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Plans B A 1810 NW OVERTON STREET PORTLAND, OREGON • 97209 503 242 9391 FAX 503 222 3470 MOUNTAIN PACIFIC MACHINERY Building Plan Review Response July 15, 1999 Re: Mountain Pacific Machinery 11705 SW 68th PC#: 6-10c BVP #: 99-00237 SIT#: 99-00029 Following are responses and comments to the building and Site Plan Review for the above referenced project. Comments are as noted: ACCESSIBILITY 1. The finish surfaces of the walkway edge that adjoins the passenger discharge aisle, and the passenger discharge aisle are designed to be flush with each other, and to exclude any requirement for a curb ramp. See 1/A2, 1/SP1. 2. Per the State requirement, the clearance to the bottom of the accessible signage has been revised from a height of 6'-0",to a height of 7' -0". See detail 3/SP1. 3. The kitchen sink and cabinet area has been modified to comply with OSSC 1108.4.3, and 1109. See detail No.'s 2/A5, 3/A5 4. Drawing A2 shows three exits from the building. According to: OSSC 1109.9.1 General: Doors required to be accessible shall comply with section 1004 and provisions of this section. OSSC 1004.2.3.2 and 1004.2.3.3 These sections reference OSSC table 10-A to determine the actual number of exits required in a given situation. OSSC table 10-A, for the use of offices, lists a minimum of two means of egress where the number of occupants is at least 30. Proposed first floor area: 2360.85 sf. Table 10-A occupant load factor: 100 sf. Actual occupant load: 24 (23.6) According to this table the occupant load is less than 30 (24), therefore requiring only one exit from this building floor. The exits from this building floor are as follows: DENNIS E.BATKE ARCHITECT,A.I.A., R.I.B.A. MOUNTAIN PACIFIC MACHINERY Building Plan Review Response Page 2 ACCESSIBILITY A. Reception area, No. 115 exit: For accessibility purposes, this exit serves only the reception area,copy room and conference room. According to OSSC, table 10-A, and OSSC section 1109.9, the modifications to this door are in full compliance with the occupant load being served. B. Secretary Area, No. 118 exit According to OSSC, section 1109.9.1 and OSSC table 10-A, this door is not a required exit. Table 10-A allows (1) exit for an occupant load of less than 30. The actual occupant load for this building level is 24. However, as modified this door is 3 ft. in width, and will have accessible hardware. C. Work Area, No. 104 exit: According to OSSC, section 1109.9, and OSSC 1004 this door, along the accessible route satisfies the requirements for accessibility and egress. EROSION CONTROL 1. Details for erosion control through the use of a sediment fence and Bio-Filter bags have been included. See detail No.'s 8/A5, 9/A5, 10/A5 FIRE CODE 1. It has been determined by the Governing Fire Marshall, through site observation and closer examination of existing conditions that the addition of a single fire hydrant is adequate to satisfy TVFR hydrant requirements. The hydrant will be installed to design standards and specifications provided by the Tualatin Valley Water District. See specifications and detail No.'s 1/A5, 100/A6, 101/A7, 102/A7, 200/A8, 203/A8 DENNIS E.BATKE ARCHITECT. A.I.A.. R.I.B.A. T K E A 1810 NW OVERTON STREET PORTLAND, OREGON 97209 503 242 9391 • FAX • 503 222 3470 FIRE AND LIFE SAFETY July 15, 1999 1. The rating for the windows in the south wall of the"B" occupancy have been adjusted from being non-rated openings to 3/4 hr. rated openings. See 1/A2. 