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HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 06-00148 & 149 - Health Education & Business Development Center - Site PlanZ ~ O __ _ -~ -~ m m ~~ C Z -1 .. F z ~~ o y 3 . ~, ~ ~ ~- ~ n ~vQ3,mm O 3 ~ "~ W F ~. y ~ ~ - fD m R1 .y~n ~ Q N ~ C ~ 7 'gyp fD C ~ ~ N ~ cmi ~ ~ a m ... ~ °-~ ~ O Z. p: ~ cp ~ w C o ~ ~ m ° m ~ v v ~ f ~$ ~ ~ 'i ~ o ~ 2 m ~. x ~ ~ C ~ W y 3 ~ -• `~ ~ '-I S °- _C. f~ m ~ c N ~ ~ ~ ~ o m N w ~ m ~ 0 ~ a ~ ~ z ~ c z mv~~Z D = ~~~~o ~, ~ av ~~ ~ ~ m m w ~: ~' -~ ~ G ~ y O O n ~ N ~ a . C a ~ y a m ~ v o ° m~noa m x ~ H ~ ('p o Z N m ~ > > ~ n 0 0 ~ ~ ~ a C <~~~;~ m ~ m ~`~ a~ a C1 _ o ~ ~ :~~ z ~ .,,. ~ W ~ o, ~ ~ _ -. '~ ~ '~ k ~• n ~ f~ O a' r. n 3 ~ `D ~ `° y' z N y C ~ ~ ~ ~ Q, D ~ ~ 'a N - ~ n ~ ~• a ~ _~ N_~ ~ <D ~ O ~ ~ p ~ ~ ~ M 1 ~D ~ Q ~ y ~~ ~ S C C ~ ~ ~p 01 Q Q a y:_~ o• ~ ~ tq S N y ~ eSD ~ S C ~ ~ ~ C7 y C. ~ ~ <D y `~ ~ ~ ~ ~ 01 '~ ~ fD C Q W < ~ _, n C. 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Main St. / Rexburg, ID. 83440 Phnnc /9nQ~ men ~.,.,.. , ... ._ _ _ _ Building Permit No: 06 00149 Applicable Edition of Code: International Building Code 2003 Site Address: 343E 4th N Use and Occupancy: Health Education & Business Development Center Type of Construction: Type V, 1 Hour Design Occupant Load: Business & Assembly Sprinkler System Required: Yes Name and Address of Owner: East Central Idaho Planning & 310 N 2nd E Suite 115 Rexburg, ID 83440 Contractor: Ormond Builders, Inc Special Conditions: Occupancy: Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 909 of the International Buildin Code, certifies that, at the time time of issuance, this building or that portion of the buildin thatg vies inspected on the date listed vies found to be in compliance v-ith the requirements of the code for the group and division of occupancy and the use for vihich the proposed occupancy toes classified. Date C.O. Issued: July 09, 2007 (11:13AM) C.O Issued by: Building There shall be no further change in the a sing occupancy classifica of the building nor shall an str modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing Inspector: Electrical Inspector: Fire Inspector--~ s ~~ ~~;,~.,y P$Z Administrator: Ste" " 1~ _~ C1'TY OF REXBURG PERMIT # a~ - ao~Qq BUILDING PERMIT APPLICATION Please complete the entire Application! 19 E MAIN, REXBURG, ID. 83440 If the question does not apply fill in NA for non applicable 208-359-3020 X322 PARCEL NUMBER: (~ P (Z GOO Vy Zp ~ 0 0 3 n (We will provide this for you) SUBDIVISION: ~(~ ~ ~G e r- dc(. { ~ur.~ UNIT#~BLOCK# 1 LOT# ?j' (Addressing is based on the information -must be accurate) CONTACT PHONE # 350 - 45 ZQ PROPERTY ADDRESS: ?jU/ .Ca,Sf Lf ~' /(~ur-tG, PHONE #: Home ( ) /V~ Work (w$) 3,Slo -tlS Zq Cell ( ) /5(/~q. OWNER MAILING ADDRESS: ?iR l ~f ~*' l~(• CITY: bu/'c STATE:II7. ZIP:~v EMAIL /((~/~ FAX ?~- ~L - QS Q Q APPLICANT: (If other than owner)_ ~ !d ~i^sr/n , /~1 QST, $ p•(i ~ ~ !~-~2cti ~ f ~~ fs ~_ ~4 _ (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS 37~j ~ S~'ee~G CITY:.Z~c~ ~c(l5 STATE; .~da~.~ ZIP aZ EMAIL j~ti~t~f}~N-AR~N.n[~FAX 5 ZZ - ~ zv PHONE #: Home ( ) /~//,~j. Work (Z~) S Z 2 -Qom Cell ( ) /Y~<<(. -. CONTRACTOR: QRnto~ c( $y ~ !d per S E ~H c . MAILING ADDRESS: P a. ~!G y !~lt~ CITY Tea !moo ~ /~S STATE ~D. ZIP ~~03 - I ~! PHONE: Home# ~/4 Work# 524 - /QZ?i Cell# /((~~ EMAIL lV I l~ FAX S Z~ ' 7~ $ ~ ~ G~a~o ~ ~~OC~1bn~-- SCE - /QQ SI How many buildings are located on this property? UN. Did you recently pu//rchase this property? No es If yes give owner's name) ~~ Is this a lot split?/~ YES (Please bring copy of new legal description of property PROPOSED USE: v>,n v~ ~ v c ~ a,,l ~-~ ~ ~ c e s ~ r ~~ ~s5~• `- -., I MAY 1 1 (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Et .) APPLICANT' S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under pe alt}lOflp rE j~ry,a~el~~ftj~~)~~ read this application and state that the information herein is correct and I sweaz that any information which may hereafter be given by me m earmg and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above-mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepresentation of fact in the application oror o~ans on wh/ich the p~ approval was based. Permit void if not stazted within 180 days. Permit void if work stops for 180 days. Signature of Owner/Applicant DATE Do you prefer to be contacted by fax, email or phone? Circle One WARNING -BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non-refundable and are paid in full at the time of application beginning January 1, 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval s 3 CITY - ---~~----, ~ ~~ =~ RE:~BLIR~ ~ - ~ (~ i i _~ »~ aY rH, f~ t fir ( ('.~ t AMEfi.lCA'S FAMILY COMMUNffY 19 E. Main (PO Box 280) Phone 208-359 3020 x326 Rexburg, Idaho 83440 Fax: 208-359-3024 www.rexburg.org comdev(carexburg.org Affidavit of Legal Interest State of Idaho County of Madison I, Ted Hendricks, Chairman, Exec.. Name East Central Idaho Planning & Development Association _BexbLra City Comm. 299 E 4th North Address Idaho State Being first duly sworn upon oath, depose and say: (If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to:Alderson,Karst & Mitro 379 A Street, Idaho Falls, ID Name Architects, P.A. Address to submit the accompanying application pertaining to that property. B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of the property which is the subject of the application. Dated this 11th day of May , 200 6 Subscribed and sworn to before me the day and year first above