t. .r':r+r,r,,t L 1r.t, ,-I t•, I rt L ♦ I ' Ir r I ' L ♦ ' yam. I I ,/. SLOTTED MBILS�` ,av SLOT1[D Ig16 / J• stnTRD IIDIkS P\ _ •% SIOTrtD ROLES N - }0 I ' I h �. Q + I I 11 4 r I t U _ 17 IN* • �.1' • i.I• 1• I smite Rats ` I �, SLOTTm Nuts \ I P� SLOTTED ROLES ` `\ I ir, ^ AOTIED • N. I Q• $T`�T- •B!- _ — - - _ .. 8; APPROVAL DRAWINGS pp '• ' i -- 14 411, ONLY �> i t �IFi i3niF�ril E i�` J r j�•r 11 DD i 1 USf FOR M. i }" THICK PLATE }" THICK PLATE Will ❑ APPROVED valour CHANGE •. 0 APPROVED e AB STEEL PLATE — MARK S3 STEEL WELD ASSEMBLY — MARK S3L/R STEEL PLATE — MARK S4 STEEL WELD ASSEMBLY — MARK S4L/R ❑ DISAPPROVED RAW ss 4 FECUND AAIOI SD. :PAWED DARK 54 4 REa/lm MAec St 2 RtaRD um SDI 2 RA/ED MAN SIR 2 RETAINED RPM E athe+aM is Oa AAa14 d*Hen Red Shawn.Inc.we M ken'pd T In'Mn p►iil.d.A R rd M Se..reima In..d on p Om point.R".I Se writ.a»!I el%din ie!RnAl n..Inc. .w.w 0 -S7/4 %////.' wu¢I: AO(PARK BRIDGE a `olI44.' . WESTERN WOOD '�"' 11 .«�GGN 1 �" ' STRUCTURES, INC. , mp1 i„ID 20/ \��` P.O. BOX 130 TUALATIN, OREGON 97062 m1* m'+BE TOMB °'Fl.J.es - `�' 503/692-6900 FAX 503/692-6434 1I...n TE alt 4-2FTE a ^ IE1PRRES_/L.v1/4 J �, ®N 800/547-5411 oEOa R re .aR/i.' 40�6 111 Y< MOMS M DM RR! alt l el•f 7 Dote DcsaW. 05/14/U OM , r. o' S5R (0 0) r THICK PLATE ' : ti,1� 5..a.� `' S5L!{J�,` ' /• I 4 1 4 /• ffffff , l.-w r-.r r-.r 1.- 61, . ltis.1 I iri%awn IK1lS '/ 9DTU I� �� _ Nom iterslI!__ a N OTTW H 1iT— RDTI[D L '', S1071ED HOLES � �� WO. - r �` ,! ` \ I r• — 1 I r6 AOTIFD KM , ^ swim 1 des • ,\ a0TIT It 1'- I I I I 1 I ``, I I I I I I 4. , , 1 , I , • / I I • . I I I k _. __ . ik 1 I I 1 .a 1 1 I , I 1 4 ■I ■, 1 1 , I - - I I I I , I ✓ti li — 1II I I + y ri r ;I 11 1 1 1 �� 1 }" THICK PLATE ill r13 Ir}r}rI r r jr}r}r}rjr�t r rlr ,r1r r , r e roe D• t ,•-I,r 1•-,Ii• ,•-„ STEEL PLATE - MARK S6 STEEL WELD ASSEMBLY - MARK S6L/R MARK 56 4 REWIRED IUNII 56R Z moo STEEL PLATE - MARK E5 STEEL WELD ASSEMBLY - MARK S5L/R um(55 ,REWIRED SAW S5L 2 REWORD �0 S9 ra r , S9L rh ?r IIr � f 3 13 t I �-r{1 �1 i' T 1 1 1 i i ilkg •r ,0• 10• 'p.� stoT,EO q_• '" l l' T_ M, -�_ =�— • �__ , `:•_—{-\--O-..- 11111111211= li 54* T INSMETiltririrra S.071111 111:415 IMMO" WM 14:415 -7- 12: t 's 1( WV.tt �.1 .N r' +• •aDT1ED KM, t, }" THICK PLATE e '� r„ snraD Y311s ,' �• — 1 ,, • ' • - 1 I��I I soTiED HOES , 'I 1, soirtA 11f1E5 1� I ♦ +♦ s -- .. " STEEL PLATE - MARK S7 r+i } r- r } „ , ss� , •YMIe(n 4 WORM }" THICK PLATE - - - 'r•;� ,�. r THICK PLATE „ ,,p STEEL PLATE - MARK S8 STEEL PLATE - MARK S9 —- YAW 5e a IEOURD YMK R 4 REGARD r• ' r" ''4 ■ soraD jig�i � � 1 ,•_„r 1 Ili{ i r• # '• j r' STEEL WELD ASSEMBLY — MARK S9L/R r ; r r-11 r E / MARK SW S 2 REWIRED Tj\ 1j1 r t+r +r re I 1 fi ,- . APPROVAL it _ {1 re�,.. OLr r,J I a- J@99 T R CSTUC�• • Go 0 APPROVED I — — u.�a r•"'' :ice" °°` ❑ APPROVED AS I n WO in ❑ DISAPPROVED Mt ROD BRACE ASSEMBLY - MARK RB2 "Y it Ir r! WA(1412 a eEYEED row ` 2 Mb peon I es p t et test".lined S1n.Wq Inc end I".Mn Revered tyedlkel,be P.p►Ineicetel It Pal M1 be I.P.dd te used en Mr NFM pejs1 Went Re eaten anal el"stern SW Yruelvq he iW.w "Ws """ /��� WESTERN WOOD ""� --x, /.