The URL can be used to link to this page

Browse Search

Home My WebLink About20193881.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES *1555 N. 17TH AVENUE * GREELEY, CO 80631 www weidgov.com * 970-400-5100 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Numbers': 1 4 6 7 _0 9 2 0 t_ 0 9, 0 Address of site: 4684 County Road 5. Erie CO 80516 Legal Description: PT NVV4 9-1-68 LOT A REC EXEMPT RECX1 Section:9 Zone District: A Acreage: 3.44 FEE OWNER(S) OF THE PROPERTY: Name: Joshua Gerstberner Company: Floodplain: CA 12 digit number on Tax ID. information, obtainable at www.w&&dgOv,corm), Township: 1 N Geological Hazard: Y N Range: ea Airport Overlay: Phone #: 785-341-4645 Street Address: 46€ 4 County Road' 5 City/State/Zip Code: Erie / CO i 80516 Name:. Email: yukantex o ail.coni Company: Phone #° Street Address: Email: City/State/Zip Code: Name: Company Phone : Street Address: Email: City/State/Zip Code: APPLICANT OR AUTHORIZED AGENT: (See bcroly, Authorization must accompany applications signed by Authorized Agents) Name:. Company: Phone #: Street Address: City/State/Zip Code: PROPOSED USE: Email: Guest house I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal autity to - gn for th orpora iqn Sib return: Owner or Authorize ul Print Name }4 4/26119 4/26/19 Date Signature: Owner or Authorized Agent Date Print Name Rev 4/2016 USR Questionnaire Planning Questions: 1. This is for a guest house on the property, for friends, family, or visitors to use. Currently there is a mobile home there, skirted and tied down and passed all inspections that was for temporary residence while building the main house. This will be removed and a permanent guest house built in the near future on the same location. 2. This proposal is consistent with the intent of the Weld County Code; increasing the property value by having a guest house consistent, and blending in with the surrounding properties that also have outbuildings and other structures on multi acre lots. All utilities and services are already present and in use to support a guest house. There are no conflicting land uses near by. 3. It is also consistent with Chapter 23 zoning code of the (A)Agricultural zone district, in which it allows for a second dwelling upon approval of this Uses by special review application. 4. Most of the surrounding land uses are the same as mine: multi acre lots with single family dwellings, many outbuildings, guest houses and airplane hangers. Only one property is different and it is a horse boarding property which adds to the rural landscape having horses on one side of the property. 5. N/A 6. N/A 7. N/A 8. N/A 9.N/A 10. The lot surfaces are dirt with gravel driveway that has already been covered in the original building permit completed last year. This will not change that except for the square footage that the guest house will cover ('1 0o0sq ft) 11. Possibly parking spaces for this guest house. 12. The existing landscaping is flat former pasture, proposed adding some small areas of grass, rock and some trees. 13. There is existing 4 wire horse fencing surrounding the property, no change proposed. 14. N/A 15. N/A 16. Mountain View Fire Protection District 17. Some rock and grass landscaping, and some trees will added once the permanent guest house is built. Engineering Questions 1.NIA 2. Guest house will use the same existing driveway as main house. 3. N/A 4. N/A 5.N/A 6. Not required, falls under exceptions in code section 23-12-30 F.1.A. 1-3. A. Yes, qualifies for exception. 1. Code 23-12.-30 FAA 1-3. (1) use be Right or Accessory Use in the A (Agricultural) Zone District. (2) Zoning Permits in the A (Agricultural) District. (3) A second dwelling permit in the A (Agricultural) Zone District. 2. Rain water can flowfrom adjacent lots and pasture. 3. Flows towards county road 5 ditch. 4. Flows from the east to the west. 5. There have been no previous drainage problems. drain, and power run underground from the Meter and load center. currently in place. 2. Septic system is being used. Septic permit number SP -1600296. 3. N/A 4. NIA 5.NrA 6. N/A 7. N/A 8,N/A 9. N/A 10. N/A 11. NiIA Environmental Health questions 1. Left Hand Water tap: attached a copy of the water bill. The site for the future guest house that currently has the mobile home on it, has all the utilities already run to this area. A 3/4" water hydrant riser, a 4" septic system All utilities for future guest house are Building Questions 1. Existing structures include 3000 sq ft main house, 4000 sq ft storage shed. Proposed future guest house structure of approx -1000 sq ft to replace mobile home of same size. I Existing structures will be used as intended as the main house and storage shed. 3. Main house will be used as primary living residence. Storage shed for storage and projects. Guest house will be used for guests, family members, and any visitors. Response to comments: Planning Comments: Working on an updated certificate of conveyance - apparently the guy who did it for me died, and I'm trying to get someone else at this title company to finish it and will be