written. ~\\\\\\ 11 i 111 I l l i 11 / // //~~/, `\~~~~G„ PISCj~~~~~. ~ ~ ~ Y - Notary Public of Idaho ~~ AUB~-~G '~ ~ Residing at: ~G~C„~.F~ ~~~:..LC-5 ~G~~ ~,'•• -~ . ~~'''~i,TgrEOF;~P~`~~~`\\ My commission expires: ~ d~~,~ mun-u 2 JUL. 3.2006 6 3~ 15PMN N0. ~~8, 9 P: 2 2 _ ~ ~'~~~wlldin$PormitFeei ~r~ ~ltlme of a ~u o. pP~~oA~+ ro$afldlQg Permits are ~fyou ohecJc door nee tld9trr Pease complete the e>~~xre Application! If the question does not apply f11 ia. N'A for non appL'oable NAME ~~,,1~ ~,~ ~rbµ e( $rrsrN ass Dir. Cam,,,, fer PROPERTY ADDRESS Permit# Q~ -GO~q~ SITBDY'VISION 1~1, ~~~~ rn ~ ~ ~V, ~~ Dwelling ~'xdts: l~! /4' Parcel Acres:~~ SETBACKS FRONT l/D,o'~ SIAE v ~o ~ ~ SIDE ~ ~~ (~ SACK .S~Of~ leemodel~ieg Pout Btcilding/l~o~ne (nerd Estimate) S Ar SURF.9,CESQUAREFOpTAGE: (Shall include the exterior wall measurements ol'the building) First Floor Area oS~r , F. Unfinished Basement ~ Second floor/!oft area?, 2'I~ 4. F. Finished basement area Third floor/lo$ area. Garage area, Shed or $axn MI/cl Cazport/Deck (30" abo~ Water l~TetC? QIIS'Rtlts-: _(t 1 dYl ~ d~o~**~*#*~n~~agax*~ ~_~/•t ~~ - `Water Meter Size: ~' equrred!! .~L U1lI.BING Y'lumbing Contractor's Name: A'~~~44 ICG~~`tr~ ~ Business Namc: ~ Address /~ e~ ~r5~ 17/`, Cft~ !~ /(S State Zip o~ Contact Phone: (may) ~~ 3 - 70 $0 Business Phozie: s'b}S ~ - ~ 3~ c )~x_~ ~ £ -----~~- Fax S2~i - ~''1 ~(3 -~ FIXTTJRE COUNT' /incl ~{n ~o~telttd f ~xturesl y _ Clothes Washing Mschin,e / Spraulclers O Dishwasher „~ 'Y`ub/Showets _~ Floor Drain T Toilet/Urinal r. D __ G$rbage Disposal T~~TTT~ "~~~~ Water Heater U _ Hot TublSpa. D _ Water Softener .~_ Sinks '(Lavatories, kit ens, ar, mop) Plumbing E,stum t 'f b0~ ,oo (Commercial Oa1y) C"/2~j G -~-~~ [iequired! Siena a ~I-icensed Contractor License number Date The Cfly ofRPxburg's per-nit fee schedule tr the same as reguied by Phe State of7daho 4 JUL.~3.2006 3~15PM I A [?;vision of the ZelAveger Luwa Group N0.848 P.1 A#la$ Mechanical & Industrial, LLC. FAX 'T'RANSMITTAL STiEET T"o: Jarrell tlansert From: Greg Hill Company: City of Rexburg Dote: July 3, 2006 Phone Nunrtber: 359 3020 Pages: (1) to follow Fax 1Vumber: 3S9 3024 Re: 1Yealah Ed ~ Business Cender Attars Job #3926 to Urgent X For Revie~uv Q Please Comment ^ Please Reply Ll Please Recycle Notes/Comments: plumbing license application that you sant to Mr. Mike Smith last Friday. rou need anything else. Alas Mechanical & Industrial, LI.C., 1350 enterprise Street, Idaho Falls, Idaho 83402 Phone; (208) 523-7030, Fax; (208) 529-8743, www.LuwaAmericas.com COMMERGAI~ & INDUSTRIAL, -PLUMBING -Wr;ATINC3 -AIR CONDI'110NING -PIPING -SWEE7METAL, -INSI-RUMENTATION LICENSED BUI LD1NG & SPEC-AI.TYCONTRAC'T'OR LICF~15t: #'120BbAAA 1.8 AN EQUAL OPPORTIJNf1Y EMPLOYER Jarrell, , **Building Permit Fees are d • t time of application** **Building Permits are ~f you check does not clear** Pease complete the ere Application! ' If the question does not apply fill in NA for non applicable NAME ~P.ccf f-Gt ~GCvGa tau t( USttnl,°is5 D~~. CeKf ~r- PROPERTY ADDRESS Permit# Q~ -UOIQ~ SUBDIVISION ~( ~Ctz d <o lV , ~Z Dwelling Units: ~( /4 Parcel Acres: N~~ SETBACKS FRONT //D ~o" SIDE ~d ~-o`` E SIDE p~~ ~C( BACK S ~rJ ~~ Remodeling Your Building/Home (need Estimate) $ ~r//4 SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area ~~, Uss S. F. Unfinished Basement area /yl~} Second floor/loft area /7, 2~Jlo 5. F' • Finished basement area Third floor/loft areal//~ Garage area Shed or Barn ~//~Q Carport/Deck (30" above grade)Area 1 ~' Water Meter Quantity: (1 ~ G h 2 * * * * * * * * * ~ * ~ * ~ * * Water Meter Size • ~i ~Z Required!!! PLUMBING Plumbing Contractor's Name: ~{~~GIS /~ CCGiaat t Col ~ Business Name: ~i~--`Y- <°_ Address /?jf~0 ~h f cr~ORtSP_ fir'. City~~t/al~ ~crZlS State ..~ Zip oZ Contact Phone: (2v~!) 5 Z 3 - ~a 3 o Business Phone: (LZ' ~) S Z 3 ' 7° 3 ~' Email ~(//~ Fax ,S2~j- ~'7Q3 FIXTURE COUNT (including roughed fixtures) ~_ Clothes Washing Machine Sprinklers O Dishwasher ~_ Floor Drain D Garbage Disposal U Hot Tub/Spa Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ Qv voo .oa (Commercial Only) Tub/Showers -~- Toilet/Urinal Water Heater U Water Softener C'l2 ~igU Required! Signature of Licensed Contractor License number Date The City of Rexburg's permit fee schedule is the same as required by the State of Idaho 4 ,JJUN_30.2006 7~53AM Please ~:;omplete the ent~ Application! applicable ' 3~TAlVIE ~ s~,(~.~c!° s9 ~~ d ~ufiK ess 'i~ ~~ PROPERTY ADDRES S SUBDNISION ,U ,~jCer ~~•~-~a ~~7fu• ~`2 ~~ NO.225 ' 'P . 1 ~f the gnestinn clod ~ apply fill in NA for non Calf qtr Permit# ~ -OD~Q~j Requz~e !.. 11~C~lANICAL Mechanical Contractor's Name: /~~~.~~ ~ ~l~tn ca~.I B~iness Name: SR~xe Address l~~y ern ~1rl~~cse ~~. City ~,~iq~ /f~State ~Q . Zip ~ 4oZ Contact Phone; (2afr )_ 5 ~a " ?~ 3 ~ Business Phone: ( ) S a w~ Emsi1 N l rtl , , Fax "~ 4 ^ 7 Mechanical Estimate s~!,~°a~•~Coramerci$llMnlti Fam7y Only) FIXTITRES' ~ APPLIAN'CE,S COUNT (S3ngle Fanntly 1?well~ng Only) Air Conditioner Bath Fan Vents Range Hood Vents Boiler cook stove vents Decora~rive Gas Fireplaces Dryer Vents Evaporative Cooler Exhaust or vent duels Fuel (gas) pipizig fixtures or appliance outlets ~rnace Furns,ce/Air Coaditionts Combo Heat Pump Incinerator Pool Heater Space Heater Unit Heater JUN 3 0 2006 CITY OF REXBURG Heat (Circle all that apply) ~I~il Coal Fireplace Electric Mechanical Sizing Calculations must be submitted with Plelns & Application Point of Delivery must be shown on plans. Sisnature o~Lkeensed Contactor License number D~ Required! The Clty afRetib~r.