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HomeMy WebLinkAbout4589 N , 04r °n GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 (303) 945 -8212 JohAddress 1101 West 9th Stree;,Glenwood Springs Nature of Work Building Permit Use of Building Equipment Building Owner H.S. West New Vector Group Contractor New C C InC, Amount of Permit: $ 118.80 Date: September 23, 1992 Permit: 72.00 Plan : 46.80 S. Archuleta Clerk White - Treas. .. Canary- Office Pink - Applicant . Gold- Duplicate GARFIELD COUNTY �{ � 7/ii/g2" Sp o APPLICATION FOR BUILDING PERMIT PERMIT NUMBER 7d / please print or type DATE 9 %R., Assessor's Parcel # TO BE FILLED OUT BY APPLICANT PLOT PLAN iADDRESS /47/ }(/ 9'' %/ j NOTE: Show easements, property line dimensions, (SUBDIVISION all other structures, specify north, and street 1FIL.ING # LOT #' BLOCK # - name. For odd shaped lots, or if space is w TAX SCHEDULE # too small, provide separate plot plan. [LEGAL (SEC /TWN /RNG) # OF BUILDINGS NOW ON PARCEL _ " USE OF BUILDINGS NOW ON PARCEL .1"4 w NAME // S /yW ESTA/FYV Vrc%P/f6�Pf/ MAILING ADDRESS 339 p /,/ '4 1F i o (CITY li• /4 ✓n YyA - PHONE ;aa, -49? /* NAME /ip,' 't 442 i✓/vT WY z ( ADDRESS ygs7 5 #nejefilT 'MeS giant z NAME Aryl/ ( /° /A /C o *-415-`, ADDRESS .4/ vii40•/.v t.W YG 5t 0 CITY fie," 120A!‘ o IPHONEA01 ZQf -Aerar LICENSE # o II CLASS OF WORK NEW ` ALTERATION ADDITION DEMOLISH REPAIR MOVE MOBILE HOME (make /model) S.P. OF BUILDING y'pg S.F. OF LOT : 0 -- 07 . 75 - 1 - # OF FLOORS HEIGHT # OF FAMILY UNITS # OF BEDROOMS INTENDED USE OF BUILDING _ GARAGE: SINGLE DBL CARPORT: SINGLE DBL FRONT PROPERTY LINE FIREPLACE DOCUMENTS ATTACHED STREET NAME /ROAD NUMBER WATER SUPPLY A/4 CHECK IF CORNER LOT _ DRIVEWAY PERMIT A/4 DESCRIPTION OF WORK PLANNED T��.A/�c SITE PLAN L Fn ✓•/' 2 i , oe / 44t BUILDING PLANS SANITARY SEWER CLEARANCE ,/ I hereby acknowledge that I have read this ON SITE SEWAGE DISPOSAL PERMIT ,4/,Q application and the above is correct and I OTHER DOCUMENTS (specify) agree to comply with all county ordinances and state laws r ulat- g building construction. , FOR PR -¢9 eq aini'T SIGNATURE / /StI) 4AID Fo %tl,4 FDA' SriPuD - {3Y CZEWEaro F2 FOR OFFICE USE ONLY VALUATION jam-- 0 o o .. p FLOOD HAZARD PERMIT FEE $ 7Z,p ECK FEE $ 44,80 0 CERTIFIED BLDG ELEVATION TOTAL FEE $ SCHOOL IMPACT FEE $ A//7- SPECIAL CONDITIONS DATE PERMIT ISSUED ZONING DISTRICT PROBLEMS WITH PERMIT TYPE OF OCCUPANCY g.— TYPE OF CONSTRUCTION v_ A/ ADDITIONAL INFORMATION NEEDED S.F. OF BUILDING 2-Sro S.F. OF LOT _____ MAX. HEIGHT -1-- ('ZYROAD CLASS. CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR SETBACKS FROM PROPERTY LINE: FRONT OR ENGINEER REAR RIGHT LEFT OFF STREET PARKING SPACES REQUIRED ho O APPROVED: 0 _ _ 0 4 t L-APPROVED: jjt H. b1 V __ q.32,7_, q.32,7_, .!�T - i NG DE'ARTMENT / DATE PLANNING DEPARTME1T DATE . ..... .. C_ )-------- - / 7, Al I? ,... , __. [A / 1 - ---- -_-•, / ) (--)-(27).--; :-.7.-, 777- .4 s A (/ 2--)(2t) ,4,-.• ,' .•.-:•, , / 2-- / _ _._...._. • ...7 -/-- , . / 7)/ . ,___. 6 7 ._ • . .,::.-, L-... C", c•••=e '7 ---- 7 - - -. , , 4 1 ,,,...,..._.„ •-•' i r' ? .., • .,../ —. _ ,--;.---- (,/ ,g:•,• 0 C..7 --/- 4,1,./..//' ;.- 2 4:" ./i. ,-, -, •,..). L— : r... , „ 24. , —.--- _.---, . 1 ) 0 0 ‘ • . , ... , • ':---: /: (.-:----- .0 t /C- - . -•-r / ) 7 • , ) • 7 C} • ''' ` / •': ( • 2 4-- ‘‘,7 / t t.- / /t),.1 - , - : ,) •:-_-!. ,.... , 4.._ L ,...1 d .• . _._ ..-,• / ‘...• ch. --- _ • 1- (" “.:-) c-- ,. ,... . . . ' N1 ry; y ,�}.' �a{. :..a► Imo, I� \ 1 i �1i't,�`1i1+j'tt; �i; :f `Ix»�'' - w� r�.l %u HU"'j .Sr '� " <t r µ i •"♦\ \ N a r • "• •i �R K irli'r� t It a a. ki,uu , w ( :i S, uy ISi3' ii , i ��� \ \\ s. ly , 1 r ' `' �,, ~- ~4 — ' 1 � i t - j e y�nr 1 \ & z; ' V I- ‘, \ 24 \ \ N.,1 41 lic\N..,,..._ (yam r� \♦ �� ♦ r 'N'N7 I. AI 5; - ‘'C '''• • � , l;E � . u ;i `: ,'.?4YCfk, 7 '_ ` `l ` \ \ - �iRi a / J F:a i 1" .;',. 1 :11\ c 1 \ / Sr ‘7...016; /ADZ 4 AJ c aP t !