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HomeMy WebLinkAbout16 - Design Report - Golden Gate Condos - Water, Sewer, Storm Infrastructure Design Report (Water, Sanitary Sewer & Storm Sewer) Golden Gate Condominiums Lot 11, Block 1, Loyal Gardens Subdivision, Phase 1A Located in the NE 1/4 of Section 16, T. 2S.9 R. 5E., P.M.M. City of Bozeman, Gallatin County, Montana Prepared For: Golden Gate Development, LLC 2149 West Durston Road, Ste #31 Bozeman, MT 59718 .�0 N T,yN�e - 0 Cotterman r 15873ES j Prepared By: F�R-LPN { ENGINEERING LAND SURVEYING June, 2016 WATER SYSTEM ]LAYOUT Currently there are two 8-inch water main stubs and one 2-inch water service line extended onto Lot 11 from the existing 8" main in Golden Gate Avenue. The two 8-inch stubs fall in line with the proposed 8-plex buildings so they will only be used for service line connections. 1.5-inch services will be extended from the 8-inch stubs to the two 8- plexes fronting Golden Gate Avenue. The existing 2-inch water service will be removed at the main in Golden Gate Avenue and replaced with an 8-inch main line which will be extended into the development to service the remaining buildings and the proposed centrally located fire hydrant. The new water main proposed to service this project will consist of 412 lineal feet of 8- inch Class 51 ductile iron pipe. The new main will terminate with a new fire hydrant, supporting the existing hydrant network and providing a convenient location for flushing and air relief. Service to each of the buildings will be provided with type K copper service lines. 1.5-inch service lines will be provided to the 8 and 12-plexes. A 2-inch water service line will be provided to 18-plex and a 3-inch service line will be provided to the 24- plex. One 4-inch, ductile iron, dedicated fire service line will be provided to each of the 5 proposed buildings. The existing and proposed fire hydrants are situated so that all proposed units are within 250 feet of a hydrant. Pressure and flow data from flow tests performed on adjacent hydrants on Golden Gate Avenue was provided to us by the City of Bozeman Water Department. The adjoining fire hydrants were found to have a static pressure of 111 psi under normal flow conditions and a residual pressure of 88 psi while an adjacent hydrant was flowing 1,500 gallons per minute out of the 2.5 inch orifice (80 psi pitot pressure). This information was used for the development of a pump curve to be used in our model at the connection point. The connection point was modeled with the above mentioned pump and a reservoir. The pump report showing the pump curve and associated equations are included in Appendix A. WATER DISTRIBUTION SYSTEM SIZING INPUT DATA Average Daily Residential Usage = 170 gallons per capita per day Average Population Density = 2.11 persons/dwelling unit Minimum Fire Hydrant Flow = 1,500 gpm (per Appendix 111-A of the U.F.C.) Residual Pressure Required = 20 psi for Fire Flow Page 2 of 9 Peaking Factors: Average Day Demand (Peaking Factor = 1) Maximum Day Demand (Peaking Factor = 2.3) Maximum Hour Demand (Peaking Factor = 3.0) Demands: Average Day Demand =70du x 2.11 persons/du x 170gpcpd =25,109gpd (1 7.44gpm) Maximum Day Demand = 25,109 gpd x 2.3 = 57,750.7 gpm (40.10 gpm) Peak Hour Demand = 25,109 gpd x 3.0 = 75,327 gpm (52.31 gpm) HYDRAULIC ANALYSIS A model of the proposed system has been prepared using EPANET 2.0 software, to analyze the performance of the system during peak hour and to verify adequate pressure and flow for firefighting during max. daily flows. In order to model the system, each junction node of the water distribution system was assessed a demand based on its service area. The table shown below quantifies the demands placed at the junction nodes and demands for Average Day, Maximum Day and Peak Hour. The peaking factor for each case is 1, 2.3 and 3.0 respectively. GOLDEN GATE CONDOMINIUMS WATER SYSTEM JUNCTION # "G. DAY MAX. DAY PEAK HOUR NODE UNITS GPM GPM GPM 1 16 3.99 9.17 11.96 4 18 4.48 10.31 13.45 6 12 2.99 6.88 8.97 7 24 5.98 13.75 17.94 TOTAL 70 17.44 40.11 52.32 Page 3 of 9 DISTRIBUTION MAIN The results of the EPANET analysis, at average daily, maximum daily and peak hour demands, are attached in Appendix A. The proposed 8-inch DIP water main provides adequate flow and pressure under all demand scenarios. The ability of the system to provide fire flows while meeting minimum pressure requirements was checked by placing a 1,500 gpm demand at the fire hydrant location and checking that all nodes maintain at least the minimum 20 psi residual pressure. The lowest pressure within the system under a 1,500 gpm fire flow was calculated to be 70.72 psi at junction n7. The results of the analysis with a fire flow placed at the hydrant location at max daily flow