~'r aermft~e schedule is the same as teg~ired by the State of Idaho Phase complete the ent~ Application! If the question doe~t apply fill in NA for non applicable i~1AME /-~ ~°Gi l ~i ~yGA ~w~. L( t3f/SIH GSS U ec. G'ev~.f'er- PROPERTY ADDRESS Permit# ~ -pOIQ~ SUBDIVISION (,//af/G~r ~r~~rorn E Dlu. f~Z Required!!! Mechanical Contractor's Name: /~t`QS ~ ~ah ccg.~ Business Name: ~Aix~ Address / 3 $U ~'h ~l.er p r cs a 1~ ¢ , City ~ drq-~.u /l S State .~ , Zip S34ot Contact Phone: (Zofr) 5 Z ~ ' ?u ~ o Business Phone: ( ) S a ~~. Email /V l ~ Fax s Z ~'1 - ~? Q ~ Mechanical Estimate $ aoo.~~(Commercial/Multi Family Only) FIXTURES & APPLL4NCES COUNT (Single Family Dwelling Only) Air Conditioner Bath Fan Vents Range Hood Vents Boiler Cook Stove Vents Decorative Gas Fireplaces Dryer Vents Evaporative Cooler Exhaust or vent ducts Fuel (gas) piping fixtures or appliance outlets Furnace Furnace/Air Conditioner Combo Heat Pump Incinerator Pool Heater Heat (Circle all that apply) as it Coal Fireplace Electric MECHANICAL Space Heater Unit Heater Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. ~IIC-c'- Q f 44 License number Signature of Licensed Contractor Required! The City of Rexburg's permit fee schedule is the same as Date the State of Idaho 5 06/27/06 14:28 FAX 208 a56 4544 r ECIPDA r~ool ~o ~OURC~G C 1 T ~~l) Vl~ 1~7 o ~~ Health Ed & Business De~~ Center . ~ o ~ A,mnic~+'s Famiry i.ommrmzcy AGREEMENT City of Rexburg and The Development Company: The city of Rexburg has applied for a Community Development Block Grand (CDBG) grant and anticipates using the services of The Development Company for the development and administration of the grant and project. The Development Company is in the process of constructing a new office building at approximately 350 East 4~' North_ It is desired by both parties to work together on incurred costs for project administration and development fees that would be collected by the City of Rexburg for the new building. It is estimated that the costs for the application and administration of a CDBG grant that would be incurred by The Development Company is 878,000. It is estimated that costs that would be incurred by The Development Company that would be due to the City of Rexburg for the new building would be as follows: Building permit fees $18,900 Impact Fees 3,780 Connection Fees 11,520 Development along river 22,000 Street and Utility Der~elopmenti 20,480 Total X76,650 The tvvo parties are in agreement of exchanging work items to cover the costs involved. The two parties hereby agree to e~cchange the work descriptions as defined and values and they aze considered etlual. ~~ The City of Rexburg The Development Company 1^ ~~ , ~. H ~.,,t~ ;, +~e~elaprtr~ct '~ CSOCLQLZOM, .ZIL~ .~ezb~crg, Idahv 8344D Phone: (a08) 356-4~Z4 Fax (208) 356-$S$4 FAX ~'RANSMISSION COVF~.t SHL7ET Date: To: max: Re: ,Sender: _~ ~- ... -- - YO U S'HO ULD RECEIVE to PAGE(S), INCLUDING THIS COYER SHEET I~' YO U DO NOTREC,EIVEALI, T.FIEPAGES, PLF~4SE C~ (?08) 3j6 4525. COnfidemt~iatity NQiECe: i~ dacumeat(s) accompanying this facsi~,i7e transmission contzin(s) oonfideutisl ieformafian belonging to t$e sender Chet is legally pri'vilegcd. The information is iatandod only fnr the use of the individual or entity stated on this form If yon ase nat the intended recipient, yw are hereby r?otified that any disclosure, copyjmg, distribution or the talang of any action is reliance on the eontCats of this information is strictly prohibited. if you hsve rcccive3 flue trR~¢*n~esion iv. error, please immediately notify us by telcphono (collect, if necessary) tn~ arranges for clisposition of the original docLUnents, ~(eu ~ tie, e.~/~ r~.~-~~ e,,.~ Pip-2-~ b"``a.. ~ IJ2e t r~ 7~ +~ ~cf ,n-Z p ~ 3s~ ,c~fa 4~ x 3 / /A EAST CENTRAL ID ~ 002/006 ~~ ~~1 '~E ~~;af~.s. Date: Janus >[7 2007 d~ '~~,~. ry • LETTER of TRANSMITTAL To: Dorothy A. Bowen Company: ECIPDA Address: 299E 4rh North Rexburg; ID 53440 From: David C. Lee, PLS ~tE: Elevation Certificate Project No. O1-OS-0914-100-0001 via 'CJ'S Mail are the following items: Co ies No, of a es Descri tion ] 4 Elevation Certificate These items are; ^ for approval ^ approved as submitted ^ resubmit copies for approval ® for your use ^ approved as noted ^ submit copies for distribution ^ as requested ^ returned for corrections ^ return corrected copies ^ for review and comment REM.A~.S ; Please note that in addition to the elevation data provide, two blank building photograph sheets are included. Per Item A6 of the certificate, at least two photographs of the building will need to be included if this elevation certificate is being used to obtain flood insurance. Copy to Signc;dr~~~'~`~~ ~~.~ 350 Norrh 2nd Easr • Itexliurg, Idaho 83440 • 208,356.9201 • Porsgre+~.con+ engineering st:c©riger cc3ir~7~luri~ ~i`~ K: wdsC Suryeylo1.09.091419p0.000i ~CIPDA ~fcv CerflE/av Cert T'nnsm/tlal.doc U,S, DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE oMB No. 1660-0008 Federal Emergency Management Agency Expires February 28. 