� ,0 ei`/L S SCHMUESER GORDON MEYER INC. \\ 1001 Grand Avenue, Suite 2 -E tit h, Glenwood Springs, Colorado 81601 III min (303) 9451004 (303) 925-6727 / � Fax (303) 945-5948 niG CONSULTING ENGINEERS 8 SURVEYORS/ DRAINAGE DISCUSSION The purpose of this narrative 1s to discuss the method and assumptions used in sizing the detention pond for the CO3 building to be located on Red Mountain in Glenwood. The rational method was used to determine peak flows for existing and developed conditions. The detention pond was sized for the 25 year storm and runoff was limited to the historic flow. The existing conditions include slopes of up to 1:1 with mainly oak brush vegetation. The runoff coefficient used for the existing site was 0.45. Because of the small area studied, a minimum time of concentration of 10 minutes was used. The existing area produced a runoff of .02 CFS. The proposed conditions include a 12' x 24' building and retaining walls around the building. The entire area inside the retaining walls was assumed to be impervious, with a runoff coefficient of 0.90. Again, a time of concentration of 10 minutes was used. The proposed area produced a runoff of 0.04 CFS. In order to maintain the historic runoff rate of 0.02 CFS, a detention pond with a volume of 29 cubic feet will need to be constructed. nmU t . p0 E,Ri .. , s . °p WE 7%Ir 1 ss 4a r, x'0 ,C » I mo .. 9 7' ' � u,+a°` SCHNUESER GORDON NEYER GLENWOOD SPRINGS COLORADO 81601 * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * 0 = adj * C * I * A Where: Q=cfs, C=Weighied Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 years 'C' adjustment, k = Adj. 'C' = Wtd�C x 1 Subarea Runoff Area | TL Wtd. || Adj. I Total | Peat 0 Descr. 'C' acres | (min) 'C' :| 'C' in/hr acres (cfs) - . . • . .` . EXISTING 0.450 0.01 . .. . ' 100� 0450 |� 045O 3260 �O� | 0O2 US �EST - CO3 SCHNUESER OORDDN MEYER GLEN', �FRINGS COLORADO 81601 * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * 0 = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ---------------- ---'-------- Subarea Runoff Area | Tr Wtd. | | Adj. I Total | Peak 0 Descr. acres (min) 'C' 'C' in/hr acres (cfs) . .. . PROFOSE� 0�O0 0,�1 . .. Executad: ��:l6:1� �9-01'�9�2 MODIFIED RATIONAL METHOD ---- Grapflical Summary for Required First peak outflow point assumed to occur at - cc hydrrgraph recession leg. US WEST - CO3 SCHMUESER GORDON MEYER ITTiENWOOD SPRINGS COLORACO 81601 ■ T.*****� * RETURN FREQUENCY; 25 yr | Allowable Outflow: cfs * 'C' Adjustment: 1.000 | Required Storage: 29 * * - - * * Peak Inflow: 0.03 cfs Inflow .HYD stored: UCuPR25 .HYD t ******** Td = 31 minutes | Return Freq: 25 yr /------- Apr Duration for Max. Storage ------/ C adj.factor: 1. . . . . . . . . I = in/hr . Q = 0.04 cfs | Weighted C; �.9O | | | AdjUsted C; C�C F ' ' . . L | . ; Pequired Stora?e O � . -- 2� cu ; Td= 31 minutes W | | | : = 1.8H0 in/hr x x x x x x x|x x x x x x x x x x x Q = c ' ' . . . • x o |. |x (Allow.Outflow) | . x o NOT TO SCAL� ' x . � | . o | • ============ . . . . . l7.73 minutes 3706 a�nuies ��ick �R-�5 Ver543 S/�|�1�405��1�9 ** � * * � * MODIFIED RATIONAL METHOD * � ---- Grand Summary For All Storm Frequent-lea ---- * � * * � “ ?. First peak outflow point assumed to occur at Tc hydrograph reces leg. OS WEST - CO3 SCHMUESER GORDON MEYER GLENWOOD SPRINGS COLORADO 81 Area = 0.01 acres Tc = 10.00 minutes ' � VOLURES Frequency Adjusted Du ration Qpeak Allowable | Infl�w Storage (years) C minutes in/hr cfs cfs | (cu.ft.) (cu.fi.) 31 1.880 0.03 O.01 | 47 29 N0.S . PE .BLS -- Albv a Civil Enyroamp ~ • • Shoo:. d Enp neanp % The Engineering Group, Land9rvcymp � STRUCTURAL CALCULATIONS 4 FOR 12'x 36', 12'x 30', 12'x 24' AND 12'x 14' PREFABRICATED EQUIPMENT STRUCTURES WITH FOUNDATION AND LATERAL LOAD DESIGN JULY 22, 1991 • Serr 'I 1112- NI PROJECT N0. U0732 - Cb3 G LcuW.ao J L 3 - PREPARED FOR: y U.S. WEST NEWVECTOR GROUP, INC. N, cosT a� > ''F - BELLEVUE, WAx 98008 -1329 / ° d+ (206)450 -8156 4769 ATTN: MARY GRACE • o .' ° F c ' FOR THE ENGINEERING GROUP, INC. 'r • LL A ' �a ' 0 : :' I. 7000 South Broadway, Suite 1D • Littleton, Colorado 80122 • (303) 798.4794 l ife - 14A:64 SutOjact -- Date alt at Job No .‘ eked heat ? of • 1 Ref. 5 P� �EGT 2_ C_kl_ C.Ft(TER. 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Pt.ywoop (2 L t en's) Z, t 11 2 +t 4- silo G 5 e Ira — -- --- I. I , IUsUL•moN — _. —' i1 p 11 5•x 9.68 So. % /PT 4 — zx 4 — 4 ` o+i /fr 55.11 t1 .) Subject" —R�eP ►�.r.v►, c•• s Data '• es Job No 1 1-e.232 Ekttruak 2 x 8 P wpTCM,c (t�aa aieD (s•p, L l te' 1 e•c. Re Sloe - Sfc la PRNQL) RAF-rcn_S T o &" ebt •- D E Pt,/ = f . 8 1025 SAy = 1,0 E 7tx • I C. rFGC TiryE fi�w w w� - Ye P�.y .e A 1 1 I ®fi 4. N Z tit • Lager /t'L b.Icc, M so A c w a 31 H '/z r 1/ i c ' $ 1t ! or1?f ) ( 0. 