are also included in Appendix A. WATER SERVICE LINE SIZING Water service lines were sized using the fixture count method outlined in the Uniform Plumbing Code. The fixture count totals and corresponding minimum pipe size per UPC Table 6.6 for each of the proposed buildings is as follows: 24-plex = 533.5 fixtures — Meter & Street Service = 2-inch Building Supply & Branch = 2.5-inch Length = 146 feet (Max allowed=300') 18-plex = 400.5 fixtures — Meter & Street Service = 2-inch Building Supply & Branch = 2.5-inch Length = 171 feet (Max allowed=700') 12-plex = 268.5 fixtures — Meter & Street Service = 1.5-inch Building Supply & Branch = 2-inch Length = 63 feet (Max allowed=300') 8-plex = 179.5 fixtures — Meter & Street Service = 1.5-inch Building Supply & Branch = 2-inch Length = 30 feet (Max allowed=600') Attached is Appendix C is a summary of the fixture count for each building and UPC Table 6.6 for reference. Page 4 of 9 SANITARY SEWER This subdivision is also serviced by the City of Bozeman sanitary sewer collection and treatment system. One 8-inch sewer main stub was extended onto the property with the initial subdivision infrastructure. This project will be serviced with a 359 lineal foot 8-inch main extension. 6-inch sewer service lines will be extended to the 24-plex, 18-plex and 12-plex, 4-inch sewer service lines will be extended to the 8-plexes. The sewer flows anticipated from the development of this R-4 lot(residential, high density) were included in the infrastructure design for the entire Loyal Gardens Subdivision. Below we will check the adequacy of the proposed 8-inch main extension. New sewer mains are designed in accordance with City of Bozeman Design Standards and the Montana Department of Environmental Quality Circular DEQ 2. The City of Bozeman Design Standards require new sewer lines serving residential areas to be sized to accommodate an average daily flow rate of 2.11 people per dwelling unit and 89- gallons per capita per day. An estimated infiltration rate of 150-gallons/acre/day is also required. A peaking factor shall be calculated for each main line based on the following formula: QMaX 18+P1/2 (P = Population in thousands) Qave + 2 For the new 8-inch main proposed with this project: Service Population = 2.11 persons per dwelling unit x 70 dwelling units = 147.7 persons Qavg= 147.7 persons x 89 gal/person/day = 13,145.3 gallons/day (0.0203 cfs) Peaking Factor — 18+(0.1477) /2 = 4.19 4+(0.1477)1/2 Assumed Infiltration = 150gallons/acre/day x 3.7297acre = 559.5 gpd(0.0009 cfs) Max. Flow, Qmax = (Qavg x Peaking Factor) + Infiltration = (1 3,145.3gpd x 4.19) + 559.5gpd = 55,638 gallons/day (0.0861 cfs) The capacity of an 8-inch main is checked using Manning's Equation: Qfuii = (1.486/0.013)AR2/3Sl/2 Manning's n = 0.013 for PVC Pipe Minimum Slope = 0.004 ft/ft A = (TT)r 2= (3.1416)(0.33)2= 0.3491 ft2 P = 2(-rr)r = 2(3.1416)(0.33) = 2.0944 ft R = A/P = 0.3491/2.0944 = 0.1667 ft Page 5 of 9 R213 = 0.3029 ft S = 0.004 ft/ft S'12 = 0.06325 ft/ft Qfuii = (1.486/0.013)(0.3491)(0.3029)(0.06325) = 0.76 cfs Qmax/Qfu►i = 0.0861 CfS/0.76 = 0.1133 or 11.33% Based on the previous calculations an 8-inch sewer is more than adequate to carry the design flows from the 70 proposed dwelling units that will be connected to this main. SEWER SERVICE LINE SIZING Sewer service lines were sized using the fixture count method outlined in the Uniform Plumbing Code. The fixture count totals and corresponding minimum pipe size per UPC Table 7.5 for each of the proposed buildings is as follows: 24-plex = 533.5 fixtures = 6-inch pipe 18-plex = 400.5 fixtures = 6-inch pipe 12-plex = 268.5 fixtures = 6-inch pipe 8-plex = 179.5 fixtures = 4-inch pipe Attached is Appendix C is a summary of the fixture count for each building and UPC Table 7.5 for reference. Page 6 of 9 STORM WATER MANAGEMENT Storm water run-off from the development of this lot will be conveyed to four separate retention facilities found on site. The facilities and contributing drainage areas are highlighted on the Drainage Area Map found in Appendix B. The retention facilities are designed in accordance with the City of Bozeman Design Standards. This includes retention of the runoff volume from a 10 year, 2 hour storm event (I = 0.41 in/hr from COB IDF curves). COMPOSITE RUNOFF COEFFICIENT CALCULATION: Hardscape (C = 0.90) = 74,187 ft2 Roof(C = 0.85) = 30,395 ft2 Landscaping (C = 0.35) = 57,882 ft2 Total Area = 162,464 ft2 Cmean = [0.90(74,187 ft2) + 0.85(30,395 ft2) + 0.30(57,882 ft2)]/162,464 ft2 = 0.68 POND SIZING CALCULATIONS: Q = CIA V = 7200(Q) Where: C = Weighted C Factor I = 0.41 in/hr A = Area (acres) Q = runoff(cfs) V = volume (ft3) Retention Pond #1 (Contributing Area, A = 0.3176 acres) Q = 0.68(0.41 in/hr)(0.3176 acres) = 0.0885 cfs V = 7200(0.0885 cfs) = 638 