2. OSSC table 3-B requires a"One-Hour" separation between the"B" occupancy and the"U" occupancy. To meet this requirement 1/2" high strength ceiling board has been replaced with 5/8" type"X" exterior soffit board. See detail 3/A4. STRUCTURAL 1. See attached structural calculations. 2. The proposed building first floor area is 2360.85 sf.,less than the maximum area allowed between draft stops. The roof for the addition wing will be framed directly onto the existing roof framing, creating an attic space separate from the existing. See section 1/A4. The existing building is 57 ft long in the north south direction and a draft stop is therefore not required at the existing attic space. (Section 708.3.1.2.2) 3. A. It has been noted in a conversation with Bob Poskin on 6-30-99 that since this addition will be placed on ground that has been a parking lot for many years and therefore well compacted, and also that earth will only be removed and not added a geotechnical report will not be required. 4. A-F. Details for the suspended acoustical ceiling system have been provided. See Details No.'s 4/A5,5/A5, 6/A5, 7/A5 5. A. Permanent HVAC equipment will not be attached to the building structural system (roof.) A location at grade level is yet to be determined. DENNIS E.BATKE ARCHITECT,A.I.A.. R.I.B.A. . • Revised Footing Calculations & Sketches For Mountain Pacific Machinery 11605 S.W. 68th Avenue Tigard, OR For • Dean Smith E4 PROF b 15,472 ,7 /OREGON,\/� 9q 1'25 \g P�� 14112 NNW". Expires: 12/31/99 These Calculations Are Void If Seal And Signature Are Not Original 10/21/99 Job Number-525.0-98 M= F 1 —, 6 - - _ COMIC „_, _ ____, E1NEENi __ • • • LIMITATIONS ' ' • ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 1183 NW Wall Street,Suite C Tigard,Oregon 97223 Bend,Oregon 97701 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX • TIMR - FROELICH CONSULTING- _ENGINEERS-INC MAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 1183 NW Wall Street,Suite C Tigard,Oregon 97223 Bend,Oregon 97701 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX LETTER OF TRANSMITTAL Date: 10-21-99 Project Name: Mountain Pacific Machinery Project Number: 525.0-98 To: JHC Attention: Don Rue Regarding: Revised footing calculations and sketches Description: (3) stamped calculation cover sheets (1) copy SK-1 to SK-8 (1) copy calculations and sketches pages 1/13 to 13/13 Remarks: By: Jesse Puetz VIA: pickup Revised Footing Calculations & Sketches For Mountain Pacific Machinery 11605 S.W. 68th Avenue Tigard, OR r For PPGQ//A--> Dean Smith gi---( c , 3y 7C � PRO/c�s I c) 15,472 ,7 �— /4 , - , , P6 . 