'l7trl ,l� r ' 2 FFI[.e WI ATM a I1.i a M "'�t watt I, �N. (rorseer 3 �Gx B,i I6, ?,6 /U t ae •I3,/ ..spie4 * S IB,)t. ,1-4ies 3ItaG — k tos - M 131.36 • S M a 1+1 x "31.01,* 35.ottfc -tN w= 8 Ai 1L2. = 7 -. 0 t 1 2. ►r. i - r r 8xx.93 / /.5 .%16• 't C'HcCK ( o If FT -0,331 k IrT TtJ,och S$ea. COAACGTCG Pet 'J " hrTll t111Y. d = 4 t 'l +' ► = 4,51S ow L jar C L E+► spls N) , ' — d = • !o - M 12 - 5, 51=3 ' f14-GA 4,E1t )11,5w 11b2 tu /16 iti-`'01+Mg No 4OL.iTS 41.L OMa4yLE grs 9,SX2 IT '1, 5 1)d / pr 110 PS1 Vd'IUA►- (4) / I. s r O. 11o(1.31)►,,:0811 les'160 " m 2 x 3 cuT l6•..c, aco. l 4 8 "' I r r CT OP cr.o !Step) mo 2 $. (f72• . (torn. L., 1D 4 fT " T'IPtawc Sc6TI�A! Q W►TC1 yin Ty Now 181,110+ su%►T 1 . IA 32.11b F•w. Sutijact.' F�oen �_"�^+'�+�N4 SYsTC k�.Datsgl .:.&1 Job No V1 '32• Checked,g�at 4 of _L, FCoo ,,SyS 're Pat. Rel. 3 " / 4 ') 12-ti‘, T t G • as p . " Z . C rrnic rie • Ci1CcK 2x4 t 1 •Ifs" ac, (sut?P.nTSQIb"ac W= 0039 (1.-r))s O. 1b4 - tIF t - �,� o,lb# (innr'i b r 0.2111 Is-Fr 111_" SI■ 0,4111 (It) l Id • 2• IN /1c e_____seuaizsia:_rriFreCT1VC 11 -4 4 Pt`I It W-.-t w = 3, 4-0'3 / FT t,1 = 3, it : 0.1 8 1.F t,.1 f'1�•x S p *c,u4 6 Ds 3 (A T u = 3L [e3 S) c, e' Lt 9 t USE ( MT! VE W (DT+I = 1 ` ( 0.2•,14), 0.7 = 41 0G ,i S b(d- d') / ` a . G. eh( 3g L5')/4x 'I,RS l u r 5 ' 2 x4 - = h~/� ` Sick 6216= 1,31 /W ! +PG`1 t S"LA 4 Is 1 2,1 > tut 11.) 0" G E+C R = o. 1 849 x I.n /L = 0.123 k- M- 3 x RV 2.126 r 3 ( 0 .11.3)/ s IIU ok t t e • 2r4 @Ifo" TLLP I C.r. t. S resat tj � ' I. Subject F LOO2 . Fn. of MO s,ra•.- ; A� r PI Date ao �t Job po u�YL cked _____Sheet_s„ o f cs*cic L 2Xtic 1 /4 x I b 0 •S MIS - morn is; e s1 Lo A-y ) .') = 441 w An- Rot y 0.135 = °IP Lit C SI (ot 13gx 1 33)( L . 14 ') 2 = 0 .418 It -tit Nsoi 51. 6.N18 / ti.t= 0. 1u' /1t." -le 0.3810k Hkv(— Ml a. -A ye) o,1 bC(4, 8G) 11 er o,s'is"sines oicros )(In. kits= 6, -buy tuilltp•" c,r C ,kLT Mo+teut ( s 3o Pep t, t_) RI.�c r ( . 55 . t3o)b 3 • o 11 /1t. Pt'rn = 0. 03 a ( b `. 0,11 slim' 0,1 ;'j a t 33370 E ,Mcma, 0 3- 1,761 - 0rl &SC oinol- = C secic P kN it 6 cwc. ' ( 2 A Q 4 24. = . it-ta) EI � o i 1 14'1 $4 * 1. t 11) ( 1.461 . a O,lay604) C404,70+'3C1.14)]t'7 Olt. 21i *E a•43D p, of 31 /at_Gowws_0! = 26- — 2.A.140025.-0,04,4, 0, O "Et) lt.c. = 0.0 -3 5 31t in 0011 • • Subject F`L.0 P k m,V G s s syeM D • � � —Date 2 e ! Job No ?" Sheet L of I6 G F1ccK fV4x7.0 (3o POP Roder Lei w o) IN410r a 0. 137 (N,DG) X 415 r Of l lro it 1 FT Ref. Wag P 4 w = 0.1-‘1"bT' 1 I Haig I 4,94 j1.1.4 I2 x 3Co p • o, o s s ( : 0,11. 8 P M, ►l. a D. 0 Oil 33 wler WouTS (Ot f0,113 (�.8L)4 0 .139(10aa4 1 1 f y,E` cb.6°Isir De5I614.1 F-on •vTSI0E t A-M LIU = o.Sa1 " Ir—r 12x'� o. scot- e. 55D1'' o -sot 1 L1Fr P•.o•, o. o 5 0.0 .� ' !� p:eg3XV r� 3 a ye y 14-11 3 0•, .. - - M m S.+opovo, wit. r mesa( (14,i) Ye, . 1.o. Sea P- Z L Peatz.a� _ Io.ze•lw.'< I3.4.Wr m 4, ' &-1- BC ET / _ E.8o1( +� ®5x 29,,>vox 4b43h: = 0, 2L5 11 / 1 3/4 , 3 3A 1'113 a o 004•17>0.24 • °P. C H ee. k. p I s m onk) L,„ . oe D = v.7 . G'fx 1 6 5 // a 4", ft } C. = 0 I M = 6 .ssa( 3.1. ->> 4 D. aol ( 3.1.7)2/2 = 7'Fq k -FT • co1+L a Pk (.R +4) I3 E I r p, S SE (3•L7)11114.33i 3 _ 3xa.,,wow Wq L44P3at) a &s•f(tg !_ 24 et , y,eL1 xw•* Alb• 64 1tei.. = 3 x 3,L7 r seo o. ' ''l 0`40. 1N la r wja a 0 . l I 004 =0.1 eg 7n et t.Ir1R• ✓lit&I Y Afr4 _ samme 117-34A2,_____Datetabat Job No.ttali . Subject, • cked,Sheetaa„-of n Lk) It? 24 ) I.A.) 12- 14 og s' 7 - a F3i Li so acti P t s c.#0.,'-r • • • 1 r 4 i Ut'.I0s¼ i6 P trIJ S Ant. C TPear E.) I 4, 1 3 4 CKettt S c0yt,s Fos. 12)(114 b 40 t t 1 tc-ir • Iv- S,00 f - tj r. 0,4o1 (10) 11z8 t O Pm iii -24„ 5 .)r I 2.. 0 Is- tz: Sid ivl 1 Sub ject. V /t 7 A A-L v ,4 e 4 Date 1! 91 Job No!D.L 2. Check ed.Sheet & __ of --E.1..-- 1 1 P = C C � , g s = B r Al PH et P. C" Ref. '12x1ga L = 2 q , /. CQ= t, is 19 Cb = 113 _= 1,0 • CHCGK 12 x $ (0 (uottT c ort) %nub a Reoi� O,01( t 9.2 s/ ) t , b Pais o, 149 (1a)= 2141 "- ' Irr PR-vas or 0 3 (�f 1 1 5� � : D, I a g k if7 R G�•or. = 0, 13 (I at Z,4 1 �IZ D. 22 .2 2 r ArILera I / t 7/g PLY word iv .1Len 11. 4‘..v0-0 O1 N416C0 4' GLver Eq' IV 4L;a To as e3" r O, 5 45 • 1rr 1/2. b. err; w• rff I. IM. 5t`1Fr pot. END SThct4en 'bIC I Id Pr..aeLS -Ls ' 3 / a- Z x D'S4r = I,o9 KIa=r L ReoD- 2.L (I.01 = 2.44 FT. N4 otc s++Ckx. �:kL.L Rtov, oEO ^ 2 1 ) -(0 C HCGK. oven-Ty 1.,.1„IoG Hbt = 2. 47 r IA2S+ 2. 