Eiland & Silver Oaks Dr - Laserfiche WebLink

Browse Search

BACKFILL PLACEMENT NOTES 1. Place reinforced backfill, spread and compact in a manner that will minimize slack in the reinforcement. 2. Place fill within the reinforced zone and compact in lifts not exceeding 6 to 8 inches (loose thickness) where hand -operated compaction equipment is used, and not exceeding 12 inches (loose thickness) where heavy, self propelled compaction equipment is used. a. Only lightweight hand -operated compaction equipment is allowed within 4 feet of the back of the retaining wall units. If unable to achieve minimum compaction requirements replace the reinforced soil in this zone with drainage aggregate material. 3. Minimum Compaction Requirements for Fill Placed in the Reinforced Zone: a. Compact to 98 percent of the soil's standard Proctor maximum dry density (ASTM D698) for the entire wall height. b. Compaction requirements for fill placed behind the reinforced soil zone shall be specified by the Project Geotechnical Engineer but at no time should be less than 95% of the standard Proctor density (ASTM D698). c. Increase compaction requirements for retaining walls with slope heights at the back of the reinforced soil zone greater than 5 feet above the top of wall. Verify compaction requirements with the Project geotechnical engineer. d. Utility Trench Backfill: Compact utility trench backfill in or below the reinforced soil zone to 98 percent of the soil's standard Proctor maximum dry density (ASTM D698), or as recommended by the Project geotechnical engineer. e. Moisture Content: Within 2 percentage points of the optimum moisture content for all wall heights. f. These notes may be changed based on recommendations by the Project geotechnical engineer. 4. At the end of each day's operation, slope the last level of compacted backfill away from the interior (concealed) face of the wall to direct surface water runoff away from the wall face. a. The General Contractor is responsible for ensuring that the finished site drainage is directed away from the retaining wall system. b. In addition, the General Contractor is responsible for ensuring that surface water runoff from adjacent construction areas is not allowed to enter the retaining wall area of the construction site. CAP UNIT INSTALLATION NOTES Apply adhesive to the top surface of the unit below and place the cap unit into desired position. Cut cap units as necessary to obtain the proper fit. Backfill and compact to top of cap unit. WALL CONSTRUCTION TOLERANCE NOTES 1. Wall Construction Tolerances: a. Vertical Alignment: Plus or minus 1-1/4 inches over any 10-foot distance, with a maximum differential of 3 inches over the length of the wall. b. Horizontal Location Control from Grading Plan: b.1. Straight Lines: Plus or minus 1-1/4 inches over any 10-foot distance, with a maximum differential of 3 inches over the length of the wall. C. Immediate Post Construction Wall Batter: Within 2 degrees of the design batter of the concrete retaining wall units. d. Maximum Differential Settlement: 1:100. FIELD QUALITY CONTROL NOTES 1. Installer is responsible for quality control of installation of system components. Owner to employ a qualified independent third party to verify the correct installation of system components in accordance with these specifications and the Drawings. 2. The Owner, at their expense, will retain a qualified professional to perform quality assurance checks of the installer's work. 3. Correct work which does not meet these specifications or the requirements shown on the Drawings at the installer's expense. 4. The Owner or Owner's Representative shall retain the services of a geotechnical engineer to perform compaction testing of the reinforced backfill placed and compacted in the reinforced backfill zone. a. Testing Frequency (or as directed by Project Geotechnical Engineer) b. One test for every 2 feet (vertical) of fill placed and compacted, for every 50 lineal feet of retaining wall. c. Vary compaction test locations to cover the entire area of the reinforced soil zone, including the area compacted by the hand -operated compaction equipment. `�\�1111111!!/177i n 1 No 6104 �_ J =� * fW= -* STATE OF 'i'tiA r ANCHOR WALL ENGINEERING, LLC 5909 BAKER ROAD, SUITE 550 DESIGN ENGINEER: JON C. HUYCK MINNETONKA, MN 55345-5996 FLORIDA REGISTRATION: 61043 PHONE: (952) 933-8855 SITE DRAINAGE NOTE This design does not account for any hydrostatic forces on the retaining wall system. It is imperative the finished site grading diverts water away from the block facing and the reinforced soil zone of the retaining wall system. All buildings located above retaining walls must implement gutter systems with downspouts that direct water through solid PVC pipe to the site storm sewer system or to a location below and away from the wall. Building sump pumps should also direct water away from the wall in the same manner. Concentrated discharge of water above the retaining wall and the reinforced soil zone is not allowed. UTILITY NOTES 1. Utility information has been provided to Anchor Wall Engineering for the preparation of these plans. 