1ft3 Retention Pond #1 is proposed with an average surface area of 535 square feet and a depth of 1.2 feet. This provides 642 cubic feet of storage. Retention Pond #2 (Contributing Area, A = 0.1826 acres) Page 7 of 9 Q = 0.68(0.41 in/hr)(0.1826 acres) = 0.0509 cfs V= 7200(0.0509 cfs) = 367 W Retention Pond #2 is proposed with an average surface area of 368 square feet and a depth of 1.0 feet. This provides 368 cubic feet of storage. Retention Pond #3 (Contributing Area, A = 1.3095 acres) Q = 0.68(0.41 in/hr)(1.3095 acres) = 0.3651 cfs V = 7200(0.3651 cfs) = 2,629 W Retention Pond #3 is proposed as a combination retention pond and underground storage chamber. The retention pond is proposed with an average surface area of 972 ft2 and a depth of 1.5 feet. The underground storage will be composed of 17 StormTech SC-740 (or equivalent) storage chambers. A storm manhole with sump and 12" pipe will make the connection between the pond and the storage chambers. Construction/Structure Details on the storage chambers are included in Appendix B. The storage chambers are sized to include 6-inches of stone above, below and between chambers (74.9 W/chamber). The pond and structures will provide a combined storage volume of 2,731 cubic feet. Retention Pond #4 (Contributing Area, A = 1.5983 acres) Q = 0.68(0.41 in/hr)(1.5983 acres) = 0.4456 cfs V = 7200(0.4456 cfs) = 3,208 W Retention Pond #4 is also proposed as a combination retention pond and underground storage chamber. The retention pond is proposed with an average surface area of 1,150 ft2 and a depth of 1.5 feet. The underground storage will be composed of 20 StormTech SC-740 (or equivalent) storage chambers. A storm manhole with sump and 12" pipe will make the connection between the pond and the storage chambers. Construction/Structure Details on the storage chambers are included in Appendix B. The storage chambers are sized to include 6-inches of stone above, below and between chambers (74.9 ft3/chamber). The pond and structures will provide a combined storage volume of 3,223 cubic feet. 100-YEAR STORM EVENT From Figure 1-3 of the City of Bozeman Design Standards a 1 00-year, 2-hour storm event will have an average intensity of 0.63 in/hr. This equates to a total runoff volume of 11,504 cubic feet of water from the entire site. This volume exceeds the total on-site Page 8 of 9 retention by 4,540 cubic feet. Existing drainage patterns will be preserved as much as possible with the development of this property. Overflow from a major storm such as this will run northward. The overflow will essentially split at the landscape berm at the north end of the site. The eastern half of the site will flow east around the landscape berm into the Huffine Lane borrow ditch, ultimately discharging into Baxter Creek. The western half of the site will flow to the west into the existing Loyal Gardens Subdivision detention pond. The existing storm water pond is connected with piping to another pond on the west side of Advance Drive which discharges into the Huffine Lane borrow ditch and a culvert that crosses under Huffine Lane and continues northward in a natural drainage channel. UNDERGROUND STRUCTURE INFILTRATION Existing soils on site consist of loamy topsoil (Meadowcreek Loam) and loam down to a depth of approximately 25-inches. Below this level the soils transition to very gravelly sands. The bottom of the proposed underground retention structures fall within this layer of gravelly sands. Percolation rates are generally high within this strata, Circular DEQ 4, Table 2.1-1 provides an assumed percolation rate of less than 3 minutes per inch for soils with this textural description. There are no know limiting/restricting layers to depths exceeding 8 feet and peak groundwater levels are anticipated 2to 2.5' below the bottom of the proposed chambers. The chambers and surrounding rock contain 74.9 cubic feet of storage per 30.25 square foot of footprint (equivalent water column of 2.48 feet). Assuming a conservative percolation rate of 6 minutes/inch (2x slower than expected) it will take 179 minutes (3.0 hours) for a full retention system to infiltrate. Considering the retention systems are designed for a storm event of 1 0-year frequency it is highly unlikely a second storm with equivalent runoff volume will occur within three hours of the start of the first storm. Page 9 of 9 0 AppendIXA EPANET Map & Analysis Results ca u cn CL .0 0 0 Co co c co W CL > M C(S cts M = E 03 LO LO U'l F'- 0 IP IP U? C4 to M M CO a) ca 0 w U") IT 00 9 = a)Z E 0- CL CL 0) r_ 0 It It 11 It 11 CO C14 N " N N — co 0 C) co N m 0 ',1: M C! o co co U! uj CL C C3 CL n LL M CCD lzr ca 0 cn (D E 9 .2 us LL -j CD m m t-- Co Lo ;t m C-4 p U) n- -M -Q it E CLI "Fl N SO -a 2 o -r U) FY 0 CL 0 EL CondosGolden Gate n7 My p6 n4 p4 6 n5 p n3 2 n2 p EPA NET 2 Page 1 r cam» co o � o CNi Cc I � I kn � =es 1Cn k, kf) � I tn j + i I LIa C ^ cn gS! C> C) r- C> C) C> C> CIS C ► C, cN o "It c> c, C) 0 4r-L w � > rn M M 00 00 kr) r- C) C> Gl � � i \0 00 00 00 � 1 p � ( �. CL .2- co 0 C, C,4 o CL a }} f I ! I C,o 4 kn kf) kn I-n kn g kn rn C? -Cl = 4) "C� 6 0 cn Ln II I � I tr) as cm as C(S o C> 6 o C! 6 C-4 O per'-..