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Home My WebLink About3701 HAYMAR DR; ; AS160181; Permit10/14/21, 12:53 PM AS160181 Permit Data City of Carlsbad Sprinkler Permit Job Address: 3701 HAYMAR DR Permit Type: SPRINK Parcel No: 1670402100 Lot #: 0 Reference No.: Permit No: AS160181 Status: ISSUED Applied 6/9/2016 Approved: 9/2/2016 Issued: 9/2/2016 PC #: Inspector: Project Title: QUARRY CREEK AFFORDABLE APTS. NEW UNDERGROUND FIRE SERVICE MAIN AND NEW REDUCED PRESSURE DETECTOR ASSEMBLY BACKFLOW PER NFPA 24, 2013 ED. THE QUARRY CREEK AFFORDAL FAMILY APTS. SITE. Applicant: EMMERSON CONSTRUCTION 5993 AVEN IDA ENCINAS STE 101 CARLSBAD, CA 92008 760-456-6000 Owner: HANSON AGGREGATES PACIFIC SOUTHWEST INC C/O MARVIN F POER & COMPANY P0 BOX 52427 ATLANTA GA Fees ($) Add'I Fees ($) Total ($) Balance ($) 654 0 654 0 1/1 I • Underground Materials Submittal PROTECTION 1 DESIGN AND For CONSULTING Quarry Creek 2851 Camino Del Rio South Suite 210 I : San Diego, CA 92108 (phone) 619.255.8964 (fax) 619.255.9547 I www.protectiondesign.com 1.0 Underground & References I 1.1 Backflow Prevention Assembly 1.2 Soils Report 1.3 C-900 PVC Pipe 1.4 Class 350 Ductile Iron Pipe I 1.5 Class 250 Ductile Iron Fittings 1.6 MegaLug Series 1100 1.7 MegaLug Series 2000pv I 1.8 Stainless Steel In-Building Riser Sweep "As All items submitted to establish minimum standard of compliance and are stipulated to be shown or approved equal." I : I S I I S I I - A3 160181 3701 HAYMAR DR PROTECTION DESIGN & CONSULTING 2851 CAMINO DEL RIO SOUTH #210 SAN DIEGO,CA 92108 HYDRAULIC CALCULATIONS FOR QUARRY CREEK AFFORADABLE FAMILY APARTMENTS DRAWING NUMBER: FP-1.2 DATE: JUL 27, 2016 OMSW -DESIGN DATA- gP ,o$S. 9' c' FIRE FLOW CALCULATION: 0 FP 1559 CU'. 06/30/2018 WATER SUPPLY * * Source: SB&O INC. WATER STUDY Test Date: 07/18/2016 Location: CITY OF CARLSBAD or Static: 91.3 psi Residual: 80.7 psi Flow: 3,000 gpm Source Elevation Relative to Finished Floor Level: -3-0 ft. NAME OF DESIGNER: TYLER CRONK AUTHORITY HAVING JURISDICTION: CARLSBAD FIRE DEPARTMENT I I I I I I I I I I I I I I I I I I I SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 I DATE: 7/27/2016RY CREEK UG\FIRE\2016-07-27\HYD. CALCS\16-13 FIRE FLOW.SDF JOB TITLE: Quarry Creek Affordable Housing UG I I I I I I I I 0 N C C C C 0 • • • • - C C C C C C • 1-1 C (N C — ccn•d— I I I I I NODE TYPE PRESSURE DISCHARGE (PSI) (GPM) HOSE STREAM 20.0 1750.0 - - - - 25.5 - - - - - - - 48.5 - - - - - - - 38.5 - - - SOURCE 49.9 1750.0 NOTES SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 7/27/2016RY CREEK UG\FIRE\2016-07-27\HYD. CALCS\16-13 FIRE FLOW.SDF I DATE: JOB TITLE: Quarry Creek Affordable Housing tJG WATER SUPPLY DATA I NFPA SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS. PRESS. @ PRESS. @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) SRC 91.3 80.7 3000.0 87.4 1750.0 49.9 AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE 1750.0 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 0.0 GPM I OTHER HOSE STREAM ALLOWANCES 1750.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 0.0 GPM I NODE ANALYSIS DATA NODE TAG ELEVATION (FT) I FH -3.0 UG1 -5.0 -5.0 I BF1 BF2 -5.0 SRC -3.0 I I I 1 I I I I I I SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 7/27/2016RY CREEK UG\FIRE\2016-07-27\HYD. CALCS\16-13 FIRE FLOW.SDF I DATE: JOB TITLE: Quarry Creek Affordable Housing UG PIPE I NFPA DATA Pipe Tag K-fac Add Fl Add Fl To Fit: L C Frm Node El (ft) PT (q) Node! Nom ID Eq.Ln. F To Node El (ft) PT Tot. (Q) Disch Act ID (ft.) T Pf/ft. Pipe: 1 Source 0.0 50.00 150 -3.0 49.9 1750.0 BF2 E8.000 E:27.0 80.00 I SRC BF1 -5.0 48.5 1750.0 7.980 7:53.0 130.00 0.017 (Pt) (Pe) (Pf) 1.4 0.9 2.2 Notes Pipe: 3 0.0 Fixed Pressure Loss Device BFl -5.0 48.5 1750.0 UG1 10.0 psi, 1750.0 gpm BF2 -5.0 38.5 1750.0 Pipe: 5 0.0 0.0 516.67 150 BF2 -5.0 38.5 1750.0 FH E8.000 6E162.0 242.00 UG1 -5.0 25.5 1750.0 7.980 4L:80.0 758.67 0.017 I Pipe: 6 H.S. 1750.0 Disch 25.00 150 UG1 -5.0 25.5 0.0 E6.000 T:46.0 46.00 FH -3.0 20.0 1750.0 6.080 71.00 0.065 I NOTES (HASS) Calculations were performed by the HASS 8.5 computer program under license no. 50082072 granted by I HRS Systems, Inc. 208 Southside Square Petersburg, TN 37144 I (931) 659-9760 The system has been calculated to provide an average imbalance at each node of 0.015 gpm and a maximum I imbalance at any node of 0.060 gpm. Total pressure at each node is used in balancing the system. I Maximum water velocity is 19.3 ft/sec at pipe 6. Items listed in bold print on the cover sheet are automatically transferred from the calculation report. I Available pressure at source node SRC under full flow conditions is 87.39 psi compared to the minimum required pressure of 20.00 psi. (6) PIPE FITTINGS TABLE Pipe Table Name: STANDARD.PIP I I I 13.1 0.0 13.1 5.5 -0.9 4.6 A DIMENSION (approximate) MODEL 375ADA SIZE in. mm A in. I mm A WITH BUTTERFLY VALVES in. I mm B LESS GATE VALVES in. mm C in. I mm D in. I mm E OS&Y OPEN in. mm E OS&Y CLOSED in. I mm E WITH BUTTERFLY VALVES in. mm F in. mm H in. mm 21/2 65 351/8 892 816 201/8 511 41/2 114 9 229 163/8 416 137/81352 8 203 11 279 95/8 247 3 80 361/8 918 838 201/8 511 41/2 114 9 2291187/8 479 155/8 397 8 203 11 279 95/8 247 4 100 381/4 972 L401/4 845 197/8 505 41/2 114 9 2291223/4 578 181/4 464 9118 232 11 279 95/8 247 6 150 471/4 1200 1022 257/8 657 51/2 140101/2 267 301/8 765 233/4 603 101/8 257 123/8314 13 330 8 200 62 1576 1397 381/2 978 10 254 12 305 373/4 959 291/4 743 1115/16 303 1153/8 391 175/16 440 10 250 1645/8 1642 581/2 14851381/2 9781 10 254 12 305 453/4 1162 353/8 899 135/16 338 153/8 391 17 1/8 435 I I Relief Valve discharge port: 2112°-6"-2.75 sq. in. 8" -10° -3.69 sq. in. SPECIFICATION SUBMITTAL SHEET (with OS&Y gates) (with BGVIC valves) FEATURES Sizes: U 2 1/2* J 3* U 4" U 6° U 8" U 10" Maximum working water pressure 175 PSI Maximum working water temperature 140°F Hydrostatic test pressure 350 PSI End connections (Grooved for steel pipe) AWWA C606 (Flanged) ANSI B16.1 Class 125 *2 1/2 & 3" sizes use 4° body & reducer coupling OPTIONS (Suffixes can be combined) O - with flanged end OS & Y gate valves (standard) U L - less shut-off valves (grooved body connections) U LM - less water meter U - with remote reading meter U - with gpm meter (standard) U - with cu ft/min meter U G - with grooved end OS&Y gate valves U FG - with flanged inlet gate connection and grooved outlet gate connection U MS - with Integral Relief Valve Monitor Switch UBGVIC - with grooved end butterfly valves with integral supervisory switches U P1 - with Post Indicator Gate Valves ACCESSORIES U Air gap (Model AG) U Repair kit (rubber only) 0 Thermal expansion tank (Model XT) U OS & Y Gate valve tamper switch (OSY-40) U QT-SET Quick Test Fitting Set U Test Cock Lock (Model TCL24) DIMENSIONS & WEIGHTS (do not include pkq.) WEIGHT MODEL 375ADA SIZE WITHOUT GATES WITH OS&Y GATES (GXF) WITH OS&Y GATES (GXG) WITH BUTTERFLY VALVES (GXG) in. m.mm Ib lbs. I kq Ibs. I kg Ibs. I- kq 21/2 65 112 50.8 214 97 206 93.5 131 59.4 3 80 111 50 231 104.8 221 100.3 132 60 4 100 98 45 252 114 226 103 130 59 6 0 151 69 387 176 357 162 203 92 8 200 321 146 797 362 773 351 429 1 95 10 250 374 170 1059 480 937 425 546 248 APPLICATION Designed for installation on potable water lines in fire protection systems to protect against both backsiphonage and backpressure of contaminated water into the potable water supply. The Model 375ADA shall provide protection where a potential health hazard exists. Incorporates metered by-pass to detect leaks and unauthorized water use. STANDARDS COMPLIANCE ASSE® Listed 1047 (2 1/2° - 8") CSA® Certified (2-1/2" - 8") AWWA Compliant C550 UL® Classified C-UL® Classified FM® Approved Approved by the Foundation for Cross Connection Control and Hydraulic Research at the University of Southern California. NYC MEA 104-05-M MATERIALS Main valve body Access covers Coatings Internals Fasteners & Springs Elastomers Polymers Sensing line Ductile Iron ASTM A 536 Grade 4 Ductile Iron ASTM A 536 Grade 4 FDA Approved fusion epoxy finish Stainless steel, 300 Series NORYL, NSF Listed Stainless Steel, 300 Series EPDM (FDA approved) Buna Nitrite (FDA approved) NORYL, NSF Listed Stainless steel, brided hos MODEL 375ADA with standard OS&Y MODEL 375ADA with BGVIC option Attention: Model 375ADA (grooved body) and Model 375DA (flange body) have different lay lengths. I I I I I I I I I age of 2 0 =1 100 a —1 El 104 :0 -J 69 w D 35 CO W cc 0 a- 4000 3000 Capacity thru Schedule 40 Pipe (GPM) Pipe size 5ftlsec 7.5ft/sec loftisec I 15ftlsec 21/2" 75 112 149 224 115 173 230 346 198 298 397 595 6" 450 675 900 1351 8" 780 1169 1559 2339 10" 1229 1 1843 2458 3687 12" 1763 1 2644 3525 5288 FLOW CHARACTERISTICS MODEL 375ADA 2-1/2" -3" (STANDARD AND METRIC) 0 6.3 12.6 FLOW RATES (us) 18.9 25.2 31.5 Ca 104. 0) Cl) 69 o —J W 35 D (I) C/) W 0 re a- 500 100 200 FLOW RATES (GPM) 300 400 MODEL 375ADA 4" & 6" (STANDARD & METRIC) FLOW RATES (us) 25.2 50.5 75.7 101.0 104 d. I I I I I I I I I I I - - - U) 35 Cl) Cl) n W U IL 0 400 800 1200 1600 FLOW RATES (GPM) MODEL 375ADA 8" & 10" (STANDARD & METRIC) FLOW RATES (us) 0.0 63.1 126.2 189.3 252.4 20 15 10 1W 5 69 2000 FLOW RATES (GPM) V xatea i-low (estaollsrleo by approval agencies) TYPICAL INSTALLATION Local codes shall govern installation requirements. To be installed in accordance with the manufacturer's instructions and the latest edition of the Uniform Plumbing Code. Unless otherwise specified, the assembly shall be mounted at a minimum of 12' (305mm) and a maximum of 30" (762mm) above adequate drains with sufficient side clearance for testing and maintenance. The installation shall be made so that no part of the unit can be submerged. ----TIVE -------- W W OUTDOOR INSTALLATION (MODEL 375ADA with BGVIC option) INDOOR INSTALLATION (MODEL 375ADA with G option) SPECIFICATIONS The Reduced Pressure Detector Backflow Prevention Assembly shall be ASSE® Listed 1047, and supplied with full port Os & Y gate valves. The main body and access cover shall be epoxy coated ductile iron (ASTM A 536 Grade 4), the seat ring and check valve shall be NORYL TM, the stem shall be stainless steel (ASTM A 276) and the seat disc elastomers shall be EPDM. The checks and the relief valve shall be accessible for maintenance without removing the device from the line. The Reduced Pressure Detector Backflow Prevention Assembly shall be a WILKINS Model 375ADA. 1-7 WILKINS a Zurn company, 1747 Commerce Way, Paso Robles, CA 93446 Phone:805-238-7100 Fax:805-238-5766 IN CANADA: ZURN INDUSTRIES LIMITED, 3544 Nashua Dr., Mississauga, Ontario L4V 11_2 Phone:905-405-8272 Fax:905-405-1292 Product Support Help Line: 877-BACKFLOW (877-222-5356) Website: http://www.zurn.com Page 2of2 0 1000 UPDATE GEOTECHNICAL REPORT QUARRY CREEK PLANNING AREA R-1 CARLSBAD, CALIFORNIA PREPARED FOR CHELSEA INVESTMENT CORPORATION CARLSBAD, CALIFORNIA SEPTEMBER 1, 2015 PROJECT NO. 07135-42-08 I I MATE R I A L S (<0 GEOCON INCORPORATED GEOTECHNICAL a ENVIRONMENTAL a Project No. 07135-42-08 September 1, 2015 Chelsea Investment Corporation 5993 Avenida Encinas, Suite 101 Carlsbad, California 92008 Attention: Mr. Ron Brockhoff Subject: UPDATE GEOTECHNICAL REPORT QUARRY CREEK PLANNING AREA R-1 CARLSBAD, CALIFORNIA Dear Mr. Brockhoff: In accordance with your request and approval of our proposal (LG-15287, dated August 6, 2015), we have prepared this update geotechnical report for the proposed development of the subject project. An update geotechnical report and addenda reports were prepared for the overall Quarry Creek development by Geocon Incorporated. This report provides site-specific geotechnical information for use in design and construction of the proposed development planned for Planning Area R-1. We understand that the proposed development will consist of multi-family residential structures. The planned buildings will be two-story, wood-frame structures supported by shallow foundation systems with slab-on-grade. Additional improvements consist of underground utilities and surface parking. The accompanying report presents the findings of our study, and conclusions and recommendations pertaining to the geotechnical aspects of project development. Based on the results of this study, it is our opinion that the subject project can be developed as planned provided that the recommendations of this report are followed. Should you have questions regarding this update report, or if we may be of further service, please contact the undersigned at your convenience. I Very truly yours, GEOCON INCORPORATED Ic I Emilio Alvarado RCE 66915 EA:RCM:AS:drnc (4/del) Addressee I I '~2 Rod - --y 4. MiIkese ~l GE1'2-533 dOFESSI 5210 (D cc No.2533 r-m cr, 20 CWH Sadr CEG 1778 SADR 4L CERTIFIED ENGINEERING GEOLOGIST ,r PC 6960 Flanders Drive a San Diego, California 92121-2974 • Telephone 858.558.6900 • Fax 858.558.6159 1 .4 I LI I I I I I I I I TABLE OF CONTENTS PURPOSE AND SCOPE ...................................................................................................................... 1 PREVIOUS AND ONGOING SITE DEVELOPMENT ...................................................................... 1 SITE AND PROJECT DESCRIPTION................................................................................................2 SOIL AND GEOLOGIC CONDITIONS .............................................................................................2 4.1 Compacted Fill (Qcf)..................................................................................................................2 4.2 Previously Placed Fill (Qpfi) .....................................................................................................3 4.3 Previously Placed Fill (0Jf2) .....................................................................................................3 4.4 Santiago Formation (Ts).............................................................................................................3 4.5 Salto Intrusive (Jspi)...................................................................................................................3 GROUNDWATER................................................................................................................................4 GEOLOGIC HAZARDS ......................................................................................................................4 6.1 Faulting.......................................................................................................................................4 6.2 Seismicity-Deterministic Analysis .............................................................................................4 6.3 Seismicity-Probabilistic Analysis...............................................................................................5 6.4 Liquefaction and Seismically Induced Settlement......................................................................6 6.5 Tsunamis and Seiches.................................................................................................................6 6.6 Landslides...................................................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS................................................................................7 7.1 General........................................................................................................................................7 7.2 Soil Excavation and Characteristics ...........................................................................................8 7.3 Grading Recommendations ........................................................................................................9 7.4 Bulking and Shrinkage Factors.................................................................................................11 7.5 Slope Stability...........................................................................................................................12 7.6 Seismic Design Criteria............................................................................................................13 7.7 Foundation and Concrete Slab-On-Grade Recommendations..................................................14 7.8 Preliminary Flexible and Rigid Pavement Recommendations .................................................20 7.9 Retaining Walls and Lateral Loads...........................................................................................23 7.10 Slope Maintenance....................................................................................................................25 7.11 Low Impact Development (Bioswales, Permeable Pavement).................................................25 7.12 Site Drainage and Moisture Protection.....................................................................................26 7.13 Precise Grading and Foundation Plan Review .........................................................................27 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map (Map Pocket) Figure 3, Geologic Cross Sections, A-A' and B-B' (Map Pocket) Figure 4, Wall/Column Footing Dimension Detail Figure 5, Typical Retaining Wall Drain Detail APPENDIX A RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES UPDATE GEOTECHNICAL REPORT 1. PURPOSE AND SCOPE This report presents updated geotechnical recommendations for the proposed ultimate improvement of Planning Area (PA) R-1 in the Quarry Creek development located in Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this report is to evaluate soil and geologic conditions within the limits of the project, and provide geotechnical recommendations pertaining to development of the property as proposed. The scope of this update report included a review of: Update Geotechnical Investigation, Quarry Creek, Carlsbad/Oceanside, California, prepared by Geocon Incorporated, dated February 24, 2015 (Project No. 07135-42-05). Mass Grading Plans for: Quarry Creek, Project No. CT 11-04, Drawing No. 484-5A, prepared by Project Design Consultants, print date May 15, 2015. Site Development Permit Plan for: Quarry Creek Planning Area R-1, prepared by SB&O Incorporated, electronic version received August 10, 2015. The recommendations presented herein are based on analysis of the data and observations obtained during the overall Quarry Creek development, previous investigation, and our experience with similar soil and geologic conditions. Additional references reviewed to prepare this report are provided in the List of References section of this report. 2. PREVIOUS AND ONGOING SITE DEVELOPMENT The Quarry Creek property has undergone many years of mining, crushing, and screening to produce commercial aggregate products. Reclamation grading of the previously mined area commenced in July 2011 and was completed in December 2012. Specifically across the limits of the subject planning area, grading resulted in a partially sheet-graded pad with the north portion of the property remaining in an ungraded condition. Grading is currently occurring across the Quarry Creek development under our testing and observation services. Based on the referenced mass grading and project site plan, grading of PA R-1 will result in a sheet-graded pad with ascending slopes along the north and east margins of the property. We will prepare an as-graded report after completion of the ongoing grading operations that will include laboratory test results as well as professional opinions pertaining to the current mass grading operation. I Project No. 0713542-08 - 1 - September 1, 2015 I I 3. SITE AND PROJECT DESCRIPTION Planning Area R-1 is located at the northeastern portion of the Quarry Creek development. The I project is bound by Haymar Drive to the north, Lot 2 to the west, Buena Vista Creek to the south, and commercial development the east. Based on the discussion in Section 2 above, the anticipated as-graded condition of the subject property at completion of current grading will consist of compacted fill, Santiago Formation, and Salto Intrusive rock exposed at grade. The sheet-graded pad portion of the lot will slope from northeast to southwest with elevations varying from approximately 114 Mean Sea Level (MSL) to 118 MSL. We understand that the proposed development will consist of fine grading the property to accommodate two-story multi-family structures. Based on the site development plan, fine grading will consist of placing up to four feet of fill to achieve ultimate design grades. Additional improvements will consist of underground utilities, surface parking and park area. The buildings will consist of wood-frame construction supported by conventional continuous and isolated spread footings with slab-on-grade or post-tensioned slabs. The descriptions provided herein are based on a review of available information including previous geotechnical reports prepared for the property and the site plan/conceptual grading plan prepared by SB&O Incorporated. If project details vary significantly from those outlined herein, Geocon Incorporated should be notified for review and possible revisions to this report 4. SOIL AND GEOLOGIC CONDITIONS Previous and ongoing grading operations being performed for the overall Quarry Creek development will result with compacted fill, Santiago Formation, and Salto Intrusive rock at grade across the subject project. These units are described below and their approximate lateral extent is shown on the Geologic Map (Figure 2) and the Geologic Cross Section Map (Figure 3). 4.1 Compacted Fill (Qcf) Compacted fill was placed during previous grading and is being placed during current grading operations. In areas of fill, grading should result in an approximately three foot-thick soil cap with few six-inch minus rock. The fill soils generally consist of silty to clayey, fine to medium sand with varying amounts of rock fragments, soil-rock fills, and windrows of oversize rock and concrete. Rock greater than 12 inches was placed approximately 10 feet below finish sheet-grade. Although particular attention was given to restricting material placement to the criteria described above, some oversize rocks (material >12 inches) could be present in the upper portions of the fill areas. Based on information presented in Reference No. 1 and in-place density testing performed on the current Project No. 07135-42-08 - 2 - September 1, 2015 I I I I I I I I I I I F] I I I grading operation; the fill is compacted to at least 90 percent of the laboratory maximum dry density at or slightly above the optimum moisture content. We anticipate that ultimate development will commence in several months. Excluding the upper approximately one foot that will undergo drying I and wetting due to the climate, the compacted fill is suitable for support of additional fill and/or structural loading. 4.2 Previously Placed Fill (Qpfi) Previously placed fill extends into the east portion of the property and underlies the compacted fill. Ninyo and Moore provided testing and observation services during placement of this fill between approximately 1988 and 2000. The fill was compacted to at least 90 percent relative compaction near to slightly above optimum moisture content as indicated in the report prepared by Nino and Moore dated August 2000. The fill is suitable for support of additional fill and/or structural loading. We do not anticipate that planned improvements will extend into the previously compacted fill. 4.3 Previously Placed Fill (Qpf2) Previously placed fill associated with Haymar Drive and State Route 78 is located along the northwest margin of the lot. An as-graded report specific to this grading was not available for our review. Based on our field observations, the fill is generally medium dense and moist. These soils should not impact ultimate development of the subject project. 4.4 Santiago Formation (Ts) The Eocene-aged Santiago Formation, consisting of dense, massive bedded light brown to greenish- gray sandstones with thin claystone and siltstones interbeds. The Santiago Formation is generally granular and possesses suitable geotechnical characteristics in either an undisturbed and/or properly compacted condition. However, the occurrence of clayey siltstones and claystone layers in this unit may generate moderate to highly expansive materials. Where practical, clayey materials of the Santiago Formation should be placed at least three feet below proposed finish grade. The formation underlies the compacted fill and is exposed at finish grade along the north portion of the property. 