5-5 cr ^ f 019-0 '�OttEGOH,�/. >,9 Gly25 ,9QS 'V`? qRZ DINOPP � Expires: 12/31/99 T rn' These Calculations Are Void If Seal And Signature Are Not Original 10/21/99 Job Number-525.0-98 II TAM—R- EFROFLICH1 ?(ONSULTING 6: 1N6INEESELNQ1 • • • LIMITATIONS • • • ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 1183 NW Wall Street,Suite C Tigard,Oregon 97223 Bend,Oregon 97701 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX Revised Footing Calculations & Sketches For Mountain Pacific Machinery 11605 S.W. 68th Avenue Tigard, OR For Dean Smith g��aS PRO R % IL15,472 t r 0G(Y25 '63 .14 402 01140°'s. fl ' Expires: 12/31/99 These Calculations Are Void If Seal And Signature Are Not Original 10/21/99 Job Number- 525.0-98 F = ELI( CONSULTINGI GIiFERSIINII _ _ • • • LIMITATIONS • • • ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 1183 NW Wall Street,Suite C Tigard,Oregon 97223 Bend,Oregon 97701 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX • Revised Footing Calculations & Sketches • For Mountain Pacific Machinery 11605 S.W. 68th Avenue Tigard, OR For Dean Smith 0 [572 \_,.r47.9w� jog, 00REcog 0 , yygA2 25NDPPP1. Expires: 12/31/99 These Calculations Are Void If Seal And Signature Are Not Original 10/21/99 Job Number- 525.0-98 T -M ELI NSIULTIN NNE � 1N • • • LIMITATIONS • • • ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 1183 NW Wall Street,Suite C Tigard,Oregon 97223 Bend,Oregon 97701 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX 6969 SW Hampton Street CLIENT: N'.) SM11f'1t PAGE b 11 3 ■ Tigard,Oregon 97223 TIM fcetigrdateleport.com PROJECT: ■CN, F \c..Ft( MAGJ.{ FROELICH FAX 503.624.9770 n 503.624.7005 CONSULTING 1183 NW Wall Street•Suite C PROJECT NUMBER: S ZS.�'9% r Bend,Oregon 97701 ENGINEERS�IN4 fcAeb n6e9t6.c om BA TE`e-zo.9cl II 421k 5K-4 r NW .. IMF I m II x b ; 4' STD. PIPE I I a - 41111111r • it Jlsw .=-0.;.var.::d:,.az cnsu.. s:a oao.+uves t aC4U: • .� I. I — — ^ — - —. I rn © ■ ® /E\ I E m / 1. A O lJ Rock lath "` r f_. r y . 5' CONC.SLAB W/*4 U —1---.-- a i5'O.C. E.W.21/'CLR TOF ,,,, ,„ OVER 6" COMPACTED ® L CRUSHED ROCK r IMF 1_ I li,...i" I i E 4' STD.PIPE I- 7 i 0 - C.J. I I C.J. I I .r' Ir I ,,, ,.: :,„. . 55 E_: i,..„.. ,..... r:;:, K: F.:. 1-,:-: \ U ,. (4)STUDS(MN.) ,. , --i , J I .:wiNr 2 ,, AgElk—\ HD e . 1-1D r \ HD NY v FOOnYb --10 3 PLP\r &LI■ 3K-.� ny,r,5 \\I D 6969 SW Hampton Street CLIENT: AE41.3%) y l-k PAGE I / • TIM R Tigard,Oregon 97223 + fcetigrd®teleport.com PROJECT: MAN, (ouFrC MgGJ� FROELICH FAX 503.624.9770 503.624.7005 PROJECT NUMBER: 5 L$.�`9�i CONSULTING 0 8183 NVr Wall Street•Suite C Bend,Oregon 97701 ENGINEERS INC FAX 5411.83.7696 om DATE: -Zb-q� 541.383,1828 • BY' ,`P i eEMIw%►\tll u+ J L5 ti 2E1 U, $-o T/�.L�. KErw..k.� 4'-o�Mt..t, _�1. x 4' STD.PIPE I I Gi / Lr e I � I AN. MI d I E Rock GI Di...1454-goi- 300=53 4 Lt.