0) = 19, 18 R"F7 t''IR tDLouty) WwLLs = 0.0t5 +12) 5 Roof o. 0 r 3, 4 k Flaw. - O,opq(10(35) M n, = toe (H•a9) : 34.1 >1et 1M,1'1 OM £ *H _ 2,41 7 .141 = rv,lb 1r' EA e 1JQ 7-- -ry .b r p ANA OW.. ••1.r • . $, t rJ 4 M c A a.. 41 '%t a ant 7 1 " S *etch or M. t • r subject x 4 >, -e.rt. Cec_ et 2 �Sheet obNe fu b 0 11� 5TVoc e. Ito" h = 't.Z, - (4 +34 1,0' &S41 tot= o 0 3 (B, 5t-1r/!! = 0 . 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I 1 tris. t• . 1 0- . . .__.. . : . - 1/4 1 * 1 c . i . . 491 ar 0 - - .4. 7 . 2 . 9 . 42 4 u . . ) . _ . la 0 W o • '4 $ 3 . - - Id 'MW § ba a GE 2 I . % .s Orr- IQ 0- t N - 2 9 11.1 • , 1-- i • . w • 1 . 7■4.1 el ... .0 ' .... IP 0 Yap Li it . ) i P to L ifts _ . . 5 DPW • 43 64.,-0.; ' • 4 t1 Saila% . . . . . . . , . . •. •:•,b8 47 1Z ter, r r 0 . 1 ay r d z o H tb IV W n co z \ tri ; 4 til 1 ' a . H Cli Z XI t-_ (0 H a x O r O d r v rzi 0 tmi z r ca tt trl . - d 0 Z tzi 0 0 0 P--3 0 tri >I ic----- r d tri a r . _ r 1, DUPONT BUILDING INC ,► ,,„ Camer on, LA 706,11 318/775 -5928 il n President I Fiberglass Buildings Jim Du nt meta, eUlldings P.O. Drawer AE Building Repairs e Fiberglass Fabrication L, _ June 3, 1991 Brown Construction ?224 Eagle St. Aurora, CO 80011 Attn: Mr. Dick Brown In a letter faxed to me there were some unanswered questions about our buildings. Perhaps this letter will help clear up the problems. All lumber used in the construction of shelters is 12 southern yellow pine. . The exterior of the building, including the roof, is covered Duponthastsuppliedcmoreeth Gulf of Mexico where humidities and winds exceed the norm in all areas of the U.S. The materials used to cover our shelters is the same materials used to build boats, this proves to be ample protection for outdoor buildings. The 1/4" stainless steel bolts used to anchor the building to the skid pass through the bottom wall plate and the 2" square tubing that wraps around the perimeter of the skid. As for the roof pitch, the rafter are made of 2x8 southern yellow pine, cut on a slope for proper water - drainage. I have enclosed a sketch of a rafter to show the way they are cut. The skid that the building is mounted On is hot dip galvanized after fabrication to protect it from the corrosive effects of the environment. If there are further questions, please feel free to call. hank You, Dupont 0 pont Building Inc. e. 4- '•• +ny OLVCA Institute T- INPUT DATA Height of wall in feet Wall thickness in inches 12.00 Base thickness in inches 12.00 Toe projection in feet 12.00 Heel projection in feet 3.00 Equivalent fluid 5.00 Coefficient of sliding friction 1 50. Vertical load in 0.45 pounds per foot 0.00 Horizontal load in pounds per foot Horizontal load above base in feet 0.00 0.00 Applied moment in pound feet per foot 0.00 Increment toe or heel Toe Concrete strength in p.s.i. 3000 Steel yield strength in p.s.i. 60000 OUTPUT DATA Height of wall in feet 12.00 Wall thickness in inches 12.00 Wall effective 'd' in inches Wall moment in pound feet 9.50 Wall shear in pounds 15840 0 Area of wall reinforcement in sq. in. 0.6 .68 Base dimension in feet Base thickness in inches 9.00 19.50 Base effective 'd' in inches Heel moment in pound feet 9.50 Heel shear in 9961 pounds 3303 Area of heel reinforcement in sq.in. 0.42 Toe projection in feet 3.00 Heel projection in feet 5.00 Distance from toe to resultant in feet Distance from toe to middle half in feet 3.41 Toe soil pressure in 2.25 Heel soil pressure in P.s.f. 17 1280 p.s.f. 280 Sliding force in pounds 4648 Sliding resistance in pounds 4118 Provide a shear key END OF- RUN : nc I n11V1rvU WALL DESIGN -72r-; Copyright (C) 1987 by Concrete Reinforcing Steel Institute It4PUT , DATA • Height of wall in feet Wall thickness in inches 2.00 1 2.00 Base thickness in inches Toe projection in feet 12.00 Heel projection in feet 1.50 1.75 Equivalent fluid pressure in p.s.i. 55.00 Coefficient of sliding friction 0.45 Vertical load in pounds per foot 0.00 Horizontal load in pounds per foot 0.00 Horizontal load above base in feet 0.00 Applied moment in pound feet per foot 0.00 Increment toe or heel Toe Concrete strength in p.s.i. 3000 Steel yield strength in p.s.i. 60000 OUTPUT DATA Height of wall in feet 6.50 Wall thickness in inches 12.00 Wall effective 'd' in inches 9.50 Wall moment in pound feet 2517 Wall shear in pounds 1162 Area of wall reinforcement in sq. in. 