2009 National Flood~lnsurance Program Important; Read the instructions on pages 1-~. • SECTION A -PROPERTY INFORMATION For Insurance Company Use: A1. Building Owner's Name East Central Idaho Planning 8~ Development Assxiation, Inc. Policy Number , A2. Building Street Address (including Apt, Unlt, Suite, and/or Bldg_ No.) or P.O. Route and Box No. Company NAIC Number 301 East4'" North City Rexburg State ID ZIP Code 63440 A3. Progeny D@SCrlptlon (Lot and 610Gt Numbers, Tax Parcel Number, Legal Description, etc.) Lot 3, Block 1. Walker Addition Division No. 2 A4. Bullding USa (e.g., ReSldentlal, Npn-Residential, Addition, Accessory, etc,) Commerdal Business Fadlily A5. Latitude/Longitude: Lat- 43°50'05.4"N Long. 111°4~'25.5'W Horizontal Datum: ^NAD 1827 ®NAD 1883 A6. Attach at I@ast 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Bullding Diagram Number ~ AB. For a bullding with a Crawl SpdGe Or enclosure{s), provide A9, For a building with an attached garage, provide: a) Square Footage of crawl space or enclosure(s) sq ft e) Square Footage of attached garage sq ft b) No. of permanent flood openings in the claw/ space or b) No. of permanent flood op@nings In the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net area of flood openings In AB.b sq in c) Total net area of flood openings in AB.b 6q In SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 6 Community Number B2. County Name B3. State Ctyo}Rexburg 160098 Madison Idaho B4. Map/Panel Number B5. Suffix BB. FIRM Index B7. FIRM Panel B8. Flood B8. Base Flood Elevation(s) (Zone Date EffectlvelRevised Date Zone(s) AO, use base flood depth) 0020 D 6/03/91 6/03/81 AE 4867.5 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 68. ^ FIS Profile ®FIRM ^ Community Determined ^ Other (Describe) 811. IndlCat@ elevation datum used for BFE In Item 69: ®NGVD 1928 ^NAVD 1988 ^ Other (Describe) 612, Is the bulding located in a Coastal Barrier Resources System CBRS) area Or Otherwise Protected Area (OPA)? ^Yes ®No Designation Date ~ CBRS ^ OPA SECTION C -BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ^ Construction Drawings' ^ Building Under Construction' ®Finished Construction 'A n@w Elevation Certificate will be required when wnsbvction of the building is wmplete. C2. EI@vatlons-Zones Ai-A30, AE, AH, A (with BFE), VE, V'1-V30, v (with BFE), AR, ARIA, ARIAE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-~ below according to the building diagram specified in Item A7. Benchmark Utilized: )J~,@y Vertlcal Datum = NAVD88 Conversion/Comments: VERTCON was utilized to convert NAVD 86 eleVat)OnS t0 NGVD 29 (-3.58') Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)- b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elavatlon of machinery or equipment 6@rvioin9 the bullding (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) .~ ®feet ^ meters (Puerto Rico only) 4991.6 ®feet ^ meters (Puerto Rlco only) N A~• ^ feet ^ meter6 (Puerto Rico only) tyl6.~, ^ feet ^ meters (Puerto Rico only) 4f~CQ,~ ®feet ^ meters (Puerto Rico only) 4865.5 ®feet ^ meters (Puerto Rico only) 4~$-~ ®fe@t ^ meters (Puerto Rico only) SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation infomtation. I certify that the information on this Certltlcate r®presents my best efforts fo Interpret the data avalabl9. I understand that any false statement may b@ punishable ny fine or imprisonment under 78 U. S. Code, Section 1001. ® Check here If comments are provided on back of form, Certifier's Name David C. Lae license Number 10887 Title Survey Manager Company Name Forsgren Associates Address 350 N. 2 East City Rexburg State ID ZIP Code 83420 Signature Date 1/17/09 Telephone 208-354-8330 ~~~a FEMA Farm 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In th®se spaces, copy the corresponding Information from Section A. For Insurance Company Use: Building Street Address (including Apt., Unlt, Suite, and/or Bldg. No.) or P.O. Route and 6oz No. Policy Number 301 East 4"' North City Rexburg State ID ZIP Code 83440 Company NAIC Number SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for(t) COmmunity offical, (2) insurance agent/company, and (3) bullding owner. Comment6 C2. e) -Central healing & Cooling units on concrete pad adjacent to building Signature check SECTION E -BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E 1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters, E1. Provide elevation information far the following and check the appropriate boXeS t0 Show whether the elevation i5 above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG)- d)Top Of bottom floor (including basement, crawl space, or enGosur®) IS ^ feet ^ meters ^ above or ^ below the HAG. b) Top of bottom fbor (Including basement. crawl space, or enclosure) is ^ feet Q meters ^ above or ^ below the LAG. Ea. For Building Diagrams t3$ with permanent flood openings provided In Section A Items 8 andlor 9 (See~Oage 6 of Instructions), the next hlgherfloor (elevation C2.b in the diagrams) of the bullding i6 ^ Feet ^ meters ^ dDove or ^ below the HAG. E3. Attached garagr3 (top pf stab) is ^ feet ^ meters ^ above or ^ below tha HAG. E4. Top of platform of machinery and/Or equipment servicing the bullding Is ^ feet ^ meters ^ above or ^ below the HAG. E5- Zone AO only. If no flood depth number is available, is the top of the bottom floor elevated in accordance with the eommunlty's floodplaln management ordinance? ^ Yes ^ No ^ Unknown. The local offldal must certify this information in Section G. SECTION F -PROPERTY OWNER (OR OWNER'S REPRESENTATNE) CERTIFICATION The properly owner or owner's aufhorlyed representative who completes Sections A, B, end E for Zone A (without a FEMA-Issued or Community-issued BFE) Or Zone AO must sign here. The statements In Setfions A, 6, end E are co--ect to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ^ Ch®ck here'rf attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local offlclal who is authorized by law or ordinancs to administer the community's floodplain management ordinance can r.Omplete Sections A, B, C (or E), and G of this Elevation Certlflcate. Complete the applicable item(s) and sign below. Check the measurement used in Items GB. and Gg. G1. ^ The information in Section C was taken From other documentation that has be9n Signed and sealed by a licensed surveyor, engineer, or architect woo is authOrizetl bylaw to certify elevation Information. (IndlCdtA the source and date of the elevation data in thg Comments area below.) G2. ^ A community official completetl Section E for a building located In Zone A (without a FEMA-issued or community-issued BFE) or Zone AO. G3. ^ The following information (Items G4.