submitted asap. I do not have a specific time set, but I would like to start building it in the next couple years. Yes, I will remove the current mobile home from the property when I start the build process. It will be used primarily for Friends and family, but I would like the option to be able to rent it out in the future if I decided to. Public Health Comments: I contacted Left Hand water, and they will require a tap size increase from the current 5/8 to a 3/4 for the permanent guest house. I will have CDS engineering re -engineer the current septic system to accommodate the new structure. The guest house will be engineered to use a septic system that CDS designs to code; whether it is added to the existing leach field and slightly modified or enlarged to accommodate the added guest house, or if a new leach field is required, this will be done. GEOTECHNICAL INVESTIGATION FOR LOT A, RECX 16-0072, PART OF THE W% OF SECTION 9, TOWNSHIP I NORTH, RANGE 68 WEST OF THE 6 T11 PM, WELD COUNTY, COLORADO FOR JOSH OER.TRER.GER CDS ENGINEERING CORPORATION LOVELAND, COLORADO PROJECT NUMBER 16-8026 AUGUST 17, 2016 • p!+�T-•�r tia+i5:S. '{.i.. .*: �:;, �i�,r{_........7,3-.4.:::t4;,:.."a a c [.; .' La.�-t...:¢. r•[ .,c.{....,+:r F=• k......,..-%;„„ • .ale-i'.r,'-tAFL:',.;_, - . • •'5.r'•.. L. r.16.... -':- U i Eas'.:yrir4. $:.: ..• 1 rt...: .F: `'kya..��L'Y+ .jiff. ]15i'H-.it_. i1 Y.... ., .:'I �:i a_k..5 '7.G''`}: _'`. '' _ • '. i....-1 :• i. Gr '•]_'`'_4`.. •T _ ;...:�.� ..Rri:.,"".;:,:S :• ::,.. y*:•'.i!_:>::.',..._.. pr.. �':e'e. {'tra_+..;;;tc.:::•.t:"':.'.: �.a;...../" _ :r'•• ' - �' .,,.r� ,.1 .•_ r::r�, i.t:.'.:;;.aiS•. ._I- --+✓2Y •'r•. .+/.. .. T.7•L'••-. .s_',..�'i:�LnJ■ .G.. t --r::' ":. - -n1i •ia.. a...y.::..:, ..--Wr i .. .}3- :•..:... ;; i!,..: •:.:: :' •• '!Y•: N:q.ti'..••-. ,:...!;•:;;.-..-.;,';.:-.1...- _ �[,v7 • :: if -.Mill ..,i 5s- •Y....au*: LV--..1.: ;:;.' .y��._Llc•Li.I.. •..1:� - a'4. ^^�� :,y~'' ''• .i:.a : '..a,.•F.. :i' �..:1-11:..i T •/:_ 5 �A•::. '. s•::.�_a`+: S..�{L .7•-:......::•".-m":"[...._ • �_. 2; irk' ::„.Z:�}•a -'7' - + - T I•a.. _ i •••:)....1- T. : u'S • �.a•..1. S. Ji -••••••••1...I .1 Li. .•. t�xa 1 •1.+' x:51 r�.1 y.. a.:Tj: :•_ "� . � '-•.. rl.• ,1 s �',�.._ �L':n JI .' . r� :•.��l+: R:¢:'. :-• ',` :}� ': 4- '� _ �"L•�: '4!� :�.. .�...+—. [�::YL.'• a.�'.i.: i. ,.a�a.• .�'! Li. �a... _ 1y.f: Y,:••'•�,�-'-'S '1��''� ��•.L-•:��L-.,. is - : I 2'•" :k: �::,r5. ..4.: -• :.S•Lt-' '• •: -•..:. ':1: _ .� ::�•rr:: , ::/ i _ad :�" ..,.. - _ _ - ti:".:.','�•..` ,• _ -,r . k•.'saa .. �...:le'�i J... ..-. L:}...: _..}5F.-. i..[ �:•: .•''- J•a -..• .a,.�. P'." -..�. F. a•.�=: =:1:.: it .'+.- ...'k;! tr'.-n-1a .. ' •••+:-_ •.}:'. d--'= A ..'•.. ..•'... , . nf •.�. T.': -'a1 Ya-..-.-- . •.. •'i..;,..ail‘...-:,'..L:::.•-:•.;....-.:.:....,-,::..... iM_ yt . • •; .i '� L•. JL•:: ;. a � •1711. � _ :•,;5. - ?:�• . •..^: :-'•y'•..4,,... _a--•a!•.�.:..;.';:-,,; - - =_;. '.i cy C•'-•5rar..+-;' - 'r.i.q; •_:{: F.�. ri:.i. :'+'. x..54' .. .r •. '...: _ „•-F@.-a../_..;.. -1.. - :ir•a .'. ,. p. �_• .�J[...t .�:. _-.r��"_- � /:. ..}.. r. ti.` -J J ,-1•: .: _:,.. •.: h•.'. e.�'.�l .:iH'-:a' . 'J. . T:'=: �:... L,['l!_...� :.....__„ q ., .5 .: rC•'.�'. _ -.-: !°"-: T::.L.a.r_`_c, .. ... d.':: �.,.ri..+ .� .: Eu YY :'�:::...- .-:f - . .. . ..{c3 ti � C-...1 ...-'y:a .--�:�j": • �:� Lti :Y � ... ' ...-. ¢2 ...,,..l„.:._._ ':,_c. August 17, 2016 Project No. 16-8026 Mr. Josh Gerstberger 633 East 131st Way Thornton, CO 80241 Dear Josh, Enclosed is the report you requested of the geotechnical ecical exploration for the proposed residence to be located on Lot A, RECX 1 -0072Part of the �Section �� .�� of 9, Township "North Range 68 West of the 6th PM, Weld County, Colorado. The site appears to be suitable for the construction of the proposed residence, provided the design criteria and recommendations given in this report are followed. If you have any .rer questions concerning the information in this report, please contact this office. Reviewed by: Kevin F. Becker, Enclosures °{s to P EC cbil. Sp IV 2 Ia VP a o .IFS" 9 • f 3B387 ta Wel • ,(�4 # et . y1+lh. ,a •/; `......+_.�...• . a,,,., . • .t4•ra..i tiy.•,�•• Respectfully, FOR AND ON BEHALF OF CDS ENGINEERING CORPORATION se D. Eriz, Engineering Technician 165 nd Street S.W. c ...r y E i.� 7' '7w tcncti y1/4,,rerY,c f vM7 La�. _a3 ?