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jim johnson res. #7 holmquist estates 11/8/1984I I � DEAN BOYER. P. E. CIN ENGINEER ENGINEERING DEPARTMENT 300 WEST ASN STREET R O. BOX 746 SALINA. KANSAS 67401 AREA CODE 913 627-9461 November 8, 1984 Mr. Donnie D. Marrs 1929 South Ohio Street Salina, Kansas 67401 Re: Foundation Des n Jim Johnson Res dice Lot tV Holmquist Estates P.D.D. Dear Mr. Marrs: DONALD E. HOFF, P. E. ASST. CITY ENGINEER D. W. BASSETT TRAFFIC ENGINEER We have completed our review of the foundation design as submitted on September 24, 1984, for the above referenced residence. The design and the specifications, as submitted appear to be in general accordance with our established criteria for construction within the 500' to 1000' zone of our flood protection dike system. The City Engineer has determined the proposed construction would not be detrimental to our flood protection system. We are, therefore, issuing a permit for the excavation and construction at this site, provided all work is performed in strict accordance with the enclosed approved plans and specifications. After a building permit has been obtained, we will schedule a pre - construction conference to clarify and discuss various construction items. The owner and building contractor(s) are required to attend this conference prior to any excavation or construction activity commencing at this site. If you have any questions concerning the above conditions, please contact me. Sincerely, on o P.E. DH:mp Enc.: Plans & Specifications (1 set) cc: Ron Tremblay MEMBER ... KANSAS LEAGUE OF MUNICIPALITIES - NATIONAL LEAGUE OF CITIES A A �1 rY4 ruu tl I dill°�iw C V . �t:� w.0 IN ENGINEERING DEPARTMENT 300 WEST ASH STREET DEAN BOYER. P. E. P. O. BOX 746 CITY ENGINEER SALINA, KANSAS 67401 AREA CODE 913 627.9481 June 24, 1985 Mr. Jim Johnson #12 Crestview Drive Salina, Kansas 67401 Re: Foundation Construction Jim Johnson Residence Lot #8 - Holmquist Estates P.D.D. Dear Mr. Johnson: DONALD E. HOFF. P. E. ASST. CITY ENGINEER D. W. BASSETT TRAFFIC ENGINEER We have reviewed the compaction test report, as submitted by Geotechnical Services, Inc., concerning the backfill densities around the foundation of the above referenced structure. Mr. Walter VonDemfange, of said testing laboratory, has assured me the compaction of the backfill near the N.E. corner of the structure would meet our 90% requirement even though Test No. 5 indicates a density of only 86%. He stated the results shown for Test No. 5A would also be representative of the conditions at the N.E. corner of the structure. Based on the above data sources, we hereby approve the placement of the backfill around the foundation walls of the structure on Lot #8 - Holmquist Estates P.D.D. If you have any questions concerning the remaining construction requirements for your new residence, please contact me. Sincerely, Don Hoff, P.E. r y DH:mp cc: Don Marrs MEMBER ... KANSAS LEAGUE OF MUNICIPALITIES - NATIONAL LEAGUE OF CITIES ,... JIM JOHNSON RESIDENCE SALINA, KANSAS SECTION 02200 - EARTHWORK 10/84 Satisfactory soil materials are defined as those complying with ASTM D 2387 soil classification groups,GW, GP, GM, SM, SW and SP. Unsatisfactory soil materials are defined as those complying with ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL, OH and PT. Excavation: Remove and stock pile of material encountered to obtain required subgrade elevations. Unauthorized excavation (removal of materials beyond indicated subgrade elevations) may be filled with lean concrete. Stockpile excavated materials where directed, until required for backfill and fill. Excavate for structure to elevations and dimensions shown, extending excavation a sufficient distance to permit placing and removal of other work and for inspection. Trim bottom to required lines and grades to provide solid base to receive concrete. Excavations less than 30 inches deep may have vertical side slopes without sheeting and bracing. Excavations 2.5 feet to 12 feet shall have side slopes of 1H to 1V from the bottom of the excavation. Excavate for trenches for utilities shall comply with the provisions of this specification, as related to excavation and replacement of backfill material. Backfill and Fill: Place and compact acceptable soil material in layers to required elevations. Use soil material taken from the original excavation free from rock or gravel, debris, vegetable matter, waste, and frozen materials. Backfill excavations as promptly as work permits. Place backfill and fill materials in layers not more than 6" in loose depth in a manner that will prevent segregation, compacting each layer to required maximum density. Compaction shall be performed by the use of an approved