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Home My WebLink About4558I. I I Ii r''.'"'1'"•--.rr.-,,.~f~l,-"c:~>f;"'----7',·:;.-':"""',,_,+; ~<C~~'l;·,\/~(Mff.'~ji,irn~;·,;.;~~·•:i-~~,;,-p,,::ifi\.;rr I-;-·, ,,.-'T' ·rs"·,~,n~•~•.:~,r,,,~~-a-', 'C?·'·,;1_;..:'\•'r1; ,:,;·,r:M.,'1fl'.W",.,..,.....,_,.,>< "f '! ·,.'.i.· >/\ ,, ·; I· \ ·~ ! GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARrMENT 109 6th S1rnet sur1e 303 Glenwood Springs, Colorndo 81601 /303) 945-8212 \/~ 0773 ll.7 Roud, GJ.ent,ood Spring:c1 Job Address ---~•--c------------------------------------ Na1ureofWor.~ _____ ::0n=u0 10·1=d0J.0n,g~P_e_r0.m_i0t ______________________________ _ Useo/Bui!ding ___ -CC;,_l_l_a_i_a_e_F_'o_u_,_>c_la_t_i_o_nc/_I_le_.,P_a_J._r_f_r_o_n_,_W_a_t_e_r_._D_,_1_rna~g,e ________________ _ Owner -------+~E0'l=a0i 0n0ecc]]='·=''="=l'=:y~------------------------------- DaJ7break Canst:ruction SJJeCinlties, Inc, I:.' .. , ' Conlraclor ----,------------------------------------------ Amount of Permit: $ ---,8~9=•=1~0~-= Permit! 5/f,00 Plnn JS .10 Wliile -Treas. Canary-Orrice Pink-Appllcan! Gold-Duplical1o Date: August 24, 1997. S. Arclmletn Clerk ---·--·- ./hxsft=?r-~Pa.r(e I # G APPLICATIO plea TO BE FILLED OUT BY APPLICANT PERMIT NUMBER i~';)f DATE g-,;?tf-9"J.... PLOT PLAN ---ADDRESS _0_1_1_3~1~1=/ ~R~o~a_d===~---,,;s---•-··--~·· .1 ·.NOTE .. :~.,,, f}]Q!f!.,.~.!fl.Sements, property line diinensions, SUBDIVISION Glenwood Springs, CO all othe.r structures, specify north, and street FILING# ____ LOT# ____ BLOCK# name. For odd shaped lots, or if space is TAX SCHEDULE # LEGAL {SEC/Th'N/RIIG) NANE E iane Hen ry NAILING ADDRESS 4505 SYosimite I/ 409 CITY Denver, co 80237 PHOIIE303-694-0264 °:2 ~ Nl',.f1E NA u " CITY ~ ~ ADDRESS ---------------- NAME Daybreak Construction Specialties, Inc;. ADDRESS P.O. Box 582 CITY Glenwood Springs, CO PHO/IE 945-2469 LICENSE # 89-0011 CLASS OF 1/0PJ( NEfv ALTERATION ADDITI0/1 -----~---x MOVE ----DEMOLISH ____ REPA.rR MODILE 1/0HE (make/model) S .F. OF BUILDING _____ S .F. OF LOT _____ _ # OF FLOORS two HEIGHT --------# OF FAMILY UNITS four # OF BEDROOMS INTENDED USE OF BUILDING Apartments -~----------- GARAGE: SINGLE FIREPLACE DBL CARPORT, SINGLE DOCUMENTS ATTACHED DBL WATER SUPPLY --'-''--';-',,,-'--,'r_,..,_'-"''-'-'-<;~_-------- DRIVEWAY PERMIT:.--,,t=__u_-t:Jc:'--'l'..c~,-.J'--'-----f------- SITE PLAN -~~~-~--------------- BUILDING PLANS SANITARY SE~'ER 011 SITE SEWAGE OTHER DOCUMENTS ( s pee if y) _D_e_s_c_r_i~p_t_i_o_n ____ ~-- of repair by Chen Northern too smal /,,. provide separate plot plan. # OF BUILDINGS I/OW 011 PARCEL -~1_• ______ _ USE OF BUILDINGS I/OW ON PARCEL _______ _ .f= iu1,'f °Jli1Clri=m ,-_yt& FRONT PROPERTY LINE STREET NA/IE/ROAD !/UMBER 0773 117 Road CHECK IF CORNER LOT DESCRIPTION OF WORK PLANNED Raise foundation and repair as needed from water damage I hereby acknowledge that I have read this applicatJ'.on and the above is correct and I agree to comply with all county ordinances and state laws regulating building construction SIGNATURE FOR OFFICE USE ONLY VALUATION 0 0 o , c;:.--o PERMIT FEE $ s. PLAN CHECK FEE $ Z!::'. IO TOTAL FEE $ B(/, I o SCHOOL IMPACT FEE $ N fr DATE PERMIT ISSUED ZONING DISTR.TCT ------~-~-------- TYPE OF OCCUPANCY R - TYPE OF CONSTRUCTION V-A/ S.F. OF BUILDING ;11~,4-~~-S-.F-_-O_F_L_O_T--/il~+~- MAX. HEIGHT & ,4--ROAD CI,A~Ej. - SETBACKS FRON PROPERTY LINE: FRONT /VO Cht:vll/ qe REL'1R ______ RIGHT _____ LEFT / OFF STREET PARKING SPACES REQUIRED ______ _ FLOOD HAZARD CERTIFIED BLDG ELEVATION SPECIAL, CONDITIONS PROBLEMS P!ITH PERMIT ------------- ADDITIONAL I!IFORMATI0/1 NEEDED --------- CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR OR E!IGI!IEER ----------~--------- ' ------------ I i ./; /~; / /"· __ { ;-') <,.;• ____ Ul _.::i ~------ -~A_-:lc.c~;•~ I '~', ?. ,ec> ------:,, ,;; -------------- / ( ' :/ /. ,,..,-v )/ t). _._) ,,) i (:---¢-c) ,-_) --------_ _::)_ ' ' ------------- < c" / U ) ~ ' ' e'hent!Northern, Inc. July 22, 1992 Daybreak Construction Specialties, Inc. Attn: Dana Yerian P.O. Box 582 Glenwood Springs CO 81602-0582 c(l'i:',lil[111q I 111)'1'1'1'1', ,PHI Sr.iP11l1';I•; (i()/1{) R,1;1!i I',,! r;1e11wr" ;11 :;1,r1111_11: r·,1·dr1r:1lir1 fl r r;n I '.:!O:l (J:l '.1-?-'l'..>8 30] :),\'.', ;?:1h>l [ <11:•;11Pil1• Subject: Subsoil Study for Remedial Foundation Repair, Hendry Apartments, 0773 Road 117, Glenwood Springs, Colorado. Allstate Insurance Claim No. 37906 31166 Job No. 4 394 92 Gentlemen: This report presents the results of a subsoil study for remedial foundation repair to the existing apartment building located at 0773 Road 117, Glenwood Springs, Colorado. The study was conducted for the purpose of developing recommendations for repair of the existing building distress and reducing future foundation movements. The work was performed based on our agreement for geotechnical services letter to Daybreak Construc- tion Specialties, Inc., dated June 25, 1992. Scope of Study: A site exploration program consisting of observing the soils exposed in a water line trench and one exploratory boring was performed to obtain information the subsoil conditions. Samples obtained during the field exploration were tested in the laboratory to determine the compressibility and other engineering characteristics of the on-site soils. The results of field exploration and laboratory testing were analyzed to determine the cause of the foundation movement and possible mitigation measures for the existing building distress. The results of the field exploration and laboratory testing are presented in this report. Site Conditions: The apartment building is located on a steep, east facing slope above County Road 117 south of Glenwood Springs. The ground surface surrounding the structure is relatively flat and it appears the building was constructed on a level bench cut into the steep slope. East of the building, the ground slopes steeply down toward the east to County Road 117. The area surrounding the structure is landscaped with grass and scattered deciduous and evergreen trees. At the time of our field work, a trench approximately 7 feet deep had been excavated near the southeast corner of the building to repair a broken water line. Building Description: The structure is two-stories of brick masonry and wood frame construction with a slab-on-grade ground floor. The structure is supported by continuous A mernber of lhe[HIH)group ol companies :- r r,••--.. C ~ \ ' ' ' ' , _ _. I I . ·· · Daybreak Construction Specialties, Inc . . July 22, 1992 Page 2 spread footings and concrete foundation wall. Numerous cracks were observed in the foundation and building walls on the east side of the building. The slab-on-grade floor in the south half of the building is also cracked. A level survey performed by Daybreak Construction Specialties indicates there has been differential settlement in the southeastern part of the building and the southeast building corner is up to about 8 1/2 inches lower than the unaffected reference point. The water line service at the southeast building corner had reportedly had a slow leak for quite some time. On June 21, 1992, the water line reportedly ruptured and the majority of the foundation movement occurred soon afterward. The water line has since been repaired. Subsoil Conditions: The subsoil conditions were evaluated by observing