°_. � O ( O ' C7 O I G'? ( O i t� � ! ! 1 f O m m foll CD c5 6 6 6 c) 0 oN C, C'4 CN m 00 as a. aw a. a. - co CL C--1 Ln kn C> C> cn C> C> C- -4 1:7� V- C14 C14 <D Ln m c"I 0, 6 kn 6 C-1 — C-4 C-4 � I, � I kr) "o r-- O uj El- CN rn M cm ca CL C� C) cn � f E CD 6 i 6 c, Oto � � ! i j i I I � f � i \0 cn cq rq tz —A 00 oc � � I I o E cl� 1.0 "00 nt r-: C� �! 00 00 z 00 ZVZ Cw M� CL ,z O CL C� o � o a� aCL I � I v� I O M I oo G CO d N M V cl� O O O O V rn O O Z r- a i MOO kn�t O 00 I M N cq Q O N cq N 00 - cq y 00 00 00 r!J OO ty 00 00 2 > 0 w i ti � ti ti � ti ti N uj Z o. Ei! O M N �t 00 Gl, C� O O O O p L r O O O O O O O rn �n �S a, oo O � M Q ch v? kn chi kn d' 00 cz O � O O O O O M O M M M N N � a o 0 0 0 0 0 to ® 00 00 00 00 00 00 d C9 y Q rn N N Q M 00 00 00 00 N a. kn Q. w Golden Gate Condos Curve 1 Connection Pump X-Values I Y-Values ----O�-- 256 857.25 23I i 1215.5 208 1500 185 1744.5 162 1962.7 139 2161.9 116 2346.6 92.4 2519.6 j 69.3 2683.11 46.2 2838.51 23.1 2987 0 Golden Gate Condos 250 200- ....,,, 150- II 100- , 50 E2 0 1,000 2,000 3,000 Flow ( EPA ET 2 Page 2 Appendix B DrStorm Water ainage ® Details II I �i c I I � I / N I a x` 1H \ r Cc) o f r JdNI G I I r x10 F � J 1 y I Rio ✓ � /_` � , I (D -le, , a� o :� aw w w \ �( /d. O\ cc �,�3emm�xgWLTtlwW�„" siz __ I U Z w III W= I , — z l z l z z z z Z O Os aAMa HONVAUe o 00 ca -j 0 r w < 1% a !2 w ( E u i z C� Z 00 _ w a U U O ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS o W 0 , _� I= MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL COMPACTION / DENSITY w o 0 CLASSIFICATIONS REQUIREMENT z Y FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS O Q w FROM THE TOP OF THE'C'LAYER TO THE BOTTOM ANY SOIL/ROCK MATERIALS,NATIVE SOILS,OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. (` X ❑ U o D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT N/A PAVED INSTALLATIONS MAY HAVE STRINGENT (} C) GRADE ABOVE.NOTE THAT PAVEMENT SUBBASE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. (0 v w MAY BE PART OF THE'D'LAYER BEGIN COMPACTIONS AFTER 12"(300 mm)OF Q AASHTO M145 MATERIAL OVER THE CHAMBERS IS REACHED. INITIAL FILL:FILL MATERIAL FOR LAYER'C' GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES,<35% A-1,A-2-4,A-3 COMPACT ADDITIONAL LAYERS IN 6"(150 mm)MAX Z STARTS FROM THE TOP OF THE EMBEDMENT FINES OR PROCESSED AGGREGATE. LIFTS TO A MIN.95%PROCTOR DENSITY FOR Q U C STONE('B'LAYER)TO 18"(450 mm)ABOVE THE OR WELL GRADED MATERIAL AND 95%RELATIVE ~ w w TOP OF THE CHAMBER.NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU AASHTO M43' DENSITY FOR PROCESSED AGGREGATE W o a SUBBASE MAY BE A PART OF THE'C'LAYER. OF THIS LAYER. 3,357,4,467,5,56,57,6,67,68,7,78,8,89, MATERIALS.ROLLER GROSS VEHICLE WEIGHT 9.10 NOT TO EXCEED 12,000 Ibs(53 kN).DYNAMIC FORCE NOT TO EXCEED 20,000Ibs(89 kN). EMBEDMENT STONE:FILL SURROUNDING THE 6 Z B CHAMBERS FROM THE FOUNDATION STONE 'A' CLEAN,CRUSHED,ANGULAR STONE AASHTO M43 ( NO COMPACTION REQUIRED. p W LAYER)TO THE'C'LAYER ABOVE. 3,357,4,467,5,56,57 a 09 FOUNDATION STONE:FILL BELOW CHAMBERS M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT A FROM THE SUBGRADE UP TO THE FOOT(BOTTOM) CLEAN,CRUSHED,ANGULAR STONE 3,357,4,AASHTO TO 5,56,57 SURFACE.z 3 w w o cn OF THE CHAMBER. ❑ Z C �a PLEASE NOTE: w W 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR*4 STONE WOULD STATE:"CLEAN,CRUSHED, a a z ANGULAR NO.4(AASHTO M43)STONE". Z) g 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR'A'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6"(150 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. _ 58 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION v O EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 5 ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL � o¢w AROUND CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS PAVEMENT LAYER(DESIGNED LU BY SITE DESIGN ENGINEER) o ?< A il,il,41,A zil,A�i ill Ill ill Ill ill 0,�J.i[ft V.if.II,A I),A I),il,�1.1 PERIMETER STONE \\\ \ \ \` \\ \\?\ \\ \\ \\\\\ \\\ \\\ \\ `\\\\ \\\ \\\ \\\\\ \\ D \ \\\ \ TO BOTTOM OF FLEXIBLE PAVEMENT.FOR UNPAVED ® -0 Tow (SEE NOTE 6) \ \\ \ 'i\\ \ �\ ?\\ \ \\ \ \ \\ \\. \ ,.\\ 8' W \ \, \. \ /\� i,\, �,\\ .\� INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR _ C \/ INCREASE COVER TO 24'(6DO mm). 