% C" Q} 4,3te (970) 667-8010 0 Fax (970) 667-8024 c TABLE OF CONTENTS Page Letter of Transmittal Table of Contents Scope Site Investigation Site Location and Description Subsurface Conditions Foundation Recommendations - Continuous Spread Footing and Isolated Pad Foundation Lateral Earth Pressures Slab Construction Foundation Drain System Conclusions ATTACHMENTS Location of Test Borings Symbols and Soil Properties Log of Borings Swell -Consolidation Test Results Summary of Test Results Post -Construction Site Preparation and Maintenance Typical Perimeter Drain Details Placement of Compacted Fill Materials ii i ii 1 1 2 2 2 2 3 3 4 5 Drawing No. 1 Figure No. 1 Figure No. 2 Figure No. 3 Table No. I Appendix 1 Appendix 2 Appendix I SCOPE This report presents the results of a geotechnical exploration for • �' the proposed residential buildings to be located on Lot A, RECX 16-0072,Part of the 1• � �4 of Section 9, Township 1 North, Range 68 West of the 6th PM, Weld County, Colorado. The buildings ldlngs are anticipated to be of typical wood frame construction. Full basement and slab -on -grade construction 1"ucti+on is anticipated for these structures, with the anticipated foundation bearing depths to range from two �' g (2) to seven (7) feet below grades which existed at the time of this exploration. This exploration was conducted to provide recommendations e i � rta ring to the type and depth of foundation system, allowable soil bearing pressures, groundwater • •identify conditions, and to any complications that may be encountered during or after construction conditions. due to subsurface conditions. SITE INVESTIGATION The field investigation performed on Jul 19,01 consisted lo gging, of drilling, logging, and sampling three (3) test borings within the approximate building envelope • at the site. The borings ranged in depth from twelve (12) to sixteen (16)feet. The locations of the Test Holes are shown on Drawing No. 1. The boring locations were established by a representative of CDS Engineering ngineering orporation based on locations provided by Josh Gerstberger. Distances from m the referenced features were made by pacing and angles were estimated. Graphical logs ofthe borings g are shown on Figure No. 2. The descriptions of the soils and/or bedrock strata are based, primarily, 1, on visual and tactual methods which are subject to interpretation. The test borings were advanced using a truck mounted, four -inch (4") diameter, continuous flight, auger drill rig. Laboratory samples were obtained by driving drip' -a two and one half inch (2%") diameter California Barrel Sampler twelve (12) inches (or as shown) into undisturbed soils with a 140 -pound hammer falling thirty (30) inches. Bag • samples p of auger cuttings may have also been collected. Laboratory tests performed were - Swell -Consolidation, Natural Moisture, Natural Dry Densities, Grain Size Analysis, Unconfined Compressive tree h. s, and Atterberg Limas. 2 All tests were conducted in accordance with ASTM standards. Summary of the Swell - Consolidation Test Results is shown on Figure No. 3. A Summary of ' Test Results is shoxa. on Table No. 1. SITE LOCATION AND DESCRIPTION The site is located north of Erie, south of County Road 12 and on the east side of County Road 5, Weld County, Colorado. The site is generally in a plains region with paved roads and utilities, and vegetation consists primarily of grasses. The site is relatively flat. No rock outcrops or water features were observed at this site. SUBSURFACE CONDITIONS Based on the borings drilled within the proposed buildingfootprint, the .� subsurface conditions at the site consist of sandy clay overlying silty sandstone bedrock. Groundwater levels were recorded as the borings were advanced, and gafter completion ofthe drilling operations. During the field exploration groundwater was not encountered in the test borings. The groundwater table should be expected to fluctuate throughout oughout the year depending on seasonal moisture variations. Refer to the Log of Borings, Figure No. for additional g 3 � � addYtxonal details specific to each boring. FOUNDATION RECOMMENDATIONS TIONS The type of foundation best suited for a particular building site is dependant pendant not only on the characteristics of the soil and rock but also on depends thetype of structure, depth to groundwater, the proposed depth of excavation, and owner preference. The recommendations xrgendations that follow are primarily based on the type of soil encountered. Based on the conditions observed in the field and laboratory tests, e recommend the foundation be a continuous spread footing and isolatedpad foundation. ton. Continuous S 'Bread Footin and Isolated Pad Foundation The foundation should be a continuous spread footing and isolated pad foundation undatlon designed for a maximum allowable bearing capacity of 1,500 square per pounds foot (dead load plus full I 3 live load) and a minimum dead load of 500 pounds s per square foot to help counteract the swelling should the subsoils become wetted. The foundation is to bear on the native, undisturbed clays, and not on unapproved fill, topsoil, or frozenfoundation � ground. The bottom of all fdi components should be kept at least thirty (30) inches per local '(or code) below finished grade for frost protection. The open excavation should not be left open for an extended period of time or exposed to adverse weather conditions. The completed open excavation p excavation should be observed by a representative ofCDS Engineering Corporation in order to verify conditions the subsurface conditions from test -hole data. LATERAL EARTH PRESSURES Lateral earth pressures are forces exerted on earth retaining a�ning structures and foundation components, by the soil. The pressure exerted is influenced by wetting • of the backfill soils, type and compaction ofthe backfill and the methods used to compact the • p backfill. For the soils, above the free groundwater surface at this site, we recommend the foundation tzon components be designed using the following equivalent fluid pressures. • Active Pressure = 35 psf/ft • At Rest Pressure = 50 psi/ft These values assume that the positive drainage will be• .