-_-3 25.1.zepo+250:84_,,Ti 5' CONC.SLAB WI•4 U * 18'0.C. E.L.21A2' CLR TOP OVER COMPACTED Q • CRUSHED ROCK ROCK 4' STD.PIPE m I 1 - L--J (I) c[3.1. ' U (4)STUDS(MIN.) 1 HD e HD HD ® 6 5$ . • • Ioopt )t t-10 PLkv3f Ns.T 5 571. To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 12:03PM, 21 OCT 99 • Description : main menu selection, choose the Printing &Title Block tab, and ent Scope: your title block information. a.' 510303 Pa e 2 W KV-0602304,Vus.14,22.Jw-1999,Wi•32 Cantilevered Retaining Wall Design 9 (')1903.99[nvICAtc cMOM 19981mtn.pacificlaaalycisSrttw alit cw Description RET WALL 4'-0 TALL Summa of Overtumin• & Resistin• Forces &Moments • OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 3.17 Toe Active Pressure = -23.8 0.39 -9.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 700.0 2.92 2,044.0 Load @ Stem Above Soil = Soil Over Toe = 49.0 1.34 65.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) 580.0 2.92 1,693.6 Total = 1,393.7 O.T.M. = 4,2432 Earth @ Stem Transitions _ Resisting/Overturning Ratio = 1.37 p Footing Weight = K 475.5 1.59 753.7 Vertical Loads used for Soil Pressure= 3,014.5 lbs W tLi"-- Key Weight = t S TI Ee Vert.Component = 395.1 3.17 1,252.4 Vertical component of active pressure used for soil pressure •co: Total= 2,199.5 lbs R.M.= 5,809.0 • 4/,,2 To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 12:03PM, 21 OCT 99 Description : . main menu selection, choose the Printing &Title Block tab, and ent Scope: your title block information. Ref: 510303 W.:KV-0602304,Ver5.1.3.22-Jw-1999,Win32 Cantilevered Retaining Wall Design Page 1 (c)1983-99 ENEROAIO c:5job519985mtn.pacific5analv.i:5retwall.ccw Description RET WALL 4'-0 TALL Criteria �.y; Soil Data W Footing Strength- Dimensions rode . "..m..v.....,6k' �- ,., w .'. �t'� �1,`fi:iCU!!1'S4.4,9; wocaWA41N11C'n'Sp � t ,,,, .,l69q .'°„'FSit�uTbag, Retained Height = 8.00 ft Allow Soil Bearing = 2,700.0 psf fc = 3.000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0012 Slope Behind Wall = 0.00: 1 Heel Active Pressure 35.0 Toe Width = 2.67 ft Toe Active Pressure 35.0 Heel Width = 0.50 • Height of Soil over Toe = 2.00 in Passive Pressure = 250.0 Total Footing Width = 3.17 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem - 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 700.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 815.0 lbs Design Summary 0 LStem Construction I Top Stem matestiawagivitia;at imilisiuft ril:,eau imipo se ttia onw im Ateamostral glita aa.ntrdarwevat.411 Stem OK Total Bearing Load = 3,015 lbs Design height ft= 0.00 ..resultant ecc. = 3.31 in Wall Material Above"Ht" = Concrete Thickness = 6.00 Soil Pressure @ Toe = 1,448 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 454 psf OK _ Allowable = 2,700 Rebar Spacing - 8.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,879 psf fb/FB +fa/Fa = 0.951 ACI Factored @Heel = 589 psf Total Force @ Section lbs= 1,903.2 Footing Shear @ Toe = 23.9 psi OK MomentActual ft-#= 5.077.3 Footing Shear @ Heel = 0.0 psi OK Moment Allowable = 5,339.3 Allowable = 93.1 psi Shear Actual psi= 37.3 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning - 1.37 Ratio< 1.5! p Sliding = 0.59 UNSTABLE! Bar Develop ABOVE Ht. in= 17.09 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in= 7.26 Lateral Sliding Force = 1,393.7 lbs Wall Weight = 72.5 Rebar Depth 