the soils exposed in the open water line trench and by drilling one exploratory boring near the southeast corner of the residence at the location shown on Fig. 1. The boring was advanced with 4-inch diameter continuous flight augers powered by a truck-mounted CME-55 drill rig. The boring was logged by a representative of Chen-Northern, Inc. A graphic log of the subsoil profile encountered in the boring is shown on Fig. 2. The soil conditions encountered consist of about 1/2 foot of topsoil overlying medium dense gravels, cobbles and boulders in a sand and silt matrix. Laboratory testing of relatively undisturbed drive samples taken from the trench and the boring indicates the soils possess a moderate to high compressibility when wetted and loaded. These soi.ls are generally known to be hydrocompactive or tend to settle when wetted. Test results are shown on Figs. 4, 5 and 6 and summarized on Table L Free water was not observed in the trench or encountered in the boring at the time of drilling. The soils encountered in the boring above 15 feet and below 25 feet were generally very moist. The soils encountered between 15 and 25 feet were slightly moist to moist. Cause of Settlement: The distress to the southeastern part of the building appears to have been caused by differential foundation settlement which occurred following the water line leak. The soils encountered at the site are typical of hydrocompactive valley side colluvium in the Glenwood Springs area and the magnitude of settlement is usually dependent on the extent of wetting. The relatively high soil moisture contents measured at shallow depths are probably the result of the water line leak. This zone of high soil moisture content extends down to a depth of about 10 to 12 feet below the bottom of the existing foundation. A zone of high soil moisture content was also encountered at a depth of about 22 to 25 feet below the existing foundation. This deeper zone of high moisture content appears to be naturally occurring and unrelated to the water line leak. The localized settlement and distress to the building indicates the problem soils are relatively shallow and probably not related to the deeper zone of high moisture. Recommendations: Based on the soil conditions encountered in the boring and our experience in the area, we recommend densification of the upper soils by compaction grouting to reduce future settlement. Dense, relatively incompressible soils which could ChenONorthern, Inc. Cn11sull111g E11\11rn;i;rs ;Hirl Sc:i1)11lisls Daybreak Construction Specialties, Inc. July 22, 1992 Page 3 support underpinning with steel micro-piles were not encountered in the exploratory boring. The rocky nature of ihe subsoils would also make their installation difficult. Surface drainage should also be maintained to limit future subsurface wetting. Compaction Grouting: The criteria presented below should be observed for preliminary design of the compaction grouting procedure. 1) Densification by compaction grouting should extend to on the order of 15 feet below bearing level of shallow foundations. We expect the "top down" grouting will be preferable to optimize compaction and lift of the building. 2) The grout holes are typically placed on 6 to 8-foot centers within the affected settlement area. The extent of the affected area should be determined by a building conditions survey. 3) The design and construction of the remedial work should be performed by qualified engineers and contractors. 4) It may be necessary in the area of greatest settlement. to lift the foundation by mechanical underpinning. "Mudjacking" of the slabs could then be performed to level them. 5) Settlement monitoring after grouting should be performed to evaluate the rate of any continued movement. 