---ism JACK PARK BRIDGE s PURLIN HANGER - MARK S15 STEEL ANGLE - MARK S16 .E o1YF/ ��\ u°•°M OR MAW S15 /REWIRED MARK Ste W IEOURED .py f t i////,..\ .���\'-\ STRUCTURES, INC. /��-\ -- .���... P.O. BOX 130 TUALATIN. OREGON 97062 ett..em my a aeon ':•.1e>p . `— ' -\` 503/692-6900 FAX 503/692-6434 trs,t. 1K OM 4-26-13 a �E� tE O . 134016 �Exretes�a,i I 800/547-5411 °�_ 'R ------PM wall .r P.. est Mt tn... _M M mow • eeptAl Is".`_ DAM*h10ttOt 05/14/13 MI l 1 I I S10R I S11R S10L SU L aL iL rel SID't 13v.Ire ;" THICK PLATE rel 411*1 Sli'fire ,o' Kr it iv ,r ,o• tr ,r lii 1 _ � re r 1irIi t r .Y + red t iiiiiii --- .'Tc: == - ► — — M, — ,= !• T►i�= �i y'- �:�� —. i y - RICK==— \ �,—i I i \ t/1-1: ^ /a Ir., \ €or D HOES `. ' ' \ / 'tm xo� w. I WI__ I ,• Stonib llaES Ir• / Ir. Sr J. ' j Ls �,• 'n/ I.. may, i,,'�- J., -- J./• \ `c• SLOTTED HOLES tq - 1 stDTTm t �1 , • �{ ,....1. J ''-'i SLOTTED MA SLOTTED Mars }" THICK PLATE E-2T1• 1 STEEL PLATE — MARK S10 STEEL WELD ASSEMBLY — MARK S10L/R STEEL PLATE — MARK S10 STEEL WELD ASSEMBLY — MARK S1OL/R YAW SI0 4 REDUfED MAIM!S1a 2 REOWRED UM SIO 4 REWIRED MAW SICK 2 WOWED MNM SIa 2 REQUIRED YAW S1W1 2 MOM I I S12R 1 I S13R S12L S13L �� 1 I.I- r.sTMDARO req sir I sW Ire rtl sir SIP Ire 114%0 1'-S' 1'-15' 1'_y NY R• r r r 11 r, Ire 1 P, I r, s #, �'iI2 1 — — — — C — — _ — — • - - -—-— PIPE WASHER — MARK PW!zi. >e MARK PIA 104 REWIRED 1 SLOTTED HOLES N AS 1 YO+1F0 11W1i `\ soon O ES ..„N. O l ' .fil :\>) 4(s...2:y.4: '.. • : Ili ---____ Ira ;4— -r - t7 r t7 ---- - �.r f r IN.- 1' Y.1- N*R 1 SLOTTED ROLES 1 .OEIFD HOLES 4_4 Y SLOTTED IISl6 Y I 1 1 I i 1 ' If t 1 r 1 l I 1 -sr 4" THICK PLATE 4" THICK PLATE STEEL PLATE — MARK Sf2 STEEL WELD ASSEMBLY — MARK S12L/R STEEL PLATE — MARK S13 STEEL WELD ASSEMBLY — MARK S13L/R MAW S12 4 BEWARED MM(SUL 2 REO11.ED MARK 213 4 MOUSED MAW SM. 2 MUM) P44W 5128 2 REWIN O MAW 1131 2 RUINED 111 l'-er I — red W l�,ire r 1• t �,'_r t AP�ROYAL DRAWINGS r ,�r _ 1 r0 A36 ROD fi e 1 ONLY �e t sr t 5r fi1 re �e +r 5r '' C� SAW As -. .Ia;._=„1.�I, DQ NQT 1fSE FOR 1 j I 1 I 9 ` 1 RDOR SW ©Gm, ❑ APPROVED o b = _ I� lirri r i re NS1II N�y171RblllCgE ❑ ASP ROQV�ED,, ❑ DISAPPROVED ROD BRACE ASSEMBLY — MARK RB3 pw €"_ - ; r^” uMl RB1 8 REOIIED Oh&PAN M Re... N Des1.4 Wool Sbscbns,Yc.,4.a.Were.es0.ed spsoUsdy la M"jb Infeet"d M sM nul he eoyWcol o used en."T eMO project•11tH we utlen co,.el el■.,N,Dud Simko..k a - t, L h s'/./I✓/3 i/rrr Blase. XX PARK BRIDGE ---- ,e.d ig .:°1-C ,,>%•• WESTERN WOOD ° GDR s� �� 1 a /� 2 ' STRUCTURES, INC. 1" THICK PLATE a s `" ", 1" a.��"\ P.O. BOX 130 TUALATIN, OREGON 97062 On Or INN — 4 4 415''0 t' � 503/692-6900 FAX 503/692-6434 wr n re aR "6-13 e STEEL PLATE — MARK S14 STEEL WELD ASSEMBLY — MARK S1 4A J.eE .n 134016 v MAW S14 2 REOIIItD MM,214A 2 REWIRED EJJO'IRES:/L!///S I 01 ` 800/547-5411 °�°®'° '"" AWL] q MR RYfa. A dx Mile n—6, f Dot.Priat.A, OS/11/15 Js