4.5 Salto Intrusive (Jspi) The Jurassic-aged Salto Intrusive consists of a steeply jointed, dark gray, very strong tonalite to gabbro rock considered to be older than the Peninsular Range Batholith and more closely related to the formation of the Santiago Peak Volcanics (Larsen, 1948). The bedrock is exposed at grade in the central portion of the lot and also underlies the compacted fill. Exploratory excavations encountered- mostly buried intrusive rock that exhibited a variable weathering pattern ranging from highly weathered and fractured material near contacts with the overlying sedimentary rocks, to fresh, extremely strong crystalline rock within quarried areas. Project No. 07135-42-08 - 3 - September 1, 2015 I I 5. GROUNDWATER Groundwater was encountered in the drainage areas of Buena Vista Creek and its tributaries at elevations between 70 to 80 feet MSL. Depth of groundwater is subject to fluctuation from natural seasonal variations. Groundwater is not anticipated to impact proposed project development. However, it is not uncommon for groundwater or seepage conditions to develop where none previously existed. Groundwater or seepage is dependent on seasonal precipitation, irrigation, land use, among other factors, and vary as a result. Proper surface drainage will be important to future I performance of the project. I 6. GEOLOGIC HAZARDS 6.1 Faulting I Review of geologic literature, geotechnical reports prepared for the property by Geocon Inc. and others, and observations during previous field investigations indicate no active or potentially active I .faults traverse the property. One fault was observed in the Salto Intrusive rock across the quarry slope located along the central portion of the property. However, an exploratory trench excavated through the Tertiary Santiago Formation across the fault confirmed the fault did not displace, the Eocene-age I sedimentary unit. As such, the fault is considered inactive and not a constraint to the property. I 6.2 Seismicity-Deterministic Analysis We used the computer program EZ-FRISK (Version 7.65) to determine the distance of known faults to the site and to estimate ground accelerations at the site for the maximum anticipated seismic event. According to the computer program EZ-FRISK (Version 7.65), 10 known active faults are located within a search radius of 50 miles from the site. We used acceleration attenuation relationships developed-by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in our analysis. The nearest known active fault is the Newport-Inglewood/Rose Canyon Fault, located approximately eight miles west of the site and is the dominant source of potential ground motion. Table 6.2 lists the estimated maximum earthquake magnitude and peak ground acceleration for faults in relationship to the site location calculated for Site Class D as defined by Table 1613.3.2 of the 2013 California Building Code (CBC).. Project No. 0713542-08 -4- September 1, 2015 I TABLE 6.2 DETERMINISTIC SPECTRA SITE PARAMETERS Fault Name Distance from Site (miles) Maximum Earthquake Magnitude (Mw) Peak Ground Acceleration Boore- Atkinson 2008 (g) Campbell- Bozorgnia 2008 (g) Chion- Youngs 2007 (g) Newport-Inglewood/Rose Canyon 8 7.5 0.29 0.25 0.32 Rose Canyon 8 6.9 0.25 0.23 0.26 Elsinore 20 7.85 0.22 0.15 0.20 Coronado Bank 24 7.4 0.17 0.12 0.14 Palos Verdes Connected 24 7.7 0.19 0.13 0.16 San Joaquin Hills 36 7.1 0.12 0.10 0.09 Palos Verdes 36 7.3 0.13 0.08 0.09 Earthquake Valley 41 6.8 0.09 0.06 0.05 San Jacinto 44 7.88 0.13 0.09 0.11 Chino 46 6.8 0.08 0.06 0.05 6.3 Seismicity-Probabilistic Analysis We performed a probabilistic seismic hazard analysis using the computer program EZ-FRISK. The program operates under the assumption that the occurrence rate of earthquakes on each mapped Quaternary fault is proportional to the fault slip rate. The program accounts for earthquake magnitude as a function of rupture length. Site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site from a given earthquake along each fault. By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value. We utilized acceleration-attenuation relationships suggested by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in the analysis. Table 6.3 presents the site-specific probabilistic seismic hazard parameters including acceleration-attenuation relationships and the probability of exceedence. I I I I I I I I I I I I I I I I U [1 Project No. 0713542-08 -5- September 1, 2015 I TABLE 6.3 PROBABILISTIC SEISMIC HAZARD PARAMETERS Probability of Exceedence Peak Ground Acceleration Boore-Atkinson, 2008 (g) Campbell-Bozorgnia, 2008 (g) Chiou-Youngs, 2007 (g) 2% in a 50 Year Period 0.51 0.41 0.48 5% in a 50 Year Period 0.39 0.32 0.36 10% in a 50 Year Period 0.31 - 0.25 0.27 While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including frequency and duration of motion and soil conditions underlying the site. Seismic design of the structures should be evaluated in accordance with the CBC guidelines or those currently adopted by the City of Carlsbad. - 6.4 Liquefaction and Seismically Induced Settlement The risk associated with liquefaction, and seismically induced settlement hazard at the subject project is very low due to the existing dense to very stiff compacted fill, very dense to hard nature of the Santiago Formation and Salto Intrusive rock, and the lack of a permanent, shallow groundwater table. 6.5 Tsunamis and Seiches The risk associated with tsunamis and seiches hazard at the project is very low due to the large distance from the coastline and the absence of an upstream body of water. 6.6 Landslides No landslides were encountered within the site or mapped within the immediate areas influencing the project development. The risk associated with landslide hazard is very low. I I I I I I Project No. 07135-42-08 -6- September 1, 2015 I [1 I I I I I I I I I I I / 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 No soil or geologic conditions were encountered during this study that would preclude the development of the property as presently planned provided the recommendations of this report are followed. 7.1.2 The existing compacted fill soils, Santiago Formation, and the Salto Intrusive rock are considered suitable for support of additional fill or structural loads. In areas where fill is required to achieve ultimate pad grade, the upper one foot of the existing ground surface should be scarified, moisture conditioned, mixed and compacted prior to placing fill. 7.1.3 Based on the planned finish pad grades shown on the site/conceptual grading plan and the estimated as-graded condition of the sheet-graded pad portion of PA R-1, we do not anticipate that grading will result with a fill to formation transition condition across the planned building pads. I 7.1.4 Excavations within the Salto Intrusive rock may generate oversize rock (material >12 inches) that will require special placement within fill areas and/or exportation from the project due to limited fill volume. 7.1.5 The Santiago Formation has clayey siltstone and claystone layers that are typically I moderate to high expansive materials. If encountered, high expansive soils should be placed at least three feet below proposed ultimate subgrade elevations. 7.1.6 Depending on the time of year that fine grading is performed, wet to saturated soil conditions may be encountered. Wet soils, if encountered, will need to be dried or mixed I with dryer soil to facilitate proper compaction. 7.1.7 Imported soils, if required, should have an Expansion Index (El) 50. Geocon Incorporated Should be notified of the import source and should perform laboratory testing prior to arrival to determine its suitability as fill material. 7.1.8 The on-site geologic units have permeability characteristics and/or fracture systems that are I conducive to water transmission, natural or otherwise (e.g., landscape), and may result in future seepage conditions. It is not uncommon for groundwater or seepage conditions to I develop where none previously existed, particularly after landscape irrigation is initiated. The occurrence of induced groundwater seepage from landscaping can be greatly reduced by implementing and monitoring a landscape program that limits irrigation to that I Project No. 07135-42-08 - 7 - September 1, 2015 I I I I I I I I I sufficient to support the vegetative cover without over watering. Shallow subdrains may be required in the future if seeps occur after rainy periods or after landscaping is installed. 7.2 Soil Excavation and Characteristics 7.2.1 We expect that the compacted fill can be excavated with a light to moderate effort with conventional heavy duty grading equipment. We anticipate that excavations in the Santiago Formation will require a moderate to heavy effort. Excavations in the slightly weathered to fresh Salto Intrusive rock may require blasting or specialized rock breaking techniques to efficiently excavate and handle the rock. Oversize material (material >12 inches) may be generated which would require special handling or exportation from the site. 7.2.2 We expect on-site soil to be "expansive" (Expansion Index [El] ?20) as defined by 2013 California Building Code (CBC) Section 1803.5.3. For fill areas, we anticipate that the mass grading operation should result with a three foot soil cap across the sheet-graded pad portion of the lot possessing an expansion potential of very low to medium (20 <El 90) in accordance with ASTM D 4829. Table 7.2.1 presents soil classifications based on ASTM classification and the CBC. We will present laboratory test results in an addendum report after completion of the ongoing mass grading operation. Additionally, soil sampling and testing should be performed on fill soils after completion of fine grading operations to evaluate the expansive potential of the near surface soils. TABLE 7.2.1 EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX ASTM 4829 AND 2013 CBC Expansion Index (El) Expansion Classification ASTM 4829 2013 CBC Expansion Classification 0-20 Very Low Non-Expansive 21-50 Low Expansive Very High 51 -90 Medium 91-130 High Greater Than 130 7.2.3 We recommend that guidelines presented in the 2013 CBC Section 1904 and ACI 318 Sections 4.2 and 4.3 be followed in determining the type of concrete to be used. Table 7.2.2 presents a summary of concrete requirements set fqrth by the CBC and ACI. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the I Project No. 0713542-08 - 8 - September 1, 2015 I I I I I I I I I I I I I I I I I I concentration. Based on the discussion above and during fine grading operations, additional soil sampling and testing should be performed on fill soils located near finish pad grade to evaluate water-soluble sulfate content. TABLE 7.2.2 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Water-Soluble ' Maximum Minimum Sulfate Exposure Sulfate Cement Water to Compressive Exposure Class Percent Type Cement Ratio Strength (psi) by Weight by Weight Negligible SO 0.00-0.10 -- -- 2,500 Moderate Si 0.10-0.20 II 0.50 4,000 Severe S2 0.20-2.00 V 0.45 4,500 Very Severe S3 >2.00 V+Pozzolan 0.45 4,500 orSlag 7.2.4 Geocon Incorporated does not practice in the field of corrosion engineering. Therefore, I further evaluation by a corrosion engineer may be needed if improvements that could be susceptible to corrosion are planned. I 7.3 Grading Recommendations I contained 7.3.1 Grading should be performed in accordance with the Recommended Grading Specifications the recommendations of conflict with this in Appendix A. Where Appendix A section of the report, the recommendations of this section take precedence. 7.3.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in I attendance. Special soil handling and the grading plans can be discussed at that time. 7.3.3 Grading should be performed in conjunction with the observation and compaction testing services of Geocon Incorporated. Fill soil should be observed on a full-time basis during placement and tested to check in-place dry density and moisture content. 7.3.4 Site preparation should begin with removal of all deleterious material and vegetation. The I depth of removal should be such that material exposed in cut areas or soil to be used for fill is relatively free of organic matter. Deleterious material generated during stripping and/or I site demolition should be exported from the site. I Project No. 07135-42-08 - 9 - September 1, 2015 I I I I I I I I I I 7.3.5 Areas to receive fill should be scarified to a depth of at least 12 inches, moisture conditioned as necessary, and compacted to at least 90 percent relative compaction prior to placing additional fill. In areas where proposed cuts into existing fills are less than I 12 inches, the resulting finish-grade soils should be scarified at least 12 inches, moisture conditioned as necessary, and compacted to at least 90 percent relative compaction. Near- surface soils may need to be processed to greater depths depending on the amount of drying or wetting that has occurred since initial sheet-grading operations. The actual extent I of remedial grading should be determined in the field by the geotechnical engineer or engineering geologist. Overly wet surficial soils, if encountered, will need to be removed to expose existing dense/very stiff, moist compacted fill, Santiago Formation, or Salto I Intrusive rock. The wet soils will require drying and/or mixing with drier soils to facilitate proper compaction. 7.3.6 After site preparation and removal of unsuitable soils as described above is performed, the site should then be brought to final stibgrade elevations with structural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill provided vegetation, debris and other deleterious matter are removed. Layers of fill should be no thicker than I will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of laboratory maximum thy density as determined by ASTM D 1557, at or slightly above optimum moisture content. I The project geotechnical engineer may consider fill materials below the recommended minimum moisture content unacceptable and may require additional moisture conditioning prior to placing additional fill. 7.3.7 Where practical and if select soil is available on-site, the upper three feet of building pads I and 12 inches in pavement areas should be composed of properly compacted fill or undisturbed formational very low to low (El 50) expansive soils. Medium expansive soils I (El 90) may also be used to achieve design grades. I 7.3.8 We anticipate that graded areas may result with Salto Intrusive rock near finish grade. The presence of hard rock may impact future development. We recommend hard rock be undercut to a depth of at least three feet below finish pad grade or one foot below deepest I foundation element, whichever is deeper. Also, consideration should be given to undercutting bedrock at least two feet below the deepest underground utility in I streets/driveways. Undercut areas should be replaced with compacted low expansive (El <50) soil fill, if available. As a minimum, fill should consist of medium expansive soil (El 90). I Project No. 07135-42-08 _10- September 1, 2015 I. 7.3.9 Excavations within the Santiago Formation may encounter high expansive (90 <El 130) materials. If encountered within three feet of design grade within the limits of planned surface improvements, consideration should be given to undercutting the high expansive soil at least three feet below design grades. The undercut should be performed as recommended in Section 7.3.10. 7.3.10 Undercuts (overexcavations) performed on hard rock or expansive soil materials should be undercut at a gradient of 1 percent toward the street or toward the deepest fill area to provide drainage for moisture migration along the contact between the native soil and compacted fill. 7.3.11 Rocks, concretions or irreducible material greater than six inches in maximum dimension should not be placed within three feet of finish grade in graded areas. Rocks greater than 12 inches in maximum dimension should not be placed within the upper five feet of finish grade and two feet below the deepest utility. Placement of the oversize rock should be performed in accordance with the recommendations in Appendix A. Some oversize rocks may need to be exported from the project due to limited fill volume. 7.3.12 We recommend that excavations be observed during grading by a representative of Geocon Incorporated to check that soil and geologic conditions do not differ significantly from those anticipated. 7.3.13 In order to maintain safety and the stability of adjacent improvements, it is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with the applicable OSHA rules and regulations. 7.3.14 Imported materials (if required) to achieve planned grading elevations, should consist of granular very low to low expansive soils (El <50). Prior to importing the material, samples from proposed borrow areas should be obtained and subjected to laboratory testing to evaluate if the material conforms to the recommended criteria. The import soil should be free of rock greater than six inches and construction debris. Laboratory testing typically takes up to four days to complete. The grading contractor needs to coordinate the laboratory testing into the schedule to provide sufficient time to allow for completion of testing prior to importing materials. - 7.4 Bulking and Shrinkage Factors 1 7.4.1 Estimates of embankment bulking and shrinkage factors are based on comparing laboratory compaction tests with the density of the material in its natural or compacted state. It should I Project No. 0713542-08 - 11- September 1, 2015 I be emphasized that the variations in natural soil density, as well as compacted fill densities, render shrinkage value estimates very approximate. As an example, the contractor can compact the fill soils to any relative compaction greater than 90 percent of the laboratory maximum dry density. Thus, the contractor has approximately a 10 percent range of control over the fill volume. Based on the findings of this study and experience on nearby or adjacent projects with similar soil conditions, the following embankment factors can be used as a basis for estimating how much the on-site soils may shrink or bulk when excavated from their present condition and placed as compacted fill. TABLE 7.4 Soil Unit Shrink/Bulk Factor Existing Compacted Fill N/A Santiago Formation 5 to 10 percent bulk Salto Intrusive Rock (slightly weathered to fresh) 15 to 20 percent bulk Slope Stability Slope stability analyses were previously performed on the 2:1 fill and cut slopes for the overall Quarry Creek development (see referenced update geotechnical report dated February 24, 2015). The deep-seated and surficial slope stability analyses where performed using the simplified Janbu analysis using average drained direct shear strength parameters I based on laboratory tests performed during our previous geotechnical investigation. The results of the analysis indicate that cut and fill slopes have a factor-of-safety of at least 1.5 against deep seated and surficial instability for the slope heights proposed. 7.5.2 No new significant slopes are planned for this phase of grading. We expect that interior fill I and cut slopes with inclinations of 2:1 (horizontal:vertical) or flatter and maximum heights of approximately three feet will be constructed during fine grading operations. The existing I and planned slopes at the project will possess a factor of safety greater than 1.5 against deep-seated and surficial failure. 7.5.3 The outer 15 feet (or a distance equal to the height of the slope, whichever is less) of fill slopes should be composed of properly compacted granular soil fill (El 90) to reduce the potential for surficial sloughing. 7.5.4 Fill slopes should be uniformly compacted to a dry density of at least 90 percent of the laboratory maximum dry density to the face of the finished slope. I Project No. 07135-42-08 -12- September 1, 2015 I I I I I I 7.5 Li 7.5.1 I I r Project No. 07135-42-08 - 13- I September 1, 2015 7.5.5 Slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. 7.6 Seismic Design Criteria 7.6.1 We used the computer program US. Seismic Design Maps, provided by the USGS. Table 7.6.1 summarizes site-specific design criteria obtained from the 2013 California Building Code (CBC; Based on the 2012 International Building Code [IBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 second. Structures founded on compacted fill with thickness of 10 feet or less should be designed using a Site Class C. Structures founded on fill soil with thickness greater than 10 feet should be designed using Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2013 CBC and Table 20.3-1 of ASCE 7-10. The values presented in Table 7.6.1 are for the risk-targeted maximum considered earthquake (MCER). Final site class recommendations for each building will be provided in our as-graded report at the completion of fine grading operations. TABLE 7.6.1 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Site Class 2013 CBC Reference Site Class C D Table 16 13.5.2 Spectral Response - Class B (0.2 sec), Ss 1.064 g 1.064 g Figure 1613.5(3) Spectral Response - Class B (1 sec), Si 0.412 g 0.412 g Figure 1613.5(4) Site Coefficient, Fa 1.000 1.074 Table 1613.5.3(1) Site Coefficient, F 1.388 1.588 Table 1613.5.3(2) Maximum Considered Earthquake 1.064g 1:143g Section 1613.5.3 Spectral Response Acceleration (0.2 sec), SMS (Eqn 16-36) Maximum Considered Earthquake 0.572 g 0.655 g Section 16 13.5.3 Spectral Response Acceleration (1 sec), SMI (Eqn 16-37) 5% Damped Design 0.7099 0.7629 Section 1613.5.4 Spectral Response Acceleration (0.2 sec), SDS (Eqn 16-38) 5% Damped Design 0.381g 0.436g Section 1613.5.4 Spectral Response Acceleration (1 sec), SDI (Eqn 16-39) I I I I I I I I I I I I 1 I I I 7.6.2 Table 7.6.2 presents additional seismic design parameters for projects located in Seismic Design Categories of C through D in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCE0). TABLE 7.6.2 2013 CBC SEISMIC DESIGN PARAMETERS Site Class Parameter ___________ ASCE 7-10 Reference C D Mapped MCEG 0.406 g 0.406 g Figure 22-7 Peak Ground Acceleration, PGA Site Coefficient, FPGA 1.000 1.094 Table 11.8-1 Site class Modified MCE0 0.406 g 0.444 g Section 11.8.3 (Eqn 11.8-1) Peak Ground Acceleration, PGAM 7.6.3 Conformance to the criteria for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. 7.7 Foundation and Concrete Slab-On-Grade Recommendations 7.7.1 The foundation recommendations that follow are for one- to three-story residential structures and are separated into categories dependent on the thickness and geometry of the underlying fill soils as well as the expansion index of the prevailing subgrade soils of a particular building pad (or lot). Categories for each building pad or lot will be provided after the completion of ultimate (fine) grading once fill thickness is known and expansion index testing has been performed on finish grade soils. TABLE 7.7.1 FOUNDATION CATEGORY CRITERIA Foundation Category Maximum Fill Thickness, T (feet) Differential Fill Thickness, D (feet) Expansion Index (El) I T<20 -- EI<50 II 20 <T <50 10 <D <20 50 <El <90 III T>50 D>20 90<EI<130 7.7.2 Table 7.7.2 presents minimum foundation and interior concrete slab design criteria for conventional foundation systems. Project No. 0713542-08 -14- September 1, 2015 I TABLE 7.7.2 CONVENTIONAL FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Minimum Footing Continuous Footing Interior Slab Category Embedment Depth Reinforcement Reinforcement (inches) I 12 Two No. 4 bars, 6x6-1 0/10 welded wire one top and one bottom mesh at slab mid-point II 18 Four No. 4 bars, No. 3 bars at 24 inches two top and two bottom on center, both directions III 24 Four No. 5 bars, No. 3 bars at 18 inches two top and two bottom on center, both directions 7.7.3 The embedment depths presented in Table 7.7.2 should be measured from the lowest adjacent pad grade for both interior and exterior footings. The conventional foundations should have a minimum width of 12 inches and 24 inches for continuous and isolated footings, respectively. A wall/column footing dimension detail is presented on Figure 4. I 7.7.4 The concrete slab-on-grade should be a minimum of 4 inches thick for Foundation Categories I and II and 5 inches thick for Foundation Category III. 7.7.5 Slabs that may receive moisture-sensitive floor coverings or may be used to store moisture- sensitive materials should be underlain by a vapor retarder. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (ACT) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACT 302.2R-06). In addition, the membrane should be installed in accordance with manufacturer's recommendations and ASTM requirements, and in a manner that prevents puncture. The project architect or developer should specify the vapor retarder based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. 7.7.6 The project foundation engineer, architect, and/or developer should determine the thickness of bedding sand below the slab. In general, 3 to 4 inches of sand bedding is typically used. Geocon should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. 7.7.7 The foundation design engineer should provide appropriate concrete mix design criteria and curing measures to assure proper curing of the slab by reducing the potential for rapid moisture loss and subsequent cracking and/or slab curl. The foundation design engineer should specify the concrete mix design and proper curing methods on the foundation plan. It Project No. 0713542-08 . - 15 - September 1, 2015 I I is critical that the foundation contractor understands and follows the recommendations presented on the foundation plan. I 7.7.8 As an alternative to the conventional foundation recommendations, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the I proposed structures. The 2013 CBC has updated the design requirements for post-tensioned foundation systems. The post-tensioned systems should be designed by a structural engineer I experienced in post-tensioned slab design and design criteria of the Post-Tensioning Institute (PTI), Third Edition, as required by the 2013 CBC (Section 1805.8). Although this procedure was developed for expansive soil conditions, we understand it can also be used to reduce the I potential for foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters presented in Table 7.7.3 for the particular I Foundation Category designated. The parameters presented in Table 7.7.3 are based on the guidelines presented in the P11, Third Edition design manual. TABLE 7.7.3 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PT!) Third Edition Design Parameters Foundation Category ii IM Thornthwaite Index -20 -20 -20 Equilibrium Suction 3.9 3.9 3.9 Edge Lift Moisture Variation Distance, em (feet) 5.3 5.1 4.9 Edge Lift, YM (inches) 0.61 1.10 1.58 Center Lift Moisture Variation Distance, e (feet) 9.0 9.0 9.0 Center Lift, YM (inches) 0.30 0.47 0.66 1 7.7.9 If the structural engineer proposes a post-tensioned foundation design method other than PTI, Third Edition: The criteria presented in Table 7.7.3 are still applicable. . Interior stiffener beams should be used for Foundation Categories II and ifi. The width of the perimeter foundations should be at least 12 inches. The perimeter footing embedment depths should be at least 12 inches, 18 inches I and 24 inches for foundation categories I, II, and III, respectively. The embedment depths should be measured from the lowest adjacent pad grade. I 7.7.10 The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. For moisture cut-off, we recommend the I Project No. 0713542-08 - 16- September 1, 2015 I El I I I I 1 1 perimeter foundation .have an embedment depth of at least 12 inches. If a post-tensioned mat f6undation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches that extends below the clean sand layer. 7.7.11 Our experience indicates post-tensioned slabs are susceptible to excessive edge lift, I regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. Current PTI I design procedures primarily address the potential center lift of slabs but, because of the plàcementof the reinforcing tendons in the top of the slab, the resulting eccentricity after tensioning reduces the ability of the system to mitigate edge lift. The structural engineer I should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. 7.7.12 During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints form between the footings/grade beams and the slab during the construction of the post-tension foundation system. 7.7.13 Footings proportioned as recommended above may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf). For foundations exceeding the minimum width and embedment presented in Sections 7.7.2 and 7.7.3, the soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 3,500 psf. The allowable bearing pressure is for dead plus live loads and may be increased by up to one-third when considering transient loading Such as those due to wind or seismic forces. 7.7.14 Estimated total and differential settlement of footings imposing the above bearing pressures and bearing on compacted fill is 1 inch and '/4 inch, respectively. Differential settlement is estimated to occur over a span of 40 feet. 7.7.15 We expect primary settlement of existing fills will essentially be completed prior to construction of structures. However, we estimate that additional settlement of the deeper fills across the southern half of property as a result of hydro-consolidation to be approximately 0.2 to 0.3 percent of the total fill thickness. We expect hydro-consolidation to occur over a 20 year or more duration. We estimate a total fill settlement as a result of hydro-consolidation to be 1- inch or less in areas where compacted fill exists. Project No. 07135-42-08 -17- September 1, 2015 I I 7.7.16 The foundation systems for the planned structures should be designed to accommodate the estimated total and differential settlement of the supporting fill soil due to imposed structural loading and hydro-compression. We estimate fill differential for static loading I and hydro-compression to be 1 inch over a span of 40 feet. I 7.7.17 Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations. The use of isolated footings, which are located I beyond the perimeter of the building and support structural elements connected to the building, are not recommended for Category III. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade I beams. 7.7.18 For Foundation Category III, consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed five feet in width, to the building foundation to reduce the potential for future separation to occur. 7.7.19 Special subgrade presaturation is not deemed necessary prior to placing concrete; however, the exposed foundation- and slab-subgrade soil should be moisture conditioned, as necessary, to maintain a moist condition as would be appropriate in any such concrete placement. 7.7.20 Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal:vertical), special foundations and/or design considerations are recommended• due to the tendency for lateral soil movement to occur. For fill slopes less than 20 feet high or cut slopes regardless of height, footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. For fill slopes greater than 20 feet high, foundations should be extended to a depth where the minimum horizontal distance is equal to 1113 (where H equals the vertical distance from the top of the fill slope to the base of the fill soil) with a minimum of 7 feet but need not exceed 40 feet. The horizontal distance is measured from the outer, deepest edge of the footing to the face of the slope. A post-tensioned slab and foundation system or mat foundation system can be used to help reduce potential foundation distress associated with slope creep and lateral fill extension. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry have been determined. If swimming pools are planned, Geocon Incorporated should be contacted for a review of specific site conditions. Project No. 07135-42-08 - 18- September 1, 2015 I I . Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the I adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional I recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. I . Although other improvements that are relatively rigid or brittle, such as concrete flatwork or masonry walls, may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures that would permit some lateral soil I movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. I 7.7.21 The exterior flatwork recommendations provided herein assumes that grading is performed as recommended above and that the near surface soils are very low to medium expansive I (El 90). Exterior slabs not subjected to vehicular traffic should be a minimum of four inches thick and reinforced with 6x6-W2.9/W2.9 (6 x 6-6/6) welded wire mesh. The mesh ' should be placed in the middle of the slab. Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper mesh placement. Prior to construction of slabs, the upper 12 inches of subgrade soils I should be moisture conditioned one to three percent above optimum moisture content and compacted to at least 90 percent of the laboratory maximum dry density per AS1'M 1557. 7.7.22 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with I varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions I may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. The occurrence may be reduced and/or controlled by: (1) limiting the slump of the concrete, 1 (2) proper concrete placement and curing, and by (3) the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 7.7.23 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 7.7.24 Foundation excavations should be observed by the geotechnical engineer (a representative I of Geocon Incorporated) prior to the placement of reinforcing steel and concrete to check that the exposed soil conditions are consistent with those anticipated and that footings have I Project No. 0713542-08 - 19- September 1, 2015 I been extended to appropriate bearing strata. If unanticipated soil conditions are encountered, foundation modifications may be required. I 7.8 Preliminary Flexible and Rigid Pavement Recommendations 7.8.1 The following preliminary pavement design sections are based on our experience with soil conditions within the surrounding area and laboratory test results performed during the overall Quarry Creek development. The proposed driveways/parking lots across the project will be privately maintained. The preliminary sections presented herein are for budgetary estimating purposes only and are not for construction. The final pavement sections will be provided after the fine grading operations are completed and, subgrade soils are sampled and laboratory resistance value (R-Value) testing is performed on the soil samples collected. 7.8.2 We calculated the flexible (asphalt concrete) and rigid (Portland cement) pavement sections in accordance with State of California, Department of Transportation (Caltrans) Highway Design Manual (Section 608.4) and procedure recommended by the American Concrete Institute report ACI 330R-08 Guide for Design and Construction of Concrete Parking Lots, respectively. In accordance with City of Carlsbad - Engineering Standards, private parking lots and driveways shall be designed in accordance with City standards for public streets. We used estimated Traffic Indices (Ti) of 4.5 and 5.0 for design of the private parking stalls and driveways. The project civil engineer and owner should review the pavement designations to determine appropriate locations for pavement thickness. 7.8.3 A rigid Portland cement concrete (PCC) pavement section should be placed in driveway entrance aprons and trash bin loading/storage areas. The concrete pad for the trash truck areas should be large enough such that the truck wheels will be positioned on the concrete during loading. 7.8.4 We used an estimated resistance value (R-Value) of 15 and 78 for subgrade soils and I aggregate base, respectively, in the flexible pavement calculations. We calculated the rigid pavement section using the parameters presented on Table 7.8.1: I I I Project No. 07135-42-08 - 20 - September 1, 2015 I I I U I I I I I I TABLE 7.8.1 RIGID PAVEMENT DESIGN PARAMETERS Design Parameter Design Value Modulus of subgrade reaction, k 100 pci Modulus of rupture for concrete, MR 500 psi Minimum Concrete Compressive Strength, f'c 3,200 psi Traffic Category, TC A and C Average daily truck traffic, ADU 10 and 100 7.8.5 The preliminary recommendations for flexible and rigid pavement sections are presented on Tables 7.8.2 and 7.8.3, respectively. TABLE 7.8.2 PRELIMINARY FLEXIBLE PAVEMENT SECTIONS Assumed Assumed Asphalt Class 2 Location Traffic Subgrade Concrete Aggregate Index* R-Value (inches) Base (inches) Private Parking Stalls 4.5 15 1 4.0 1 6.0 Private Driveways 5.0 1 15 1 4.0 1 6.0 *TI values are City of Carlsbad minimums and should be confirmed by the design team. TABLE 7.8.3 PRELIMINARY RIGID PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete (inches) Automobile Areas (TC=A, ADTT = 10) 5.5 Trash Truck Loading Area and Trash 7.5* Enclosures _(TC=C,ADTT = 100) * City of Carlsbad minimum. 7.8.6 Asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Greenbook). Class 2 aggregate base materials should conform to Section 26-1.02B of Caltrans or approved equivalent. 7.8.7 Prior to placing aggregate base materials or PCC slabs, the upper 12 inches of pavement subgrade soils should be scarified, moisture conditioned as necessary, and compacted to a dry density of at least 95 percent of the laboratory maximum dry density at to slightly above optimum moisture content in accordance with ASTM D 1557. Base course material Project No. 07135-42-08 September 1, 2015 I I I I I I I I U I I I should be moisture conditioned near to slightly above optimum moisture content and compacted to a dry density of at least 95 percent of the laboratory maximum dry density. I 7.8.8 Asphalt concrete pavement should be compacted to at least 95 percent of the laboratory Hveem density in accordance with ASTM D 2726. 7.8.9 A thickened edge or integral curb should be-constructed on the outside of concrete (PCC) I slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a minimum thickness of two inches, whichever results in a thicker edge, at the slab edge and taper back to the recommended slab thickness three feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). I 7.8.10 Loading aprons such as trash bin enclosures and loading docks should utilize Portland cement concrete as recommended in Table 7.8.3. The pavement should be reinforced with No. 3 steel reinforcing bars spaced 24 inches on center in both directions placed at the slab I midpoint. The concrete should extend out from the trash bin such that both the front and rear wheels of the trash truck will be located on reinforced concrete pavement when loading. I 7.8.11 To control the location and spread of concrete shrinkage cracks, crack-control joints be included in design (weakened plane joints) should the of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum I spacing of 15 feet (e.g., a 7-inch-thick slab would have a 15-foot spacing pattern) and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be I determined by the referenced ACI report. I 7.8.12 To provide load transfer between adjacent pavement slab sections, a butt-type construction joint should be constructed. The butt-type joint should be thickened by at least 20 percent I at the edge and taper back at least four feet from the face of the slab. The project structural engineer should be consulted to provide other alternative recommendations for load transfer (i.e., dowels). I 7.8.13 The performance of pavement is highly dependent on providing positive surface drainage I away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structures. Landscape areas adjacent to the edge I of asphalt pavements are not recommended due to the potential for surface or irrigation water to infiltrate the underlying permeable aggregate base and cause distress. Where such I Project No. 07135-42-08 -22- September 1, 2015 I a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base. If planter islands are planned, the perimeter curb should extend at least six inches below the level of the base materials. 7.9 Retaining Walls and Lateral Loads 7.9.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of 50 or less. Selective grading may be required to provide soil with an El of 50 or less for wall backfill. Geocon Incorporated should be consulted for additional recommendations if backfill materials have an Expansion Index greater than 50. 7.9.2 Where walls are restrained from movement at the top, an additional uniform pressure of 811 psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (soil total unit weight 130 pcf). 7.9.3 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 7.9.4 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. Project No. 0713542-08 -23- September 1, 2015 I I I I I I U U I I I I I I I 7.9.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (El <50) free-draining backfill material with no hydrostatic forces or imposed surcharge load. A typical retaining wall drainage detail is presented on Figure 5. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 7.9.6 In general, wall foundations having a minimum width and depth of one foot may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf). The allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 3,500 psf. If high expansive soils are located at finish grade, the wall footing should be extended at least 24 inches below low lowest adjacent grade. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 7.9.7 The structural engineer should determine the seismic design category for the project in accordance with Section 1613 of the CBC. If the project possesses a seismic design category of D, E, or F, retaining walls that support more than 6 feet of backfill should be I 7.9.8 I I J I designed with seismic lateral pressure in accordance with Section 18.3.5.12 of the 2013 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 21H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, calculated from ASCE 7-10 Section 11. 8.3 and applied a pseudo-static coefficient of 0.33. For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formation materials. The passive pressure assumes a horizontal 'surface extending away from the base of the wall at least five feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. 'Where walls are planned adjacent to and/or on descending slopes, a passive pressure of 150 pcf should be used in design. Project No. 07135-42-08 - 24 - September 1, 2015 I 7.9.9 An allowable friction coefficient of 0.35 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. 7.9.10 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of eight feet. In the event that walls higher than eight feet or other types of walls (i.e., MSE walls) are planned, Geocon Incorporated should be consilted for additional recommendations. 7.10 Slope Maintenance 7.10.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions which are both difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer three feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is, therefore, recom- mended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be noted that although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 7.11 Low Impact Development (Bioswales, Permeable Pavement) 7.11.1 Bio-retention basins, bioswales and bio-remediation areas should be designed by the project civil engineer and reviewed by Geocon Incorporated. Typically, bioswales consist of a surface layer of vegetation underlain by clean sand. A subdrain should be provided beneath the sand layer. Prior to discharging into the storm drain pipe, a seepage cutoff wall should be constructed at the interface between the subdrain and storm drain pipe. The concrete cut-off wall should extend at least 6-inches beyond the perimeter of the gravel- packed subdrain system. I I Project No. 07135-42-08 - 25 - September 1, 2015 1 71 I I I 1 I I I I I I I I 1 I I I I 7.11.2 The landscape ° architect should be consulted to provide the appropriate plant recommendations for use with LID systems. If drought resistant plants are not used, irrigation may be required 7.11.3 To minimize adverse impacts to existing or planned improvements, we recommend that the I LID systems be provided with a waterproof liner to prevent water infiltration and saturation of the fill soils. This recommendation is intended to reduce potential negative impacts to surface improvements due to water infiltration. Downstream properties may be subjected to I seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. Saturating compacted fills typically results in I induced hydraulic settlement of the fills potentially impacting adjacent surface improvements supported by the fill. Bioswale systems when located adjacent to pavements I often enable water to migrate beneath pavements saturating subgrade soils and aggregate base, which can lead to premature pavement distress. Also, water may enter underground utility pipe zones and impact improvements down gradient from the site. I 7.11.4 As plans progress and construction details for LID systems are available for our review, we I can provide recommendations specific to LID systems planned for the site. Temporary detention basins in areas where improvements have not been constructed do not need to be I lined. 7.12 Site Drainage and Moisture Protection 1 7.12.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond I adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2013 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into I swales or other controlled drainage devices. Roof and pavement drainage should be into conduits that carry runoff away from the proposed structure. I directed 7.12.2 In the case of basement walls or building walls retaining landscaping areas, a water- proofing system should be used on the wall and Joints, and a Miradram drainage panel (or similar) should be placed over the waterproofing. The project architect or civil engineer should provide detailed specifications on the plans for all waterproofing and drainage. 7.12.3 Underground utilities should be leak free. Utility and irrigation lines should be checked I periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil I Project No. 0713542-08 -26- September 1, 2015 I movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. 7.12.4 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. We recommend that subdrains to collect excess irrigation water and transmit it to drainage structures or impervious above-grade planter boxes be used. In addition, where landscaping is planned adjacent to the pavement, we recommend construction of a cutoff wall along the edge of the pavement that extends at least six inches below the bottom of the base material. 7.13 Precise Grading and Foundation Plan Review 7.13.1 Geocon Incorporated should review the precise grading and foundation plans prior to final City submittal/approval to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. I I I I I I I I Project No. 0713542-08 -27 - 1 September 1, 2015 I I I I I I I I I 2 I I I 4 I I I I LIMITATIONS AND UNIFORMITY OF CONDITIONS I I I I I I The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The fin1ings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriatç standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 07135-42-08 September 1, 2015 I THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH, SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS NOT INTENDED FOR CLIENTS USE OR RELIANCE AND SHALL NOT BE REPRODUCED BY CLIENT. CLIENT SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS GEOCON FROM ANY LIABILITY INCURRED AS A RESULT OF SUCH USE OR RELIANCE BY CLIENT. NO SCALE VICINITY MAP GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL • MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM / AML DSKIGTYPD QUARRY CREEK PA R-1 CARLSBAD, CALIFORNIA DATE 09-01 -2015 PROJECT NO. 07135 - 42 - 08 1 FIG. 1 PIotted09l0uI2015 341PM I ByALVlN LADRILLONO I File Location Y\PROJECTS\07135-42-08 (Quarry Creek - R1)tDETAlLS\07135-42-08 Vic Map.Kog &0 "Wi 'I MY - - - --. - - - - - - - - - I mass .U.U.U.UUUU.UmU.U.U.UUUUU.UUURmRUUUUUUUUUUUUUUUUUIUUUUUUUU1 UU URRU RUU U. UUU.0 U..... U..... MEN ......U... .UUUUUURURUUUUUUUUUUUUURUUUUU won ..::....U.......U....u.U...u....U.....a.UU..UUU*UUUrRURUUUUU U.UUUU.UUUUUUNUUUUUU*UIN MENNEN UU...UUUUUUUNUUUURUUU No no .UUUUUUUUUUUR. on UR• URN _ U U RRU H M1 M 0 on H _______MEMO .. ::. • UU U.- • NUUIiU UUUNUU UUUUUUUU U U • U N : RU RU•U IF.: N U :NII!i::: RU UN IIII U Nmom m :: UNUUURUR UUUUU• UU rirHl: RUUURUUU :. R UN UN•UUUUURUURRUUUU!! 