18" (2.4 m) - �o w (450 mm)MIN' MAX 3 W g i r ✓c el ris k r etc J "r' ' ' 6"(150 mm)MIN o i ® ; N OO EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) -� © � 30, s` r1 uc l I� ° II II ® o (760 mm) o III II II L o ° F W w a II-III li II. - _III A :' g z� III-III I=�! III III=III=III- III III III=III= I-Ili-111 III=III=III III-III III. III=1I III III II-III. III lil=III nI-=1Tl I!I '1�1=III III III-!I-I�!-1�1 I�1-, 3 '~ -Ti_II!_-11 =IIIIl-li,-III -IIIIII- -1-III,_III-III-III=III_III_Ili-III- II-III-.III__I11=III-III il' -III-1i1=I - =IIII-III-III-!11-III-1 1=IIIII-II!-II-, o a� =1I,I !- 11=III=11I_ 111 =1II 111-I l =1I-1.I III-1II 1I=1I I!-1I II=11, =1II=11I II1=;III l-III III=II-1I I,, -jI_IjI_ DEPTH OF STONE TO BE DETERMINED o m o 0 BY SITE DESIGN ENGINEER 6"(150 mm)MIN o SEE 111 l 11 l 11 l 11 l 11 l l�i it l l III11_I„ - W a 12"(300 mm)MIN END CAP SUBGRADE SOILS (150 mm)MIN 51"(1295 mm) 12"(300 mm)TYP o= ( NOTE 4) m< NOTES: mM oW Z M m N wz 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", O"t Ow Lu OR ASTM F2922"STANDARD SPECIFICATION FOR POLYETHYLENE(PE)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". p co z w O'M Ow r 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION o�a w z CHAMBERS". coo? m W v=� Wz <W 3. "ACCEPTABLE FILL MATERIALS"TABLE ABOVE PROVIDES MATERIAL LOCATIONS,DESCRIPTIONS,GRADATIONS,AND COMPACTION REQUIREMENTS FOR FOUNDATION,EMBEDMENT,AND FILL W o MATERIALS. 1 W aW z 4. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE ' wr WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. _}°} 0 t z 5. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. Z 00 6. ONCE LAYER'C'IS PLACED,ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL ,w REQUIREMENTS OF LAYER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. ~ rS ET OF 1 J VJ 7 J w COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE Ld z w o 8'(2.4 m)MIN WIDE OPTIONAL INSPECTION PORT >� U SC-740 CHAMBER > qt _ o STORMTECH HIGHLY RECOMMENDS ~ o U r FLEXSTORM PURE INSERTS IN ANY UPSTREAM o STRUCTURES WITH OPEN GRATESLo O a f" N i SC-740 END CAP U) w Lu Q w a x CATCH BASIN W OR Z MANHOLElam , z z a W� ❑w SUMP DEPTH TBD BY V SITE DESIGN ENGINEER o w a (24"[600 mm]MIN RECOMMENDED) w 0 24"(600 mm)HDPE ACCESS PIPE REQUIRED TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN a USE FACTORY PRE-FABRICATED END CAP GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS w o PART#:SC740EPE24B 5'(1.5 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS W Y aS = w� SC-740 ISOLATOR ROW DETAIL 3 W NTS o a g Ww xa Wr0 U OQ w INSPECTION & MAINTENANCE o U z w STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A. INSPECTION PORTS(IF PRESENT) 3 — ¢ H❑ A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN ° m w A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED ® N o A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG �° o W A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) - < s w r A.5. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. W o B. ALL ISOLATOR ROWS w m CONCRETE COLLAR m °o B.I. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW 18"(450 mm)MIN WIDTH O o m B.2. USING A FLASHLIGHT,INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE PAVEMENT o m w i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY CONCRETE COLLAR NOT REQUIRED N 'N ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE FOR UNPAVED APPLICATIONS 6.3. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. 12"(300 mm)NYLOPLAST INLINE °° °o DRAIN BODY W/SOLID HINGED °w a STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS COVER OR GRATE 2 uj A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45"(1.1 m)OR MORE IS PREFERRED O o r PART#2712AG6NIP > co a a B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN CONCRETE SLAB SOLID COVER:1299CGC m clq 0 o m C. VACUUM STRUCTURE SUMP AS REQUIRED 8"(200 mm)MIN THICKNESS GRATE:1299CGS z �, F <_� STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. w O n ow FLEXSTORM CATCH IT M z r w STEP 4 INSPECT r o w AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. PART#6212NYFX 6"(150 mm)PVC SCH40 �¢b o Z WITH USE OF OPEN GRATE PIPE(BY OTHERS) _j 0 a z w � NOTES 6"(150 mm)INSERTA TEE °waow PART#61PSSTIP/688PERUB 'o 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS INSERTA TEE TO BE CENTERED w W OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. ON CORRUGATION CREST w i= SC-740 CHAMBER o 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. o� Z� �m w N " �Z 00 G fA N SC-740 6" INSPECTION PORT DETAIL NTS SHEET Ll OF 1 SC-740 TECHNICAL SPECIFICATION NTS 90.7"(2304 mm)ACTUAL LENGTH 85.4"(2169 mm)INSTALLED LENGTH <=BUILD ROW IN THIS DIRECTION START END "OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) ACCEPTS 4"(100 mm)SCH 40 PVC PIPE FOR INSPECTION PORT,FOR PIPE SIZES LARGER THAN 4"(100 mm)UP TO 10"(250 mm)USE INSERTA TEE CONNECTION CENTERED ON A CHAMBER CREST CORRUGATION -1 11 . 