-C~.) is provided for community floodplaln management purposes. G4. Permit Number G5. Date Permit Issued Gt3. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: ^ New Construction ^ Substantial Improvement 08. Elevation Of as-built lowest floor (including basement) Of the bullding; ,^ Feet []meters (PR) Datum Ge. BFE or (in Zone AO) depth of flooding at the building site: ^ feet ^ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments FEMA Form 61-31, February 2006 Repl2Ces 211 previous editions 01/18/2008 09:20 FAX EAST CENTRAL ID Building Photographs See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. City State ZIP Code 0051006 Forlneurance~ Policy Number NAIC Number Use' If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following_ Building Photographs Continuation Page For Insurance Company Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number City State ZIP Code CampanyNAlCNum~r If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: dat® taken; "Front View' and °Rear View"; and, if required, "Right Side View" and "Left Side View." ~»~- i o i ,~-.. ~~ ~ii n5-08-2006 ^'ll 03:41Pf,7 FR01~-CITY OF IDAHO FALLS 208-528-5520 T-244 P.001/002 F-663 Technical Requirements for the Exterior Accessible Route Applicable Code Section: 1102 Definitions (Accessible Raute, Circulation Path) Applicable Standard Sections: 402 Accessible Routes 403 Walking Surfaces 405 Ramps 406 Curb Ramps _ 502 Parking Spaces 503 Passenger Loading Zones What are the elements of an exterior accessible route? Accessible routes are continuous, unobstructed paths that consist of walking surfaces; marked crossings at vehicular ways; parking aisles, passenger loading zones and other access aisles; ramps; curb ramps and clear floor space at fixtures and controls. omments Accessibie routes Connect all accessible elements, facilities and buildings within a site. Accessible elements include parking, bus stops, passenger drop-offs, entrances, etc. An accessible element is not functional if a disabled person cannot get to it, Zq. Accessibility 05-09-2006 03:41 PM FROM-CITY OF IDAHO FALLS 208-528-5520 T-244 P.002/002 F-663 I~ Proble~rn 1: Parl~~ng Are the accessible parking and exterior route arequirements met in the parking lot shown in this plan? .~ 1 '~, 42 } N 790303.1 .~ ,.]_ E 759896.2 .~ .2 ;~ . ~ ~ .;,.,.~. , N 790316.6 ~ ~. ; ~ • `;~ # . w E 759877.2 ~. ~~ ~ ~ °~'`°'~ ° ' ~ ~ N 790321 4 ,~.~;'. ,~'°~:~r'•~f:'° ° : . 5 ~,,'6; ~, E 759862 ~ . . .~`~ • ~ ,~ :' ~ ~ , `~ ~ E 759722.9 s '' ' ; ~ ` ~' ~ : ~ '` , { ~, %`` ;~ • .~ : N 790277.7 . • . ` . ;. ;~ ; • J ,~' ' ~. °' `..~ E 759824.5 ~ ~:'° ' ~ SD-712 •~. ^ /. ` , ' '• ~ •~. D-701 ~~ ~.~..`, ~\ ..~..~ ~.. , •~. 20.5 ~ ~ ' ~ ~;; ~ ~. ~, .~,ar; `,~~, C11 22.00' E 759752. ~~' "` ~` ~' '~' ~ ~ D-701 64.00' -~~.. ~ f . 7.8 •~_ . •;,:!~ E 759810.0 \ 4.00' clo 1 00' .4 r~\ 9 ~. ~. '` '~ ~" Cl C18 91 .3 ~ _ _ ¢G~~SlF3GE • ~-CGC 5 ,Gv~~,Cv;7. 19.00' C23 .~ G~22 w ~ ~ !p SD-701 ~^ ~ ~ I .~ .~ ~ ~, ,~ 8~.00'~, w E 759821. w `~, ,a, SD r~1 W vy ~ yy. ~ b, ~I - - - - - °v w V W .(e '+tla' W > ~ ~ ~ ~ - - ~. ~ ~ w ~ •~. w ~ III ~. ~. ~. .~ .~ ~ ~ ,~ w W ~ .~ w ~ ~ ~ w ws"~ ~ w ~' ~ W "~ ~l ~~~ ~ Y W +k •~ iM° +is W ~' ~" E'~759852.~ ~' '~ '" $~..,,,-.-.~~„n... g ~~~/G z~~FC~G N m rn ~1 0 -~ ,~ -, ~i ~ OiC rn 0~ ~1 fl GEOTECHNICAL INVESTIGATION For ' EAST-CENTRAL IDAHO PLANNING AND DEVELOPMENT ASSOCIATION (ECIPDA) Bui~~iNc ' REXBURG,IDAHO Prepared For ' ALDERSON, KARST, AND MITRO ARCHITECTS IDAHO FALLS, IDAHO ' Prepared By FORSGREN ASSOCIATES REXBURG, IDAHO ' December 1, 2005 Project No. 01-05-0040 n TABLE OF CONTENTS ................................................................ INTRODUCTION .................................................. 3 ' ................ 3 Project Description ..................................................... ............................................. 3 Purpose ....................................................................... ............................................. 3 Scope ........................................................................... ............................................. 3 Design Parameter Summary ...................................... ............................................. S O ....... 5 ITE ............................................................... F DESCRIPTION ............................................ Site Location and General Information ..................... ............................................. ' General Geology of the Area ...................................... ............................................. 5 and Vegetation ............. Drainage raphy Site To o ............................................. 5 , , p g Site Climatology and Hydrology ................................ ............................................. 5 5 Geoseismic Setting ..................................................... ............................................. .. 7 FIELD EXPLORATION ................................................................... ................................................. 