'd' in= 4.25 Masonry Data fm psi= Fs psi= SSpoelid c jGal rIonutipneg ction = LFootLDesign Re�UwS t r ing na lw , Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,879 589 psf Equiv.Solid Thick. = Mu' :Upward = 5,407 0 ft4 Masonry Block Type= Medium Weight Mu' :Downward = 840 0 ft-# Concrete Data -- - Mu: Design = 4,567 0 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 23.93 0.00 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 0.00 psi Other Acceptable Siac:&Spacing: Toe Reinforcing = None Spec'd Toe: #4@ 15.00 in,#5@ 23.25 in,#6@ 33.00 in,#7@ 4-4.75 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 2/13 To specify your title block on Title: Job# . these five lines, use the SETTINGS Dsgnr: Date: 5:21 PM, 20 OCT 99 Description : . main menu selection, choose the Printing &Title Block tab, and ent Scope : TN _ f�C_l F"(C- your title block information. Rev: 510309 L Ucer.KW-0602301,Vet 5.1.3,22-Jun-1999,Win32 Cantilevered Retaining Wall Design Page 1 I to 1983.99ENERCALC cSjobS1998Smtn.paciricSanalwi:Sretwall.ecw Description 1 g & Dimensions Criteria � Soil Data Footing Strengths j„wait Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As% = 0.0012 Heel Active Pressure = 35.0 Slope Behind Wall = 0.00:1 Toe Width - 2.67 ft Toe Active Pressure 35.0 Heel Width = 0.50 • Height of Soil over Toe = 2.00 in Passive Pressure = 250.0 Total Footing Width = 3.17 Soil Density = 110.00 pcf Water height over heel = 0.0 ft - Footing Thickness 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load An•lied to Stem Axial Dead Load = 1,095.0 lbs Axial Load Eccentricity = 0.0 in ,fir g Axial Live Load = 1,125.0 lbs Design Summary Stem Construction I Top Stem ?a Berm aa��«eoeretei,a„se4 wwMN jai -41,11k540.040AMPte4110111611tIMEMMINIIPIMIA Stem OK Total Bearing Load = 3,720 lbs Design height ft= 0.00 ...resultant ecc. = 0.35 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,108 psf OK Thickness _ 6.04 # 4 Soil Pressure @ Heel = 1.238 psf OK Rebar Size = Allowable = 1.500 Rebar Spacing = 8.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,488 psf ACI Factored @ Heel = 1,662 psf fb/FB+fa/Fa = 0.951 Total Force @ Section lbs= 1,903.2 Footing Shear @ Toe = 25.1 psi OK MomentActual ft4= 5,077.3 Footing Shear @ Heel = 0.0 psi OK Moment Allowable = 5,339.3 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 37.3 Overturning = 1.64 OK Shear Allowable psi= 93.1 Sliding = 0.67 UNSTABLE! Bar Develop ABOVE Ht. in= 17.09 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in= 7.26 • Lateral Sliding Force = 1,393.7 lbs Wall Weight = 72.5 Rebar Depth 'd' in= 4.25 Masonry Data - -- fm psi= Fs psi= Solid Grouting = F - Footing Design Results . = Special Inspection yi ei6r:uYAM1PoMikA ! p•S&" iNAgpNpaapp414NFWn1 ry I i:it,,-,1 Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1.488 1.662 psf Equiv.Solid Thick. = Mu':Upward = 5,477 0 ft-# Masonry Block Type= Medium Weight Mu':Downward = 840 0 ft4 Concrete Data - Mu: Design = 4,637 0 ft-# f'c psi= 3,000.0 Actual 1-Way Shear = 25.11 0.00 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 0.00 psi Other Acceptable Size§&Spacing. Toe Reinforcing = None Spec'd Toe: #4@ 14.75 in,#5@ 22.75 in,#6@ 32.50 in.