platform vibratory compactor or other approved roller equipment. If the desired density is not achieved by the method specified, the layer thickness shall be reduced. It may be necessary that the material be wetted to facilitate compaction. The amount of water added shall be that required to induce the specified moisture content as required to obtain the specified compaction requirements. Water may be applied wit power spray„ hose, het, or other approved equipment thick will uniformly wet material as it is being vibrated, and so that erosion or ponding does not occur. Do not place material on surfaces that are muddy, frozen, or contain ice or frost. EARTHWORK 02200 - 1 JIM JOHNSON RESIDENCE SALINA, KANSAS 10/84 F� Compaction: Compact each layer of backfill and fill soil materials form the bottom of the excavation to elevation 1231.05' to 90% of maximum dry density. Soil Testing Service: Employ an acceptable testing laboratory to perform materials evaluation, and testing of backfill material 11fta. Sufficient tests shall be taken of the inplace backfill material to assure the required densities are met. Copies of the test results shall be reported in writing to Architect, Contractor and Engineering Department of the City of Salina. Remove and replace fill material which does not meet compaction or placing requirements as directed. END OF SLV SECTION 02200 EARTHWORK 02200 - 2 ^� JIM JOHNSON RESIDENCE SALINA, KANSAS - 10/84 SECTION 03010 - CONCRETE Codes and Standards: ACI 301 "Specifications for Structural Concrete Buildings"; ACI 318," Building Code Requirements for Reinforced Concrete": comply with applicable provisions except as otherwise indicated. Concrete Testing Service Employ acceptable testing laboratory to perform materials evaluation, testing and design of concrete mixes. Quality Control: Perform sampling and testing during concrete placement, as follows: Slump: ASTM C 143, one test for each load at point of discharge. Maximum slump shall not exceed four inches (4"). Compressive Strength: ASTM C 39, one set for each 50 cu. yda. of fraction thereof of each class of concrete; 2 specimens tested at 7 days, 2 specimens tested at 28 days, and one retained for later testing if required. Minimum compressive strength shall not be less than 3000 psi at 28 des,. Test results will be reported in writing to Architect, Contractor and Engineering Department -of the City of Salina. Mix Proportions and Design: Proportion mixes by either laboratory trial batch or field experience method complying with ACI 301. Mix designs may be adjusted when material characteristics, job conditions, weather, test results or other circumstances warrant. Do not use revised concrete mixes until submitted to and accepted by Architect. Use air -entering admixture in all concrete, providing not less titan _ nor more than 8% entrained air for concrete exposed to freezing and thawing, and from 2% to 4% for other concrete. Concrete Materials: Portland Cement: ASTM C 150, Type as required. Aggregates: ASTM C 33, except local aggregates of 1proven durability may be used when acceptable to Architect. Water: Clean, drinkable. Air -Entraining Admixture: ASTM C 260. Water -Reducing Admixture: ASTM C 494. Only use admixtures which have been tested and accepted in mix designs, unless otherwise' acceptable. CONCRETE 03010 - 1 •� JIM JOHNSON RESIDENCE SALINA, KANSAS 10/84 Related Materials: Waterstops,: Flat dumbbell or centerbulb type, minimum 6" tall, continuous without joints, of either rubber (CRD C 513) or PVC (CRD C 572). Moisture Barrier: Clear 8 -mils thick polyethylene-, polyethylene -coated barrier paper; 1/8" thick asphalt core membrane sheet. - Membrane -Forming Curing Compound: ASTM C 309, Type I. m Materials: Provide form materials with sufficient stability to withstand pressure of placed concrete without bow or deflection. Exposed Concrete Surfaces: Suitable material to quit project conditions. Reinforcing Materials: Deformed Reinforcing Bars: ASTM A 615, Grade 40 unless otherwise indicated. Welded Wire Fabric: ASTM A 185. Forming and Placing Concrete: Ready -Mix Concrete: ASTM C 94. Formwork: Construct so that concrete members and structures are of correct size, shape, alignment, elevation and position. Clean and adjust, forms prior to concrete placement. Apply form release agents or wet forms, as required. Retighten forms during concrete placement if required to eliminate mortar leaks. Reinforcement: Position, support and secure reinforcement against displacement. Locate and support with metal chairs, runners, bolsters, spacers and hangers, as required. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces. Install welded wire fabric in as long lengths as practicable, lapping at least one mesh. Joints: Provide construction, isolation, and control joints as indicated or required. Locate construction joints so as to not impair strength and appearance of structure. Place isolation and control joints in slabs -on -ground to stabilize differential settlement and random cracking. Installation of Embedded Items: Set and build into work anchorage devices and other embedded items required for other work that is CONCRETE 03010 - 2 �• JIM JOHNSON RESIDENCE SALINA, KANSAS 10/84 attached to, or supported by cast -in-place concrete. Use setting diagrams, templates .and instructions provided by others for locating and setting. Concrete Placement: Comply with ACI, placing concrete in a continuous operation within planned joints or sections. Do not begin placement until work of other trades affecting concrete is completed. Consolidate placed concrete using mechanical vibrating equipment with hand rodding and tamping, so that concrete is worked around reinforcement and other embedded items and into forms. Protect concrete from physical damage or reduced strength due to weather extremes during mixing, placement and curing. In cold weather comply with ACI 318. In hot weather comply with ACI 318 Concrete Finishes: Exposed -to -view Surfaces: Provide a smooth finish for exposed concrete surfaces and surfaces that are to be covered with a coating or covering material applied directly to concrete. Remove fins and projections, patch defective areas with cement grout, and rub smooth. Slab Trowel Finish: Apply trowel finish to monolithic slab surfaces that are exposed -to -view or are to be covered with resilient flooring, paint or other thinfilm coating. Consolidate concrete surfaces by finish troweling, free of trowel marks, uniform in texture and appearance. Curing: Begin initial curing as soon as free water has disappeared from exposed surfaces. Where possible, keep continuously moist for not less than 72 hours. Continue curing by use of moisture - retaining cover or membrane -forming curing compound. Cure formed surfaces by moist curing until forms are removed. Provide protections- as required to prevent damage to exposed concrete surfaces. Piping: All piping shall be run below the floor -slab and footing elevation. At points where piping extends through the floor slab, a coupling shall be installed in the piping with flanges that extend into the concrete floor slab, to provide a• water tight penetration of the floor slab. END OF SLV SECTION 03010 CONCRETE 03010 - 3 a PROJECT: • CONSULTING GEOTECHNICAL ENGINEERS HOUSE !� 0 AND GEOLOGISTS � LOCATION: 138 south Fourth SIMI .�•� Salina, Kwww 87401 #8 Red Fox Lane, Salina, Kansas CONTRACTOR: _ (813) 827_9381 John Munson CONCRETE TEST REPORT JOB NO.: 4BS13 F D FIELDNUMBER EA ................................................................................................................ DATE CAST 17 May 17 May LT DA ................................................................................................................... AGE WHEN TESTED. DAYS 7 P8 LABORATORY NUMBER C119 A C119 B I .............. .............. ............. .............. L ........................................... .............. DATE RECEIVED 20 May 2. May A ............................. ............................ ............. .............. .............. .............. B DATE TESTED 24 May 14 June O......................... ............................ R WEIGHT. LBS. 28.34 A............. ........... ........... ........... ........... .......... ........... T DIMENSIONS. IN. --- ........................................... .............. .............. .............. 0 ............................. AREA, SO. IN. _-- R............................. .................................................................................................................. Y UNITWEIGHT,PCF .... ........ --- .............. .............. ............................ .............. .............. D ................ MAXIMUM LOAD. KG 40,000 A.................................................................................................................. COMPRESSIVE STRENGTH. PSI 1........... T ........... ........... ........... A TYPE OF FRACTURE' CM REMARKS: LOCATION OF POUR: Floor SPECIFICATIONS STRENGTHREOUIREMENT@28 DAYS. PSI SLUMP, IN AIR% CEMENT. FINE AGG.. COURSE AGG.. WATER. ADMIXTURE OZS. TYPE BATCH LBS. LBS. LBS. GALS DATA TIME TIME COMPANY TRUCK TICKET NO. LOADED UNLOADED TRANSPORT DATA WATER ADDED GALS FIELD SLUMP. IN AIR,% TEMP,•F TESTED BY BEFORE TEST AFTER TEST TEST DATA 'TTra OW paACRM: C.CCMICAL: D4MQQNU: MaaaalNAa: WIMAR: A.A00PIRGATL ORIGINAL FILE COPIES TO: Jim Johnson City Engineer REVIEWED BY. ' GEOTECHNICAL SERVICES, INC.