7 General Notes ............................................................. ............................................. ' Exploration And Sampling Procedures ..................... ............................................. 7 i P ......................... 7 rogram ...................................... ng Laboratory Test .................... SUBSURFACE CONDITIONS ...................................................... ...................................................8 ' 8 General Notes ............................................................. ............................................. Description Of Subsurface Materials ...................................................................... 8 .. 8 Water Level Measurements ................................................................................... ' Hydraulic Conductivity -Percolation ...................................................................... 8 . AL EARTH PRESSURES L .......................................... 9 .......................... .............................. ATER EARTHWORK AND SUBGRADE PREPERATION ....................................................................10 ' 10 Earthwork .................................................................... ............................................. 10 Excavations ................................................................ .............................................. Surface Preperation for Exterior Slab-on-Grade ....................................................10 ' 10 Backfill ........................................................................ .............................................. 11 Structural Fill .............................................................. .............................................. FOUNDATION AND SLAB DISCUSSION AND RECOMME NDATIONS ...............................12 Foundation Design Recommendations .................... ..............................................12 12 Floor Slabs-On-Grade ................................................ .............................................. PARKING LOT RECOMMENDATIONS .................................... ....................................................14 ' 14 General Notes ............................................................ .............................................. C .16 OMMENTS ............................................................... GENERAL ................................................... Warranty and Limiting Conditions ............................ References ........................................... ..............................................17 17 List of Tables ..................................................................... .............................................. ' List of Exhibits ................................................................... ..............................................17 di 17 ces .................................................................. List of Appen .................................................... ~ TIC B~A.~. EPf?6tT 1 EC[P~lA ~O1YlMitCttk~. 1~ Td p1-i}~-0040 ' 1.0 INTRODUCTION Forsgren Associates (FA) presents the results of a subsurface geotechnical investigation for the ' proposed new East-Central Idaho Planning and Development Association (ECIPDA) Building in Rexburg, Idaho. The soil investigation complies with soils investigation requirements of the 2003 International Building Code (IBC). Information on subsurface conditions, including groundwater ' levels, necessary for the design of buildings foundation system, parking lot, and subsurface components are included. The scope of this report is summarized as follows: n 1.1 Protect Description: ECIPDA plans to construct a Health Education and Business Development Center in Rexburg, Idaho. Site improvements will include a new commercial building, walks with curbs and gutters, parking areas, planter areas for vegetation, and storm water drainage. 1.2 Purpose: The purpose of this exploration and soils analysis was to determine the various soil, groundwater, and subgrade engineering characteristics, for use in designing the building's foundation system, site plan, and design parking lot paving section. 1.3 Scope: The scope of this investigation includes a review of available geotechnical and geologic .information, a reconnaissance of the immediate site, a subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of the subsurface materials. 1.4 Design Parameter Summary: The following table summarizes the pertinent recommended design parameters derived from this investigation: Table 1.1 Design Parameter Summary: Design Parameter Design Value Code Standard 2003 IBC Seismic Soil Site Class Class C Water line Buried Depth 4 feet minimum - 5 feet under roads and driveways Lateral Earth Pressure Coefficients Ko = 0.5 Ka = 0.33 K = 3.0 Footing Depth (bottom of footing) 48 inches below finished grade Foundation Requirements See Foundation Section Allowable Foundation Soils Bearing Capacity (spread and strip footings) 3000 psf founded upon compacted native gravel material or structural fill. Parking Lot Surfacing See Parking Lot Recommendation Section ~~~T~~ ~c~,~. ~ ~T ~~a~a ca~m~~x~~~a~. s~r~~. o-t~s-~4o Detailed discussions of the above values are provided in the subsequent sections. The exploration and analysis of the subsurface conditions reported herein are considered sufficient in detail and scope to form a reasonable basis for the foundation system. Any revision in the plans for the proposed structures from those provided and referenced in this report should be brought to the attention of FA, so that we may determine if changes in the recommendations are required. If deviations from the noted subsurface conditions are encountered during construction, they should also be brought to the attention of FA. 4 ' CaEO'T'EG ~G ~. EPd?R'r EC1P€fA CC#MMEf~~1,t~0.. ~U1~.