1 1 29.3" 30.0" (744 mm) 762 mm) 12.2" 51.0" (310 mm) 45.9"(1166 mm) (1295 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE(W X H X INSTALLED LENGTH) 51.0"X 30.0"X 854" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 W) MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 m3) WEIGHT 75.0 lbs. (33.6 kg) *ASSUMES 6"(152 mm)STONE ABOVE,BELOW,AND BETWEEN CHAMBERS A A -A 1W B STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH"B" c STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH"r PART# STUB A B c SC740EPE06T/SC740EPE06TPC 6"(150 mm) 10.9"(277 mm) 18.5"(470 mm) --- SC740EPE06B/SC740EPE06BPC 0.5"(13 mm) SC740EPE08T/SC740EPE08TPC 8"(200 mm) 12.2"(310 mm) 16,5"(419mm) ... SC740EPE08B I SC740EPE08BPC -- 0.6"(15 mm) SC740EPE1 OT/SC740EPE1 OTPC 10-(250 mm) 13.4"(340 mm) 14.5"(366 mm) --- SC740EPE10B/SC740EPE10BPC - 0.7"(18 mm) SC740EPE1 2T/SC740EPE1 2TPc 12'(300 mm) 14.7"(373 mm) 12.5"(318 mm) - --- SC740EPE12B/SC740EPE12BPC -- 1.2"(30 mm) SC740EPE1 5T/SC740EPE1 5TPC 15"(375 mm) 18.4"(467 mm) 9.0"(229 mm) --- SC740EPE158/SC740EPE15BPC -- 13"(33 mm) SC740EPE18T/SC740EPE18TPC 18'(450 mm) 19.7"(500 mm) 5.0"(127 mm) --- SC740EPE1 8B/SC740EPE1 8BPC 1.6"(41 mm) SC740EPE24B* 24"(600 mm) 18.5'(470 mm) 0.1"(3 mm) ALL STUBS,EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP.FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. *FOR THE SC740EPE24B THE 24"(600 mm)STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75-(44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE:ALL DIMENSIONS ARE NOMINAL Service JUN-08-2016 00:25 From: To:5854611 Pa9e:4/7 Table 6-5 UNIFOR 0 PLUMBI 4G CODE fnch mm TABLE 1/2 15 Water u:l}tI'Fixture Units(W U)and Pinimijim Fixture Branch Oipa Sizes, 'S/4 20 1 25 Minimu F6cwre B mPrnaate Pt blic Assembly" Appliances,Appurtenance o•i71):tures' Pipe Size"` Bathtub or Combination Bhtf•8h-)wer(fill)................................... 112 4. -0 314"Bathtub Pill Vahrj........................s.............................._.W4° 1b.0 1 .0 Bidet, ....................... .......................................................... ur 1.0 Clotheswasher....................................................................I...... I& 4. 0 Dental Unit,cuspidor.............................. .............................. 112' .0 bishwasher,domestic... .......................................................... 110 ts Drinking Fountain or Wad•rc;;c ................................................ 1/2`1 0.5 r. .5 0.75 HoseBibb. ...... ........................................................... 1/2` 6 Hose Bibb,each addition r. ._...................................................:.. 1f2' 1. .0 Lavatory.............................. .....................................................:.. 112 1 A o 1.0 Lawn Sprinkler,each headd°. ...................... ...................... 1.0 .0 Mobile Home,each(mini u:'().................................................... 12.0 Sinfirs Bar ................................... ........................................................ 112 i 1.0 2.0 Clinic Faucet.................. ................ ................ .................. 1/2" 3.0 Clinic Flushometer V&lve...................sra:au:r.:..._......... .............. with or without fau .................................... 8.0 Kitchen,domestic...... ..................................................... 1121' 1.5 .5 Latindry............................ .................................................... 1i2� 1.5 .5 .... Serviceor Mop Basin. ............................................................ 1f2 1.5 .0 Washup,each set of ;; , ........................................... 112i 0 Shower,per head...... .....................................I.........-. 1 rol 2.0 .0 Urinal.1.0 GPF Flusho e.'1'tilve.............................................8141 steFnOteots Urinal,greater than 1.0 G F :I:j shometer Valve.........................Sly' see Foot mte Urinal,flush tank.............L-....................................................... 112r .2.0 2.0 3.0 Washfountaln,circular sp q ........................................................3141 to Water Closet,1,6 GPF a%: r Vank.................--------------.........__. 112,' 2.5 .6 3.5 Water Closet,1.6 GPF His' eter i"w*................................... 112" 2.5 2.5 3.5 Water Oostet,1.6 GPF Fl is Volvo............................ 