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ACCORDANCE WITH ACI 00 LL 44, WIDTH CONCRETE SLAB 4 4 -. . . .• V ......- - . - - -. -. ..........--4 Jq 44 44 •a 4 4 5 444 \ 24 / 44.4 4 4 4e/ SAND AND VAPOR / 4 RETARDERIN . d. . . .--:-- ACCORDANCE WITH ACI jdl I—. - -.......- ....0 - ;.4 ----- 0 0 U. 4 ' 4 - : - - 4 .4 c(c$4 FOOTING WIDTH* *SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCON INCORPORATED. <02), GEOTECHNICALU ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM / AML DSKIGTYPD QUARRY CREEK PA R-1 CARLSBAD, CALIFORNIA DATE 09-01 -2015 1 PROJECT NO. 07135 - 42 - 08 1 FIG.4 PIotted:09I012015 3:40PM I By-ALVIN LADRILLONO I File Lo ion:Y1PROJECTS07I35-42-08 (Quarry Creek. Rl(\DETAlLSyWalkCoIwne Footing Dimonnmen Dela (COLFOO12)4ug CONCRETE PROPOSED BROWDITCH RETAINING WALL WATER PROOFING - PER ARCHITECT H 2/3 H GROUND SURFACE \"[FOoTIwG GROUND SURFACE 6 FPROPERLY PACTEDCKFILL /''-.._TEMPORARYBACKCUT PER OSHA MIRAFI 140N FILTER FABRIC (OR EQUIVALENT) OPEN GRADED I 1"MAX.AGGREGATE LL 1. 4" DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO APPROVED OUTLET 12" CONCRETE BROWDITCH RETAINING WALL -.. 2/3 H GROUND SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL - (MIRADRAIN 6000 OR EQUIVALENT) 12"- 3/4" CRUSHED ROCK / (1 CU.FTJFT.) 77, ,- FILTER FABRIC i/ ENVELOPE MIRAFI 140N OR : EQUIVALENT 4" DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET CONCRETE BROWDITCH RETAINING WALL 2/3 H GROUND SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL (MIRADRAIN 6000 OR EQUIVALENT) 4 DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET PROPOSED FOOTING PROPOSED NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE I I TYPICAL RETAINING WALL DRAIN DETAIL I GEOCON INCORPORATED. / GEOTECHNICALU ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM I AML DSKIGTYPD QUARRY CREEK PA R-1 CARLSBAD, CALIFORNIA DATE 09-01 -2015 1 PROJECT NO. 07135-42-08 FIG. 5 Pletted:09101/2015 341PM I 8yALVIN LADRILLONO I File Leeeilen:Y1.PROJECTS\07135.42.08 locarry Creek - RII\DETAILS\Typical Retaining Wail Drainage Detail (RWDD7A).cMg 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I APPENDIX A. RECOMMENDED GRADING SPECIFICATIONS FOR QUARRY CREEK PLANNING AREA R-1 CARLSBAD, CALIFORNIA PROJECT NO. 07135-42-08 I I I I I I I I I I . RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained I in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. I 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for I substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial I conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. I 1.3 It shall be the sole responsibility of the, Contractor to provide adequate equipment and in methods to accomplish the work accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the I - Consultant, unsatisfactory conditions such as questionable 'soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the I work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. I 2. DEFINITIONS I 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading I performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer I or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. I 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. I GI rev. 07/2015 I I 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, I , who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. I 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 1/4 inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than U 12 inches. I 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as I material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 of the rock fill percent quantity. I 3.2 Material of a..perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 I GI rev. 07/2015 I I and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect I the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the I suspected materials are not hazardous as defined by applicable laws and regulations. I 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil I layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. I 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where I appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the I Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition I 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of I complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried I logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1 '/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to I provide suitable fill materials. I 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by I Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. I I GI rev. 07/2015 I 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL I Finish Grade I Ground I Finish Slope Surface I Remove All Unsuitable Material As Recommended By Consultant Slope To Be Such That Sloughing Or Sliding Does Not Occur I rS Note 1 See Note 2 INo Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit I complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material I and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and c6nfiguration of the key may be modified as approved by the Consultant. I I 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in I Section 6 of these specifications. I GI rev. 07/2015 I I I I 1 I I 5. COMPACTION EQUIPMENT I 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumati-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 I I I I I I I I I I I I I I I 6.1.6 Where practical, soils having an Expansion-Index greater than 50 should be placed I at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the i material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To I achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered I preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a I .heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least I twice. I 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: I 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured I 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. I . 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock I fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension iliall be evaluated during grading as specific cases arise and I shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow I for passage of compaction equipment. I 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be I filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an .I "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. I . GI rev. 07/2015 I . I 6.2.5 Windrows should generally be parallel to each other and may be placed either I parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center I with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. I 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the I windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 I percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic I pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. I 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently I placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying I water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory I roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in I Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. I 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required I minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly I compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes I required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection I GI rev. 07/2015 I I variation with number of passes. The required number of passes of the compaction I equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case I will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to I observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. - 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, I in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be I required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil I fill material, a, 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The I gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the I Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. I 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. I 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture I systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with I seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. I I I GI rev. 07/2015 I I I I I I I I I I I I I I I I I I I I TYPICAL CANYON DRAIN DETAIL NATURAL GROUND - - - - - ALLUVIUM AND COLLLMUM RENKNAL BEDROCK SEE DETAIl. BELOW NOTE FINAL 20 OF PIPE ATOUTLET SHALL BE NON-PERFORATED. 8 DIA. PERFORATED SUODRAIN PIPE 9 CUBIC FEET! FOOT OF OPEN GRADED GRAVEL SURROUNDED BY UIRAF1,14ONC (OR EQUIVALENT) FILTER FABRIC NOTES: 1------B-INCH DIAMETER, SCHEDULE 80 PVC PERFORA1ED PIPE FOR FILLS IN EXCESS OF 100-FEET IN DEPTH OR A PIPE LENGTH OF LONGER THAN500 FEET. 2.......-INCH DIAMETER. SCHEDULE 46 PVC PERFORATED PIPE FOR FILLS LESS THAN 100-FEET IN DEPTH OR A PIPE LENGTH SHORTER THAN 500 FEET. NO SCALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. GI rev. 07/2015 SEE I I DETAILI' 1- i MIN. SEESEE NOTE 2 FORMATIONAL MATERIAL E NOTES: TYPICAL STABILITY FILL DETAIL 1.....EXCAVATE BACKCUT AT 1:1 INCLINATION (UNLESS OTHERWISE NOTED 2.....BASE OF STABILITY FILL TO BE 3 FEET INTO FORMATIONAL MATERIAL SLOPING A MINIMUM 5% INTO SLOPE. 3.....S'TABIUTY FILL TO BE COMPOSED OF PROPERLY COMPACTED GRANULAR SOIL 4.....C4iIMNEY DRAINS TO BE APPROVED PREFABRICATED CHIMNEY DRAIN PANELS (MIRADR,JN G20DR OR EQUIVALENT) SPACED APPROXIMATELY 20 FEET CENTER TO CENTER AND 4 FEET WIDE. CLOSER SPACING MAY BE REQUIRED IF SEEPAGE IS ENCOUNTERED. 5.....FILTER MATERIAL TO BE 3/4-INCH, OPEN-GRADED CRUSHED ROCK ENCLOSED IN APPROVED FILTER FABRIC (MIRAF1 140NC). 6.....COU.ECTOR PIPE TO BE 4-INCH MINIMUM DIAMETER, PERFORATED, THICK-WALLED PVC SCHEDULE 40 OR EQUIVALENT, AND SLOPED TO DRAIN AT 1 PERCENT MINIMUM TO APPROVED OUTLET. I NO SCALE I I 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. I I GI rev. 07/2015 I I I I I I I I I I I I I I I I I I I I I I I I 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW NO SCALE SIDE VIEW MIK ctrr.OFFwALL, SOLID SUBORAIN PIPE PERFORATED SUBDRN I GMIM MP) NO SCALE 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 I- TYPICAL HEADWALL DETAIL FRONT VIEW ir ir ;s d•• ••'.'•• •• I? ••'•4 NO SCALE SIDE VIEW NOTE: HEADWALL SHOULD OUTLET AT TOE OF FILL SLOPE NO SCALE OR INTO CONTROLLED SURFACE DRAINAGE 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. I 8.3 I I 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 I 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and I Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density I Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test: - 9. PROTECTION OF WORK I 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be I controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until ' such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the I Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further I excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS I 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot I horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan I of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. I 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report I should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance I with the Specifications or approved changes to the Specifications. I GI rev. 07/2015 LIST OF REFERENCES Boore, D. M., and G. M Atkinson (2006), Boore-Atkinson NGA Ground Motion Relations for the Geometric Mean Horizontal Component of Peak and Spectral Ground Motion Parameters, Report Number PEER 2007/0 1, May 2007. Chiou, Brian S. J., and Robert R. Youngs, A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthquake Spectra, Spring 2008. California Geological Survey, Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). 10% probability of being exceeded in 50 years. (http://redirect.conservation.ca.gov/cgs/rghm/pshamap/pshamain.html). Campbell, K. W., and Y. Bozorgnia, NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Preprint of version submitted for publication in the NGA Special Volume of Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. Risk Engineering, EZ-FRISK (version 7.65). USGS computer program, Seismic Hazard Curves and Uniform Hazard Response Spectra (version 5.1.0, dated February 2, 2011), http://earthquake.usgs.gov/researchlhazmaps/design/. Kennedy, M. P. and S. S. Tan, 2005, Geologic Map of the Oceanside 30`x60' Quadrangle, California, USGS Regional Map Series Map No. 2, Scale 1:100,000. Unpublished reports, aerial photographs, and maps on file with Geocon Incorporated. Final Report of Testing and Observation Services During Site Grading, Quarry Creek, Carlsbad, California, prepared by Geocon Incorporated, dated April 4, 2013 (Project No. 07135-42-02). Project No. 07135-42-08 September 1, 2015 wil r tcj 4 4 Lij E BRL~TETM MEETS AWWA 0900 ,~,009E~~ JMagIe Building essentials for a better tomorrow' I I I I I I I I I I I I I I I I BLUE BRUTE TM PVC C.I.O.D. Distribution Pipe DR 25/DR18/DR14 Pressure Class 165, 235 and 305 psi Ring-TiteTM Joints 4"-12" U I I wall 9 no] amill I CONTENTS (9r PRODUCT DESCRIPTION ........................2 02 SURGE DESIGN ...............................5 I ll~ SHORT FORM SPECIFICATION ....................6 0-)~'14 DIMENSIONS AND WEIGHTS .....................8 1 Gj~ll 11 FLOW/FRICTION CHARTS .......................9 2\ : DEFLECTION CHART ..........................14 =J \} 72 / SHORT FORM INSTALLATION GUIDE/WARNING .....15 WARRANTY ..................................16 I I I I I I I I I I I I I PRODUCT DESCRIPTION AWWA C900 BLUE BRUTE T" I FOR USE IN DISTRIBUTION, MUNICIPAL WATER SYSTEMS AND OTHER SERVICES DESCRIPTION JM Eagle's Blue Brute" pipe, produced in blue or white, conforms to the AWWA C900 specification, with gaskets meeting ASTM F477 and joints in compliance with ASTM D3139. Blue Brute" water pipe has the long-term hydro- static strength to meet the high safety requirements commonly needed by municipal water systems. This pipe conforms to AWWA C900-07 Pressure Class 165 psi (DR 25), 235 psi (DR 18), 305 psi (DR 14); for sizes 4"-12" in diameter. LONG LAYING LENGTHS The standard laying length of Blue Brute" PVC pipe is 20 feet. This means that more ground can be covered during installation while eliminating the cost of unnec- essary joints. LISTING STANDARDS ANSI/NSF STANDARD 61, UL 1285, FM APPROVAL See Short Form Specification. APPLICATIONS These products are typically used for distribution pipelines of potable water. However, this pipe may be used for grav- ity sewer, force main, and water reclamation projects. PURPLE RECLAIM AND GREEN SEWER FORCE MAIN JM Eagle" also manufactures this pipe in purple, spe- cifically for reclaimed water systems and green for sewer force main applications. This pipe is made to the same requirements as our standard products. The only difference is that the pigment used is purple or green. These products will not be marked with UL or NSF list- ing marks. Additionally, the purple pipe will be marked: "Reclaimed Water... Do Not Drink" and the green pipe will be marked "Forced Sewer." * For lengths of 14 feet, Non-Hydrotested DR 18 Sewer Pipe is available upon request. QUALITY CONTROL Without exception, each length of pipe is hydrostati- cally tested and subject to inspection by our quality control inspectors throughout every step of the manu- facturing process. JM Eagle's Quality Management System is ISO 9001:2000 registered.* Copies of the registration certificates are available on our website at www.jmeagle.com. * JM Eagle' is in the process of obtaining the ISO 9001-2000 registration of Quality Management System for all locations. I I I I I I I I I I I I I 2 BLUE BRUTE I I I I I I 1 I I I I I 1 I I I CORROSION RESISTANCE B-ue Brute" PVC pipe is unaffected by electrolytic or galvanic corrosion, or any known corrosi ve soil or water conditions. You don't have to worry about tubecuIaticn, or the need for costly lining, wrapping, coating, or cathodic protection. FLOW CAPACITY This PVC water pipe has a smooth interior that stays smooth over long years of service with virtually no loss in carrying capacity. Its coefficient of flow is C = 150 (Hazen & Williams) the best available in common use water sys- tems. This capacity often allows savings in pumping costs as well as savings on the size of pipe required. SAVE IN HANDLING COSTS Sue Brute" PVC pipe is designed for installed-cost say- ins. Most sizes can be handled manually, so there is no need for cos--.1y installation equipment. Use the backhoe fcr excavating and backfilling only. Dig more trench, lay pipe faster, and save more in cost per foot installed. ELD CUTTING AND BEVELING B ue Brute' pipe can be field cut with a power saw or ordi- nary handsaw. This eliminates the need to invest in costly cutting equipment. The pipe car also be beveled without the use of any expensive or corn licated machinery. LIGHT WEIGHT A 20 foot length of 8" DR 18 Blue Brute' water pipe weighs approximately 184 pounds. Installers prefer it because it goes into the ground quickly - thus saving on installation costs. SERVICE LIFE Because it is nonmetallic, the pipe does not lose strength due to either potable water corrosion or external gal- vanic soil conditions. INSTALLATION This product should be installed in accordance with JM Eagle"' Publication JME-03B, "Blue Brute', Big Blue"' and Ultra Blue"' (C900/C905/C909) Installation Guide" and "Pressure Pipe Tapping Guide." BLUE BRUTE 3 I I PRODUCT DESCRIPTION AWWA C900 BLUE BRUTE TM I (CONTINUED) I I I CAST IRON O.D. Available in 4", 6", 8", 10", and 12" trade sizes, this pipe can be connected directly into cast/ductile iron fittings and pipe. Connections to products with other O.D. regimens can be done using commonly available adapters or transition gaskets. Dimensions should be checked for use with butterfly valves. RING-TITE JOINT Rieberl sealing ring provides tight, flexible seal. Spigot pipe ends are supplied from the factory with bevels. ___-_--,v- -- ------ - ---- oe U FRELM110M RING-TITET JOINTS WITH LOCKED-IN GASKETS JM Eagle's Ring-Tite" joint can be assembled quickly. Seated in a deep groove, the flexible elastomeric Rieber® gasket provides a tight seal that protects the I line from shock, vibration, earth movement and com- pensates for expansion and contraction of pipe lengths. There's no field mixing or application of cement. It's a I simple push-together joint that remains tight under normal operating conditions. I The factory installed Rieber® gaskets provide a tight, flexible seal that resists rolling during installation. Special gasket types are available for use with certain I chemical and petroleum products. Spigot pipe ends are supplied from the factory with bevels. The bell is an integral part of the pipe length with the same I strength. Joints meet or exceed ASTM D3139 for joint tightness, including a 22 in. Hg vacuum for one hour, under deflection with no leakage. I Note: Other types of gaskets may be provided. JM Eagle is in the process of converting all gasketed products to the Rieber ring gasket. Reber" is a registered trademark of TI Specialty Polymer I Products Inc. The bell is an integral part of the pipe length with the same strength. ACCESSORIES JM Eagle's Blue Brute"' PVC pipe is compatible with all the items required for smooth installation of distribu- tion pipelines. 4 BLUE BRUTE I I I I I I I I I I I I I I I I SURGE DESIGN It is important to note that for the same conditions of interrupted flow, the surge pressures generated in pipe with high tensile moduli will be greater than the surges in low moduli (PVC) pipe of similar dimensions. As the modulus of tensile elasticity for a piping material increases, the resultant pressure surge, or "water hammer", caused by a change in flow velocity also increases. For example, an instantaneous 2 fps (0.6 mps) flow velocity change in an 8" water main will create surge pressures as shown in Table I for different pipe materials. For all system designs, surge pressures should be examined with the pipe material in use. TABLE 1 PRESSURE SURGES IN 8 IN. WATER MAIN In Response to 2 fps (0.6 mps) Instantaneous Flow Velocity Change. PRESSURE.SURGE PSI kla Class 50 DI Pipe 100.0 689 Class 150 AC Pipe 88.7 611 165 psi (DR 25) PVC Pipe 29.4 202 Pressure surges in PVC pipe of different dimension ratios in response to a 1 fps (0.3 mps) instantaneous flow velocity change are shown in Table 2. TABLE 2 DESIGN TABLE FOR PVC PIPE-PRESSURE SURGE VS. DIMENSION RATIO In Response to 1 fps (0.3 mps) Instantaneous Flow Velocity Change. PRESUTSURGE DIMENSIONIRATIO - ---- psi Pa 14 19.8 137 18 17.4 120 25 14.7 101 BLUE BRUTE 5 I SHORT FORM SPECIFICATION AWWA 0900 BLUE BRUTE TM SCOPE This specification designates general requirements for 4" through 12" C.l.O.D.'s pipe produced in blue or white unplasticized polyvinyl chloride (PVC) plastic pressure pipe with integral bell and spigot joints for the conveyance of water and other fluids. This pipe shall meet the require- ments of AWWA Standard C900, "Polyvinyl Chloride (PVC) Water Distribution Pipe." MATERIALS All pipe shall be made from quality PVC resin, compounded to provide physical and mechanical properties that equal or exceed cell class 12454 as defined in ASTM D1784. HYDROSTATIC PROOF TESTING Each standard length of pipe is tested up to 400 psi for Pressure Class 165; 600 psi for Pressure Class 235; 800 psi for Pressure Class 305 for a minimum of 5 seconds. The integral bell shall be tested with the pipe. STANDARD LAYING LENGTHS Standard laying lengths are 20 feet for all sizes. Other lengths of 14 feet, Non-Hydrotested pipe is available upon request. PIPE Where specified as such, all pipe shall be suitable for use as pressure conduit. Provisions must be made for expansion and contraction at each joint with an elasto- meric gasket. The bell shall consist of an integral wall section with a factory installed, solid cross section Rieber® or other elastomeric gasket, which meets the requirements of ASTM F477. The bell section shall be designed to be at least as hydrostatically strong as the pipe barrel and meet the requirements of AWWA C900. The joint design shall meet the requirements of ASTM D3139 under both pressure and 22 in. Hg vacuum. Sizes and dimensions shall be as shown in this specification. Pipe installation and usage shall be in compliance with JM Eagle" Publication JME-03B, "Blue Brute", Big Blue"' and Ultra Blue" C900/C905/C909 Installation Guide" and Uni-Bell® Publication UNI-PUB-08-07, "Tapping Guide for PVC Pressure Pipe." QUICK BURST TEST Randomly selected samples tested in accordance with AWWA C900 and UL 1285 shall withstand, without failure, the pressures listed below when applied for 60-70 seconds. I PRESSURE CLASS (psi) MINIMUM DR BURST PRESSURE AT ,, 73"F (psi) EM J612 _i. 100 165 535 18 150 235 755 14 200 305 985 DROP IMPACT TEST Pipe shall withstand, without failure using Tup "B" and Flat Rate Holder "B", at 73 F, a tup impact energy of 100 ft-Ibf for all Pressure Class of 4" - 12" trade sizes. There shall be no visible evidence of shattering or splitting when the energy is imposed. I [I I I I I I I I I I I I 6 BLUE BRUTE TESTING REQUIREMENTS PER AWWA C900 350 500 650 20 min 20 mm 20 mm 40% of OD 40% of OD 40% of OD between between between the plates the plates the plates within 2-5 mm within 2-5 mm within 2-5 mm 330 470 610 TYPICAL PHYSICAL AND CHEMICAL PROPERTIES Fiber Hoop Stress at 73 F Minimum Short Term Bursting Strength (psi) 6400 D1599 1,000 Hour Strength (psi) min 4200 D1598 Working Pressure Rating 73 F (% of rating at 73 F) 100% 80 F(% of rating at 73 F) 88% 100 F (% of rating at 73 F) 62% Chemical Resistance at 73 F Acids Excellent Salts - Bases Excellent Physical Properties of Compound Std. Test Specimens Minimum Tensile Strength (psi) at 73 F 7000 0638 Thermal Expansion 2" (in1100ft/50 F Change) Fire Resistance Self Extinguishing Flame Spread 10 El 62 Smoke Development 330 EM Coefficient of Flow C--150 Hazen & Williams Mannings N Value N=0.009 BLUE BRUTE 7 I I I I I I I I I I I I I I 1 I 7jL DIMENSIONS AND WEIGHTS SUBMITTAL AND DATA SHEET 1r[9iri 4.80 4.39 0.192 5.25 5.57 1.9 6.90 6.31 0.276 6.40 8.00 3.9 9.05 11.10 8.28 10.16 0.362 0.444 7.05 8.20 10.50 12.88 6.7 10.1 I 1!) ] I 7 13.20 12.08 0.528 8.80 15.31 14.4 t9 ] 4.80 4.23 0.267 5.25 5.87 2.6 I ® ] 6.90 6.09 0.383 6.40 8.43 5.3 9.05 11.10 7.98 9.79 0.503 0.617 7.05 8.20 11.06 13.57 9.2 13.9 F 1 [ 1 13.20 11.65 0.733 8.80 16.13 19.7 4.80 4.07 0.343 5.25 6.17 3.2 6.90 5.86 0.493 6.40 8.87 6.7 I J 7 9.05 11.10 7.68 9.42 0.646 0.793 7.05 8.20 11.63 14.27 11.6 17.6 7 ] 13.20 11.20 0.943 8.80 16.97 25.1 Consult JM Eagle" for CSA and other listing availability prior to shipment. Note: *FM Approvals Pressure Class 150 psi for DR 18 and 200 psi for DR 14. T/ Assembly mark Ell I.D. Inside Dameter 09: Bell Outside Diameter O.D. : Outside Diameter E: Distance between Assembly Mark to the end of spigot. T. : Wall Thickness BLUE BRUTE I 1 I I I I I I I I I I I I I 18 I I BLUE BRUTE 9 I FLOW/FRICTION CHARTS FLOW/FRICTION LOSS, BLUE BRUTE" PVC PIPE 4" C.I.O.D. (AWWA 0900) ACTUAL O.D. 4.80 INCH P. ~R-E S S ~.R.R.RD ~O'= ~ I R R E S S UR, E! R 0 P E 1 1 0 JW 10C EL ~Jn j =111LPASM-12a~ Mpswloo? 