� maintained throughout the life of the structure. It is our opinion that the on -site soils encountered could • be used as backfill material against foundation wal.ls, The soils shall be moisture conditioned and well pulverized so that all fragments are smaller than six (6) inches. Refer to Appendix ` • 1 for additional backfill inforrnation, if there is opportunity for the backfill soils to become saturated, we shall be notified to revise the minimum equivalent fluid density. These values don not include a factor of safety or take into account any surcharge loading. SLAB CONSTRUCTION Changes in the moisture contents may result in consolidation • or swelling of the subsoil, resulting in differential slab movement. The soils encountered and tested at this site exhibit low swell potential as moisture contents are increased. According to the Guideline for Slab Performance 4 Risk Evaluation and Residential Basement Floor System Recommendations, �' eveloped by the Colorado Association of Geotechnical Engineers, slab performance risk at this h� s site would be considered low. Slabs placed on the native, unaltered soils at this site may experience heaving � ence slight and cracking, but should not be excessive. If slabs -on -grade are chosen and the owner is willing to accept the risks of ote p teal damage from slab movement, slabs should be constructed to be "free-floating" and isolated from all structural members of the foundation, utility lines, and partition walls. There should . be a ��in�mum. two-inch (2") void constructed below partition walls located over slabs -on -grade. g e, The void should be increased to four (4) inches for slabs placed onpotentially expansive bedrock Eliminate pstratum. under -slab plumbing where feasible. Where suchplumbing is unavoidable, it should be pressure tested before and after slab construction to minimize leaks which ch would result in wetting of the subsoil. Failure to allow the slab to float independently could result in �' functional, structural, architectural, and utility line damage. All slabs should be scored into maximum 225 square foot areas or maximum dimensions of fifteen (15) feet with a minimum depth of one(1)inchp to localize and control any cracking due to heaving. Any slabs less than thirty square quare feet should be seared at least once in each direction. The minimum slab thickness should be four '(4) inches, with four (4) inches of clean, washed gravel under the slab. Slabs should be reinforced with fabric, welded wire fabrior equivalent, to help control cracking and separation. Fiber mesh shall not be considered an equivalent substitute for the welded wire fabric. Slab -on -grade areas should not be finished for at least two (2) years (preferably three (3) to five (5) years) from the time of substantial completion, to allow for initial movement. FOUNDATION DRAIN SYSTEM A perimeter drain system shall be installed where below grade floors are constructed. cted, The type of drain, interior, exterior or both should be determined at the time of the excavation observation. The drain system should contain a four (4) inch diameter perforated drainpipe surrounded by a minimum of twelve (12) inches of clean, washed rock. There should be a minimum of eight (8) 5 inches of gravel over the top ofthe pipe, for the full width of the french. The gra vel avel shall be covered with untreated building paper or geotextile fabric to minimize clogging by backfill material. The drain should have a positive slope to a non -perforated sump pit or to daylight, well away from the foundation. The sump pit should be a minimum of twenty four (24) inches in diameter by two (2) feet deep and should be surrounded by at least six(6)inches of cleangravel similar to that provided around the drain. The sump pit shall be capable of positivegravity or mechanical drainage drainage to remove any accumulated water. The drainage system shall discharge a minimum of five(5)feet g beyond the backfill zone. The discharge area should be placed so that it does es not interfere with adjacent properties. Typical drain details are provided in Appendix 2 of this report. port. CONCLUSIONS The soils and rock encountered at this site exhibit low swell potential as moisture e contents are increased. Future owners should be cautioned that there may be some risk of future damage caused by introduction of excess water to the soils and/or rock. All new and future owne rs should be directed to those items under "Post -Construction Site Preparation and Maintenance" in Appendix ce 1, included in this report. Our experience has shown that damage to foundations g usually results from saturation of the foundation soils caused by improper draina a excessive