1"� s$e i to r Water Closet,greater that-0-'3PF Gravity Tank....................... 112, 10 5.5 7.0 Water Closet,gmater tha i'.0 SaPF Mushonteter Valve.......... '1" see roou,ots, No ' Size of the cold branch Ipil or both the hot and cold branch pipes. Applirces.4ppu included in this Table r ay be sued by reference to fixtures I aving a s)mflar flow rate and fn qi;.;t1:;°r of use. The lister)fixture unit v du..,:,�.presant their load on their cold water service.The separate c Ad water ar d hot water fixture unit value for lix ur,:,,.,icaving both hot and cold water connelc ons may each W taken as three-qt arter(S14) of the listed total value of_ioR-Jxture. The Nsted minimum su p! t:�;:anch pipe sizes for individual fixitim are the nominal(I.D.)pi a size. y For fixtures or supply con'..r'i.ions likely to impose continuous flom demands,determine the required fla N In gallons per minute(GPM),ant ai.:1 i:'-se ly to the demand(in GPM) or the distribution system or portions thereof. ® As6embly(Public Use St 3't;able 4.1)). When sizing flushomeOr:.lt;.l ems,see Section 610.10. a Reduced fixture untT l I or aoiditional hose bibbs Is to be use only when sizing total bt ildrig demand and for pipe sizing when more th:rj,:,ne hose Bibb is supplied by a segment of water ibuting p`is.The a branch to each hose bib shall b 3€i:aiml on the basis of 2.6 fftre units. 108 JUN-08-2016 00:25 From: To:5854611 Pase:2/7 i JESSE CHASE/C.S.CONSTR U( 111.,)N RE:GOLDEN,GATE B•PLEX i;MAIN SIZING FIXTURE COUNT FIXTURE UNITS TOTAL 16-TUB SHOWERS. 64 8-CLOTHES WASHERS 4 32 8-DI•S14WASHERS 15 12 1-HOSE BIB 2.5 2.5 1-ADDITIONAL HOSE BI6• 1 2 8-KITCHEN SINKS 1.5 lz 16-1-AVATORY 16 16,-TOILETS 1.6 2.5 40 TOTAL ............ ............................................ .. .......179:S- STATIC MAIN PRESSURE 110 PSI REQUIRED•B- ING•PRESS 7Q,PSI DEVELOPED LENGTH 20(Y WATER FLOW VELOCITY a.44•FPS- FRICTION LOSS 2.4 PSI/100' DEVELOPED-LENGTH FACTO 1.25 TOTAL DEVELOPED LENGTH 250' REQUIRED METER APIDSTR !ET ::1`1VICE 11/2" REQUIRED BUILDING SUPPLY Al(',BRANCH r YOURS-TRULY, t' TRAVl5 BUCK � RELIABLF.PLUMBINGAND•H "A!G JUN-08-2016 01:28 From: To:5854611 Pase:2/2 JESSE CHASE/C.S.CONSTRU IC )I RE:GOLDEN GATE 12 PLEX W TM'. i',FAIN SIZING FIXTURE COUNT FIXTURE UNITS OTAL 24-TUB SHOWERS 4 96 12-CLOTHES WASHERS 4 48 12-DISHWASHERS 1.5 18 1-HOSE BIB 2.5 2.5 2-ADDITIONAL HOSE BIB 1 2 12-KITCHEN SINKS 1.5 1$ 24-LAVATORY 1 24 24-TOILETS 1.6 1.5 60 TOTAL......................... ............................................................................ .26B.5 STATIC MAIN PRESSURE 110 PSI REQUIRED BUILDING PRESSUF E 70 PSI DEVELOPED LENGTH 200' WATER FLOW VELOCITY 3.67 FPS FRICTION LOSS 2.4 PSI/100' DEVELOPED LENGTH rACTOR 1.25 TOTAL DEVELOPED LENGTH 250' REQUIRED METER AND STREET f :-'k'l.tICE 11/2" REQUIRED BUILDING SUPPLY jkN i.) RANCH 2" YOURS TRULY, TRAVIS BUCK RELIABLE PLUMBING AND HET 1.iii JUN-08-2016 01:28 From: To:5854611 Page:1/2 JESSE CHASE/C.S.CONSTRUCTIC A RE:GOLDEN GATE 18 PLEX W T-11111AIN SIZING FIXTURE COUNT FIXTURE UNITS TOTAL 36-TUB SHOWERS 4 144 18-CLOTHES WASHERS 4 72 18-DISHWASHERS 2.5 27 1-HOSE BIB 2.5 2.5 2-ADDITIONAL HOSE BIB 1 2 18-KITCHEN SINKS 1.5 27 36-LAVATORY 1 36 36 TOILETS 1.6 2.5 so TOTAL......................................... .. ..................................................................400.5 STATIC MAIN PRESSURE 210 PSI REQUIRED BUILDING PRESSURE 70 PSI DEVELOPED LENGTH 200' WATER FLOW VELOCITY 3.37 FPS FRICTION LOSS 2.4 PSI/100' DEVELOPED LENGTH FACTOR 1.25 TOTAL DEVELOPED]LENGTH 25V REQUIRED METER AND SIRE '.,':J'ACE 2" REQUIRED BUILDING SUPPLY kt 7-);,.3RANCH 23./r YOURS TRULY, TRAVIS BUCK RELIABLE PLUMBING AND HE N1 RIG JUN-08-2016 00:25 From: To:5854611 Pase:3/7 JESSE CHASE C-S-CONSTRL Cl Xi 1.1 R-E:GOLDEN-GATE 2-4 PLEA A Vi-TE71-1 MAIN SIZING FIXTURE COUNT FIXTURE UNITS TOTAL 48-TUBSHOWERS 4. 1-9-2- 24-CLOTHES WASHERS 4 96 24-01-SHWAsHERS 1.5 .36. 1-HOSE 818 2.5 2.5, 3-A-DDI`TIONAL HOSE 818. 1 1 24-KITCHEN SINKS 1.5 36 48-LAVATORy 1 4& 42-TOILETS 1.6 2.5 120 TOT-AL........................................... ................................................ 533, .5. STATIC MAIN PRESSURE 110 PSI REQUIRED.BUILDING PRESSU 111 70.PSI. DEVELOPED LENGTH 200' WATER FLOW VELOCFT-Y 182 FPS• FRICTION LOSS 2.4 PSI/100' DEVELOPED LENGTH FACTOR 1.25 TOTAL DEVELOPED LENGTH 250' REQUIRED METER ANDSTRE !--rVICE REQUIRED BUILDING SUPPLY,kh 1!:RANCH 21/2- YOURS-TRULY, TRAVIS BUCK RELIABLE PLUMBING7 AND HE Tti-.1 i"; JUN-08-2016 00:26 From: To:5854611 Page:5/7 TABLE6.a- FbM ra I Ir-i TaW ftr DskwWnb*W8W P 4M and Mdw Sim it Ich UMMM 'D "n f PreasWRaW-39 fa 5 psi CA 310_ )M�O- 1,2 15 e. 4 34 12DO r _ mew 'Bumflo 1 25 Bw 1-114 32 MWdmijlnA] thinJ 1,112 40 A,j"J L F�w(Mebus) 2 a' Uld, 0 (12) .(.18) so (W2W 800 400 M ffmhss km heS 40 60 100 1 200 (t4) (30) (46) WO 7DO 800 goo 10M '314- 1&** (61) (91) (122) (152) (183) (Z 3) (2-44) (274) (305) 3/4 W 16 16 12 0 .0 9 4 4 'g. op W 1 29 25 21 17 15 la .12 10. .2 2 1 1 8 a a 6 6 1 36 31 27 25 20 17 16 13 io 3/4 1114 M 33 28 24 23 21 19 1 17 10 13 1 12 �11 11 "!_114 5"� 47 42 38 '32 28 26 `28 is 1-V2 1-114 7,8 68. 57 48 .17 14 1 19 .1.1 11 .30. 32 4 28.. .25. 21, 4 1 1-1/2 85 84 719 65 18 15 1 42' -11, 1-1/2 160 124 56 48 43. 38. 32. 