0.424 0.008 0.456 0.010 0.493 0.012 0.530 0.012 0.570 0.015 0.616 0.018 0.636 0.017 0.684 0.021 0.739 0.025 0.742 0.023 0.798 0.028 0.863 0.033 0.847 0.029 0.912 0.035 0.986 0.043 0.953 0.037 1.026 0.044 1.109 0.053 1.059 0.045 1.140 0.053 1.232 0.064 1.271 0.062 1.368 0.075 1.479 0.090 1.483 0.083 1.597 0.099 1.725 0.120 1.589 0.094 1.711 0.113 1.849 0.136 1.695 0.106 1.825 0.127 1.972 0.154 1.907 0.132 2.053 0.158 2.218 0.191 2.119 0.161 2.281 0.192 2.465 0.232 2.648 0.243 2.851 0.291 3.081 0.351 3.178 0.341 3.421 0.408 3.697 0.492 3.708 0.453 3.991 0.542 4.313 0.655 4.237 0.580 4.562 0.694 4.930 0.839 5.297 0.877 5.702 1.050 6.162 1.268 6.356 1.230 6.842 1.471 7.394 1.777 7.415 1.636 7.983 1.957 8.627 2.364 8.475 2.095 9.123 2.506 9.859 3.027 9.534 2.606 10.264 3.117 11.092 3.765 10.593 3.167 11.404 3.789 12.324 4.576 12.712 4.439 13.685 5.311 14.789 6.415 14.831 5.906 15.965 7.066 17.254 8.534 Based on calculation methods and design tables set forth by the Uni-Bell® PVC Pipe Association, Handbook of PVC Pipe Design and Construction." I I I I I I I I I I I I I I I I 6" I FLOW/FRICTION FLOW/FRICTION CHARTS (CONTINUED) LOSS, BLUE BRUTE" PVC PIPE C.l.O.D. (AWWA C900) ACTUAL O.D. 6.90 INCH - ':i'1fl1 I 0.513 0.008 0.552 0.009 0.596 0.011 I .1 0.615 0.011 0.662 0.013 0.716 0.015 I 0.718 0.014 0.772 0.017 0.835 0.021 0.769 0.016 0.827 0.019 0.895 0.023 0.820 0.018 0.882 0.022 0.954 0.026 0.923 0.023 0.993 0.027 1.073 0.033 1.025 0.027 1.103 0.033 1.193 0.040 1.282 0.042 1.379 0.050 1.491 0.060 I 1.538 0.058 1.655 0.070 1.789 0.084 1.794 0.078 1.930 0.093 2.087 0.112 2.051 0.099 2.206 0.119 2.385 0.143 2.563 0.150 2.758 0.179 2.982 0.217 I csu 3.076 0.210 3.309 0.251 3.578 0.304 cs 3.589 0.280 3.861 0.334 4.175 0.404 I 4.101 0.358 4.412 0.428 4.771 0.518 'I 4.614 0.446 4.964 0.533 5.367 0.644 II 5.126 0.542 5.516 0.647 5.964 0.783 I 6.152 0.759 6.619 0.907 7.156 1.097 7.177 1.010 7.722 1.207 8.349 1.460 I LsisiI 8.202 1.294 10.253 1.956 8.825 11.031 1.546 2.337 9.542 11.927 1.869 2.826 Based on calculation methods and design tables set forth by the Uni-Bell® PVC Pipe Association, 'Handbook of PVC Pipe Design and Construction." I 1 10 BLUE BRUTE I I FLOW/FRICTION LOSS, BLUE BRUTE" PVC PIPE 8" C.I.O.D. (AVVWA C900) ACTUAL O.D. 9.05 INCH (GAL/MIN)!RaO !~UT R-E'M .1if,10 I ~=IANP"-S"Al TiII 0.596 0.007 0.641 0.009 0.693 0.011 FJ. 0.745 0.011 0.802 0.013 0.866 0.016 I' 0.894 0.016 0.962 0.019 1.040 0.022 1.192 0.027 1.283 0.032 1.386 0.038 s 1.490 0.040 1.604 0.048 1.733 0.058 csIs 1.788 0.056 1.924 0.067 2.079 0.081 2.086 0.075 2.245 0.089 2.426 0.108 2.384 0.096 2.566 0.115 2.772 0.138 2.682 0.119 2.887 0.142 3.119 0.172 2.980 0.145 3.207 0.173 . 3.466 0.209 iIt 3.576 0.203 3.849 0.243 4.159 0.293 'LsI, 4.172 0.270 4.490 0.323 4.852 0.390 4.768 0.346 5.132 0.413 5.545 0.499 [sl,Is 5.960 0.523 6.415 0.625 6.931 0.754 FIS 7.152 0.732 7.698 0.876 8.317 1.057 f[sIs 8.344 0.975 8.981 1.165 9.704 1.407 9.536 1.248 10.264 1.492 11.090 1.802 11.920 1.887 12.829 2.256 13.862 2.724 Based on calculation methods and design tables set forth by the Uni-Bell® PVC Pipe Association, "Handbook of PVC Pipe Design and Construction." BLUE BRUTE 11 I I 1 I I I I I I I 1 I 1 I I I FLOW/FRICTION CHARTS (CONTINUED) I FLOW/FRICTION LOSS, BLUE BRUTE' PVC PIPE I 10" C.I.O.D. (AWWA C900) ACTUALO.D. 11.10 INCH S " PAi __ ___ 0.693 0.008 0.746 0.009 0.807 0.011 I .sI'I 0.792 0.010 0.853 0.012 0.922 0.014 S 0.990 0.015 1.066 0.018 1.152 0.021 I 1.189 0.021 1.279 0.025 1.383 0.030 1.387 0.028 1.492 0.033 1.613 0.040 Is 1.585 0.035 1.706 0.042 1.843 0.051 I 1.783 0.044 1.919 0.053 2.074 0.064 1.981 0.054 2.132 0.064 2.304 0.077 2.377 0.075 2.559 0.090 2.765 0.109 I 1s1,P 2.773 0.100 2.985 0.120 3.226 0.144 3.169 0.128 3.411 0.153 3.687 0.185 3.962 0.194 4.264 0.231 4.609 0.280 4.754 0.271 5.117 0.324 5.530 0.392 5.547 0.361 5.970 0.432 6.452 0.521 I rsiIj 6.339 0.462 6.823 0.553 7.374 0.668 7.924 0.699 8.528 0.835 9.217 1.009 9.905 1.056 10.661 1.263 11.522 1.526 11.886 1.480 12.793 1.770 13.826 2.139 Based on calculation methods and design tables set forth by the Uni-BellO PVC Pipe Association, 'Handbook of PVC Pipe Design and Construction." I I I 12 BLUE BRUTE Ii I FLOW/FRICTION LOSS, BLUE BRUTE PVC PIPE 12' C.I.O.D. (AWWA C900) ACTUAL O.D. 13.20 INCH VT 0.840 0.009 0.904 0.011 0.978 0.013 0.981 0.012 1.055 0.014 1.141 0.017 1.121 0.015 1.206 0.018 1.304 0.022 1.261 0.019 1.357 0.023 1.467 0.027 I II 1.401 0.023 1.507 0.028 1.629 0.033 1.681 0.032 1.809 0.039 1.955 0.047 I 1.961 0.04.3 2.110 0.051 2.281 0.062 2.241 0.055 2.412 0.066 2.607 0.080 2.802 0.083 3.015 0.100 3.259 0.120 I 3.362 0.117 3.617 0.140 3.911 0.169 3.922 0.155 4.220 0.186 4.563 0.224 4.482 0.199 4.823 0.238 5.214 0.287 I 5.603 0.301 6.029 0.359 6.518 0.434 7.004 0.455 7.536 0.543 8.147 0.657 I s' 8.405 0.637 9.044 0.761 9.777 0.920 I 9.805 0.848 10.551 1.013 11.406 1.225 11.206 1.085 12.058 1.297 13.036 1.568 I 12.607 1.350 13.565 1.613 14.665 1.950 Based on calculation methods and design tables set forth by the Uni-Bell® PVC Pipe Association, "Handbook of PVC Pipe Design and Construction." I I I IBLUE BRUTE 13 I I I I I I I I I I I I DEFLECTION CHART Blue Brute Deflection By Depth of Burial:: t - DR25 - DR18 - DR14 5 10 15 20 25 30 35 40 45 50 Depth of Burial (ft) Deflections computed using a unit weight of backfill at 120 lbs/cft and assume no internal pressure or live load. Pipe embedment used in calculations is Class 1, 2, 3, or 4, as defined in ASTM D2321 with appropriate compaction to achieve an E'=1000 psi. t Based on calculation methods and design tables set forth by the Uni-Bell PVC Pipe Association, "Handbook of PVC Pipe Design and Construction.' I I I I 14 BLUE BRUTE I SHORT FORM INSTALLATION GUIDE! WARNING I This information is furnished in order to provide a brief review of the installation requirements for JM Eagle Blue Brute'" PVC pipe. It is not intended to serve as or replace the function of the FULL VERSION product installation guide available upon request. Check to see that the gasket is properly seated in the bell groove, and that the bell and spigot are clean before assembly. Apply the approved lubricant supplied with the pipe to the spigot end of the pipe, paying particular attention to the bevel. I The coating should be equivalent to a brush coat of enamel paint. Assemble the joint only to and not over the assembly mark provided on the spigot end. If undue resistance to insertion of the spigot is encountered, or the assembly mark does not reach the flush position, I disassemble the joint and check the position of the rubber gasket, and remove any debris. Curvature of the pipe shall be accomplished through longitudinal bending of the pipe barrel in accordance with the fol- lowing table. Deflection of the joint is not allowed and may cause leakage. : 4 100 10 250 I 12 300 Prior to backfilling, check to see that the assembly mark is flush with the end of the bell. I 7. All taps performed on JM Eagle's pressure products, shall be in accordance with Uni-Bell® Publication UNI-PUB-08-07, "Tapping Guide for PVC Pressure Pipe." WARNING: RUPTURE HAZARD IMPROPER INSTALLATION OR MISUSE OF TAPPING TOOLS MAY CAUSE PIPES UNDER HIGH PRESSURE TO RUPTURE AND RESULT IN HIGH VELOCITY AIRBORNE FRAGMENTATION LEADING TO SERIOUS INJURIES AND/OR DEATH. BEFORE AND DURING INSTALLATION, ALWAYS: Consult and follow the FULL VERSION of the product installation guide Closely follow job specifications Use protective gear and equipment BEFORE AND DURING TAPPING, ALWAYS: Consult and follow Uni-Bell® Publication UNl-PUB-08-07, Tapping Guide for PVC Pressure Pipe." Use the correct tapping tools Bleed air from pipes at high spot before tapping Use protective gear and equipment Please contact JM Eagle'" Product Assurance at (800) 621-4404 to obtain FULL VERSION of the appropriate installation guide or for further assistance. I I BLUE BRUTE 15 I I I I I I L to TWAA1 I Mi NA"I 1k I 194 JM EAGLE' PRODUCTS LIMITED WARRANTY J-M Manufacturing Co., Inc. (JM Eagle") warrants that its standard polyvinyl chloride (PVC), polyethylene (PE), conduit/ plumbing/solvent weld and Acrylonitrile-Butadiene-Styrene (ABS) pipe Products (Products") are manufactured in accor- dance with applicable industry specifications referenced on the Product and are free from defects in workmanship and materials. Every claim under this warranty shall be void unless in writing and received by JM Eagle"' within thirty (30) days of the date the defect was discovered, and within one (1) year of the date of shipment from the JM Eagle"' plant. Claims for Product appearance defects, such as sun-bleached pipe etc., however, must be made within thirty (30) days of the date of the shipment from the JM Eagle" plant. This warranty specifically excludes any Products allowed to become sun-bleached after shipment from the JM Eagle" plant. Proof of purchase with the date thereof must be presented to the satisfaction of JM Eagle"', with any claim made pursuant to this warranty. JM Eagle' must first be given an opportunity to inspect the al- leged defective Products in order to determine if it meets applicable industry standards, if the handling and installation have been satisfactorily performed in accordance with JM Eagle' recommended practices and if operating conditions are within standards. Written permission and/or a Return Goods Authorization (RGA) must be obtained along with instructions for return shipment to JM Eagle"' of any Products claimed to be defective. The limited and exclusive remedy for breach of this Limited Warranty shall be, at JM Eagle's sole discretion, the replace- ment of the same type, size and like quantity of non-defective Product, or credits, offsets, or combination of thereof, for the wholesale purchase price of the defective unit. This Limited Warranty does not apply for any Product failures caused by user's flawed designs or specifications, un- satisfactory applications, improper installations, use in conjunction with incompatible materials, contact with aggressive chemical agents, freezing or overheating of liquids in the product and any other misuse causes not listed here. This Limited Warranty also excludes failure or damage caused by fire stopping materials, tread sealants, plasticized vinyl Products or damage caused by the fault or negligence of anyone other than JM Eagle", or any other act or event beyond the control of JM Eagle'. JM Eagle's liability shall not, at any time, exceed the actual wholesale purchase price of the Product. The warranties in this document are the only warranties applicable to the Product and there are no other warranties, expressed or implied. This Limited Warranty specifically excludes any liability for general damages, consequential or incidental damages, includ- ing without limitation, costs incurred from removal, reinstallation, or other expenses resulting from any defect. IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE ARE SPECIFICALLY DISCLAIMED AND JM EAGLE" SHALL NOT BE LIABLE IN THIS RESPECT NOTWITHSTANDING JM EAGLE'S ACTUAL KNOWLEDGE THE PRODUCT'S INTENDED USE. JM Eagle's Products should be used in accordance with standards set forth by local plumbing and building laws, codes, or regulations and the applicable standards. Failure to adhere to these standards shall void this Limited Warranty. Products sold by JM Eagle"' that are manufactured by others are warranted only to the extent and limits of the warranty of the manu- facturer. No statement, conduct or description by JM Eagle" or its representative, in addition to or beyond this Limited War- ranty, shall constitute a warranty. This Limited Warranty may only be modified in writing signed by an officer of JM Eagle". 16 BLUE BRUTE I 4I PLANT LOCATIONS ADEL 2101 J-M Drive Adel, Georgia 31620 BATCHELOR 2894 Marion Monk Road Batchelor, Louisiana 70715 BUCKHANNON Old Drop 33, Mudlick Road Buckhannon, West Virginia 26201 BUTNER 2602 West Lyon Station Road Creedmoor, North Carolina 27522 CAMERON PARK 3500 Robin Lane Cameron Park, California 95682 COLUMBIA 6500 North Brown Station Road Columbia, Missouri 65202 CONROE 101 East Avenue Conroe, Texas 77301 FONTANA 10990 Hemlock Avenue Fontana, California 92337 HASTINGS 146 North Maple Avenue Hastings, Nebraska 68901 KINGMAN 4620 Olympic Way Kingman, Arizona 86401 MAGNOLIA 2220 Duracrete Drive Magnolia, Arkansas 71753 MCNARY 31240 Roxbury Road Umatilla, Oregon 97882 M EADVILLE 15661 Delano Road Cochranton, Pennsylvania 16314 PERRIS 23711 Rider Street Perris, California 92570 PUEBLO 1742 E. Platteville Boulevard Pueblo West, Colorado 81007 STOCKTON 1051 Sperry Road Stockton, California 95206 SUNNYSIDE 1820 South First Street Sunnyside, Washington 98944 TACOMA 2330 Port of Tacoma Road Tacoma, Washington 98421 TULSA 4501 West 49th Street Tulsa, Oklahoma 74107 VISALIA 8875 Avenue 304 Visalia, California 93291 WHARTON 10807 US 59 RD Wharton, Texas 77488 WI LTO N 1314 W. Third Street Wilton, Iowa 52778 MEXICO PLASTICS TECHNOLOGY DE MEXICO S DE R.L. DE S.A. Av. Montes Urales No. 8 y 10 Parque Industrial OpciOn, Carretera 57 Qro. -S.L.P. Km. 57.8 C.P. 37980 San José Iturbide, Guanajuato Mexico Our Mexico location is a joint venture between JM Eagle' and Plastics Technology HEADQUARTERS Nine Peach Tree Hill Road Livingston, New Jersey 07039 5200 West Century Boulevard Los Angeles, California 90045 I I I 1 I I I I I I I I I I I I J-M Manufacturing Co., Inc. and PW Eagle, Inc. are doing business as JIM Eagle-. mel P•ar< ~'wsaiia\, *ntàna rl Wilton y - - Hastings' Buckharrnon Puebb Coumbia - gan II - - Bt1pc /1 To I sa 0 11 0 4- ffqtdiel deI \ MexiCoft r .:. JIM EAGLE` HEADQUARTERS: Nine Peach Tree Hill Road 5200 West Century Blvd ,JM-gagle- Livingston, Ni 07039 Los Angeles, CA 90045 T:973.535.16-33 T:800.621.4404 F: 973.533.4185 F: 800.451.4170 I Building es.senials www.JMEagle.com for a better tmcrrow' - r Fj 2005 EDITION 9 MECHANICAL JOINT FITTINGS 311=4811 DUCTILE IRON @ I FOR WATER & WASTEWATER, FIRE PROTECTION & INDUSTRIAL APPLICATIONS I I I I I I I I I I I I I I I I I I I w LIE EJE MECHANICAL JOINT FITTINGS Co raffFl 2005 EDITION P2 Table of Contents Mechanical Joint Fittings 1 Standard Mechanical Joint Dimensions 4 Plain End Dimensions 5 90 Bends 6 45 Bends 7 22.5 Bends 8 11.25 Bends 9 Tees and Crosses 10 Base Bends 14 Base Tees 15 Base Drilling Details for Base Bends and Base Tees 16 Reducers 17 Offsets . .. 20 Tapped Tees 21 Solid Sleeves 22 Connecting Pieces 23 Connecting Pieces, One End Flanged 24 Caps and Plugs 25 Dual Purpose Mechanical Joint Sleeves 26 Wve. Branches - 27 Valve and Hydrant Tees, Valve and Hydrant Connecting Pieces 30 Combinations of Standard-Fittings That May be Used in Place of Special Fittings 32 Products for Water, Wastewater - and Fire Protection 33 U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 RFv;sFn 19 ( EJEIJEILI MECHANICAL JOINT FITTINGS 2005 EDITION 559 Mechanical Joint Fittings Mechanical Joint Fittings and accessories are full body fittings as compared to U.S. Pipe's TRIM 1YIE Mechanical Joint Compact Fittings, available in 3" through 48" sizes. Wye branches, dual purpose solid sleeves and hydrant fittings, not covered by C110/A21.10, are made to U.S. Pipe Standards and meet all applicable wall thickness and strength requirement of ANSI/AWWA C11O/A21.1O. I Caps, plugs and sleeves are not furnished with cement-mortar linings. For special conditions, Mechanical Joint Fittings with special coatings and/or linings can be supplied. I Glands, bolts and gaskets are required in sufficient quantities for each socket opening. The weights of these accessories are not included in the fittings weights shown herein. Where a fitting in this section will not fill a customer's special laying requirements and a special I fitting may be required, a combination of standard fittings can many times be assembled to accomplish the same purpose. Combinations of standard fittings that may be used in place of special fittings can be found on page 32. I For 3" through 48" Ductile Iron Mechanical Joint Fittings that conform to the requirements of ANSI/AWWA C153/A21.53 Ductile Iron Compact Fittings For Water Service, see U.S. Pipe's brochure covering TRIM TYTEI Ductile Iron Mechanical Joint Fittings. I U.S. Pipe Mechanical Joint Fittings are approved by Factory Mutual and listed by Underwriters Laboratories Inc. (extinguisher card EX 2234) in various configurations and pressure ratings in sizes 4" through 12". They also conform to the requirements of ANSI/NSF 61. 1 Mechanical Joint Fittings and accessories are made to meet all applicable requirements of ANSI/AWWA C11O/A21.1O, 3" through 48" and ANSI/AWWA C111/A21.11. I I I Li NOTE: If specifiers and users believe that corrosive soils will be encountered where our products are to be installed, please refer to ANSI/AWWA C1 051A21.5 Polyethylene Encasement for Ductile Pipe Systems for proper external protection procedures. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 RFVISFr) 19 fl ANSI/AWWA Cl 16/A21.16, Standard for Protective Fusion-Bonded Epoxy Coating for the Interior and Exterior Surfaces of Ductile-Iron and Gray-Iron Fittings for Water Supply Service. Fittings in the 3" through 24" sizes are furnished with PERMAFUSE Epoxy coating on the interior and exterior surfaces in accordance with ANSI/AWWA C 116/A21.16. ANSI/AWWA C104/A.21.4, Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water. Larger fittings are cement-mortar lined and coated with an asphaltic material, inside and outside, in accordance with ANSI/AWWA C104/A21.4. ANSI/AWWA Cli O/A21.lD, Ductile-Iron and Gray-Iron Fittings for Water ANSI/AWWA Clll/A21.11, Rubber Gasket Joints for Ductile-Iron Pressure Pipe and Fittings. I I MECHANICAL JOINT FITTINGS 2005 EDITION p4 Standard Mechanical Joint Dimensions K3 SIZE PLAIN END DIMENSIONS BOLTS WEIGHT Inches Inches - - Pounds A B I K K2 I M S OR SIZE LENGTH BELL GLAND BOLTS GASKET 3 3.96 2.50 6.19 7.69 7.69 .94 .62 .52 4 5/4 3.11 4 4.80 2.50 7.50 9.12 9.12 1.00 .75 .65 4 3/4 3-1/a 16 10 6 6.90 2.50 9.50 11.12 11.12 1.06 .88 .70 6 3/4 3-12 23 16 8 9.05 2.50 11.75 13.37 13.37 1.12 1.00 .75 6 3/4 4 31 25 10 11.10 2.50 14.00 15.69 15.62 1.19 - 1.00 .80 8 3/4 4 41 30 12 13.20 2.50 16.25 17.94 17.88 1.25 1.00 .85 8 3/4 4 51 40 14 15.30 3.50 18.75 20.31 20.25 1.31 1.25 .89 10 3/4 41/i 79 45 16 17.40 3.50 21.00 22.56 22.50 1.38 1.31 .97 12 3/4 4/3 97 55 18 19.50 - 3.50 23.25 24.83 24.75 1.44 1.38 1.05 -. 12 3/4 43/3 117 65 20 21.60 3.50 25.50 27.08 27.00 1.50 1.44 1.12 14 3/4 4/ 140 85 24 25.80 3.50 30.00 31.58 31.50 1.62 1.56 1.22 16 3/4 5 185 105 *30 32.00 4.00 36.88 39.12 39.12 1.81 1.31 1.50 20 1 6 315 165 *36 38.30 4.00 43.75 46.00 46.00 2.00 1.55 1.80 24 1 6 445 235 **42 44.50 4.00 50.62 53.12 53.12 2.00 2.00 1.95 28 144 6 570 400 **48 50.80 4.00 57.50 60.00 60.00 2.00 2.00 2.20 32 1-V4 6 725 475 The bolt holes in the fitting flanges straddle the vertical center line when the fitting is positioned to change the fluid flow in a horizontal direction. *300 and 36" Mechanical Joint glands are furnished Ductile Iron only. The bolts used with these glands are shorter han the standard 6" length bolts of ANSI/A WWA C1I0/A.21.10. /130" and 36" glands or plugs with standard A21.10 flange thicknesses are used, 6" length bolts will be required. **420 and 48" Mechanical Joint glands are furnished Ductile Iron only. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRD-007 . Rp.vkp,1 12 fl MECHANICAL JOINT FITTINGS __ 2005 EDITION p5 Plain End Dimensions 8° added laying length All sizes A - Diameter for 8° minimum length For 14' - 48' 1 p. A —Diameter for 5-1/2° minimum length For 3- 12 Bottom of socket I" -.--.---i SIZES DIMENSIONS WEIGHT Inches . Inches. - Pounds A T PLAIN END 3 3.96 .48 4 11 4 4.80 .47 13 6 6.90 ' .50 - 21 8 9.05 .54 30 10 11.10 .60 41 12 13.20 .68 56 14 :_15.30 _.66 -63 16 17.40 .70 76 18 19.50 .75 . 92 20 21.60 .80 109 24 25.80 .89 145 30 32.00 1.03 208 - - 36 3830 115 279 42 44.50 1.28 361 48 50.80 1.42 458 NOTE: Bell contour shown indicates bottom of socket in a standard all bell fitting. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Pcp,1 19 05 I I I I I 1 1 I I I I I I I I I I I I 90 Bends rvu and rvU 1ll and PE I I I I I LI LI LI] LI] MECHANICAL JOINT FITTINGS 2005 EDITION P6 I SIZE PRESSURE RATING DIMENSIONS WEIGHT Inhes PSI Inches Pounds A S R MJ&MJ MJ&PE I T 3 350 .48 5.5 13.5 4.0 35 35 4 350 .52 6.5 14.5 4.5 55 50 I 6 350 .55 8,0 16,0 6.0 85 80 8 350 .60 9.0 17.0 7.0 125 120 10 350 .68 11.0 19.0 9.0 190 190 1 12 350 .75 12.0 20.0 10.0 255 255 14 350 .66 14.0 22.0 11.5 340 325 I 16 350 18 350 .70 .75 15.0 16.5 23.0 24.5 12.5 14.0 430 545 410 520 20 350 .80 18.0 26.0 15.5 680 650 24 350 .89 22.0 30.0 18.5 1025 985 I 30 250 1.03 25.0 33.0 21.5 1690 1585 36 250 1.15 28.0 36.0 24.5 2475 2310 I 42 250 1.28 31.0 39.0 27.5 3410 3200 48 250 1.42 34.0 42.0 30.5 4595 4330 I For dimensions of Mechanical Joints see page 4. For dimensions of plain ends see page 5. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 RPuie1 19 fl MECHANICAL JOINT FITTINGS 2005 EDITION WE MJ and MJ MJ and PE SIZE PRESSURE RATING DIMENSIONS WEIGHT Inches psi Inches - Pounds T A S R MJ&MJ MJ&PE 3 350 .48 3.0 11.0 3.62 30 30 4 350 .52 4.0 12.0 4.81 50 45 6 350 .55 5.0 13.0 7.25 75 70 8 350 .60 5.5 - 13.5 - 8.44 110 105 10 350 .68 6.5 14.5 10.88 155 155 12 350 .75 7.5 15.5 - 13.25 215 215 14 350 .66 7.5 15.5 12.06 270 255 16 350 .70 8.0 16.0 13.25 340 320 18 350 .75 8.5 16.5 14.50 420 395 20 350 .80 9.5 17.5 16.88 530 500 24 350 .89 11.0 19.0 18.12 755 715 30 250 1.03 15.0 23.0 27.75 1380 1275 36 250 1.15 18.0 26.0 35.00 2095 1930 42 250 1.28 21.0 29.0 42.25 2955 2745 48 250 1.42 24.0 32.0 49.50 4080 3815 For dimensions of Mechanical Joints see page 4. For dimensions of plain ends see page 5. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Rpvicecl 12 fl I I I I I I I I I I I I I I I I I I I LU CD Co 45 Bends 22.5 Bends Mi and Mi I I I I I I I I I I I I I I I I I I I MECHANICAL JOINT FITTINGS 2005 EDITION P8 WE Mi and PE SIZE PRESSURE RATING DIMENSIONS WEIGHT Inches psi Inches - - Pounds T A S R MJ&MJ MJ&PE 3 350 .48 3.0 11.0 7.56 30 30 4 350 .52 4.0 12.0 10.06 50 45 6 350 .55 5.0 13.0 15.06 75 70 8 350 .60 5.5 13.5 17.62 110 105 10 350 .68 6.5 14.5 22.62 160 160 12 350 .75 7.5 15.5 27.62 220 220 14 350 .66 7.5 15.5 25.12 275 260 16 350 .70 8.0 16.0 27.62 345 325 18 350 .75 8.5 16.5 30.19 430 405 20 350 .80 9.5 17.5 35.19 535 505 24 350 .89 11.0 19.0 37.69 765 725 30 250 1.03 15.0 23.0 57.81 1400 1295 36 250 1.15 18.0 26.0 72.88 2135 1970 42 250 1.28 21.0 29.0 88.00 3020 2810 48 250 1.42 24.0 32.0 103.06 4170 3905 For dimensions of Mechanical Joints see page 4 For dimensions of plain ends see page 5. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 PpviM 19 fl U El El El MECHANICAL JOINT FITTINGS 2005 EDITION F959 SIZE PRESSURE RATING Inches psi T 3 350 .48 4 350 .52 6 350 .55 8 350 .60 10 350 .68 12 350 .75 14 350 .66 16 350 .70 18 350 .75 20 350 .80 24 350 .89 30 250 1.03 36 250 1.15 42 250 1.28 48 250 1.42 11.25 Bends MI and Mi Mi and PE I I I I I I I I I I I I I I I I I I I DIMENSIONS WEIGHT Inches Pounds A S R MJ&MJ MJ&PE 3.0 11.0 15.25 30 30 4.0 12.0 20.31 50 45 5.0 13.0 30.50 75 70 5.5 13.5 35.50 110 105 6.5 14.5 45.69 160 160 7.5 15.5 55.81 220 220 7.5 15.5 50.75 275 260 8.0 16.0 55.81 345 325 8.5 16.5 60.94 430 405 9.5 17.5 71.06 540 510 11.0 19.0 76.12 770 730 15.0 23.0 116.75 - 1410 1305 18.0 26.0 147.25 2145 1980 21.0 29.0 177.69 3035 2825 24.0 32.0 208.12 4190 3925 Rvicpg1 17 05; For dimensions of Mechanical Joints see page 4. For dimensions of plain ends see page 5. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 CROSSES I I I I I I I I I I I I I I I I I I I MECHANICAL JOINT FITTINGS 2005 EDITION P 10 PiEFI Tees and Crosses TEES AIIMJ l•%II IVU SIZE PRESSURE DIMENSIONS WEIGHT Inches RATING Inches Pounds RUN BRANCH - psi T 1, H i TEES CROSSES ALL Mi ALL Mi 3 3 350 .48 .48 5.5 5.5 55 70 4 3 350 .52 .48 6.5 6.5 75 90 4 4 350 .52 .52 6.5 6.5 80 105 6 3 350 .55 .48 8.0 8.0 110 125 6 4 350 .55 .52 8.0 8.0 115 140 6 6 350 .55 . .55 8.0 8.0 125 160 8 4 350 .60 .52 9.0 9.0 165 185 8 6 350 - .60 .55 9.0 9.0 175 205 8 8 350 .60 .60 9.0 9.0 185 235 10 4 350 .68 .52 11.0 11.0 235 260 10 6 350 .68 .55 11.0 11.0 250 285 10 8 350 .68 .60 11.0 11.0 260 310 10 10 350 .80 .80 11.0 11.0 310 380 12 4 350 .75 .52 12.0 12.0 315 340 12 6 350 .75 .55 12.0 12.0 325 360 12 8 - 350 .75 - .60 - 12.0 - 12.0 340 385 12 10 350 .87 .80 12.0 12.0 390 460 12 12 350 .87 .87 12.0 12.0 410 495 NOTE: Flanged outlets can be furnished on a variety of Mechanical Joint Tees. For dimensions of Mechanical Joints see page 4. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Rpuiceil 19 O ALL Mi 435 450 465 495 520 540 550 570 590 620 650 590 605 620 640 755 785 820 - 725 735 755 775 795 945 1020 ALL Mi 475 500 540 585 635 575 605 645 685 735 790 625 655 685 725 870 930 995 760 790 820 860 905 1085 1155 1230 MECHANICAL JOINT FITTINGS 2005 EDITION P11 Tees and Crosses (cont) SIZE PRESSURE DIMENSIONS WEIGHT Inches - RATING - - - Inches Pounds RUN BRANCH Ps' T T, H I TEES CROSSES 14 6 350 .66 .55 14.0 14.0 14 8 350 .66 .60 14.0 14.0 14 10 350 .66 .68 14.0 14.0 14 12 350 .66 .75 14.0 14.0 14 14 350 .66 .66 14.0 14.0 16 6 350 .70 .55 15.0 - - 15.0 16 8 350 .70 .60 15.0 15.0 16 10 350 .70 .68 15.0 15.0 16 12 350 .70 .75 15.0 15.0-- 16 14 350 .70 .66 15.0 15.0 16 16 350 .70 .70 15.0 15.0 18 6 350 .75 .55 13.0 15.5 18 8 350 .75 .60 13.0 15.5 18 10 350 .75 .68 13.0 - - - 15.5 18 12 350 .75 .75 13.0 15.5 18 14 350 .75 .66 16.5 16.5 18 16 350 .75 .70 16.5 16.5 18 18 350 .75 - .75 16.5 16.5 20 6 350 .80 .55 14.0 17.0 20 8 350 .80 .60 14.0 17.0 20 10 350 .80 .68 14.0 17.0 20 12 350 .80 - .75 14.0 17.0 20 14 350 .80 .66 14.0 17.0 20 16 350 .80 .70 18.0 18.0 20 18 350 .80 .75 18.0 18.0 20 20 350 .80 .80 18.0 18.0 NOTE: Flanged outlets can be furnished on a variety of Mechanical Joint Tees. For dimensions of Mechanical Joints see page 4. U.S PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRD-007 RpviM 19 fl I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LIJEIJEILI MECHANICAL JOINT FITTINGS 2005 EDITION P12 Tees and Crosses (cont.) SIZE PRESSURE DIMENSIONS WEIGHT Inches RATING Inches Pounds RUN BRANCH T - - T H J TEES CROSSES ALL Mi ALL Mi 24 6 350 .89 .55 15.0 19.0 985 1025 24 8 350 .89 .60 15.0 19.0 1000 - 1045 24 10 350 .89 .68 15.0 19.0 1020 1085 24 12 350 .89 - .75 - 15.0 19.0 1030 1110 24 - 14 350 .89 - .66 -- 15.0 19.0 1055 1155 24 16 350 .89 - .70 15.0 19.0 1075 1200 24 18 350 .89 .75 22.0 22.0 1400 1590 24 20 350 .89 .80 22.0 22.0 1450 1675 24 - 24 350 .89 .89 22.0 - -. 22.0 1535 1835 30 5 250 1.03 .55 18.0 23.0 1730 1770 30 8 250 1.03 .60 18.0 23.0 1745 1795 30 10 250 1.03 .68 18.0 23.0 1760 1830 30 -- 12 250 - 1.03 - .75 18.0 23.0 1780 1865 30 14 250 1.03 .66 18.0 23.0 1800 1905 30 16 250 1.03 .70 18.0 23.0 1820 1950 30 18 250 1.03 .75 18.0 23.0 1845 2000 30 - - 20 - 250 1.03 .80 - 18.0 - 23.0 1875 2060 30 24 250 1.03 .89 25.0 25.0 2400 2675 30 30 250 1.03 1.03 25.0 25.0 2595 3075 36 8 250 1.15 .60 20.0 26.0 2520 2565 36 10 250 1.15 .68 20.0 26.0 2535 2600 36 12 250 1.15 .75 20.0 26.0 2550 2630 36 14 250 1.15 .66 20.0 26.0 2570 2665 36 16 250 1.15 .70 20.0 26.0 2585 2705 36 18 250 1.15 .75 20.0 26.0 2610 2750 36 20 250 1.15 .80 20.0 26.0 2635 2805 36 24 250 1.15 .89 20.0 26.0 2690 2910 36 30 250 1.15 1.03 28.0 28.0 3545 3965 36 36 250 1.15 1.15 28.0 28.0 3745 4370 NOTE: Flanged outlets can be furnished on a variety of Mechanical Joint Tees. For dimensions of Mechanical Joints see page 4. U.S PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Pevie1 19 (Th I I 1 I I I I I I I 1 I I I 1 I I I I MECHANICAL JOINT FITTINGS 2005 EDITION P13 Tees and Crosses (cont.) SIZE PRESSURE DIMENSIONS -- WEIGHT Inches RATING Inches Pounds RUN BRANCH Si T H - - J TEES CROSSES ALL Mi ALL Mi 42 12 250 1.28 .75 23.0 30.0 3555 3640 42 14 250 1.28 .66 -----23-.0 30.0 - - 3575 3675 42 16 250 1.28 .70 23.0 30.0 3595 3715 42 18 250 1.28 .75 23.0 30.0 3615 3755 42 20 250 1.28 .80 23.0 30.0 3640 3810 42 24 250 1.28 .89 - 23.0 30.0 3690 3910 42 30 250 1.28 1.03 31.0 31.0 4650 5040 42 36 150 1.28 1.15 31.0 31.0 4880 5425 42 - 36 250 1.78 1.58 31.0 31.0 6075 6655 42 42 150 1.28 1.28 31.0 31.0 5085 5840 42 42 250 1.78 1.78 31.0 31.0 6320 7145 48 12 250 1.42 .75 26.0 34.0 4870 4955 48 14 250 1.42 .66 26.0 34.0 4885 4985 48 16 250 1.42 .70 -- 26.0 34.0 - 4905 5025 48 18 250 1.42 .75 - 26.0 34.0 4925 5065 48 20 250 1.42 .80 26.0 34.0 4950 5115 48 24 250 1.42 .89 26.0 34.0 4995 5210 48 30 250 1.42 1.03 26.0 34.0 5140 - 5495 48 36 250 1.42 1.15 34.0 34.0 6280 6790 48 42 150 1.42 1.28 34.0 34.0 6510 7150 48 42 250 1.96 1.78 34.0 34.0 8130 8815 48 48 150 1.42 - 1.42 34.0 34.0 6765 7655 48 48 250 1.96 1.96 34.0 34.0 8420 9380 NOTE: Flanged outlets can be furnished on a variety of Mechanical Joint Tees. For dimensions of Mechanical Joints see page 4. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Rvkr1 19 OS R 4 SH MJ and MJ I I I 1 I I I I I I I I I I I I 1 I I MECHANICAL JOINT FITTINGS 2005 EDITION P14 Base Bends I4 S KI' T MJ and PE SIZE PRESSURE RATING DIMENSIONS WEIGHT Inches psi Inches Pounds R S DIAMETER I - U Mi & Mi Mi & PE BASE ONLY 350 4.88 5.00 .56 .50 - 45 45 10 4 350 5.50 6.00 .62 .50 65 60 10 6 350 7.00 - 7.00 - .69 .62 105 100 20 8 350 8.38 9.00 .94 .88 165 160 40 10 - 350 9.75 9.00 .94 - .88 - 235 235 45 12 350 11.25 11.00 1.00 1.00 320 320 65 14 350 - 12.50 11.00 1.00 1.00 410 395 70 16 350 13.75 - - 11.00__- 1.00 1.00 505 485 75 18 350 15.00 13.50 1.12 1.12 660 635 115 20 350 16.00 13.50 1.12 1.12 800 770 120 24 350 18.50 13.50 1.12 1.12 1155 1115 130 30 250 23.00 16.00 1.19 1.15 1880 1775 190 36 - - 250 26.00 19.00 1.25 1.15 2725 2560 250 42 250 30.00 23.50 1.44 1.28 3820 3610 410 48 250 34.00 25.00 1.56 1.42 5110 4845 515 Dimension "R" is a finished dimension; unfinished bases will be 1/8" longer For base drilling see page 16. For other dimensions see table of Mechanical Joint 90 bends on page 6. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Ppviced 12 fl MECHANICAL JOINT FITTINGS 2005 EDITION P15 Base Tees SIZE PRESSURE RATING DIMENSIONS WEIGHT Inches psi Inches Pounds - ----,--------- R S DIAMETER --- T U - Mi & MJ BASE ONLY 3 - 350 4.88 5.00 .56 .50 60 5 4 - 350 5.50 6.00 .62 .50 1 90 10 6- - - --- 4 350 7.00 -j ---- 7.00 .69-.-- --- .62 140 15 8 350 8.38 - 9.00 .94 .88 215 30 ----- .-. - __-••_. 10 350 9.75 9.00 .94 .88 340 30 12 - 350 11.25 11.00 1.00 1.00 455 45 14 * 350 12.50 11.00 -- 1.00 1.00 570 50 16 350 13.75 11.00 1.00 1.00 700 50 .- 18 350 15.00 13.50 1.12 1.12 895 75 20 350 16.00 13.50 1.12 1.12 - 1095 75 24 350 18.50 13.50 1.12 1.12 1615 80 30 250 23.00 16.00 1.19 1.15 2715 120 36 - 250 26.00 19.00 - 1.25 1.15 3905 160 42 250 30.00 23.50 1.44 1.28 - 6590 270 48 250 34.00 25.00 1.56 1.42 8755 335 Dimension "R" is a finished dimension; unfinished bases will be 1/8" longer For base drilling see page 16. For other dimensions see table of Mechanical Joint Tees and Crosses starting on page 10. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 R,wid 12(15 14 I I I I I I I I El] I I I I I I I I I I LI LI LI LI MECHANICAL JOINT FITTINGS 2005 EDITION P16 Base Drilling Details for Base Bends and Base Tees SIZE DIMENSIONS BC FITTING Inches Inches - -- BOLT CIRCLE BOLT HOLE NUMBER 3 3.38 5/8 4 L I 4 H 9.50 7/8 16 9.50 7/8 4 18 11.75 7/8 4 20 11.75 7/8 4 24 11.75 7/8 4 30 14.25 1 4 38 17.00 1 4 42 21.25 1-1/8 4 48 21.75 1-1/4 4 54 25.00 1-1/4 4 60 29.50 -. 1-3/8 4 64 36.00 1-3/8 4 I I U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRD-007 Rp.visp,1 19 fl!S I I I I I I I I I I I I I I I I I T TI Small End (VU I I I I I I I I I I I I I I I I I I F LIEJEILI MECHANICAL JOINT FITTINGS 2005 EDITION P17 Reducers 1 Large End IvU SIZE Inches PRESSURE THICKNESS Inches Mi AND Mi SMALL END Mi LARGE END Mi RATING LARGE SMALL psi I T, I WEIGHT I WEIGHT L WEIGHT Inches Pounds Inches Pounds Inches Pounds 4 3 350 .52 .48 7 40 15 35 15 40 B 3 350 .55 .48 9 55 17 50 17 55 6 4 350 .55 .52 9 60 17 60 17 60 8 4 350 .60 .52 11 80 19 80 19 80 8 6 350 .60 .55 11 95 19 90 19 90 10 4 350 .68 .52 12 105 20 100 20 100 10 6 350 .68 .55 12 115 20 115 20 115 10 8 350 .68 .60 12 135 20 130 20 ..130 12 4 350 .75 .52 14 135 22 130 22 130 12 B 350 .75 .55 14 150 22 150 22 145 12 8 350 .75 .60 14 165 22 165 22 165 12 10 350 .75 .68 14 190 22 190 22 185 For dimensions of Mechanical Joints see page 4. For dimensions of plain ends see page 5. Eccentric reducers with the same dimensions and weights given for concentric reducers are available when specified on the purchase order. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRD-007 Ppucpt 12 05 Mi and Mi EELILIJ MECHANICAL JOINT FITTINGS 2005 ED III ON P 18 I Reducers (cont.) SIZE Inches PRESSURE THICKNESS Inches Mi AND Mi SMALL END Mi LARGE END Mi RATING LARGE SMALL psi I T1 I WEIGHT I I WEIGHT I I WEIGHT Inches Pounds Inches Pounds Inches Pounds 14 8 350 .66 .55 16 190 24 175 24 185 i4 8 350 66 60 16 - _210 24 190 24 - 205 14 10 350 .66 .68 16 230 24 : 215 24 230 14 12 350 .66 .75 16 255 24 240 24 255 16 8 350 .70 .55 18 230 I 26 210 26 230 16 8 350 .70 .60 18 250 -------------+--,. 26 230 .--4--------"-.- 26 .--- 250 * 16 10 350 . .70 .68 18 280 26 255 26 275 16 12 350 .70 .75 18 305 26 1 285 26 305 16 14 350 .70 .6618 335 26 310 26 315 18 8 350 75 60 19 295 27 270 27 295 18 10 350 .75 .68 19 325 27 300 27 320 18 12 350 . .75 .75 19 350 27 325 27 350 18 14 350 .75 -*-- .66 ----- -- .- - 19 380 27 355 27 365 .. 18 - 16 -- 350 .75 .70 19 415 27 390 27 395 20 10 350 .80 .68 20 375 28 245 28 375 - 20 12 350 .80 .75 20 405 28 375 28 405 20 . 14 - 350 .80 - .66 20430 _28400 _28 415 20 16 350 .70 20 10 28 435 28 - 445 20 18 350 .80 .75 20 510 28 475 28 485 For dimensions of Mechanical Joints see page 4. For dimensions of plain ends see page 5. Eccentric reducers with the same dimensions and weights given for concentric reducers are available when specified on the purchase order. I I I U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Ppuice1 19 0 I I I I I I I I I I I LJLIJLIJLJ MECHANICAL JOINT FITTINGS 2005 EDITION P19 I Reducers (cont.) SIZE Inches PRESSURE THICKNESS Inches Mi AND Ml SMALL END Mi LARGE END Mi - RATING - LARGE SMALL psi I I I WEIGHT I WEIGHT I WEIGHT Inches Pounds Inches Pounds Inches Pounds 24 12 350 .89 .75 24 550 32 510 32 550 24 14 350 .89 .66 24 575 32 535 32 560 24 16 350 .89 .70 24 615 32 575 32 595 24 18 350 .89 .75 24 660 32 620 32 635.--- 24 20 350 .89 .80 24 705 32 665 32 675 30 18 250 1.03 .75 30 990 38 885 38 965 30 20 250 1.03 .80 30 1050 38 945 38 1020 30 24 250 1.03 .89 30 1165 38 1060 38 1125 36 20 250 1.15 .80 36 1450 44 1285 44 1420 36 24 - 250 1.15 .89 36 1580 44 1410 44 1535 36 30 250 1.15 1.03 36 1855 44 1690 44 1750 42 20 250 1.28 .80 42 1915 50 1705 50 1880 42 24 250 1.28 .89 42 2060 50 1855 50 2020 42 30 250 1.28 1.03 42 2370 50 2165 50 2265 42 36 250 1.28 1.15 42 2695 50 2485 50 2530 48 30 250 1.42 1.03 48 3005 56 2740 56 2900 48 36 250 1.42 1.15 48 3370 56 3100 56 3205 48 42 250 1.42 1.28 48 3750 56 3480 56 3540 For dimensions of Mechanical Joints see page 4. I For dimensions of plain ends see page 5. Eccentric reducers with the same dimensions and weights given for concentric reducers are available when specified on the purchase order I I I I U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Ruiced 19 05 I I I I I I I I I MECHANICAL JOINT FITTINGS _99 _ 2005 ED 1110 N P20 Offsets PRESSURE DIMENSIONS Mi & PE SIZE RATING Inches Inches psi D T I WEIGHT Inches Inches 4 350 6 .52 27 70 4 350 12 .52 30 80 6 350 6 .55 28 105 6 350 12 .55 34 130 6 350 18 .55 41 160 8 350 6 .60 29 155 8 350 12 .60 36 195 8 350 18 .60 43 240 10 350 6 .68 30 220 10 350 12 .68 38 280 10 350 18 .68 46 340 12 350 6 .75 34 320 12 350 12 .75 43 420 12 350 18 .75 56 520 14 350 6 .66 35 365 14 350 12 .66 46 465 14 350 18 .66 57 570 16 350 6 .70 35 440 16 350 12 .70 48 580 16 350 18 .70 58 690 For dimensions of Mechanical Joints see page 4. For dimensions of plain ends see page 5. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Rvispj 19 rm I 1 I I I I I I I I I I I 1 I I I I I I 1 I I I I I I I I I I I I I I I I L1LIJLIJLJ MECHANICAL JOINT FITTINGS 2005 EDITION P21 Tapped Tees SIZE PRESSURE RATING DIMENSIONS MAXIMUM TAP WEIGHT Inches psi Inches IN BOSS Pounds - I I 3 350 .48 8 2-1/2 35 4 350 .52 8 2-1/2 45 B 350 .55 8 2-1/2 70 - 8 350 .60 8 2-1/2 95 10 350 .68 8 2-1/2 130 12 350 .75 8 2-1/2 165 Two bosses can be used to make a tapped cross. For dimensions of Mechanical Joints see page 4. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRD-007 Rp.uisp1 12 ITh I I MECHANICAL JOINT FITTINGS 2005 EDITION P22 WE Solid Sleeves 12 0r12 4 SOLID PRESSURE SIZE RATING I L, WEIGHT 12 WEIGHT Inches psi Inches Inches Pounds Inches Pounds 3 350 .48 7.5 25 12 30 4 350 .52 7.5 35 12 45 6 350 .55 7.5 45 12 ----65- 8 350 .60 7.5 65 12 85 10 350 .68 7.5 85 12 115 12 350 .75 7.5 110 12 145 14 350 .82 9.5 165 15 225 16 350 .89 9.5 200 15 275 18 350 .96 9.5 240 15 330 20 350 1.03 9.5 275 15 380 24 350 1.16 9.5 360 15 505 30 250 1.37 15.0 745 24 1085 36 250 1.58 15.0 1030 24 1495 42 250 1.78 15.0 1330 24 1940 48 250 1.96 15.0 1645 24 2405 For Dual Purpose Mechanical Joint Solid Sleeves see page 26. For dimensions of Mechanical Joints see page 4. We do not manufacture Split Sleeves. Our local sales office can obtain dimensions and prices for Split Sleeves produced by other manufacturers. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 RicM 19 OF I I I 1 I I I I I 1 I I I 1 I I I I 1 I I I I I I I 1 1 I I I I I I I I uJ EL cc Co MECHANICAL JOINT FITTINGS 2005 EDITION P23 Connecting Pieces W, Ml and Ml Mi and Bell* Mi and PE PRESSURE WEIGHT SIZE RATING T Pounds Inches psi Inches MJ&MJ - Mi & BELL -- MJ& PE 3 350 .48 35 40 35 4 350 .52 45 55 45 6 350 .55 70 80 65 8 350 .60 95 115 95 10 350 .68 130 150 125 12 350 .75 165 190 165 14 350 .66 220 230 205 16 350 .70 270 290 250 18 350 .75 325 340 300 20 350 .80 390 405 360 24 350 .89 515 530 475 30 250 1.03 840 820 - - 730 36 250 1.15 1170 1170 1005 42 250 1.28 1500 1515 1295 48 250 1.42 1910 1930 1640 For dimensions of Mechanical Joints see page 4. For dimensions of plain ends see page 5. Mi and PE connecting pieces may be furnished from centrifugally cast pipe. Please contact your U.S. Pipe Representative. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 RpmkPri 19 flF, I I I I I I I I I I I I I 1 I I I I I MECHANICAL JOINT FITTINGS 2005 EDITION P24 raffEl Connecting Pieces, One End Flanged 8 for 3-24 size 10 for 30-36 size 12 for 42-48 size 16 Mi and Flange Flange and PE PRESSURE WEIGHT SIZE RATING 1 Pounds Inches psi Inches - ---------- Mi & FLANGE FLANGE & PE 3 250 - - .48 30 - - 30 4 - 250 .52 40 - 40 6 250 .55 60 55 8 250 .60 - 85 - - 85 10 250 .68 115 115 12 250 .75 - 155 - - 155 14 250 .66 195 180 16 250 .70 240 220 18 - 250 - - .75 280 255 20 250 .80 340 305 24 250 .89 455 415 30 250 1.03 760 600 36 250 1.15 1070 830 42 250 1.28 1505 1115 48 250 1.42 1885 1390 For dimensions of Mechanical Joints see page 4. For dimensions of plain ends see page 5. For dimensions of flanges see page 4 in the Flanged Fittings brochure. Mi and Flange and PE connecting pieces may be furnished from centrifugally cast pipe. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRD-007 . Rukd 19 fl LI LI] LI LI] MECHANICAL JOINT FITTINGS 2005 EDITION P25 I I Caps and Plugs I I I I CAP PLUGS 3-24 30"-48" CAPS PLUGS SIZE PRESSURE RATING I WEIGHT 1 DIMENSIONS WEIGHT Inches psi Inches Pounds inches Pounds T Ti 3 350 .48 12 .50 12 4 350 --.-*.---------.-.- .52 --- ..! I 20 .60 . 20 6 350 .55 30 .65 •• 35 8 350 .60 45 .70 . 50 10 350 .68 60 .75 65 12 350 .75 80 .75 85 14 250 .82 115 .82 115 16 250 .89 155 .89 -- 145 I 18 20 250 250 .96 1.03 215 250 .96 1.03 . 185 225 24 250 1.16 370 1.16 ' 335 I 30 36 42 250----- 250 250 1.37 680 1.58 1.78 1005 1535 .1.37 ' . 1.58 1.78 660 975 1355 I 48 250 1.96 1950 . 1.96 1810 I U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 . Rp.vicpii 19 flF 1 I I I 1 1 I I I I I I I I I MECHANICAL JOINT FITTINGS 2005 EDITION P26 raffFl Dual Purpose Mechanical Joint Sleeves The joining of cast iron pipe of the same nominal size but with different outside diameters can be accomplished with the use of a dual purpose mechanical joint sleeve. The dual sleeve is made in sizes 4 through 12. It is a modified mechanical joint solid sleeve with the gasket, gasket seat and gland so designed that a joint can be made with either "AB" or"CO" diameter pipe. The sleeve employs an identical gasket on each end, which can adapt itself to either 'AB" or "CD" diameter pipe, either pit cast or centrifugal pipe. The glands and the gaskets are not the same as the glands and gaskets used with a standard mechanical joint. However, the tee-head bolts are the same as those used with a standardized mechanical joint. I Dual purpose sleeves are furnished complete with gaskets, glands, nuts and bolts. TOTAL WEIGHT WEIGHT THICKNESS OVERALL WITH WITHOUT SIZE I LENGTH ACCESSORIES ACCESSORIES Inches Inches Inches Pounds Pounds 4 .52 12 84 48 6 .55 12 114 68 8 .60 12 143 87 10 .63 12 193 113 12 .68 12 254 144 U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Rp,kpd 12 ()5 I I I I I I I I I I I I 1 I I I I I 1 I I I I I I I I I MECHANICAL JOINT FITTINGS 2005 ED ITlO N P27 Wye Branches SIZE PRESSURE DIMENSIONS WEIGHT Inches RATING Inches Pounds -- - -- PSI WALL THICKNESS RUN BRANCH RUN BRANCH A B C 3 3 350 .48 .48 10 3 10 60 4 3 350 .52 .48 12 3 12 85 4 4 350 .52 .52 12 3 12 95 6 3 350 .55 .48 14.5 3.5 14.5 125 6 4 350 .55 .52 14.5 3.5 14.5 135 6 6 350 .55 .55 14.5 3.5 14.5 150 8 4 350 .60 .52 17.5 4.5 17.5 190 8 6 350 .60 .55 17.5 4.5 17.5 205 8 8 350 .60 .60 17.5 4.5 17.5 225 10 4 350 .68 .52 20.5 5 20.5 270 10 6 350 .68 .55 20.5 5 20.5 285 10 8 350 .68 .60 20.5 - 5 20.5 305 10 10 350 .80 .80 20.5 5 20.5 375 12 4 350 .75 .52 24.5 5.5 24.5 375 12 6 350 .75 .55 24.5 5.5 24.5 390 12 8 350 .75 .60 24.5 5.5 24.5 415 12 10 350 .87 .80 24.5 5.5 24.5 500 12 12 350 .87 .87 24.5 5.5 24.5 535 14 6 350 .82 .55 27 6 27 540 14 8 - 350 .82 .60 27 6 27 565 14 10 350 .82 .68 27 6 27 595 14 12 350 .82 .75 27 6 27 630 14 14 350 .82 .82 27 6 27 690 For dimensions of Mechanical Joints see page 4. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Revicprl 12 fl I I I I 1 I I I I I I I I I I I I I I MECHANICAL JOINT FITTINGS 2005 EDITION P28 WE Wye Branches (cont.) SIZE PRESSURE DIMENSIONS WEIGHT Inches RATING Inches Pounds PSI - WALL THICKNESS RUN BRANCH RUN BRANCH A B C 16 6 350 .89 .55 30 6.5 30 700 16 8 350 .89 .60 30 6.5 30 720 16 10 350 .89 .68 30 6.5 30 755 16 12 350 .89 .75 30 6.5 30 790 16 14 350 .89 .82 30 6.5 30 850 16 16 350 - .89 -- .89 30 6.5 30 905 18 6 350 .96 .55 32 7 32 865 18 8 350 .96 .60 32 7 32 890 18 10 - 350 .96 - .68 32 7 32 925 18 12 350 .96 .75 32 7 32 960 18 14 350 .96 .82 32 7 32 1015 18 16 350 .96 .89 32 7 32 1070 18 18 350 .96 .96 32 7 32 1135 20 8 350 1.03 -- .60 - 35 8 35 - 1115 20 10 350 1.03 .68 35 8 35 1150 20 12 350 1.03 .75 35 8 35 1190 20 14 350 1.03 .82 35 8 35 1250 20 16 350 1.03 .89 35 8 35 1300 20 18 350 1.03 .96 35 8 35 1365 20 20 350 1.03 1.03 35 8 35 1435 For dimensions of Mechanical Joints see page 4. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Rpice1 12 fl I I MECHANICAL JOINT FITTINGS 2005 ED 1110 N P29 Wye Branches (cont.) SIZE PRESSURE DIMENSIONS WEIGHT Inches RATING Inches Pounds - psi WALL THICKNESS RUN BRANCH RUN BRANCH A B C 24 8 350 1.16 .60 40.5 9 40.5 1625 24 10 350 1.16 .68 40.5 9 40.5 1660 24 12 350 1.16 .75 40.5 9 40.5 1700 24 14 350 1.16 .82 40.5 9 40.5 1760 24 16 350 1.16 .89 40.5 9 40.5 1815 24 18 350 1.16 .96 40.5 9 40.5 1880 24 20 350 1.16 1.03 40.5 9 40.5 1950 24 24 350 1.16 1.16 40.5 9 40.5 2115 30 12 250 1.37 .75 49 10 49 2850 30 14 250 1.37 .82 49 10 49 2915 30 16 250 1.37 .89 49 10 49 2975 30 18 250 1.37 .96 - 49 10 49 3040 30 20 250 1.37 1.03 49 10 49 3115 30 24 250 1.37 1.16 49 10 49 3280 30 30 250 1.37 1.37 49 10 49 3670 36 - 12 250 1.58 .75 60 -. 19.5 60 4895 36 14 250 1.58 .82 60 19.5 60 4970 36 16 250 1.58 .89 60 19.5 60 5040 36 18 250 1.58 .96 60 19.5 60 5120 36 20 250 1.58 1.03 60 19.5 60 5205 36 24 250 1.58 1.16 60 19.5 60 5390 36 30 250 1.58 1.37 60 19.5 60 ---5805.-- 36 36 250 1.58 1.58 60 19.5 60 6335 For dimensions of Mechanical Joints see page 4. I I I I U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Ppuicpd 19 fl I Ii U I I I I 1 I I I I I U U I I I I I I I I I I I I I I I I I LI F-1 MECHANICAL JOINT FITTINGS 2005 EDITION P30 Valve and Hydrant Tees Valve and Hydrant Connecting Pieces Method No. 1 Valve and hydrant tee w/Dl rotatable Ml gland on plain end branch Connecting piece with integral cast Mi gland on one end - Dl rotatable Mi gland on other end 3 j Ml valve FL - + 13°, 24", 36°, 48" and 60" lengths Fire hydrant; available for 6° size 13° length available for 8" size Standard Ml tee For other dimensions see table of Mechanical Joint tees and crosses. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Rp.u,sp.,1 19 fl I Water main 7 L. Standard low alloy Ml bolts L..__ Standard Ml gaskets 13°, 24, 36, 48" and 60" lengths available for 6" size 13° length 10.75" - 6" x 6° Tees available for 8° size 11.75" - 8° x 6" Tees Fire hydrant; 13.75" - 10° x6" Tees 14.75" - 12° x6° Tees Method No. 2 17.15°-16 x6 Tees 11.50" - 8° x 8° Tees Connecting piece 13.50" - 10" x 8" Tees with integral cast 14.50" - 12" x 8° Tees ç- Ml gland on one end - \ Dl rotatable Mlgland on other end Standard low alloy Ml bolts - all joints Standard Mi gaskets MECHANICAL JOINT FITTINGS 2005 ED 1110 N P31 U Valve and Hydrant Tees Valve and Hydrant Connecting Pieces (cont.) Valve and Hydrant Tees Mechanical joint valve and hydrant tees and connecting pieces are used for anchoring mechanical joint valves and hydrants to the pipe main. Hydrant fittings also provide conven- SIZE WEIGHT ient anchoring in other installations where valves or caps are used at termination points. These Inches Pounds 6 x 6 110 hydrant fittings are made with attached glands; therefore after bolting to the adjoining fittings the joints are effectively restrained from separation. Joint connections are made with standard - - - 8x6 -_ 160 __________ mechanical joint bolts and gaskets. There is no need for tie rods or external blocking. Glands - ----- ---------------- - - are rotatable on tee branches and on one end of connecting pieces to facilitate vertical setting of valves and hydrants in sloping terrain. 10x6 12 x 6 235 - 310 Use of the valve and hydrant tee permits installation of the valve and testing of the main prior -_ 16x6 525 to installation of the hydrant. With the valve anchored to the main, replacement of damaged . - X 8 - - - 210 - fire hydrants can be more easily accomplished. 10 x 8 286 Rotatable glands are made of Ductile Iron. 12 x 8 370 All valve and hydrant tees and connecting pieces are Ductile Iron, with a pressure rating of 350 psi. Valve and Hydrant Connecting Pieces SIZE LENGTH WEIGHT Inches Inches Pounds 6 13 55 6 24 90 6 36 125 6 48 160 6 60 195 8 13 130 I I I I I U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRO-007 Rvispr1 12 05 Special Combination 6' 6' 6' x 6' x 4' x 4' Bell, Spigot, Bell and Bell Cross (B - S - B - B) D 4- 6" x 4' Flange Reducing Base 900 Bend Base Opposite 6' Flange 4;A 6' 6" x 6' x 4' Bell, Spigot, Bell and V-Branch (B - S - B) EL] ELI MECHANICAL JOINT FITTINGS S 2005 EDITION P32 I Combinations of Standard Fittings That I May be Used in Place of Special Fittings I The illustrations in the "SPECIAL" Special Combination columns on this page indicate typical fittings that are often required with a I combination of bell, spigot, and flange TIN outlets. The laying dimensions of these fittings are not covered by any standard and they are therefore usually named I "SPECIAL", inasmuch as they are made to order to suit specific conditions in piping installations. To the right of each "SPECIAL" fitting is shown a combination of Standard fittings that can be used to obtain the same I outlet effects as the Specials. The laying dimensions may not be interchangeable since the dimensions of the Standard I fittings are fixed whereas the Specials 6" 6' can be made to any desired length. I The use of Standard fittings wherever possible is always recommended as the 6' x 6' x 4' most economical; such fittings can usually Bell, Spigot and Bell Tee (B - S - B) be shipped out of stock. In sending I inquiries for fittings of dimensions deviating from the Standard, state specifically the type of outlets wanted, I reading, size, etc., as shown on this page, and give exact dimension from 6' ' the center line to outlet. 