[x1 C €!'1-Q~-48040 2.~ DESCRIPTION OF SITE Site Location and General Information: The project site is on 4th North Street within the city limits of Rexburg, Idaho. The site is within the SW'/e of the NW'/4 of Section 20 of Township 6N Range 40E of the Boise Meridian. ' General Geolo of the Area: 9Y The subject site is located within the Snake River Plain, which has thick sequences of volcanic ' rocks. Throughout much of the area, volcanic bedrock is concealed beneath Pleistocene gravels, deposited as "outwash, flood and terrace, and alluvial deposits (Geological Map of Idaho, 1978). The alluvial gravel deposits are typically covered by varying thicknesses of silt soil. In addition, layers of sand and silt were deposited on soils in some areas during the Teton Flood event. Site Topography, Drainage, Soil and Vegetation: ' Regional topographic features consist of very wide, flat, valley bottoms, flood plains, and moderate to steep hills. Regional drainage is generally to the southwest in the flow direction of the Snake River. Local surface drainage is toward a borrow area at the toe of the Teton River levee that runs along the northern .boundary of the site.. It is assumed that runoff collects in the borrow area and ' ,either evaporates or percolates through the ground and enters the Teton River. Site soils are mapped by the Natural Resource Conservation Service as Withers Silty Clay Loam. ' Estimated permeability per the NRCS report ranges from 0.2-0.6 inches per hour for the upper layers, 2-6 inches per hour for the sandy layer from 26" to 36" below ground surface (BGS) and greater than 20 inches per hour for the underlying gravel (Soil Survey of the Madison County Area, ' Idaho NRCS, 1981). For design it is recommended that at a minimum these values be reduced by 50% to account for site variability and potential loss of infiltration capacity during site use. ' Vegetation on the site is limited to crops, grasses, and a limited number of cottonwood trees. Site Climatology and Hydrology: Average precipitation in the area is 13 inches per year, and the average cumulative snowfall is about 54 inches per year. The annual average temperature ranges from approximately 28°F to 57°F, with extremes ranging from -40°F to 98°F. Based on available records, high groundwater conditions may exist in the area around the site. As reported by the NRCS, the Withers Silt Clay Loam may have groundwater depths as shallow as 2-4 feet between the months of April and August, presumably due to irrigation practices (NRCS, Madison County Soils Report 1981). On well logs for the nearest wells in Section 20, static water levels (SWL) ranged from depths of 45 feet to 110 feet, with the following exceptions: • Grover, Jay, 1983; NE1/4 of NW1/4; SWL at 10 feet ' Johnson, Trina, 1990; NW1/4 of NE 1/a; SWL at 26 feet • Wilson, Arthur; 1971; NW1/4 of NW'/4; SWL at 5 feet ' Because of the potential for high groundwater, the site investigation included an evaluation of groundwater conditions at the site. Findings from the site investigation are discussed in Section 4.0 Subsurface Conditions. ' Geoseismic Setting: Rexburg, Idaho lies west of the Intermountain Seismic Belt, which passes through portions of Utah, Idaho, Wyoming, and Montana. In addition, the USGS Fault Database indicates the presence of a r local fault. The Rexburg Fault lies at the foot of the Rexburg Bench, crosses the BYU Idaho $'x~f3~"~~ €~~iE. PQ'i' 1~CtP©t~l ~t'3lvM~1~~1A~ ~l~i8.~tll €~ t11-tD-tItI40 1 campus, and lies within two (2) miles of the site. For purpose of developing earthquake spectral ' response acceleration coefficients, this site is classified as Site Class C for use with the IBC methodology. II~ fl 1 ~ ° GEC?'1'1~CH KCAL EPtlR'E` ~~IPDA CG~i111tIERCtL Et1J-1E.DINC~ D1-o5-0®4[i 3.O FIELD EXPLORATION ' General Notes: The field exploration to determine subsurface conditions and the engineering characteristics of the foundation materials included a reconnaissance of the project site and investigation by excavating ' test pits. Six test pits were dug on the site as indicated on the site map. The test pit locations shown on the site map contained in the Appendix are approximate. Exploration and Sampling Procedures: The soil test pit subsurface exploration method is an alternate standard practice to that described by ASTM designation D1452 and D1586. The advantage to the test pit method is that a greater portion of the site can be more accurately evaluated and the entire soil profile can be examined. Reed Hill Construction excavated the test pits with a rubber tire backhoe and grab samples were recovered either from pit walls or from spoils piles. In-place field soil density tests were taken at anticipated footing subgrade elevation using a nuclear densometer. Penetrometer measurements of the silt soil layers were made for use in estimating California Bearing Ratios (CBR). Measurements were made using a dual mass dynamic penetrometer manufactured by The Salem Tool Company using the 8 kg ' configuration. Samples were collected from the subsurface material and classified in the field by a Forsgren geologist. Samples were numbered