6) We should provide specifications for the grouting procedures and monitor the grouting performance at the time of construction. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after remedial measures have been completed: 1) Inundation of the foundation excavations below the building should be avoided during construction. This concern is mainly from roof runoff and water line breaks. 2) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. 3) Backfill of the water line trench and other excavations should consist of the on-site soils compacted to at least 90% of the standard Proctor density in landscape areas and to at least 95% of standard Proctor density in walkway and pavement areas. Chen O No11hern, Inc. Consull111~J E11u111:JDr:o c,·1d Scirrntisls . ·: DaJbreak Construction Specialties, Inc. July 22, 1992 Page 4 4) · Roof downspouts and drains should discharge well beyond the limits of all backfill (at least 5 feet from the building). 5) Landscape irrigation should be closely regulated especially in lawns area to limit subsurface wetting. Walkways and slabs should be used where practical to prevent wetting of subsoils near the building. Limitations: This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for remedial repair design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from soils observed in the open trench, the exploratory boring drilled at the location indicated on Fig. 1 and the existing building condition. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation of excavations and monitoring of grouting procedures by a representative of the soil engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, CHEN-NORTI-IERN, INC. Thomas L. Allen, P.E. Reviewed By Steven L. Pawlak, P.E. TLA/ec Attachments cc: Allstate Insurance Company ChenONorthern,lnc. Cor1sull111q l:11r 1111,_1 1,r'.-; i-HH I Sc1r:11l1s1s 0 5 10 15 +-' 20 (l) (l) LL .c +-' o_ (l) 0 25 30 35 40 Boring ·•· • ,· Approximate Footing Bearing Level 13/12 WC=16 36/12 WC=14 DD= 112 -200=38 44/12 WC=10 DD= 111 -200=46 13/12 WC=10 -200=31 27/12 WC=7 DD=127 -200=16 13/12 WC=20 DD=104 -200=49 34/12 WC= 19 Note: Explanation of symbols resented on Fig. 3. 0 5 10 15 20 25 30 35 40 45 45 4 394 92 ChenONorthern,Inc. Log of Exploratory Boring Fig. 2 +-' (l) (l) LL _c +-' 0- (l) D LEGEND: @Topsoil; sandy silt, clayey, stiff, brown, organic. i;;;;J Gravel and Sand (GM-SM); very silty, slightly -clayey, with cobbles and boulders, (;ill medium dense, moist to wet, reddish-brown, agnular rock. p Relatively undisturbed drive sample; 2-inch 1.0. California liner sample. ~ Drive sample Standard Penetration Test (SPT), 1 3/8-inch 1.0. split spoon sample, ASTM 0-1586. 36/12 Drive sample blow count; indicates that 36 blows of a 140-pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. NOTES: 1. The exploratory boring was drilled on July 1, 1992 with 4-inch diameter continuous flight power auger. 2. The location of the exploratory boring was measured approximately by taping from features shown on the site plan provided. 3. The elevation of the exploratory boring was not measured and the log of the exploratory boring was drawn to depth. 4. The exploratory boring location and elevation should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring log represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the boring at the time of drilling or when checked 19 days later. 7. Laboratory Testing Results: WC= Water Content(%) DD= Dry Density (pcf) -200 = Percent passing No. 200 sieve 4 394 92 ChenONorthern,Inc. Legend and Notes Fig. 3 ' Moislure Content = 14 percent . 