irrigation, drainage, rrlgat�on, poorly compacted backfills, and leaky water and sewer lines. The elimination of the potential sources of excessive water will greatly minimize the risks of construction at this site. It is reco mmended that a copy or summary of this report be provided to any new or future owners of this A co property. pof A Guide to Swelling Soils for Colorado Homebuyers and Homeowners, Colorado Geological Special Publication 43 should also be provided to any new or future owners of the property. The findings and recommendations of this report have been obtained in accordance with w�.th accepted professional engineering practices in the field of Geotechnical Engineering. However, standard Geotechnical Engineering practices and related goverment regulations � S are subject to change. The recommendations provided in this report are p only valid as of the date of this report. If the construction is at a later date, we would be glad to review the information this presented in this report with regard to updated governmental requirements or industry standards. There is no other warranty, either expressed or implied. We do not guarantee theperformance of the project p � t in and respect, but 6 only that our engineering work and judgments rendered meet • the standard of care of our profession. This report applies only to the type of construction anticipated ` in the area tested. The current technology is not at a stage where a guarantee of "absolutely no damage" can be assured by design and construction practices. CI. rend, nc Client: Josh Gerstberger Project: Lot A, Recx. 16-0072, Weld County, Colorado Scale: 1" = 100' Date: 08/18/2016 Project No. 16--8025 r s J S i LOCATION OF TEST BORING Sym bots & Soil Pro perties • f • i • • • .a • fi • 1 • ■ • • , • ■ II tf I /, ._. I 1 j j t J it ' 4,► n1 -_I a--'4ar rr at FIGURE NO. 1 Fill Gravel Sand Silt Silty Clay Clay Weathered Bedrock Siltstone Claystone Sandstone Limestone Igneous & Metamorphic N/12 CALIFORNIA N/12 SPLIT SPOON THIN WALLED (SHELBY) BAG SAMPLE PITCHER SAMPLE Penetration Resistance and Strength Classifications are Based on The Standard Penetration Test Number of Blows Per foot (NLIc 0--4 4-10 10-30 3D. --D 50i Relative Density Cohesionless Soils Very Loose Loose Medium Dense Very Dense * BLOWS PER FOOT a BLOWS OF 140 LB. HAMMER DROPPED 30 IN. TO DRIVE SPLIT SPOON OR CALIFORNIA SAMPLER 12" IN.) (ASTM DL586-67) ** EQUIVALENT TO PP/2 AND Qu/2 Consistency Cohesive Soils 1 CDS Soft Firm Stiff Very Stiff Hard Approximate Cohesion ksf** Less than 0.5 0.5-1.0 102.0 2.0-•-- 4.0 Greater than 4,0 Corporation ng EEngineering 165 2nd St. S.W. Loveland, CO 80537 Tele: (970) 667-8010 0 —I m w rn r 0 5 FT. 10 FT. 15 FT. 20 FT, 25 FT, 30 FT. 35 FT. 0 FT. ... .----.. ... CLIENT: Q SANDSTONE: poorly cemented, silty, brown, competent TH 1 TH--2 o FT. 0 >1 M a3 r 0 5 FT. 10 FT. 15 FT. 20 FT. 25 FT. 30 FT. J-35 FT. CLAY: sl. sandy to sandy, damp, brown, stiff Borings drilled on 07/19/16 using a 4" diameter, continuous flight truck mounted drilling rig. V Groundwater © drilling All soil and/or rock contacts shown on boring logs are approximate and represent subsurface conditions at time of drilling. __ Borin+ logs and information presented ran la s are subject to discussion and limitations of this report. LOGOF_BORINGS.-. PROJECT NO. PROJECT LOCATION Josh Gerstberger 16-8026 Lot A, Recx 16-0072, Part. in N W,Z Hof S9 -11—R68, Weld Count, Colorado Engineering Corporation Fig. No.: 165 2nd St. S.W. L%el , CO 80537 T + 70)68 80.t Client: Josh Gerstberger Project: Lot A Reex 16-0072 Project No.: 16-8026 SWELL / CONSOLIDATION TEST CURVES Boring: TH-1 Depth, ft: C' Swell (%):* 0.3 100 6 3 2 a 0 1 -1 _3 -4 _5 Boring: TH-2 Depth, ft: 3' Swell (%):* 0.3 6 5 4 3 -4 -5 a6 -7 -8 100 Description: Sandy Clay, dames, stiff, brown Water Content: 7.6% Dry Density, pcf: 113.0 Approximate Swell Pressure, —� psf: 1 000 Pressure, psf 1000 4 10000 Description: Clay, si. sandy, damp, stiff; brown Water Content: 9.0% Dry Density, pcf: 103.4 Approximate Swell Pressure, psf: 800 T Pressure, psi 1000 CDS Engineering Corporation J I0000 * negative values indicate consolidation Figure 3 l Natural Moisture (°Io) Natural Dry Density (per SUMMARY OF TEST RESULTS TABLE NO. 1 Project No.: 16-8026 poring Depth # of blows/ No. penetration (ft) 25/12 3 25/12 swell* 1Swell Pressure I Swell Pressure 500 psf @1000 psf (%) j Surcharge j Surcharge Atterberg Limits • . • • •- • • • . =NM i'i�i:iiiii^ii:`•;:?'i'i;: i ililil!l!l!i!1!!!:!'i:1 •• •'' *Swell due to wetting under a 500 psf or 1000 psf surcharge - Negative values indicate consolidation **Unconfined compressive strength estimated using a pocket penetrometer Unconfined Compressive Strength (psf) ••:•• •r • . • . . . • . - • • • • • . • •1 . Unconfined Compressive Strength**(psf) Passing r #4 /#200 Salve (%) 100/52.7 100/42.5 • : . -••.•. •• • •. • . • - rl' ' . 100/40.3 • •. ;;' ••• r.6•TV.armi: ••- :a: Description _ J. • .. . _ • • Sandstone j .i• �j r�• '' = :: I • . • • r • • •`'�j1��r.��`•T Tom•`••-•. •. Sandstone .I. r ••• • ` ••. '1� •1.•._ ...; .I. .•. .