6' x 4' Bell and Spigot Reducer (B - 5) I Large End Bell 6. I Bell and Spigot, 90° Bend (B - S) I U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT FITTINGS BRD-007 Rp,ce,1 19fl. I I I I ELIELIJ MECHANICAL JOINT FITTINGS 2005 EDITION P33 Products for Water, Wastewater and Fire Protection Ductile Iron Pipe SIZE RANGE TVTflN inINTO Pino ,I_fA" fliii'filp irnn Mechanical Joint Pipe - 4-12 Ductile Iron TR FLEX® Pipe 4-64 Ductile Iron Flanged Pipe 3-64' Ductile Iron USIFLEX® Boitless Flexible Joint Pipe - for Subaqueous Installations Restrained Joints TR FLEX® Pipe 448" Ductile Iron 4-64" Ductile Iron MJ FIELD bK® Gaskets 4-24' FIELD LOK 350® Gaskets 4-24' FIELD LOK® Gasket 30 & 36 TR FLEX GRIPPER® Rings 4-36' Ductile Iron TR THE FLEX® Assemblies 4-24' Ductile Iron HP L0K" Restrained Joint Ductile Iron Fittings TYTON® Fittings } 30-42 14-64 Ductile Iron TRIM TYTON® Fittings 4-12' Ductile Iron - TR FLEX® Fittings and TR FLEX® Telescoping Sleeves Mechanical Joint Fittings - 4-64' Ductile Iron t 3-48" Ductile Iron TRIM lYlE® MJ Fittings Flanged Fittings 3-48' Ductile Iron 3-64" Ductile Iron XTRA FLEX® Couplings 4-24" Ductile Iron Miscellaneous Products PROTECTO 401 Lined Ductile Iron Pipe for 4-64' Ductile Iron Domestic Sewage and Industrial Wastes FLANGE-TYTE® Gaskets 4-64 Saddle Outlets Various Ductile Iron Welded Outlets Various Ductile Iron Polyethylene Encasement 4-64' U.S. PIPE AND FOUNDRY co. MECHANICAL JOINT FITTINGS BRO-007 I I I I I I I I I I I I I I Our products are manufactured in conformance with National Standards so that our customers may be assured of getting the performance and longevity they expect. Use of accessories or other appurtenances that do not comply with recognized standards may jeopardize the performance and longevity of the project. I I I I I Fl I I I I I I I I I I I I I I I I..... . - - / / I - 2009 EDITION .1 I MECHANICAL JOINT PIPE 4-12" DUCTILE IRON (R FOR WATER & WASTEWATER, FIRE PROTECTION & INDUSTRIAL APPLICATIONS I I I I I I I I I I I I I I I 1 I I I MECHANICAL JOINT PIPE 2009 EDITION P2 Table of Contents Mechanical Joint Pipe 3 Assembly of Mechanical Joint Pipe 4 Technical Information 5 U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT PIPE BRO-005 REVISED 05.09 LLJ lIE lcd IL00 I I I I I I I I I I I I I I I Mechanical Joint Pipe ANAWd ANSVAWWA C151/A21.51, Standard for Ductile Iron Pipe, Centrifugally Cast for Water. Ductile Iron mechanical joint pipe are centrifu- gally cast in metal molds in sizes 4" through 12" in accordance with applicable requirements ofANSI/A\MNACi5i/A21.51. ANSI/AWWA C111/A21.11, Standard for Rubber-Gasket Joints for Ductile Iron Pressure Pipe and Fittings. Accessories conform to applicable requirements of ANSVAWWA CI11/A21.Ii. NOTE: U.S. Pipe neither manufactures nor recommends the use of mechanical joint retainer glands. As an accommodation to our customers and consulting engineers we do provide retainer glands for use where specified. Any warranties for those glands sold by U.S. Pipe shall be those warranties given by the particular manufacturer of the gland involved. U.S. PIPE MAKES NO WARRANTIES, EXPRESS OR IMPLIED CONCERNING THOSE GLANDS, AND U.S. PIPE WILL ASSUME NO LIABILITY FOR THEIR USE. We continue to offer other restrained joint products, TR FLEX' Pipe and Fittings, and the FIELD LOK35O Gasket for use with TYTONJOINTO Pipe and Fittings. If specifiers and users believe that corrosive soils will be encountered where our products are to be installed, please refer to ANSI/A WWA C105/A21.5 Polyethylene Encasement for Ductile Iron Pipe Systems for proper protection procedures. Mechanical joint pipe is a time-tested Ductile Iron product with joint dimensions conforming to the standardized dimensions in AMNA Clii. Mechanical joint pipe is UL Listed and FM Approved. The mechanical joint is based on the stuffing box principle and consists of a bell with a flange cast integrally with it; a cast or ductile iron gland; a rubber gasket and the necessary bolts and nuts. Its design permits considerable deflection as well as longitudinal expansion and contraction in the line. Gaskets, Glands and Bolts for Mechanical Joint Pipe and Fillings All gaskets furnished for mechanical joints are made to accurate dimensions under rigid controls and inspection. Plain tipped rubber gaskets are normally furnished; however, gaskets for special applications can be furnished upon request. Glands are made of special high quality gray or ductile iron under rigid metallurgical controls and inspections. Alloy bolts normally furnished for the mechanical joint are low alloy, high strength steel bolts having a minimum yield strength of 45,000 psi. In this use these bolts are cathodic to the pipe, which minimizes any corrosive tendencies. Other types of bolts and bolts for unusual requirements are furnished to meet purchasers' specifications. Gaskets, glands and bolts are furnished in sufficient quantities to provide for each socket opening on pipe and fittings. MECHANICAL JOINT PIPE 2009 EDITION I P3 U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT PIPE BRO-005 REVISED 05.09 REVISED 05.09 I I I I I I I I I I I I I I I I I I I MECHANICAL JOINT PIPE 2009 EDITION p4 Assembly of Mechanical Joint Pipe These photographs show each of the five progressive steps in assembling mechanical joint pipe. Figure 1. Brush socket, plain end and gasket with soapy water, then slip gland and gasket over plain end. The small side of the gasket and the lip side of the gland face the socket. Figure 2., Insert plainend into socket. Push gasket into position with fingers, making sure it is evenly seated. Figure 3. Slide gland into position, insert bolts and tighten nuts by hand. Figure 4. With ordinary ratchet wrench, tighten bolts alternatively (bottom then top, and so on, all around) to a torqüerangeof 75-90 if-lb. Figure 5. The completed mechanical joint. NOTE: Installation of mechanical joint pipe should be made following the instructions inANSUAM'WA C600 and ANSI/A WWA C111/A21.11. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT PIPE SRO-005 LIJLIJLJLIJ MECHANICAL JOINT PIPE 2009 EDITION p5 I Technical Information M T.. A K1 DIMENSIONS Inches Table 1. 4u_12 Mechanical Joint Pipe BOLTS GLAND BOLTS MAX SIZE A B J K1 Ki L M S QUANTITY SIZE LENGTH BELL GASKET DEFLECTION Inches Inches Pounds Pounds Degrees 4 4.80 2.50 7.50 9.06 9.12 .91 .75 .41 4 3/4 3-1/2 13 10 8 6 6.90 2.50 9.50 11.06 11.12 .94 .88 .43 6 3/4 3-1/2 18 16 7 8 9.05 2.50 11.75 13.31 13.37 .98 1.00 .45 6 3/4 4 24 25 5 10 11.10 2.50 14.00 15.62 15.62 .98 1.00 .47 8 3/4 4 31 30 5 12 13.20 2.50 16.25 17.88 17.88 .98 1.00 .49 8 3/4 4 37 40 5 NOTE: Ductile Iron glands are furnished with 4"-12" mechanical joint pipe. I I I I U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT PIPE BRO-005 REVISED 05.09 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I MECHANICAL JOINT PIPE EE I 2009 EDITION P6 Technical Information (cont.) Table 2. Nominal thicknesses, dimensions and weights of 4"-12" mechanical I oint pipe conforming to ANSI/AWWA C151/A21.51. -- I WElGHTSt Mi PIPE THICKNESS 1 OUTSIDE WEIGHT BARREL AVERAGE WEIGHT SIZE CLASS THICKNESS DIAMETER PER FOOT PER LENGTH* PER FOOT** Inches Inches Inches Pounds Pounds Pounds 4 53 0.32 -4.80 13.8 260 J 14.5 6 53 0.34 6.90 21.4 j 405 22.4 8 53 . 0.36 9.05 30.1 I565J 31.4 10 53 0.38 11.10 39.2 735 . 40.9 12 53 1 0.40 13.20 49.2 925 51.3 ----'------ 4 __54 0.35 4.80 15.0 _285 _15.7 6 54 _____-------- 0.37 6.90 ___- 23.2 435 24.2 - 9.05 -- 32.5 610 __33.8 8 __54 0.39 10 _54 0.41 11.10 42.1 _790 _43.8 12 54 0.43 13.20 52.8 _990' __54.8 55 0.38 4.80 16.1 305 _16.9 6 _55 0.40 6.90 25.0 _470__26.0 8 55 H 0.42 9.05 34.8 1650 36.2 10 _55 0.44 11.10 45.1 _845 _46.8 12 _55 j 0.46 13.20 56.3 _1050 _58.4 4 _56 _0.41 4.80 17.3 _325 __18.0 6 .56 I 0.43 6.90 1 26.7 500 27.7 8 56 0.45 9.05 37.2 I 48.0 695 -- . 895 38.6 49.8 10 56 0.47 11.10 12 56 0.49 13.20 59.9 1115 61.9 Tolerances of 00 of Spigot End: 4"-12" ± .06" t4'12" - Nominal 18' laying lengths. *Including bell calculated weight of pipe rounded off to nearest 5 lbs. "Including bell average weight of pipe per foot, based on calculated weight of pipe before rounding. U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT PIPE BRO-005 REVISED 05.09 1 I I I I I I I I I I I I I I I I I I MECHANICAL JOINT PIPE 2009 EDITION P7 Products for Water, Wastewater and Fire Protection Ductile Iron Pipe SIZE RANGE TYTON JOINT® Pipe 4-64 Ductile Iron Mechanical Joint Pipe 4-12" Ductile Iron TR FLEX® Pipe 4-64 Ductile Iron Flanged Pipe 3-64" Ductile Iron USIFLEX® Boltless Flexible Joint Pipe - 4-48" Ductile Iron for Subaqueous Installations Restrained Joints TR FLEX® Pipe 4-64 Ductile Iron MJ FIELD LOK® Gaskets 4°-24 FIELD LOK 350® Gaskets 4°-24" FIELD LOK® Gasket 30" & 36° TR FLEX GRIPPER® Rings 4-36" Ductile Iron TR TELE FLEX® Assemblies 4-24" Ductile Iron HP LOW" Restrained Joint 30°-42" Ductile Iron Fittings TYTON® Fittings 14-64° Ductile Iron TRIM TYTON® Fittings 4-12 Ductile Iron - TR FLEX" Fittings and TR FLEX® Telescoping Sleeves 4°-64' Ductile Iron Mechanical Joint Fittings ; 3°-48° Ductile Iron TRIM TYTE® MJ Fittings 3t_48 Ductile Iron Flanged Fittings 3°-64" Ductile Iron XTRA FLEX® Couplings 4-24" Ductile Iron PROTECTO 401'" Lined Ductile Iron Pipe for 4-64° Ductile Iron Domestic Sewage and Industrial Wastes FLANGE-TYTE® Gaskets 4-64° Polymeric Linings For all pipe sizes Saddle Outlets Various Ductile Iron Welded Outlets : Various Ductile Iron Polyethylene Encasement 4°-64" U.S. PIPE AND FOUNDRY CO. MECHANICAL JOINT PIPE BRO-005 Our products are manufactured in conformance with National Standards so that our customers may be assured of getting the performance and longevity they expect. Use of accessories or other appurtenances that do not comply with recognized standards may jeopardize the performance and longevity of the project. REVISED 05.09 J—ER—ITR—EGiONAL OFFICE 25f68(Phone) 6 EGIONAL OFFICE j1885() I I I (iIiiin t11 I U N I I I Features and Applications: Sizes 3 inch through 48 inch Constructed of ASTM A536 Ductile Iron Torque Limiting Twist-Off Nuts MEGA-BOND® Restraint Coating System For more information on MEGA-BOND, refer to www.ebaa.com The Mechanical Joint Follower Gland is incorporated into the restraint Heavy Duty thick wall design I I 1EtBL I 01= Your Connection to the FutureTM es11®® Mechanical Joint Restraint for Ductile Iron Pipe Post Ife Ship ping Assemb ly Ratin WiMeSib—e~NUMOTF ion 3 1103 6.1 3° 350 4 - 1104 7.7 3° 350 1 6 1106 11.9 30 350 T_8110814 30 350 J 10 1110 23.9 3°350 12 -111231.2 30 350 J 14 1114 48.5 20 350 16 1116 56.4 20 ó] 18 1118 - 63.1 1½°250 20 1120 723 1½0 250 1 24 1124 133.1 1½° 250 L_30 1130 19z61°5 36 1136 234.0 10 250 [42 536.0 10 48 1148 653.0 10 250 6I ll t?Thl1I U.S. Patent Nos. 4092036, 4627774, 4779900, 4896903, 5544922 The USA I I I I I I I Support Products Available: Split repair style available 3 inch through 48 inch. EBAA Series IIOOSD Solid restraint harness available for push-on pipe bells. EBAA Series 1700 Split restraint harness available for existing push-on bells. EBAA Series IIOOHD All MEGALUG and related restraint products can be furnished as packaged accessories complete with appropriate restraint, gasket, lubrication, and bolt- ing hardware For use on water or wastewater pipe- lines subject to hydrostatic pressure and tested in accordance with either AWWA C600 or ASTM D2774 dt ;v wpI 1 , -XiT t YJ d r '. r - -.17 . •:i_ -. •— -: — — a-, _ 5 - MEGALUG: THE PRODUCT OF PREFERENCE SINCE 1984 ince 1984, engineers and contractors designing and installing ter and wastewater pipelines and systems have come to rely rn the EBAA Series 1100 MEGALUG Mechanical Joint Restraint the "Product of Preference" for effectively and economically training ductile iron pipe connections above or below ground. MEGALUG Mechanical Joint Restraints replace external re- aints such as cumbersome concrete thrust blocks and corrod- e metal tie rods creating a quicker, safer and more economical nstal lation. I Major testing laboratories agree as the 3" through 24" sizes are Underwriters Laboratories (UL) listed, and the 3" through 12" sizes are Factory Mutual (FM) approved. For use on all classes of ductile iron pipe (PC350 through PCI50 and CL56 through CL50), for practically any application including valves, hydrants and pipe, the MEGALUG Mechanical Joint Restraint effectively and safely performs without damage to the pipe or cement linings. THE MEGALUG GRIPPING WEDGE... PERFORMANCE PROVEN the wedge style MEGALUG design reacts the amount of force acting on the joint. en each wedge is set, the wedge teeth netrate the pipe's outer surface, and he wedge does not move on the pipe. ere is very little change in this interface til the wedge movement begins inside e pocket of the main casting. Once the vedge starts moving, the formation of the tthis tress begins. "dam" of material (the wedge mpression) is cold formed as the wedging I tion continues. If the force of pressure ting on the joint is released, the wedge noves back to near its original position. - is engages the reserve-controlled move- nt or "RCM". The wedge is then ready another round. After the wedge has moved to the back I I / ol / Max pressure crl I Movement I LL causes I to I Max movement X grip LU Rated pressure W I / Wedge movement l begins ol I W I I! Normal operating l Il pressure (II I WI I Il g I.eRCMe. MOVEMENT of the pocket at the maximum pressure or load, the wedge buttress are in shear. The maximum movement is about 0.3 inch through the thirty-six inch size and 0.4 inch for forty-two and forty-eight inch. The RCM is available even with severe cyclic loads. This has been tested to very high-pressure differentials and the wedge impressions look the same as if a single test had been performed. Typically, the depth of pipe wall pen- etration, or wedge impression at around 25,000 pounds of force per wedge (200 PSI on a six inch and 150 PSI on a twelve inch) is 0.03". Finally, at roughly twice that force the penetration is around 0.05" At these high pressures, there is no affect on the design thickness of ductile iron pipe made according to AWWA C150. The lack of damage to the cement lining clearly indicates that the thrust load is primarily longitudinal. This ability to move in the pocket allows for angular flexibility as well as longitudi- nal flexibility. I THE ORIGINAL PATENTED GRIPPING WEDGES \ I Since 1964 EBAA Iron has respond- ( much as allowed ed aggressively to the needs of the ((- by the mechanical \ water industry for better solutions \ joint during installa- \ I to joint restraint problems -thus the tion, it can also deflect \ development of the family of self after assembly: 'S actuating MEGALUG wedge action I Sizes of 12" and below are restraints, capable of up to 3 degrees ' of deflection after installation \z TOOLS (depending on the preset defiec- MEGALUGS install using an ordinary tion.) I wrench (box, ratchet, or air-driven), The 14" and 16" sizes are capable because the torque-limiting, twist- i of 2 degrees deflection. off nuts automatically shear during The 18" through 24" sizes are capable of I tightening when the proper torque 1.5 degrees deflection. is reached. The same 11/4 wrench The 30" through 48" sizes are capable of 1 used to tighten the 1-bolts on the degree deflection. 4" through 24" sizes can be used I to tighten and shear the twist off STEEL PIPE nuts in all sizes. If removal becomes The 1100 Series MEGALUG can be used to restrain necessary, a 5/8 hex head remains 3" - 8" SCH 40 or 80 steel pipe when joining to me- so the screws can be loosened, b chanical appurtenances. It can also be used on steel and retightened with a torque-in- pipe in all sizes if the pipe's outside diameter is the dicating wrench. During removal, same as the ductile iron pipe and its thickness is equal I the wedges are held in place by / to or greater than PC350 ductile iron pipe in sizes of 16 retainer clips. / ! inch and below and PC250 ductile iron pipe 18 inches / and above. DEFLECTION I The MEGALUG gripping J _JJ j CAST IRON PIPE wedges provide resiliency Grey iron pipe diameters are often larger than duc- to your pipeline design. In tile iron pipe diameters. The Series 1100 MEGA- addition to deflecting as / I \ LUG restraint may be used with grey iron pipe I \ having standardized cast iron O.D. per AWWA . .J C150 and C151, and with pit cast Classes c "A" and "B" without modification. Use of the I ' Series 1100 with pit cast grey iron Classes C and "Y will require over sizing the MEGALUG. More information on this is explained in detail in Connections Bul- letin DI -1". I MEGALUG Takes the Load I On April 11, 1997 EBM Iron performed a remark- - I able force demonstration of their series 1100 MEGALUG Joint Restraint. With the use of [BAA's Series 1100 MEGALUG using a standard I mechanical joint installation on 12 inch Ductile Iron Pipe, and a 80 Ton mo- tor crane, [BAA Iron lifted a D7 Caterpillar Track Type Tractor weighing in at 50,350 lbs. Along with this, tie Series 1100 MEGALUG has been tested to over I 700 PSI. Concluding that [BAA's MEGALUGS can take the load. Support Products for more information concc'-nirg these products p1ease consult the catalog or www.ebaa.com ries IIOOSD MEGALUG Restraint Existing Mechanical Joints Series 1700 MEGALUG Restraint Harness For Push-On Bell loir.ts I Mechanical Joint Restraint sampie specutications (The text of the specifications below can be copied pasted from wwwebaa.cornfdownload/llOOSpec.DOC) Restraint devices fo' mechanical joint fitt:ngs and appurteiarccs conforming to either ANSI/AWWA C111/ A21.11 or ANSI/AWWA C1E3/A21.E3, shall conform to the following: I I I I I I I I I I I I I I I I I Design Restraint devices for nominal pipe sizes 3 inch through 48 inch shall ccnsist of multiple gripping wedges inconorated int a follower gland meeting the applicable re- quirements of ANSI/AWWA CII0/A21.10. The devices shall have a working pressure rating of 350 psi for 3-16 inch and 250 psi for 18-48 inch. Ratings are for water pres- sure and must include a minimum safety factor of2to un all sizes. Material Glanc body, wedges and wedge actuating components shall be cast from grade 65- 45-12 ductile iron material in accordance with ASTM A536. For applications req jirhg resraint 30 inch and greater, an alternate g-ade of iron meeting the material requirements of ASTM A536 is acceptable. providing the device meets all end product performance requirements. Ductile iron gripping wedges snll be heat treated within a range of 370 to 470 BHN Three (3) test bars sha I be incrementally poured per production shift as per Under- writer's Laboratory (U.L.) Specifications and ASTM A536. Testing for :ersile, yield and elongation shah be done .r accor- dance with ASTM E8. Cheriicai and nodularitv tests shall be performed as recommended by the Ductile Iron Society, on a per ladle bass. Traceability An identification numbe:' ccrsis:ing of year, day, plant and shift (YY'JDD)(plant designation)(Shift number), shall be cast into each gland body. All physical and chemical test results snail -be recorded such that they can be ac- cessed via the identification number on the casting. These Material Traceabiity Records (MTR's) are to be made avail- able, in hard copy, to the purchaser that requests such documentation and submts his gland body identification number. Production pieces that are too small, to ac- commodate individual numberng, such as fasleners and wedges, shall be cortrolled in segregate inventory until such time as all quality control tests are passed. These component Darts may then be released to a general inventory for final assembly and packaging. All components shall be manufactured and assembled in the United States. The purchaser shall, with reasonable notice,. have the right to plant visitation at his/her expense. Installation Mechanical joint restraint snail recuire conventional tools and nstalla:ion prcce• dures per AWWA C600. while retaining full mechanical joint defiecdoi during assem- bly as well as allowing joirt-detlection after assembly. Proper actuation of the gr p ping wedges shall be ensured with torque limiting twist off nuts. Approvals Restraint devices shall be Listed by Under writers Laboratories (3" through 24" inch size) and Approved by Factory Mutual (3" through IT inch size). Mechanical oint restraint for ductile Iron pipe shall be Megalug Series 1100 pro- duced by EBAA Iron Inc. or approved equa MEGA-BON D® Restraint Coating System All wedge assemblies and related parts shall oe prccessed through a phosphate wash r nse and drying operation prior to coating application. The coating shall consist of a minimum of two coats of liqui' thermoset epoxy coating with heat cure to follow each coat. All casting odies shall be surface pre- treated with a phosphate wash, rinse and sealer before drying. The coating shall be electrostatically applied and heat cured. The coating shalt be a polyester based powder to provide corrosion, impact and UV resistance. The coating system shall be MEGA-BOND by EBAA ion, Inc. o' approved equal. Requests f:r approved equal must submit ccating material and process details for review prior to bid. or ncre information regarding MEG# - 13ON3. refer to the MEGA-BOND brc'chur ot visit wwv.ebaa.com. .. - -_--SerieS iIOOSDB Split MEGALUG Restraint For Mid-Span Applications Series IIOOHD Split MEGALUG Restraint Harness for Existing Push-On Bells Series 1100 Submittal Reference Drawing 0.75 0.125 sECTuNA- I 3 1103 1104 4.48 5-.92- 2.27 2.27-- 4.06 490 0.62 075 9.06 990 0,753 0.875 6.19 750 7.69 2 92247i 4 6.1 3E0 350-1 6 1106 8.02 2.27 7.00 0.88 12.00 0.8759.5011.123 6 11.8 350 1108 10_172_31 915 100141508751175 13.37___4 61j50 10111012.222.3711.20 1.00 16.20 - 0.875 14.00 15.62 '38 23.9 350 L_12 __111214322_37 13301251830_0__8751625173888312IjIJ 14 16 1114 16.40 2.69 15.44 1.50 111618502691754156__2290_03752100225012 20.940.375 18.75 2025 10 10 49.7 350 12 56.4 350 181118 20.60 2.69 19.64 1.63 25.00 0.375 23.2524.75 12 12 63.6 250 T_20 _1120 22 70 269 2174_169 27.1-3 0375_2550_27001414710 250J 24 1124 26.903.20 25.941.8132.640.375_30.0031.50 '1616 128.7 250 L_30 __113033_293_20_32_172_2538871125_36_88 39122O2019620 36113639.593.20 38.47 2.25 45.17 1.125. 43.7546.002424 226.5250 42 1142 4579456446738855571375506253482828 5189 250J 48 1148 52.09 4.56 50.97 3.88 61.87 1.375 57.50 60.36 32 32 608.3 250 I important Notes __ The Series 1100 MEGALUG should -tot be used on plai'- end • EBM Sea Machan ca Joirt Gaskets are p oidd wjth30in fittings tirough 43 inzi MEGALLG retraints These are -ejirie,a cve I referenced si.s to a c rnmc'date the pressure ratirgs and sfetJ tat,,to Ehoin If encased in concrete polyethylene wrap must be use to Extra leigth I bolts are proviied with the 42 inch and 48 nch sizes o I prevent concrete intrusion into the %edge pocket. faciitate easi assembly of the mechanical joint t1 For test pressures above the rated pressures shown contact All Series 11CO MEGALUG conponents are made of cutiIe iro AP EBAA for recommendations such a3.tandem restraint For high concrming to ASIM A536 The wedges are heat treated t6 :a, ardness J I pressure applications range of 370 to 470 31-IM L' ;' If you exerience the need to install he Series 1100 ' LISINCS ND APPROVALS Sizes 3 inch thrcugh24 inch are st y MEGALLJG in an unconventional manner please consultour Unde'writers Laboratories Inc Category HJF' F Fittings Reta ne I engineering department. : with a cefiection ange of 5A (3 inch though1inch:' j 'id.'