112 . Dry Unit Weight = pcf Sample or gravelly silty sand From· Boring 1 at 9 feet . "" 0 I ~ )-..___________ C ,__ 0 1 ·~ >--._ V) I; V, , "') Qi '-0. 2 E 0 u V No movement upon wetting 0.1 1.0 10 100 APPLIED PRESSURE -ksf Moisture Content = 10 percent Dry Uni! Weight "" 111 pc! Sample of: gravelly silty sand From: Boring 1 at 14 feet "" 0 I ~, C 0 ·~ 1 ~ --V) ~ V, c::: Qi --Additional Compression '-0. " under constant E 2 "' 0 pressure due to u \ wetting 3 \ 4 ( 5 0.1 1.0 10 100 APPLIED PRESSURE-,-ksf 4 394 92 Chen ONorthern, Inc SWELL-CONSOLIDATION TEST RESULTS Fig, 4 . . .. Moisture Content = 7 percent Dry Unit Weight = 127 pcf Sample ol: gravelly silty sand From· Boring 1 at 24 feet ' -- "" 0 I I--t--,.._ C -~,_ 0 ~ -~ 1 V, r-----, V1 (1J >--.._,_ ,._ '--0. E 2 0 I/ u !.e-- / / No movement upon wetting 0.1 1.0 10 100 APPLIED PRESSURE -ksf 4 394 92 ChenONorthern,lnc. SWELL-CONSOLIDATION TEST RESULTS Fig. 5 . . Moisture Conten! ~ 18 percent .. . . 107 Ory· Unit Weight ;:; pc! ' Sample or: gravelly silty sand "" 0 ' ~ From· HD 1 at 1 /2 foot C below footing grade 0 1 ·-" "' "' "" QJ '-I"'-. 0. 2 E •.. 0 I"'- u "I'--l's, 3 ~ ,... _,_~ 4 / "" ( llo movement 5 '\ upon wetting -~ \ I 6 \ \ I 7 0.1 1.0 10 100 APPLIED PRESSU_RE -ksf Moisture Content = 17 percent Dry Unit Weight = 95 pct 0 Sample of: gravelly silty sand "" ' ---.....:.. ----From: HD 2 at 1 foot below C -----r---. footinc arade 0 ·-1 "' " "' QJ "' '-0. 2 E \ 0 u :; I 3 \ (.. ~ 4 I I \ / 5 / No movement \ 6 upon wetting ) 7 0.1 1.0 10 100 APPLIED PRESSURE -ksf 4 394 92 ChenO Northern, Inc. SWELL-CONSOLIDATION TEST RESULTS Fig. 6 • Chen-Northern, Inc. Job No. 4 394 92 ., TABLE SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL GRADATION PERCENT ATTEABERO LIMITS UNCONFINED NATURAL MOISTURE ORY PASSING COMPRESSIVE SOIL OR DEPTH CONTENT DENSITY GRAVEL SANO NO. 200 LIQUID PLASTICITY STRENGTH seonoc1< TYPE IOltlNG (18811 '"' (pci) SIEVE ,..,, '"' , .. , LIMIT INDEX (%) , .. , 1 4 16 gravelly silty sand 9 14 112 38 gravelly silty sand 14 10 111 46 qravellv siltv sand 19 10 31 qravellv silty sand 24 7 127 16 oravellv siltv sand 29 20 104 49 gravelly silty sand 40 19 gravelly silty sand HD 1 0.5 BFG* 18 107 35 .qravelly silty sand HD 2 1 I BFG* 17 95 37 qravellv silty sand HD 3 ~~~~lng .· 13 93 42 gravelly silty sand * BFG = Below Fo( tinq Grado ,_-, ,. I INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 21 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT ,~ARJIELD COUNTY, COLORADO Date Issued ~,~t//fJkoned Area.. ... . ................... Permit No.~..5'2... AGREEMENT In consideration of the issuance of this permit, the applicant hereby agree,,; to comply ,,-·ith all laws and regulations rela1ed to the zoning, localion; construction aml creci.ion of 1he proposed structure for which this permit is granted, and fur1her agrees that if the above said regulations are not fully complied with in 1he zoning, location, erection :rnd construction of the above described s1ruchire, the permit may then he revoked hy notice from e County, ilding Ins ector and I EDIATELY BR COME NUL VO . e. • Us Setbacks Front Side Rear This Card Must Be Posted So It Is Plainly Visible From the Street Until Final Inspection. INSPECTION RECORD Zoning Hoof Covering Foundation Plumbing-Underground Gas Piping Heating Ventilation Frame Plumbing-Rough Electric-Rough (by ST ATE inspector) Insulation Drywall Final ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND, TIIIS PERMIT IS NOT TRANSFERABLE Phone 945-8212 IO 9 8th Street, Comity Courthouse, Glenwood Springs, Colo. Dat ED 'J!f} NO'YJESTROY THIS CARD ,. By///~ .t:Jg..t,,.. }SA. IF PLA C;;;UTSIDE -~~~T:i ~LEAR PLASTIC