• - itoms Sandstone •'•' :I: • • • • 1:• • •1• - ••.• :: ... • �. �• • ••.•111.1.1111111111111.1.11111111.1 • •I••;• - ' • •:• ••••I• •I••:• ••• 11111111.1111111111.1.11.1111111 •. ••• _ •• • •• • • . a _ _ 2••• • •••••••• • :s1: - - - • •�-a ... •.. • • . . •4: ;•' - .I. - :i: _ ••• ••• • • • •••-• r•• • • ••. _... ..: Sheet I of 1 .- ......w.a...._.............. ,..._'I..__.r.r..�..�... .. _......�.•hrrn..r•nr�r.v...r�.. w••1... r..•nmr.a•vr.y.._w•.t APPENDIX I POST -CONSTRUCTION SITE PREPARATION AND MAINTENANCE $ackfihl when encountering potentially expansive or consolidating soils, measures should be taken to prevent the soil from being wetted during and after construction. Generally,this can be accomplished by ensuring only minimal settlement of the backfill placed around the foundation walls. It should be understood that some backfill settlement is normal and should be anticipated. � Areas that do settle immediately be repaired to prevent ponding around the foundation. may need to be added to backfill material to allow proper compaction -- do not puddle or saturate. Curate. Backfill should be mechanically compacted to at least 90% of Standard Proctor. Compaction � n requirements could be verified with field tests by the Engineer. It is the contractor's responsibility p to contact the engineer for such tests. urfac Drainage The final grade should have a positive slope away from the foundation . walls on all sides. At minimum, the slope shall meet the requirements of the governing Building Code. Wheregrading .site allows, we recommend a minimum of six inches(6")in the first five feet(5'). Downspouts and sill cocks should discharge into splash blocks that extend beyond the limits of the backfill. Splash blocks should slope away from the foundation walls. The use of long downspout lieu extensions in of splash blocks is advisable. Surface drainage away from the foundation maintained � shall be 1�a�nta�ned throughout the lifetime of the structure. Lawn Irri ation Do not install sprinkler systems next to foundation wallsporches, or patio . � p o slabs. If sprinkler systems are installed, the sprinkler heads should be placed so that the spray from the heads under . p full pressure does not fall within five feet (5') of foundation walls,porches, orpatio slabs. . Lawn irrigation must be carefully controlled. If the future owners desire to plant next to foundation walls, porches,patio slabs, and are willing to assume the risk ofstructural damage, etc., then it is advisable to only flowers plant and. shrubbery (no lawn) of varieties that require very little moisture. These flowers and shrubs should be hand watered only. Landscaping with a plastic covering around the foundation area is not recommended. Check with your local landscaper for fabrics which allow inhibiting evaporation when i . . � 1'1 plant growth when a plastic landscape covering is desired. Experience shows that the majority of problems with foundations due to . . water conditions are generally due to the owner's negligence of maintaining drainage of water from proper the foundation area. The future owners should be directed to pertinent information in this report. p • REV 7/30/13 1 EX [H FR IOR ANA/OR III FOOTING COMPACTED BACKFILL PER SOIL REPORT UNTREATED BUILDING PAPER OR GEOTEXTILE OVER TOP OF GRAVEL CLEAN WASHED ROCK. MINIMUM OF B" OVER THE TOP OF THE PIPE 4" PERFORATED PIPE, RIGID OR FLEXIBLE. SLOPE TO SUMP PIT OR DAYLIGHT. TERIOR HOUN PERIMETER DATION FDN WALL, TYP, REINFORCEMENT NOT SHOWN RAIN OPTIONAL MOISTURE BARRIER. 6 -MIL MINIMUM, GLUE TO FOUNDATION WALL A MINIMUM OF 6" ABOVE VOIDS OR GRAVEL (WHICHEVER IS GREATER). CONTINUE BELOW PIPE AND UP SIDE OF TRENCH AS SHOWN. FLOOR BY OTHERS If `w +w i.�i trr. }# �i. r,#t. Y�. rt�r. ��. rt ri_r�i • T �i.T !aT '�1�.'.`._#\+�r�iflr# # .� .� .�r�t�l'Nr't!. FlUpe�_#air# ..# +�.i; .!':a•.! l"fic `. * .tea �.i. •... � .f. # .t. � .T.;ee .! . ADDT'L LATERALS AS RECOMMENDED 1O' TO 12' DRAIN TRENCH SHALL NOT OUT INTO 1:1 SLOPE AWAY FROM THE EDGE OF THE FOOTING EXTERIOR AND/0 DRILLE= COMPACTED BACKFILL PER SOIL REPORT UNTREATED BUILDING PAPER OR GEOTEXTILE OVER TOP OF GRAVEL CLEAN WASHED ROCK. MINIMUM OF 8" OVER THE TOP OF THE PI P E 4" PERFORATED PIPE, RIGID OR FLEXIBLE, SLOPE TO SUMP PIT OR DAYLIGHT. INTERIOR PERIME PIER FOUNDATION Engineering Corporation 165 2nd St S.W. Loveland, CO 80537 Tele: (970) 667-8010 TER FDN WALL, TYR. REINFORCEMENT NOT SHOWN D RAIN MOISTURE BARRIER. 