#7@ 44.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Q 6969 SW Hampton Street CLIENT: Psm Sw.lTH PAGE 8/ • TIM R cea gr®rteleportcom PROJECT: N Pl�Gf F/C /►*�� '3 FROELICH FAX 503.624.9770 503.624.7005 CONSULTING 0 B1e16n3 d,N O r e g o n W Wall Street 01•Suite C PROJECT NUMBER:5 7 5.i—4$ 977 ENGINEERS,INC FAX 84.696 om DATE: j0-2 9.q • IN BY:J L.I \)E'.1-, 1, gwsT. .SE- 9c:1 Fv2. 1 rvFo NID1 rbp 44 41- dow€LS IL■Id•-C_ • f: I Tint •of M 7 UaP L.L. , Ttp c5F b? Sla(3 X 1S1' S 1_,N3�L 1 _ G AC 'a SAC 94C roe / _ `d- sLkBc b ps Esc ery J A .• 1 , ,• • L et, •I c) C..} -sr COh3T •{ 1 /Q . V r, N N r,_ N (2.}14 CAVJrC `- p 11 x r _ I p r d .Pbu l.S x __Ile @., /81'o,L. 2-1 1 ..i> d ' I'ii"CG2. . -u _M 1 • /F. I Uu At-\-• . FIRE HYDRANTS 1 A. SCOPE - - I MID BLOCK LOCATION This section covers the work necessary for the furnishing and installing the fire hydrants. 0 i AT PROPERTY LINE complete. 11.11 1111' NO RECOMMENDED (CHECK WITH FIRE MARSALL) B. MATERIALS HYDRANTS Fire hydrants shall be nominal 51/4-inch main valve opening with six inch bottom JOB: connections and equipped with two 2%-inch hose nozzles and one 4%-inch pumped nozzle. Operating nut shall be 1Y inch national standard pentagon nut. The main valve 0120.00 shall be equipped with o-nog seals and shall open when turned to the left or counterclockwise. Hydrants shall be of the break-flange or safety-top type. Hydrants shall conform to AWWA C502,and this specification.The normal depth of bury shall be 4 feet. 1 Nozzle threads shall be American National Standard. The inlet connection shall he 1 I mechanical joint. Hydrants shall be yellow above the ground line. DATE 16 JULY,1999 NON APPROVED LOCATION I APPROVED LOCATION BASE BLOCK c=11 REQUIRES ENGINEERS APPROVAL. AT CURB RETURN RADIUS Solid precast concrete pier block having nominal dimensions of 8-inch thickness by 16-inch ° SEE DETAIL NO. 102 6I-0" I POINT. SEE DETAIL N0. 101 square base. < REVISIONS: (TYP.) (TYP.) GRAVEL FOR DRAINAGE "" Washed 314-inch crushed rock or graded river gravel free of organic matter,sand,loam, 1 1 1 clay,and other small particles that will tend to restrict water flow through the gravel. ��J' CONCRETE FOR THRUST BLOCKING• 0 / 1 3,000 psi ready mix concrete. SCALE THRUST RESTRAINT VARIES / \ Thrust at the fire hydrants shall be restrained using MJ restrained joint follower glands as Il �-. / \ manufactured by EBBA Iron Works. See Section'DUCTILE IRON PIPE AND FITTINGS" for specification. 8" P.U.E. I . 8" P.U.E. DRAWN BY: C. WORKMANSHIP (TYP.) Hj (TYP.) A Construction and installation shall conform to"Standard Detail Nos.100.101 and No.102" and to provisions of Section 3.7 of AWWA C600,except where otherwise specified. LOCATION AND POSITION c��R�U ARe Locate as shown or directed so as to provide complete accessibility and minimize possibility of damage from vehicles or injury to pedestrians. Improperly located hydrants ; shall be disconnected and relocated at the Contractor's