0.11 Base dimension in feet 4.25 Base thickness in inches 12.00 Base effective 'd' in inches 9.50 Heel moment in pound feet - 1136 Heel shear in pounds 1152 Area of heel reinforcement in sq.in. 0.05 Toe projection in feet 1.50 Heel projection in feet 1.75 Distance from toe to resultant in feet 1.19 Distance from toe to middle half in feet 1.06 Toe soil pressure in p.s.f. - 1539 Heel soil pressure in p.s.f. 188 Sliding force in pounds - 1547 Sliding resistance in pounds 1238 Provide a shear key END OF RUN Ch en @Northern, Inc. Consulting Etg 'sets 3 5Scientists RECEIVED 5080 FoaO 15 A UG 2 4 1992 Glenwood Spnngs Colo ado81601 303 945.7458 303 945 -2363 Facs mi ! Roy Perlmutter, Architect August 21, 1992 U.S. West NewVector Attn: Mary Grace P.O. Box 91212 Bellevue WA 98009 -1212 Subject: Supplemental Site Grading Recommendations, Proposed CO3 Cell Site, West of Glenwood Springs, Garfield County, Colorado. Job No. 4 379 92 Dear Ms. Grace: As requested by Bud Stites, The Engineering Group, we are providing supplemental recommendations for site grading at the Glenwood CO3 cell site. We previously performed a subsoil study for foundation design at the site and presented our findings in a report dated August 6, 1992, Job No. 4 379 92. Based on the results of our earlier study, the risk of construction induced slope instability at the site appears low provided the building is located as planned and cut and fill depths are limited. We understand the maximum cut depth will not exceed about 8 feet and fills will be limited to about 3 feet deep. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to 95% standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and be protected against erosion by revegetation or other means. This office should review site grading plans for the project prior to construction If you have any questions or if we may be of further assistance, please call our office. Sincerely, CHEN - NORTHERN, INC. '` 1000 y` • , 1 �v �.� ' /- ;- _ Thomas L. Allen, P.E. i 1 5 2 2 2� br 4 3 _t it \c TLA /ec �1 • rrONAl 6� �� f Rev. By: SLP ∎.; OF CO. "�P cc: The Engineering Group - Attn: Bud Stites Roy Perlmutter, Architect A member of the' $IH) group of companies Ch en @Northern, Inc. Consul! og Engineers and 8cienlistt 5080 Road 154 Glenwood Springs. Colorado 81601 303 945 -7458 303 945 -2363 Face mile • SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED CO3 GLENWOOD SPRINGS CELL SITE GLENWOOD SPRINGS, COLORADO JOB NO. 4 379 92 AUGUST 6, 1992 PREPARED FOR: U.S. WEST NEWVECTOR GROUP ATTN: MARY GRACE P.O. BOX 91212 BELLEVUE WA 98009 -1212 A in nbar ul Ihe[$j$) group nl con -pimps • CheneNorthern, Inc. CU suiting Engineers and Scieraisis 5080 Road 154 Glenwood Springs, Colorado 81601 303 945 -7458 303 945 -2363 Facsimile August 6, 1992 U.S. West NewVector Group Attn: Mary Grace P.O. Box 91212 Bellevue WA 98009 -1212 Subject: Subsoil Study for Foundation Design, Proposed CO3 Glenwood Springs Cell Site, Glenwood Springs, Colorado. Job No. 4 379 92 Gentlemen: As requested, we have conducted a subsoil study at the subject site, located west of Glenwood Springs, Colorado. Subsurface conditions encountered in the exploratory borings drilled in the area of the proposed building consist of medium dense, silty sand and gravel overlying relatively dense, silty sandy gravel. The upper soils have a low potential for settlement when wetted (collapse). Groundwater was not encountered in the borings at the time of drilling. The proposed equipment building and retaining wall can be founded on spread footings placed on the natural subsoils and designed for an allowable bearing pressure of 1500 psf. The report which follows describes our investigation, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, CHEN -N O RTH ER N, ,IIINNCC�. iY ate^ Thomas L. Allen, P.E. TLA /ec Rev. By: DEH cc: Roy Perlmutter, Architect (6) - A member of t heIHIH) groupoi companies TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY 1 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 2 FIELD EXPLORATION 3 SUBSURFACE CONDITIONS 3 DESIGN RECOMMENDATIONS 4 FOUNDATIONS 4 RETAINING WALLS 5 SLABS -ON -GRADE 7 UNDERDRAIN SYSTEM 7 SURFACE DRAINAGE 8 LIMITATIONS 9 FIGURE 1 - VICINITY MAP FIGURE 2 - LOCATION OF EXPLORATORY BORINGS FIGURE 3 - LOGS OF EXPLORATORY BORINGS FIGURE 4 - LEGEND AND NOTES FIGURE 5 - SWELL - CONSOLIDATION TEST RESULTS FIGURE 6 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES Chen @Northenl.Inc. PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for the proposed CO3 communications cell site to be located on the side of Red Mountain west of Glenwood Springs, Colorado. The project location is shown on the site Vicinity Map, Fig. 