- degrees (14 itch through 24 inch). The listing file n1thberisEA'5f Sizes 3-inch through 12 nd- are Factory Mutual apprjved4c. The Series 1100 MEGALUG is inten:ec for use on duc tIe iror aie The est aint can be used on g ey iron pipe if the pipe snot se I corroded and is in sound condition End has an outside jiameterthat can be accommodaed. For more information or the-use of _he' MEGALLG restraint on-grey iron pipE ask for Connecticns BuUetn Dl-:. - Tighten the bolts to the normal range of torque as indicated [3 inch 45-60 ft-lbs., 4-24 inch 75-90 ft- lbs., 30-36 inch 100-120 ft-lbs., and 42-48 inch 120-150 ft-lbs.] While at all times maintaining approximately the same distance between the gland and the face of the flange at all points around the socket. This can be accomplished by partially tightening the bottom bolt first, then top bolt, next the bolts at either side, finally the remaining bolts. Repeat the process until all bolts are within the appropriate range of torque. — 4. ri - - I j The Series 1100 MEGALUG joint re- straint is designed for use on ductile iron pipe conforming to ANSI/AWWA C151/A21.51 (all thickness classes) I when restraining mechanical joint pipe fittings. I.* Clean the socket and the plain end. Lubrication and additional cleaning should be provided by brushing both I the gasket and the plain end with soapy water or an approved pipe lubrication meeting the requirement of ANSI/AWWA C111/A21.11, just prior to slipping the gasket onto the plain end for joint assembly. Place the gland on the plain end with lip extension toward the plain end, followed by the gasket. NOTE: In cold weather it is preferable to warm the gasket to facilitate assembly of the joint. 3* Insert the pipe into the socket and press the gasket firmly and evenly into the gasket recess. Keep the joint straight during assembly. 4* Push the gland toward the socket and center it around the pipe with the gland lip against the gasket. Insert bolts and hand tighten nuts. Make deflection after joint assembly but before tightening bolts. *********** -4 In large sizes (30-48 inch), five or more repetitions may be required. The use of a torque-indicating wrench will facilitate this procedure. 6. Tighten the torque limiting twist- off nuts in a clockwise direction (direction indicated by arrow on top of nut) until all wedges are in firm contact with the pipe surface. Continue tightening in an alternat- ing manner until all of the nuts have been twisted off. EBAA IRON Sales, Inc. P.O. Box 857, Eastland, IX 76448 Tel: (254) 629•1731 Fax: (254) 629•8931 (800) 433•1716 ithin VS and Canada contact@ebaa.com UMwAhPtlm 7. If removal is necessary, utilize the 5/g inch hex heads provided. If reas- sembly is required, assemble the joint in the same manner as above, by tightening the wedge bolts to 90 ft-lbs. If the series 1100 restraint is removed from the pipe, be sure that all the collar bolts and wedges are in place before the restraint is reassembled. * These steps are requirements of AWWA. AWWA Standard C600 For More Information For more information about MEGALUG restraints call EBAA today and request "EBAA Connections Bulletin Dl-i" concerning use of the MEGALUG restraint on grey iron pipe, or "EBAA Connections Bulletin DI-2" covering the background and operation of the MEGALIJG system of restraint. "Restraint Length Calculation" Software is available for PC/Windows applications. Support documenta- tion about the software can be found in "EBAA Con- nections Bulletin PD-1 through PD-5". FM on to the Future TM 3 2000-'PV 7.0 T 4 2004PV 8.8 J 6 2006PV 12.1 8 2008PV 163 10 2010PV 26.0 T12 14 2012PV 2014PV 31.4 47.6 16 2016PV 52.8 18 2018PV 61.8 20 2020PV 709 24 2024PV 92.9 30 36 48 42 2242*: 2030PV 2036PV 2248* 1285 161.3 - 6520 711.1 U.S. Patent No. 4627775 4896903 5071175 I 0412-1.5-P I I I I I E I I I ELI IR4 Your Conne Wk, ",,I Mt. I I I I I I I Features and Applications: For restraining plain end PVC pipe at mechanical joint fittings and appurtenances Sizes 3 inch through 36 inch Sizes 42 inch through 48 inch accommodated by Series 2200 MEGA-BOND® Restraint Coating System For more information on MEGA-BOND, refer to www.ebaa.com Constructed of ASTM A536 Ductile Iron The mechanical joint follower gland is incorporated into the restraint Heavy duty thick wall design Support Products Available: Split mechanical Joint style available for 3 inch through 12 inch EBAA Series 2000SV Solid restraint ring harness available for C905 PVC pipe bells EBAA Series 2800 Split restraint ring harness available for C900 and C905 PVC pipe bells and PVC fittings EBAA Series 1500, 1600 and 2500 All 2000PV and related restraint products can be furnished as packaged accessories complete with appropriate restraint, gasket, lubrication and bolting hardware For use on water or wastewater pipelines subject to hydrostatic pressure and tested in accordance with either AWWA C600 or ASTM D2774. Convriaht 2007 0 EBAA Iron. Inc. All RiohLc Received. Series 2000PV Mechanical Joint Restraint for PVC Pipe eries 2000PV: echanical Joint Restraint Gland for use With AWWA C900 or UPS Outside Diameter PVC Pipe We 2000PV MEGALUG Mechanical Joirt Restraint Tested to and meets the requirements of ASTM F s the fastest and most economical method of 1674-96 'Standard' Test Method for joint restraint Rstraining PVC pipe to mechanical joints. Now the products use with PVC pipe through 24 inch size. eed for costly concrete thrust blocks and corrodible eel tie rods is eliminated. It can be used in straight UL Listed in the four through twelve inch sizes for ignment or at the preset deflection recommended joining UL Listed ductile iron fittings to UL Listed, or mechanical joints. Class 150 PVC pressure pipe. The maximum allowable Fe 2000PV was the first PVC joint restraint to be joint deflection is five degrees. :ested to UNl-13-13, Underwriters Laboratories, and Factory Mutual approved for use on DRI8 PVC pipe in ctory Mutual. four through twelve inch sizes. (ijiu) AWWA MEMBER ASTM I IB APPROVED e 2000PV MEGALUG Concept :AA Iron started manufacturing joint restraint oducts for PVC pipe in the early 1980s. The testing early prototypes of various configurations of estraints on large diameter PVC pipe irdicated that a Istraint device must be capable of consistently and liably gripping the pipe. If not, the restraint can slip inder pressure, resulting in a sudden mpact, and Iuse the pipe to burst. Armed with ths background owledge and an appreciation for the capabilities of VC pipe, EBM purposefully deviated rcm what many Uthe industry once considered to be the 'only' way to ;., DIr' -;.- Tk;- I4 +, AI-.,-.-+ .-c +k.- c.;.-- 2000PV MEGALUG Mechanical Joint Restraint for PVC pipe. The design of the 2000PV incorporates the gripping mechanism into the design of the mechanical joint gland and utilizes a simple two part assembly process. The first step involves assembling the joint the same as any standard mechanical joint. The assembly procedure we recommend is that established in AWWA C600. The second is the actuation of the restraint. I Three Testing Methods One of the primary tests of PVC is The design philosophy behind its quick burst strength. For pipe the 2000PV joint restraint is that meeting the requirements of AWWA the pipe with the restraint should C900, AWWA C905 and ASTM be capable of being tested to the 2241, the minimum quick burst same minimum requirements requirement for the hoop stress is of the pipe alone. In doingso, 6,400 PSI. For DR18, pipe pressure the restraint is shown to have is 755 PSI. no detrimental effect on the I pipe and will have the same The second test is sustained pressure rating and safety factor pressure test at a hoop stress of as the pipe on which it is used. I 4,200 PSI. For DR18 pipe, that To that end the 2000PV has I pressure is 500 PSI. been subjected to hundreds of I static and cyclic pressure tests n Third, a conservative cyclic pressure to demonstrate the performance surge design for the pipe exists in and reliability of the restraint. the form of Vinson Equation. The 2000PV restraint has been I \ tested to over one million cycles to \ the peak pressures predicted by the Vinson Equation for that number of i ce I Series 2000PV Takes the Load I On April 11, 1997 EBAA Iron performed a remarkable force demonstration of their Series 2000PV joint restraint. Witi the use of EBAA's Series 2000PV I using standard mechanical joint installation on 12 inch PVC pipe, and a 80 Ton Motor Crane, EBAA Iron lifted a D7 Caterpillar Track Type Tractor weighing in at 50,350 lbs. Along with this, the Series 2000PV has been tested to over 700 PSI. I Concluding that EBAA's Series 2000PV. MEGALUG can take the load. Mechanical Joint Restraint for AWWA PVC Pipe Sample Specification I (The text of the specification below can be downloaded as a Microsoft Word Doc from our website www.ebaa.com) straint devices for mechanical joint fittings and appurtenances conforming to either ANSVAWWA C111/A21.11 or ANSI/AWWA 153/A2153, shall conform to the follow: Isign straint devices for nominal pipe sizes 3 inch through 36 inch shall consist of Itiple gripping wedges incorporated o a follower gland meeting the pplicable requirements of ANSI/AWWA 10/A21.10. We devices shall have a working essure rating equal to that found in the iiost current product brochure. Ratings Ifor water pressure and must include inimum safety factor of 2:1 in all ;izes. knd terial body, wedges and wedge actuating fhp o nents shall be cast from grade 65- 12 ductile iron material in accordance ASTM A536. )uctile iron gripping wedges shall be at treated within a range of 370 to 470 N. hree (3) test bars shall be incrementally f ured per production shift as per derwriter's Laboratory (U.L.) ecifications and ASTM A536. Testing or tensile, yield and elongation shall be Ine in accordance with ASTM E8. emical and nodularity tests shall be )erformed as recommended by the ctile Iron Society, on a per ladle basis. Iraceability identification number consisting of ar, day, plant and shift (YYDDD) (plant signation) (Shift number), shall be cast nto each gland body. I physical and chemical test results all be recorded such that they can be accessed via the identification number on the casting. These Material Traceability Records (MTR's) are to be made available, in hard copy, to the purchaser that requests such documentation and submits his gland body identification number. Production pieces that are too small to accommodate individual numbering, such as fasteners and wedges, shall be controlled in segregate inventory until such time as all quality control tests are passed. These component parts may then be released to a general inventory for final assembly and packaging. All components shall be manufactured and assembled in the United States. The purchaser shall, with reasonable notice, have the right to plant visitation at his/ her expense. Installation Mechanical joint restraint shall require conventional tools and installation procedures per AWWA C600, while retaining full mechanical joint deflection during assembly. Proper actuation of the gripping wedges shall be ensured with torque limiting twist off nuts. Approvals Mechanical Joint Restraints shall be Listed by Underwriters Laboratories in the 4 inch through 12 inch sizes. Mechanical Joint Restraints shall be Factory Mutual Approved in the 4 inch through 12 inch sizes. Mechanical Joint Restraints, 4 inch through 24 inch, shall meet or exceed the requirements of ASTM F1674 of the latest revision. Mechanical joint restraint shall be Series 2000PV produced by EBAA Iron Inc. or approved equal. MEGA-BOND® Restraint Coating System All wedge assemblies and related parts shall be processed through a phosphate wash, rinse and drying operation prior to coating application. The coating shall consist of a minimum of two coats of liquid thermoset epoxy coating with heat cure to follow each coat. All casting bodies shall be surface pretreated with a phosphate wash, rinse and sealer before drying. The coating shall be electrostatically applied and heat cured. The coating shall be a polyester based powder to provide corrosion, impact and UV resistance. The coating system shall be MEGA- BOND by EBAA Iron, Inc. or approved equal. Requests for approved equal must submit coating material and process details for review prior to bid. For more information regarding MEGA- BOND, refer to the MEGA-BOND brochure or visit www.ebaa.com. Support Products for more information concerning these products, please consult the catalogor www.ebaacom Series 2200. L_. MEGALUG® Restraint for C905 PVC Pipe at Mechanical Joint Fittings Sizes 42 and 48 inch Series 2500L. MEGALUG® Restraint for C900 and C905 PVC Pipe at PVC Fittings - * Sizes 4 inch through 48 Series 2800 MEGALUG® Restraint Harness for C905 PVC Pipe Sizes 14 inch through 48 Sizes 4 through 12 accommodated by either Series 1500 or 1600 Series 2000SV Split MEGALUG® Restraint for existing C900 PVC Pipe at Ductile Iron Fittings Sizes 4 inch through 12 Series 2000PV Submittal Reference Drawing I I I I I -Dj SPACER Ix KE j C O.125I I I SECTION -A r°75 L-7 P 0.125 4- 1C SECTION B-B 3 2003PV 4.84 1.55 3.60 0.50 9.8 8.6 3/4 6.19 7.69 4 4 TO 4 2004PV 5.92 1.68 4.90 0.50 10.5 9.5 J8 7.50 9.13 4 4 8.8 6 2006PV 8.02 1.68 7.00 0.50 13.0 12.1 /8 9.50 11.13 6 6 12.1 8 2008PV 10.17 1.68 9.15 0.62 14.5 13.6 Y8 11.75 1338 6 6 16.3 10 2010PV 12.22 210 11.20 0.62 17.0 16.0 iti 14.00 -1-5.63- 8 8 26.0 12 2012PV 14.32 2.10 . 13.30 0,5 19.0 18.1 /8 16.25 17.83 8 - 8 31.4 14 2014PV 16.40 2,25 15.49 0.88 21.7 20.9 7/s 18.75 20.38 10 10 47.6 16 2016PV 18.50 225 17.58 088 23.8 23.0 /8 21.00 22.63 12 12 52.8 18 2018PV 20.60 2.25 19.68 1.13 25.9 25.1 7/ 23.25 24.88 12 12 61.8 20 2020PV 22.70 2.25 21.79 125 28.0 27.2 7/ 25.50 27.13 14 14 70.9 24 2024PV 2690 275 2599 142 323 315 /8 3000 3163 16 16 929 30 2030PV 33.29 -2.701132.1 22 150 38.5 37.7 1½ 36.88 39.12 20 20 128.5, 36 2036PV 39.59 2.70 38.52 1.50 44.8 44.0 1½ 43.75 43O0 24 24 161.3 42 2242 - Submittal information for pipe sizes 42 inch and greater can be found in the Series 220 Biochure. 48 2248 Submittal informaion for pipe sizes 42 inch and greater can be found in the SE des 2203 Bro hure. Nominal Series Ratings lorOdinary Ratings Ratings for Peak Pressures used In Sewage Force Mains C905 PVC Pipe ..orks w/Transi nt surges only and other Installations designed for Cyclic Surges of 1-ME. Cycles Pipe Size Number DR14 DR18 DR25 SDR17 SDR21 5Dl6 DR14 DR18 DR25 SDR17 SDR2I S0R26 DR B 0F25 0R32.5 DR41 3 2003PV 305 235 165 250 200 160 244 188 132 200 160 120 - - - 4 2004PV 305 235 165 250 200 160 244 188 132 200 160 120 - - - - 6 2006PV 305 235 165 250 200 160 244 188 132 200 160 120 - - - - 8 2008PV 305 235 165 250 200 160 244 188 132 200 160 120 - - - - 10 2010PV 305 235 165 250 200 lEO 244 188 132 200 160 120 - - - - 12 2012PV 305 235 165 250 200 160 244 188 132 200 160 120 - - - - 14 2014PV - - - - - - - - - - - 235 155 125 80 16 2016PV - - - - - - - - - - - - 235 165 125 100 18 2018PV - - - - - - - - - - - - 200 165 - - 20 2020PV - - - - - - - - - - - - 200 165 - - 24 2024PV - - - - - . - - - - - - 165 165 125 100 30 2030PV - - - - - - - - - - - - - 165 125 100* 36 2036PV - - - - - - - - - - - - - 125 125 100* I I I I I I I I I I I I I I Spacer Instructions I Ductile Iron or C900 PVC Pipe Sizes I For installation on C900 PVC pipe, use as received and - Leave — install per k. Spacer I: instructions. ir ASTM 2241. PVC Pipe Sizes (IPS O.D..) For installation on ASTM 2241 sized pipe, remove Remove spacers and replace :EX Spacer YM screws. Install per instructions. 1-3 ________ 2. * 3 Insert the pipe into the socket and press the * gasket firmly and evenly into the gasket recess. Keep the joint straight during assembly. 4 Push the gland toward the socket and center * it around the pipe with the gla,d lip against the gasket. Insert bolts and hand-tighten nuts. Make deflection after joilt assembly but before tightening bolts. Identify the pipe. The 2000PV is for use with PVC and HDPE pipe. The 4 inch through 12 inch size may be used on C900, and IPS PVC pipe as well as C906 HDPE pipe. Check to see If the spacers under the screws are in place. If the pipe is C900 or is ductile iron O.D., pro- ceed with spacers in place. If the pipe is IPS O.D., remove the spacers. Since 3 inch and 14 inch through 24 inch restraints are only used with one pipe diameter, no spacers are used. Clean the socket and the plain end. Lub-i- cation and additional cleaning should be provided by brushing both the gasket ar.d plain end with soapy water or an approved pipe lubricate meeting the requirements of ANSI! AWWA Cil1JA12.11 just prior to slipping the gasket onto the plain end for joint assembly. Place the gland on the plain end with the lip extension toward the plain end; follow by the gasket with the narrow edge of the gasket toward the plain end [The gasket provided may be the EBM-Seal Improved Mechanical Joint Gasket for C900 PVC Pipe. This gasket is bi-directional having no front or back. For ASTM 2241 PVC Pipe Sizes (IPS O.D.) a Transition Gasket must be used. The use of a pipe wall stiffening insert is required on High Density Polyethylene pipe.). I I I I NOTE: In cold weather it is preferable to warm the gasket tc facilitate assembly of the joint. Tighten the bolts to the normal range of bolt 6. Tighter the torque limiting twist-off nuts in 7 If removal is necessary, utilize the '8 inch hex torque (45-60 ft-lbs for 3 inch, 75-90 ft-lbs for a clockwise direction (direction indicated by heads provided. If reassembly is required, as- 4 inch through 24 inch, 100-120 ft-lbs for 30 arrow on top of nut) until all wedges are in semble the joint in the same manner as above; inch and 36 inch, and 120-150 ft-lbs for 42 firm contact with the pipe surface. Cortinue tighten the screws to 60 to 83 ft-lbs. If the inch and 48 inch.] while at all times maintain- tightening in an alternating manner until all of Series 2000PV restraint is removed from the ing approximately the same distance between the nuts have been twisted off. pipe, be sure that all of the screws, spacers (if the gland and the face of the flange at all required), and wedges are in place before the points around the socket. This can be accom- *These steps are requirements of AWW C600. restraint is reassembled. pushed by partially tightening the bottom bolt EBAA IRON Sales, Inc. first, then the top bolt, next the bolts at either side, finally the remaining bolts. Repeat the ,P.O.BozB51,EasUand,1X16448 Tel: (254) 629.1131 Members of.. process until all bolts are within the appropri- ate range of torque. In large sizes (30-48 inch), Fa.n (254) 6298931 five or more repetitions may be required. The (EGO) 4331116 tthln US and Canada use of a torque-indicating wrench will facilitate contact@ebaa.com ZM .L. I ES-A-ln Building Riser A A M E S I Series IBR I FIRE& WATER WORKS In-Building Risers Sizes: 4" - 10" (100— 250mm) I Features Series IBR In-Building Risers are used to connect the main fire supply to • Cost savings the building overhead fire system. The fitting passes under the foundation • Corrosion resistant stainless steel without joints and extends up through the floor. Provided with installation construction, type 304 tabs, the unit has a CIPS (Cast Iron Pipe Size) coupler for easy connec- • Ease of installation and light weight tion to the underground supply (AWWA C900 PVC and Ductile Iron Pipe) allows one person to position and and industry standard grooved-end connection (AWWA C606) on the handle the riser building side for easy connection to the overhead fire sprinkler system. • Minimal site preparation; joint restraint one-piece construction reduces time Ames In-Building Risers are precision engineered and manufactured to and labor; no missing parts, no leaks; provide exceptional reliability and reduce installation time & labor costs easily identifiable for approvals associated with field assembly. In accordance with NFPA 24-2007, the • Includes Test Cap and Coupler ULJFM approved In-Building Risers replace numerous fittings, elbows • ULJFM approved & spools and reduces the possibility of leaks or failure in comparison to • Sizes: available in 4" - 10" traditional installation methods and materials. Factory tested integrity (100-250mm) with various ensures the highest quality installation. The use of stainless steel signifi- lengths to meet all local requirements cantly increases the reliability and life of the riser. • Designed to meet NFPA 24-2007 Section 10.6.5 The wetted surface of this product contacted by • AWWA C900 Inlet/DIP consumable water contains less than one quarter • AWWA C606 Outlet of one percent (0.25%) of lead by weight. I,.k CI.,..,,. VUL) flCMHC (J'JIIUWJI'JI Job Location Approval Engineer Contractor's P.O. No. Approval Representative Ames product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Ames Technical Service. Ames reserves the right to change or modify product design, construction, specifications, or materials without prior notice and without incurring any obligation to make such changes and modifications on Ames products previously or subsequently said. www.amesfirewater.com gg CAP INCLUO I I I I Li I I I I I I I I I Standards NFPA - Designed to allow the contractor to conform to NFPA 24-2007 Section 10.6.5: Where a riser is close to building foundations, under- ground fittings of proper design and type shall be used to avoid pipe joints being located under the foundations. NFPA 24-2007,10.1.1,10.6.7 End Connections Horizontal End: Mates with Ductile Iron Pipe and AWWA C900 Pipe (PVC Pipe with Ductile Iron Pipe Equivalent OD's) Utilizes Gasket conforming to UL 157 with "Lock in" gasket configuration in. mm in. mm 4 100 4.8 122 6 150 6.9 175 8 200 9.1 230 10 250 11.1 282 Vertical End: Meets AWWA C-606 dimensions for roll grooved pipe Meets AWWA C-207 class D for flanges Ratings Meets AWWA C-900 pressure class 200, DR 14 Pipe Testing Welds are 100% leak tested at the factory SIZE DESIGN PROOF PRESSURE in. mm psi bar 4 100 100070 6150 100070 8200 80056 10 250 800 56 Specifications In-Building Riser shall be installed as indicated on the plans. Riser shall be composed of a single extended 90 degree fitting of fabricated 304 stainless steel tub- ing, maximum working pressure 200psi (14 bar). The fitting shall have a grooved-end connection on the outlet (building) side and a CIPS coupler on the inlet (underground) side. The grooved end shall include a coupler and cap to facilitate testing of the underground piping. The In-Building Riser shall be an Ames Fire & Waterworks Series IBR. I Approvals Fittings FM class 1920 UL HKQA(4"-lO") Ii3® I Dimensions - Weights A I7 Grooved End (Flange Optional) Is I CIPS Coupling I I Tie-Rod Bracket I I C.. lPj in. mm A(OD) in. mm B It cm C ft. cm lbs. kg 4 100 4½114 6 183 6183 7132 6 150 6%168 6183 6183 9844 8200 8/s219 1 6183 6183 12959 10250 10/4273 1 6183 6183 20292 I I I I I I I Consult factory for custom leg dimensions. IMPORTANT: Inquire with governing authorities for I local installation requirements. AL A M E S FIRE & WATERWORKS www.amesfirewater.com A Watts Water Technologies Company - - USA: Backflow- Tel: (916) 928-0123 • Fax: (916) 928-9333 Control Valves- Tel: (713) 943-0688 • Fax: (713) 944-9445 Canada: Tel: (905) 332-4090 • Fax: (905) 332-7068 ES-A-lnBuildingRiser 1235 © 2012 Ames Fire & Waterworks I I I ONES FIRE HYDRANT - BRONZE 3- NOZZLE J3775 PL 4" X 4" X 2-1/2" 6" OR 8" FLANGE INLET BOLT PAERN I 9 0.75 THRU-6 HOLES 8 10 EQUALLY SPACED ON A 011.12 09.375 30 SECTION A-A I U A A MANUFACTURED IN COMPLIANCE WITH AMERICAN I WATER WORKS ASSOCIATION, WET-BARREL FIRE HYDRANT STANDARD, AWWA C-503 PARTS LIST: PRODUCT FEATURES: ID PART NAME MATERIAL FEATURE DESCRIPTION I HYDRANT HEAD ASTM B584 ALLOY C89833 OR C87600 I INDIVIDUAL STEM OPERATION 2 HOSE CAPS PLASTIC or BRONZE 2 LIMITED NUMBER OF INTERNAL PARTS 3 HYDRANT STEM SILICON BRONZE ASTM C87600 3 PRODUCT RATED UP TO 200 PSI; HYDROSTATICALLY TESTED AT 400 PSI 4 STEM LOCKNUT ASTM B584 ALLOY C89833 4 AVAILABLE IN A VARIETY OF BOLT HOLE PATTERNS 5 BEVELED HYDRANT DISC BUNA-N 5 LOW ZINC SILICON BRONZE STEMS 6 HYDRANT DISC LOCKNUT ASTM B584 ALLOY C89833 6 HEAVY DUTY DISC HOLDER 7 STEM INSERT ASTM B584 ALLOY C89833 7 0-RING CONSTRUCTION IN STEM INSERT 8 PENT NUT SILICON BRONZE ASTM C87600 8 PENT NUTS SIZES AVAILABLE; 1-1/8', 1-1/2', 1-3/4' 9 PENT NUT RETAINER COPPER ALLOY UNS C83600 9 PLASTIC CAPS AVAILABLE ID HYDRANT DISC HOLDER BRASS ASTM B584 ALLOY C89836 ID 10 YEAR LIMITED WARRANTY II HYDRANT SPOOL ASTM B584 ALLOY C89833 OR C87600 II VARIOUS OUTSIDE FINISHES AVAILABLE 12 12 NOZZLE THREADS CONFORM TO NFPA 1963, NH/NST ii 13 14 15 15 Approvals: I I Dote: I ST REVISED: 06/23/16 A 6 11 1470 SOUTH VINTAGE AVE., ONTARIO, CA 91761 x PHONE (800) 523-8618 x FAX (800) 246-5663