28- P.S. 21- 20. Iq5 91 70 67 48 45 36 '31 26 1-1/2 15T -12w 1 L 1.10 '80' 64- -53 46- 38- 82 21 9 24 20-- 20 .2. W,, m. 85- 85- 82- So- '68 -• 21 20 20 1-1/2 2 22D 205 61' 57' -5 49' 46 a 2 7a 155- 138- 127 M 86. 7�0 6j 67 61- '2 '370 '327 ON 917 185 164 147 1p '2 *U2 445- 418 .3jo- .4 96 70 61 57 :'7() 306 2W' 265 240, M laa 47f P"M8urspww_4MWpW6l'(3 314 7- 7 It 4 3 .2 .2 3/4- 814- 20- 20, 1-7- 1-4- 11- .9- a- 3/4 1 39 30, 47 3 3- 33 28 28 -21- -19 1-7. 14. 12. 4, 81 '39 X 30 25 23 2 O_' 18 is 12. 34 1-1/4 39 39 30 a- , & I 1- .1-114 78- 78- 39 39 34 32 27 25 pq -1 19 17 IS It.112 1.114- 78, 78- 7 57' -62 447 :39 ;36 .30 27 24 20 10 17 le T f-IJ2 'as 78' 68, W 44-8 2-9* 24' 20 19' 17 1,-6 1-11,9 14/2 151 151 1 1.51 1258 10855 ea 67' 55' .49' 41- 37 34 32 30 2 1-1'2 'a' 151 151 '151 150 117 90 78 67 52 42 38 &j 32 30 88 84 67 0 42 38 % '39 30 1 2 ffi 85, 35 86 as es 85 85 83 SO 1-1/2 2 870 870 :A*18 272 24() 22() 198, 470 15D 135 2 -2 370 370 -1 123 110 102 94 R .2-112654 -6 Si7 318 280 25D �05_ 165 142 123 lio i op- 94 .40 '61 "00 '585 .5M 470 44U WS 035 315 285- 267 .260 Wessure P4wge-over Gg psi 4t,"Ill"" 3/4 12- M -3/4 7 7 6 -5 4 3 3 2 1 1 1 1 1 0 20 20 29 17 13, - 11 10 314. 1 39. 39- .:,-o 8 7 a 6 5 4 4 I 1 .39 39 139 35 So' '27 24 21' 17- 14 13 12- 12. .11 3/4 1-1/4 38 32 29 26- 22- IS 14 is 12 -.12 .11 - 39 39 39 39 39 39 34 28 26 25 22 21 1 1-1/4 78 78 7§ 74 62 53 47 39 31 '25 1-1/2 1-.14 .7878 .7� ::FS .23 22 21 78 74 '65 54 43 34 28 25 23 22 1 85 as 1:15 85 85 85 85 81 84 St 48 46' 43' pi 40' M 1-1/2 1-1/2 151 151 10 i51 151 130 113 88 73 51 fil 46 • 43 40 2 1-412. 151 151 1 151 151 142 122 98 82 64 51 43. 40 11.112 2 370 46. 1 2 85 85 85 85 M 185 85 85 85 -as 85 -85 2 85 282 �44 PH 2 -187 172 153 41 .129 2 370 $70 .370 370 3#7 840. 288 245 204 172 153 4t 129 2 2-4/2 '664 654 ' ' INA OM 1 610 570 610 460 430 404 sao 329 **AvaRaMe vtaft pressure Ott t We. P4:eg 1%a 1 q No P_ ng sup*,ftv"uad w I).inch(20-Mr*noninga Z&O aa�ftr um, 109 JUN-08-2016 00:26 From: To:5854611 Page:6/7 TABLE 7- Ma)dmurtt :,ading and maximum Length of l7rinage aM Vent F'ipiW Pipe.size Of inches V M•MIL.. 2-111 a 4 66 5 3 '10 12 Inks 15Q g50 Qo i Drainage Pipltag' . ( Vr', o,�yycA8lgg,�� �i q��. ry soo pK q rkontal 1 O �U` Gi0 ' �4V 3 00 �9 ..2MW 4, s WWage Pcpfng'cal,feet ASF5 85 148' 212 390 .510 750 t(unlirn (1 } l g.®) t26) . ( ) . .(6 (�1) (1i$} Vent' leg(See not6 Horizontal and Veracai MaYImorn-Unfit i !:P 24 48 84Max ?� 600 i, imuniLe ,feet. "0 320 180 212 8'600 390 -610 750 M g1 (119 $ 1 .(2281 ` Exd arm. ` nk3Winals,and d' �Pr,irs. ' �X•anit tiat3s c+r tamer . z!::, '-)n .(4)- aWtcbwIs E '�P i allowed on any v®rticai or sta+ c;and not to ex Utr gritEE :ari;-,hordraim ( waken an one-fourth( c I;:of(2�02 mmtm) .P-or am-eighth(11.8)inch per toot(10.4 mm/m)slope,multi ands by a factor c ` y W- 110diaft*Of.an•irrdivldt.Iumt• not•be• oeneand I i_i�lji (11g)&a dl ter of 1 tO to is ed.>` uactt.taad ties 4or.d (31.8 nor less pored'tron Tables 7-6 m ;:.t, to ex one-iPllrel 1 of grid v sh t irlSt ln•a tare t tse,� e� am(q)� tale Fo1W of veot•ctcay &WM" in ft da.rr:.3ft the m itewrrn tart i Or fastened ih an ap ro:rfi I Manmr to o huts.l�To au► , Materials. P " t, ,or•otlter Ratings slt libe do il:te j ' ' g anted .until aftc •the 784.4.4 All. closet I it :;a (closet flanges) joint lta On tested and a : vred. Ca shall be adequately de - a' l,p ecl su g � �.^:�::and ed to j is in�cast-iresua. aid-:€dig E water IC 4 er to. be made nontoxic naa C8 pf 0Set Screws,'bi:it !, waslter•s, and 70.5.1.2 lGe Ment O"qr doln ; $xcep forsimilar fasteners shall b c ':i.stass, copper, or repairs lazed connection® to 3xisting lines Other listed, equally' c ]:;--ion-reslsfant constructed with such joints; went xn rtar materials.is ll such screw e c< isoTts s of job s+-be prohibited on g sewers adequate size an naetn : , xoperly support 705.1.3 Bursted Lead Joints. Bi=rned(wel ed) the fixture in0alled. lead Joins shall be lapped,and ahead ]befM%d� " *0 form,a Uniform Wdd.at lea t as 705.0 Joirft and Connecdonsthick as the lead lacing joined. 1.7`" .-of Joints. .1.4 l b s Cement Pi Jo Ifti Joints in las ent pipe be a•s ve •1.1 asl J .Lac kcrl joints for cant- coupling�of the cokn�st as the i or host,belt�irtcl-spigtut soak psg :ersci othee sr of other alsl roved make la a sealed 'th joints shall be t1Y. ,rl, :!0. with oakum.or ,rubber�ngs-Or-joined by•an proved- pe hemp and filled lrx;ed to a slegsth of coknp to coupling joints as s not less thttst one(1),ix4( 5A mm). lead ce eaten j1pe and other pipe she be shall be caulked thorotsux ,N.-the inside and made by! of a�t ap Proved a . tort souls outside edges of the jni t. ,�i:�r u g,the 705.1.5 coking Additives p hibft e finished-joints not :ici' More than one­ addition Of leak additives o.joint pac 08' eight�i'(1/t3)Inch'(8.2- I :kaAr fbe rim of'the sImR be F roWted. 414 I