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to U.S. West NewVector Group, dated May 28, 1992. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine compressibility and other engineering characteristics of the on -site soils. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building and retaining wall foundations. The results of the field exploration and laboratory testing are presented in the report. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed cell site are included in the report. Chen @Northern, Inc. _2 _ PROPOSED CONSTRUCTION The proposed cell site will consist of a pre- fabricated equipment building placed on a level pad cut into the slope. A retaining wall will be constructed on the uphill side of the building to support the cut face. We understand the wall height will be on the order of 15 feet. A pad mounted generator will be located about 15 feet northwest of the equipment building. Three pole mounted antennae, about 25 feet in height, will be installed on the site. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS The site is located on the east slope of Red Mountain about 1/2 mile west and about 450 feet vertically above downtown Glenwood Springs. The site location is shown on Fig. 1. At the time of our field work, the site was vacant and vegetation consists of grass, weeds, scrub oak and scattered evergreen trees. An existing dirt trail crosses the east (lower) half of the site. The trail provides access to the site from Glenwood Springs. In general, the site is mountainous with steep slopes down to the south, east and north. Above the site, the ground surface slopes at about 30% grade. South of the site, the terrain is nearly vertical where the access road is cut into the hillside below the building area. Total elevation change across the proposed building area is about 20 feet. ChentNorthern.Inc. -3 FIELD EXPLORATION The field exploration for the project was conducted on June 23, 1992. Two exploratory borings were drilled at the locations shown on Fig, 2 to evaluate the subsurface conditions. The borings were advanced with 4 -inch diameter continuous flight augers powered by a track - mounted CME -45 drill rig. The track - mounted drill rig was necessary due to the steep terrain and narrow access road. The borings were logged by a representative of Chen - Northern, Inc. Samples of the subsoils were taken with 1 3/8 -inch and 2 -inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 - pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D -1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Fig. 3. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS The subsoil conditions encountered at the site are shown graphically on Fig. 3. The subsoils encountered in Boring 1 consist of about 2 feet of man - placed fill overlying medium dense, silty sand and gravel colluvium containing cobbles and possible boulders. At a depth of 8 feet, dense, silty sandy gravel colluvium was encountered to the full depth of exploration, 21 feet. The subsoils encountered in Boring 2 consist of 24 feet of medium Che n @Northern, Inc. -O- dense, silty sand and gravel colluvium overlying dense to very dense, silty sandy gravel colluvium to the full depth of exploration, 31 feet. Laboratory testing performed on samples obtained from the borings included natural moisture content, density and gradation analyses. Results of consolidation testing performed on relatively undisturbed drive samples, presented on Fig. 5, indicate low potential for settlement when wetted under light loading conditions (collapse) and moderate compressibility under additional loading. Results of gradation analyses performed on a bulk sample (minus 3 -inch fraction) of the natural coarse granular soils from the existing road cut are shown on Fig. 6. The laboratory testing is summarized in Table I. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building and retaining wall be founded with spread footings bearing on the natural granular soils below the existing fill. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable soil bearing pressure of 1500 psf. Based on experience, we expect ChenetNorthern.Inc. -5- settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. Additional settlement of 1 inch or more could occur if the foundation bearing soils become wetted. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure corresponding to an equivalent fluid unit weight of 45 pcf. 5) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively dense natural granular soils. If water seepage is encountered, the footing areas should be dewatered before concrete placement. 6) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. RETAINING WALLS Retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 65 pcf for backfill consisting of the on -site Chen ONorthern, Inc. • -6- granular soils. Cantilevered retaining structures which can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf for backfill consisting of the on -site granular soils. All foundation and retaining structures should be designed for appropriate surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and an upward sloping backfill surface with a slope angle of about 30° from the horizontal. A steeper backfill surface or buildup of water behind a wall will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Care should be taken not to overcompact the backfill or use large equipment near the wall since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected even if the material is placed correctly and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.45. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil Chen @Northern, Inc. -7- strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. SLABS -ON -GRADE The natural on -site soils, exclusive of topsoil, are suitable to support lightly to moderately loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 -inch layer of free - draining gravel should be placed beneath slabs to facilitate drainage. This material should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of slabs -on -grade should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas that Local perched groundwater may develop during times Cue n @Northern, Inc. -8- of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free - draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free - draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the cell site has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) 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 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches Chen @Northern. Inc. • -g- in the first 10 feet in paved areas. Free - draining wall backfill should be capped with about 2 feet of the on -site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 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 design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Fig. 2 and the proposed type of construction. 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 foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, CHEN- NORTHERN, INC. ion /A �J ` o I,pO RE04 e$). u • FP y L c,.• < �� E •H a • A p 04 .0. 0. Thomas L. Allen, P.E. s 1 ° 24443 a 1 € • s Reviewed By y * 9 �F •. 0. 4 4 " � b an Aj c- xotitz. _ Daniel E. Hardin, P.E. Chen @Northern.Inc. (71' \),7* yR�11f - - _ ` L`_... - t‘i I 1 ",, "� , � - � � �: -_ - > j A • �'. �� .. f \ \ , ti �' -Av. ue'':: �4 ,rA1 - � ';; � ( ��: ..._ Via "� - . --- - -' - _--� // �� - .tea. -_� � � •• : s % asti \� < fills: • .O GLENW000 RIN • .: ' • • S ��� I• r r� 1 U • I i : i P\\IA I.. S .. 4 . i tin 1 I 1 \‘\ 8 Ir. . titairi-iii � � \ ttC ' Pa rk ' 1 . :. , ' • . i s SITE } • : • • ` • • • • ! • I ti • ■ i?„,,,,, i -.. ti� `,� i t F` i! 1: •.� a • . i Ty • • • /I :, ir II • 1111 . • t : ri ' • .. • ".S \ C- .. .. ) C: :- . ..?? • • : i : . i ',.‘: - ,.. • :41:. • 114 \ ` I\C mss; ^_ - \\-\\\ l � \ /l) \) n • i Park • • • = - \ 7 >-\ -'1. \ 1 ?)) t C -- . fi r ' 4 379 92 ChenoNortherninc VICINITY MAP Fig. I APPROXIMATE SCALE I" = 10' ul i . PROPOSED POLE y � P it V 0 \ \ `�, e EXISTING PROPERTY G DIRT ROAD BOUNDARIES \ \\ � V \ BORING 2 I / PROPOSED • \ \--... PAD MOUNTED GENERATOR J I - ./- \ L. 2 \ � 1 / PROPOSED / � PROPOSED / POLES BUILDING / �a o / I BORING 1 v / / • / s � 7 ti / G,v / / / � / / v ti -- / ,,vs 4 379 92 ChenoNorthern,Inc. LOCATION OF EXPLORATORY BORINGS Fig. 2 Boring 1 Boring 2 Elev. = 6219' Elev. = 6224' ---- 6225 6225 — — — ---- 6220 6220— /19/12 _ _ // 1 g=512 - 200 =32 — 0 19/12 , � —6215 �' 6215 — 27/12 31/12 - 200435 /' DD =99 i l d v — 6210. 