6 —MIL MINIMUM, GLUE TO FOUNDATION WALL A MiN I MUM OF 6" ABOVE VOIDS OR GRAVEL (WHICHEVER IS GREATER). CONTINUE BELOW PIPE AND UP SIDE OF TRENCH AS SHOWN, FLOOR BY OTHERS ADDT'L LATERALS AS RECOMMENDED 10' TO 12' TYPICAL PLRIMHL DRAIN FCOMMENDAI ION S SITE CONDITIONS MAY WARRANT REVISIONS TO TYPICAL DETAILS Scale: N.T.S. APPENDIX APPENDIX GENERAL SPECIFICATIONS FOR THE PLACEMENT OF COMPACTED FILL MATERIAL PLACED BELOW A STRUCTURE Moisture -Density Determination Representative samples of the materials to be used for • fill shall be furnished by the contractor at least seventy two (72) hours prior to compaction testing. Samples with mo isture p higher contents will require extra time for test results due to the required. q drying for sample preparation. Tests to determine the optimum moisture and density of the given material will be made using methods conforming to the most recent procedures of ASTM D698 (standard Proctor) or other approved methods, whichever may apply. p� pp' y. Copies of the Proctor Curves will be furnished to the contractor. These test results shall be the basis of control for the field moisture/density tests. Materials The soils used for compacted fill shall be selected or . approved by the Engineer. The material shall be free of vegetation, topsoil or other deleterious y materials. The material should be relatively impervious and non -swelling for the depth h specified in the soils report with no material than six (6) inches in diameter. greater Site Preparation All timber, logs, trees, brush and rubbish shall be removed . from the area and disposed in a manner approved by the local governing agency. All vegetation and a substantial amount of topsoil shall be removed from the surface upon which the fill is to be lacapplicable, ed, where the surface shall then be scarlficd to a depth of at least six .(6) inches, moistened or dried as necessary to allow for uniform compaction by the equipment being used. use. The scarified surface shall be compacted to not less than 95% of .axin�un�. density p' dry based on ASTM D698, or to such other density as may be determined appropriate for the materials and conditions and acceptable to the Engineer. Fill shall not be placed on frozen or muddy ground. Moisture The fill material, while being compacted should contain, n, as nearly as practical (typically +/-2�/0 , file o tit�um axri� p ount of moisture as determined by the Standard Proctor Test ASTM D698, or other approved method. The moisture shall be uniform throu hout • � the fill n�.atex�al. The effort required for optimum compaction will be minimized by keeping • soils near optimum moisture contents. Freezing temperatures and/or inclement weather conditions bons may impede moisture control and compaction operations. Placement of Fill The Geotechnical Engineer shall be retained to supervise p use the placement of fill material. The fill material shall be placed in uniform layers and be compacted �' d to not less. than 95% of ma.xlnnnl dry density based on ATM D698, or to such other density as may be determined appropriate f or the materials and conditions and acceptable to the Engineer. Prior •nor to compacting, each layer shall have a maximum loose layer height of twelve(12)inches(or as dictated by the compaction equipment and/or soil conditions) � with the surface relatively level. Test areas are recommended determine to the optimum layer thickness. Thinner lifts may be necessary in order to achieve the required compaction. Compacted layer thickness shall not exceed six (6) inches. Each twelve (12) inches of compacted fill shall be approved by the Engineerprior to placing succeeding lifts. Fill shall be compacted with machinery appropriate �' or the type of earthen material being installed. Granular materials shall be compacted with vibratory type machinezy. Clay and silt material shall be compacted with a sheepsfoot or other segmented padtype compaction equipment. "ihee1 rolling" is not considered an appropriate method to achieve � the recommended compaction spec ifications. fications+ "Wheel rolling" inot recommended � for extensive areas or depths and cannot be relied upon to give uniform results. Moisture and Densit Testing It is the contractor's responsibility to contact the Engineer �1neer with a minimum of 24 -hours notice to schedule compaction testing. The density and moisture •11 content of each layer of compacted fill will determined by the Engineer, � neer, or qualified technician, in accordance with ASTASTM D6938 (nuclear method), or other approved method. If the tests show inadequate density, that layer, or portion thereof, shall be reworked until the required conditions ons are obtained. Additional layers shall not be placed until each underlyin.g lift has been approved. The • pp results of all density tests will be furnished to both the owner and the contractor by the Engineer. MEMORANDUM TO: PRE 19-0082; Case File, pre -application DATE: April 5, 2019 FROM: Kris Ranslem/Michelle Wall, Planning Technician SUBJECT: Pre -Application Meeting prior to submitting USR for second dwelling unit Attendees: Josh Gerstberger, Applicant Maxwell Nader, Planning Hannah Dutrow, Zoning Compliance On Friday, April 5, 2019 an informal discussion took place at the Greeley Administrative Offices Conference Room regarding a proposed second dwelling unit. (The legal description is Lot A RECX16-0072; Part of Section 9, T1 N, R68W of the 6th P.M.; Situs Address is 4684 CR 5) Background Information: The applicant currently has a mobile home on site. He had a ZPMH during construction of his primary dwelling. The primary dwelling is now built and he wishes to eventually build a second home for guests, family and friends for the future. He has