2. Utilities must be properly designed (by others) to withstand all forces from the segmental retaining wall units, reinforced soil mass, and surcharge loads (if any). 3. Storm drains are prone to leaking. Therefore, if a joint in a storm drain is located within 100 feet behind the retaining wall the storm water pipe must be water tight. Neoprene 0-rings must be installed at all storm pipe joints as a minimum. 4. Water lines, including irrigation systems, must be water tight within 100 feet behind the retaining wall. Leakage behind a retaining wall will increase the horizontal pressure against the wall leading to wall failure. For this reason, subsurface waterlines and irrigation systems should not be installed above the reinforced zones of the retaining wall, or within 5 feet of the reinforced zone. GENERAL NOTES 1. The owner or owner's representative has not provided foundation or retained soil strength parameters for design of the segmental retaining wall. In preparation of wall design, soil strength parameters for the foundation and retained soils were assumed by Anchor Wall Engineering. It is the responsibility of the owner or owner's representative to verify the assumed soil strength parameters are representative of the soils available for wall construction. If the soil strength parameters are found to be inconsistent with those assumed by Anchor Wall Engineering, this design is no longer valid and it is the responsibility of the owner or owner's representative to notify Anchor Wall Engineering so the retaining wall system can be redesigned. Failure to notify Anchor Wall Engineering may result in failure of the retaining wall. 2. Assumed Design Soil Parameters: a. Reinforced soil: phi = 30 degrees gamma = 115 pcf. b. Retained soil: phi = 30 degrees gamma = 115 pcf. C. Foundation soil: phi = 30 degrees gamma = 115 pcf. 3. Any excavation below the wall should have proper 1:1 lateral oversizing. Excavation oversizing should be measured from the front of the gravel leveling pad and the back of the lowest reinforcement layer. Refer to detail 2 on sheet W19. 4. Wall stationing shown on sheets W4 through W17 is not related to any other stationing shown on the grading plans. Station 0+00 is on the left end of the wall as seen from the front of the wall. 5. This set of segmental retaining wall plans are based on the grading plans prepared by Cornelison Engineering & Design, Inc., dated June 28, 2019. If other plans are produced that contain different information than that referenced, this plan may need to be revised and/or the walls may need to be redesigned. 6. This set of segmental retaining wall plans are based specifically on the walls being constructed with Anchor Diamond Pro block and Mirafi Miragrid 3XT reinforcement products. Absolutely no substitutions allowed. 7. Locations of the segmental retaining walls in relation to property lines, utility easements, watershed easements, or any other type of easements are the responsibility of the owner or the site civil engineer. Anchor Wall Engineering assumes no liability for the locations of the segmental retaining walls, or if construction of the proposed segmental retaining walls encroaches any property lines or easements. 8. It is imperative that the site surveying of the segmental retaining walls be done by the site civil engineer or surveyor and must be based on computer generated site/grading plans and not profile plans done by Anchor Wall Engineering. Surveying of the segmental retaining walls must take into account the design batter indicated on the enclosed plans and details. Failure to take into account wall batter for segmental retaining wall surveying will produce incorrect locations of all top of walls and shall be corrected at no cost to Anchor Wall Engineering or the segmental retaining wall contractor. 9. Wall geometry, locations, slopes and surcharge loads for the segmental retaining walls were measured from the site grading plan referenced above, and partially reproduced on sheet W1. If conditions vary in the field from those shown on this plan, Anchor Wall Engineering must be notified prior to construction of the segmental retaining walls to review the design and/or plans. Modifications to the design and/or plans may be required after the review, and may take up to ten business days to complete. 10. These segmental retaining walls have been designed in general accordance with the 2017 Florida Building Code, 6th Edition. 11. If there are discrepancies between any information on these plans and information in the project specifications, the more restrictive information takes precedence. Scale: 0 1 NOT TO VERIFY THAT THE BAR ABOVE SCALE IS 1". IF NOT, ADJUST THE SCALE ACCORDINGLY. Proj. No: AF 19-132 Reviewed By: I DJA CERT. OF AUTHORIZATION: 27077 1 Date: 19/19/19 1 Drawn By: I MAH PROPOSED SEGMENTAL RETAINING WALLS THE OAKS AT PASCO ZEPHYRHILLS. FLORIDA REVISION DATES (SEE SHEET W1 FOR REVISION HISTORY): TAMPA, FL ENERAL Sheet of NOTES W3 22 >HEET 2