expense. See Detail No. I OG ENNIS :• KE --3 100. As • •)" • - When placed behind the curb or sidewalk,set hydrant barrel so that no portion of the • pumper hose nozzle cap will be less than 18 inches from the gutter face of the curb or 97p — - backside of the sidewalk. Set all hydrants plumb and nozzles parallel with,or at right 4 OF 'l*"pev angles to.the curb. With the pumper nozzle facing the curb,set hydrants so that the safety r 6'_O„ flange is a minimum of three inches and a maximum of six inches above finished ground or sidewalk level to clear bolts and nuts,and as directed. P ACle Z R B 16 B '� 6J •. j Do not carry below sub-base grade. Refill overexcavated areas with gravel,and compact to provide firm foundation. Z y,f I I BASE BLOCK I ( ) M M :::o o Place on firm,level sub-hase to assure uniform support. r } w N \ INSTALLATION OF HYDRANTS �</ 2 \ / Place hydrant carefully on base block to prevent the base block from breaking. When � WZ ductile iron pipe is used,jointing procedures shall conform to Section 3.4 of AWWA C600. 0 \ After hydrant is in place and connected to the pipeline,place temporary blocks to maintain W the hydrant in a plumb position during subsequent work. V/ GRAVEL FOR DRAINAGE s = Place gravel around base block and hydrant bottom after hydrant has been blocked in J �L- place.Top gravel shall be not less than six inches above hydrant drain opening. Do not ( , W = o = _ conned drainage system to sewer. v NOTE: USE MEGALUGS IN LIEU OF CONCRETE THRUST BLOCKING AND 5 THRUST TIES IN ALL CASES FOR FIRE HYDRANTS ONLY, UNLESS 0 < N p OTHERWISE APPROVED BY THE DISTRICT ENGINEER. 00 Only the following hydrants shall be provided for instailation: Z CI O 5'.OL Mueller Centurion or Super Centurion < u"� O Kennedy K-81•if 1 DETAIL No. • Clow Medallion f� z Z �, -� TYPICAL FIRE HYDRANT • WatercusPacer 3 zg Tualatin Valley Water District LOCATION DETAIL , \ 1 40 • MBHStyle129 D U Z In G ® ;o 0 � g 0 NOTE: DETAILS ON THIS PAGE ARE FROM THE TUALATIN VALLEY WATER DISTRICT AND ARE PER THEIR REQUIREMENTS AND SPECIFICATIONS 0 i2 MK 0120.00 O:MTPACMAC.PERMIT.PMT–OTL 16JUL99 1207P o v" . �/\' o \/j 18' MIN. /�//�/,\�//�//\� \//�//\�//�'e�'o i�/�� 1 • �4• MA-. SIDEWALK ADJACENT TO CURB \\\\ \\ \\ \\ \\ \ \ \ \ \\. \ \\• \ • VALVE RISER D COMPLETE f�B. 0 -- -� SIDEWALK D120.00 RI• F' - 18' MIN, 6' MAX,BREAK FLANGE '1N"1 . ;`14 •- •- • • .M 'o 16 JULY,1999 //\\r .. eaa /\ \/4/> •_ ��``�''f\.\1•". J'.— �'\ — . RETAINER GLANDS \1•0 0,o •'' 1\/ • (2) REQUIRED '' .►•l j!' DRAIN ROCK POCKET •4'01� . 'O■' \ .\j\\\i\\\/ �'!';! ,. , 4 CU, FT, MIN. REVISIONS: 14;.1t. 6'-0' 18' .:ti'2' •rr• w MIN. STANDARD COLLAR \ _II 6' DUCTILE IR❑N PIPE �'�• airy' �� I� THRUST BLOCK 1±� 11 - II■111If 0.11(SEE DETAIL NO. 200) wl� III II �• p� : . . ' ' SCALE �I�--'�/ 6' MEGALUG RETAINER .iv�6 ��y���� 1`�,0 I , VARIES 18' MIN. �� GLAND CEBAA IRON> 6' GATE VALVE CONCRETE PIER 24' MAX, BLOCK FLG, x Md. FOR VALVE AND CONNECTION M.J. x 6' FLG, TEE REFER TO DETAIL N❑. 