the proper utilities for septic and water. Building Department Staff was unavailable; however please contact Jose Gonzalez at 970-400-3540 for further direction. Building permits may be required, per Section 29-3-10 of the Weld County Code. Currently the following has been adopted by Weld County: 2018 International Residential Code, 2018 International Building Code, 2082 International Mechanical Code, 2018 International Plumbing Code, 2018 International Plumbing Code, 2018 International Fuel Gas Code, 2006 International Energy Conservation Code, and 2017 National Electrical Code. A building permit application must be completed and two complete sets of engineered and architectural plans bearing the wet stamp of a Colorado registered engineer or architect must be submitted for review for each structure. Pre -Manufactured non-residential structures are required to comply with State of Colorado Resolution 35 requirement. A complete code analysis prepared by a registered design professional is required and shall be submitted with All Commercial Building Permit Applications to Weld County. All new Commercial Building Projects require Fire District Notification (letter or email form). Proof shall be submitted with Commercial Permit applications. Final Fire District Approval is also required prior to issuing a Certificate of Occupancy and or closing a building permit. Building department staff strongly recommends a pre -application building permit submittal meeting, and, or a pre -construction meeting with Building Department staff for an overview of permit requirements. Please call 970-400-6100 and ask for a Plans Examiner. Building permit requirements can be found on the web -site link below: The applicants will be required to maintain the historic drainage flows and run-off amounts that exist from the property. SITE MAP REQUIREMENTS A Site Plan will be required identifying the following (if applicable): Show and label location of existing road, existing road right-of-way, future road right-of-way, and easements Show and label location of the access and label with access permit number Show and label the access turning radii (Residential — 25') Show and label location of drainage related features i.e. detention pond(s), ditches, etc... Show and label the drainage flow arrows showing how the stormwater flows across the property Public Works Contact List Access Permits Tiffnee Wertenberger twertenberger(a7weldgov.com 970-400-3718 Improvements Agreements Tisa Juanicorena tuanicorena@weldgov.com 970-400-3778 Right -of -Way Permits Amy Mutchie amutchie weldgov.com 970-400-3764 Development Review Hawley B a lza no hbalzano@weldqov.com 970-400-3738 Evan Pinkham epinkham@weldgov.com 970-400-3727 Mike McRoberts mmcroberts@weldgov.com 970-400-3798 Planning Department Additional fees may be included with the Building Permit such as Road Impact, County Facilities and Drainage fees. Please refer to the handout provided. The site is currently in violation (ZCV19-00074) for having two dwellings on the property without the necessary land use permits. Therefore, staff provided a consent agreement for the applicant to sign and adhere to deadlines to avoid investigation fees and/or court proceedings. An application for 7 -Day Review will need to be submitted by April 26, 2019. A full and complete application must be submitted by May 17, 2019. Alternatively, the second dwelling shall be removed by May 17, 2019. Staff urged the applicant to contact staff for any questions: Planner on Call available Monday through Friday 7:30 a.m. to 4:30 p.m. or contact Maxwell Nader at 970-400- 3527 or mnader@weldgov.com Staff explained the USR process. The applicant shall submit 1 packet for a 7 -day completeness review. After the 7 -day completeness review the applicant will be informed of what items are still required to make the application complete. Staff requested that the applicant submit the remaining material in electronic form. Upon submittal of a completed application it will be sent out for referral for 28 days. The applicant will then meet with their Planner to discuss the referrals and address as many of the referrals as possible. At that meeting the Planning Commission hearing will be scheduled. The Board of County Commissioners hearing typically follows approximately 3 weeks after the Planning Commission hearing. The above notes are provided as a courtesy to the applicant. While we strive to help identify as many potential issues upfront during the pre -application meeting we cannot anticipate every issue that may come up during the formal application process. The information contained herein has been placed on file with the Department of Planning Services. The pre -application is valid fora period of one (1) year from the date of pre - application. If a formal application is not received following the time period specified herein the Planning Department reserves the right to require a new pre -application meeting. Please note that all land use, building and impact fees are subject to change throughout this time period. End memorandum. Hello