28/12 6 210 — w -- 41/12 _ 4 WC =9 ' EP — u_ i� DD = 120 200117 a _ - 200 =47 — o 0 v ----6205 6205 — 'C 50/12 ;11 50/12 w ;1 i1 WC =7 51 . DD =124 DD =115 - —6200 :;•7 6200— a� ;4I 50/6 ria 50/12 4 _ - - 6195 6195— _ 6 : ; 60/6,40/3 ----6190 6190 -- Note: Explanation of symbols presented on Fig. 4. 4 379 92 Chen ',Northern,Inc Logs of Exploratory Borings Fig. 3 LEGEND: ® Fill; silty sand and gravel, loose, slightly moist, light brown. Sand and Gravel (SM -GM); silty, slightly clayey, medium dense to dense, slightly moist to moist, light brown, scattered cobbles. R 4 0 , , v Gravel (GM); sandy, silty, dense to very dense, moist, dark brown to gray. h Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. F Drive sample; Standard Penetration Test (SPT), 1 3/8 -inch I.D. split spoon sample, ASTM D -1586. 41/12 Drive sample blow count; indicates that 41 blows of a 140 -pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. NOTES: 1. Exploratory borings were drilled on June 23, 1992 with 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by taping from features shown on the site plan provided. 3. Elevations of exploratory borings were obtained by interpolation between contours on the site plan provided. 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( %) DD = Dry Density (pcf) -200 = Percent passing No. 200 sieve 4 379 92 ChenONorthern,Inc. Legend and Notes Fig. 4 • • Moisture Content = 9 percent Dry Unit Weight = 12 0 pcf Sample of: si lty sandy gravel From: Boring 1 at 10 feet ae 0 t 0 • 1 v • • E 2 c -- Additional • compression 3 under constant _ pressure due • to wetting 4 5 0.1 1.0 10 100 APPLIED PRESSURE — ksf Moisture Content = 5 percent Dry Unit Weight = 112 pcf Sampieof: silty sand and gravel From: Boring 2 at 5 feet 0 C 1 N 2 E _ ,__ Additional compression 3 under constant • pressure due to wetting 4 • 5 • 6 0.1 1.0 10 100 APPLIED PRESSURE — ksf 4 379 92 Chen oNorthern,Inc. SWELL- CONSOLIDATION TEST RESULTS Fig. 5 • -e' I HYDROMETER ANALYSIS I SIEVE ANALYSIS I TIME READINGS I U.S. STANDARD SERIES I CLEAR SQUARE OPENINGS 24 HR. ] HR. 45 MIN 15 MIN. 60 MIN. 19 MINA MIN. 1 MIN. '200 '100 '50 '40 '30 '16 " f ) '/3 'd 100 - 1 0 i i 90 4 / 10 4 1 I 60 � I ± 20 7/ 70 1 30 1 Z 60. 1 0 N I 1 40 2 1 F F 50 1 50 I 1 w w c 9 - 9 40 1 4 w 1 I 60 & w 1 �� I 30 0. 1 4 70 • j 44. ' 20 80 10 l 1 1 1 0 is .saa∎ S- uu..w ∎..1■.ut♦S■1woo 1=11o. .001 .002 .005 .009 .019 03] .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1. 76.2 127 2 100 .42 20 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT I FINE SAND MEDIUM 'COARSEI FINE GRAVEL ICOARSE (COBBLES GRAVEL 61 % SAND 29 % SILT AND CLAY 10 % LIQUID LIMIT 32 % PLASTICITY INDEX 1 % SAMPLEOF slightly silty sandy FROM existing Cut slope at gravel 3 feet to 6 feet HYDROMETER ANALYSIS TIME READINGS I U.S. STANDARD SERIES SIEVE ANALYSIS 1 CLEAR SQUARE OPENINGS 24 HR. 7 HR. 45 MINIS MIN. 60 MIN. 19 MIN.4 MIN. I MIN. '200 '100 '50 '40 '30 '16 1 �'8 '4 103 - 1 1 4 0 90 1 I 4 10 I 1 1 20 ■ 1 70 9 30 1 I • U O Z 6p I I 40 Z n 1 1 � < F i 600C w 1 r 1 1 — 1 60 U a 1 I .mm■ w 30 1 I a 70 20 I I 1 60 1 1 • 10 1 1 90 1 I I_ 0 — n..0111■11•111■1•11111•.n.flra. 1•11.•••■••■■•••••..■ 100 .001 .002 .005 .009 .019 037 .074 .149 .297 .590 1.19 38 4.76 9.52 19.1 38.1 76.2 127 20. .42 2.0 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT I SAND GRAVEL FINE I MEDIUM [COARSE( FINE I COARSE COBBLES GRAVEL % SAND % SILT AND CLAY % l LIQUID LIMIT % PLASTICITY INDEX q° SAMPLE OF . FROM 4 379 92 Chen0Northern,lnc. GRADATION TEST RESULTS Fig. 6 m. N .-r v N w > N Ul > > > ro > > ro ro ro L no rd L L O L w Q) L L 0) 0) C 01 > p) ¢ it oa oa oa N oa o x >, >, UU V1> O) O -0 C c c c N T 0 M "o ro ro CO rd r0 ^•• rd >4. o N N N N N om. N N .—+ V N > } >, >> >> >, >, � T _C > .--.1 -. . i- S.- 0 . i -C 4_ CiC Z .-I N .-.rd N N N N N »'f N NN .0 0 CO F J D Co VJ W0¢ I¢W8 W 0n¢- CC aR. f 14 CO UK r W 7 Z ri I— W it; 0 C ¢ 0 z _ LV ^ _ M `o O cc i ¢ o„.> W n 0 Q m waim M M V C. Q CC 1 F O CD 0 Q w al z N V —1 0 LL O p 0 Wf d in Cr Q o¢ 0 ct N T f-. LO r0 w P4 01 M W z CO Fyif d' Q) O LA L0 l0 n z 20 6 m LO z 0 O LL) 0 0 in 0 o - (V I M w it 2 I Cl G ¢ o — N - C - 3- co