101 SEE N❑TE No, 1 DItAWN.BY: ® _ THRUST BLOCK ® DAc 18' �6'MIN. BREAK FLANGE SIDEWALK WITH PLANTER le• MIN,J ' ��'� R �, \s/ -v. - \�\\��\s'\�` • STRIP AT CURB ,t 1.24' MAX • r , DENNI C. 1 E 7,24 \\//\/\/ /\ \ /�/ / '�%I- Or iP -el."?' 3' MIN. �4 OF 0, �\//\, / //\. . f—SIDEWALK '`6' MAX, BREAK FLANGE DRAIN ROCK POCKET \/C\/��//�/��/��/�//\�%/���%` : n -- y 414"' /---DRAIN 4 CU. FT, MIN, /\/\/\/\/\/\/\ ..�..:..:..:..• Z , .4 r ' DUCTILE IRON PIPE /i. �( �i�• ••i••!•••.— �1�•'ki•.•41O w \ iti � r r v \.�-%� �%�� 1 in lr •._„ •. 4 FT. (REF) 1 c J V N N �//iii p. ,� ,1 �� I I n,M / r •. I �\\ -'� \j, \,\\ ,.\ I \\//\\ ' •60 ///\/\\' N❑TES' o a ��\ \\ \/ \\ `0 / 1. FOR CONNECTION TO EXISTING MAINS USE TAPPING SLEEVE. f 1 Lie `L •\\• MEGALUG RETAINER \\/\4\/\\\/ FOR SIZE ON SIZE USE A M.J. TAPPING SLEEVE \—/ GLAND (EBAA IRON) 2. NO OBSTRUCTIONS WITHIN 2 FT. OF FIRE HYDRANT LL J 1-4-i CONCRETE PIER BLOCK V w s FIRE HYDRANT DETAIL No. (, —� FIRE HYDRANT DETAIL No, CL. 0 < Z Z 'TualatinValley Water District J ON DEAD END LINE J 102 TualatinValleylfaterDistrict J \ STANDARD INSTALLATI❑N J 101 J Z °° — w >o � °G Z 0 3 Z I I U o Z °m o li O u... ` oc NOTE: DETAILS ON THIS PAGE ARE FROM THE TUALATIN VALLEY WATER DISTRICT AND ARE PER THEIR REQUIREMENTS AND SPECIFICATIONS 0 a MK 0120.00 O:MTPACMAC.PERMIT.PMT-OIL 16JU199 1213P GO 1 (_ \ 0 STANDARD VALVE BOX i -' A BOTTOM / \ /�' \, 12" MIN. • <TYP• OF TWO) \/\\�/\/ /, / 3'-O' - 6'-O' 3 . V\ .q. 1° •/\j JOB: ° D120.00 / ��� NOM. PIPE SIZE FACE OF CUR �°•d. `� �° MEM / FINISHED GRADE %��\� DATE 4' MAX, �� ����� 12" MIN. (� 16 JULY,x199 \\ ___�__ �_ _ 'LUG TAPPED 2"• .•o .. o�'.:� (BLOWOFF SEE DETAIL NO. 203) ri-wi 0 4° < REVISIONS:• . SECTION 2' BRASS PLUG ( HAND TIGHT 2' IR❑N BODY GATE fEDGE STREET PLUG OR VALVE WITH 2' ADAPTER COPPER UNDISTURBED OF PAMENT OPERATING NUT SWEAT TO FIPT EARTH RETAINER GLANDS SCALE: w •.a 2' x 1'-0' BRASS 2' COPPER TUBING (2) REQUIRED VARIES o .•• NIPPLE w JI , I .1!j� \�� \i DRAWN BY: E _'i w:���t�'•.'I,/ \ °. °1 1. T O..MIN. \/ \/ ���I• * !�►�w�Iem���I�'► 2 ELL COPPER ^ ■• l�•_ •_-_ .•.���.•.1;' •\N'`•����•���•.�i��,. SLIP a�tI!1II�all-ll� ��' o I���. �� . „�::-��\��O' 7��1�1∎I/I �II''`v`'Iir.�.9.nc _ v v ry vo * .�-.�010_x// .,,k:VN�l��p`�✓/`Q-.i --y-----� \� �\\. ---------- �/�j�� c� ENNIS=E. . ���%,j� ' ADAPTER COPPER / '�:\ , .. POR1l�w0' ' ��I = SWEAT TO MIPT � 1'-O"MIN. / ' �p YPICAL COLLAR BLOCK CONCRETE PIER ` \ 78 OF O SEE DETAIL # 200 BLOCK /\ j. 2' TAPPED \ /\ UNDISTURBED } z TYTON JOINT PLUG OR EARTH Ie O KJ, CAP WITH MEGALUG LU CJ RETAINER GLAND 2'-0 - 18"-'� 10 -0 MIN MIN : a o MJ GATE VALVE AND - 2 C N N N❑TES+ VALVE BOX COMPLETE (J ry N 2" STANDARD BLOWOFF 1. THREADED BRASS PIPING MAY BE SEE DETAIL NO. 203 CQ . USED IN PLACE OF COPPER TUBING PLAN < I Z 8 O'- U U LLJ y 1 1 DETAIL No, �� , / COLLAR THRUST BLOCK , DETAIL No. < F g C. TualatinValley Water District ` 2' STANDARD BL❑WDFF J 203 Tualatin Valley Water District l 200 J 0 f� O Z t0? o . Z Op D U ° f �° 0 NOTE: DETAILS ON THIS PAGE ARE FROM THE TUALATIN VALLEY WATER DISTRICT AND ARE PER THEIR REQUIREMENTS AND SPECIFICATIONS 0 2 MK 0120.00 O:MTPACMAC.PERMIT.PM1-OIL 16JUL99 1207P