according to test hole number and depth, and transported to the laboratory in sealed containers. ~~ I Laboratory Testing Program: Along with the field .investigation, supplemental laboratory testing was conducted to determine additional pertinent engineering characteristics of the subsurface materials necessary in evaluating and predicting the behavior of the proposed systems. The laboratory tests included a grain size analysis per ASTM C-117 and C-136 and a maximum density determination in accordance with ASTM Designation D1557. The results of these tests are listed in Appendix C. GEC)TIWCttNlCf~l_ EPt'~7" E~IPLtA G4JM ~itClAl. iL. G 1-t}-tlt~4t~ 4.0 SUBSURFACE CONDITIONS I~~ 1 General Notes: Test pit locations were selected in consultation with the Client to represent subsurface conditions in the vicinity of the planned commercial building. The subsurface materials encountered during the investigation were visually classified and are described in detail in logs provided in Appendix B. NOTE: Due to the small number of test pits, use of the data to estimate quantities may lead to inaccurate results. Generalized Description Of Subsurface Materials: The majority of the site's surface is under cultivation, and has been historically used for farming. The materials may be described as follows: A. Where present, the topsoil ranged in thickness from 0.2 to 1.0 foot. The topsoil at the site ranged from medium brown silty-clay loam to a sandy silt loam with fine sand. In some portions of the site, the .topsoil was apparently absent. This particularly evident in Test Pit 4 where soil was excavated next to the Teton River levy. B. Below the topsoil, the soil strata generally consisted of light-brown sandy silt with fine sand, although the layer in Test Pit TP-1 included some clay and was absent from Test Pit Tp-2. The thickness of sift soil horizons below the topsoil but above the sand/gravel material ranged from 0 to 2.0 feet. C. Layers from 2 to 4 feet depth included moist to damp gray-brown gravel with sand, without cobbles. A prominent lens of coarse, dark gray sand occurred in Test Pit 4. D. Below 4 feet depth, the gray-brown gravel includes medium to coarse sand with occasional cobbles. The material was found to be in a moist to damp, dense condition. The excavations where sand lenses were present caved easily once the gravel was penetrated. Water Level Measurements: Test pits were excavated to depths of 9 to 10 feet BGS. Groundwater was not encountered during the investigation. The spoils from the deeper portion of test pits varied from moist to damp, but wet materials were not observed. Red, orange, or black staining of sand and gravel layers, an indicator of relict high water levels, was not observed in test pits at the site. Based on these site observations it is unlikely that groundwater levels will be less than 9 feet BGS and should therefore have limited affect on construction requirements for the proposed facility. Hydraulic Conductivity -Percolation: Soil permeability or hydraulic conductivity, a measure of the ability of a liquid to move through a soil, was not tested in the field. f~EC3"i'E~N~I~L 1=l~t~RT ' 5.0 Lateral Earth Design Values ~t1-f?S-CiCI4t} The following describes the recommended values for lateral earth pressure coefficients to be used in ' evaluating structural resistance to lateral movement. For the purpose of calculations in this report, it is assumed that material used for backfill will either be sandy or gravelly site materials or imported granular borrow, and which shall be compacted to 95% of maximum density as determined by ' ASTM D 1557. The characteristics of silty sand were used for calculating lateral earth pressures. An approximate internal friction angle of 30 degrees was assumed based on tabulated values. Values reported by the U.S. Bureau of Reclamation (USBR, 1987) averaged 34 degrees with a low value of ' 23 degrees for silty sand (SM). Das (1992) lists typical values for loose, rounded grain sand at 27 to 30 degrees, and loose angular grained sand at 30 to 35 degrees. 5.1 Lateral Earth Pressures ' The following lateral earth pressures (Table 5.2) are presented based on Rankine's earth pressure theory. The information provided is not appropriate for any structures intended to support an imported soil mass. Furthermore, changes in natural soil moisture, such as can be imposed by site ' storm water systems, can change the values listed below.. It is recommended that all below grade walls be designed with drains to prevent saturated conditions. Particular consideration of roof drain effluent and irrigation water must also be made ensuring it is directed away from building's foundation system. Below-grade structures should be evaluated for failure using both at-rest and active pressures. At- ' rest pressures represent conditions adjacent to restrained walls. Active pressures are used for conditions where the wall moves or rotates away from the soil mass at failure. Passive pressures are used for conditions where the wall moves toward the soil mass at failure. An assumed value of 120 ' Ib/ft3 was used for compacted coarse aggregate backfill. For the site soil, an ultimate sliding friction factor of 0.5 is appropriate. The designer should apply appropriate safety factors to this value for design. Forsgren recommends use of the lateral earth pressures listed in Table 5.1 for the design of ' walls that include the following design elements: 1. Wall height <_ 6 feet; ' 2. Material adjacent to wall is cohesionless (e.g. 3/" base) with lateral thickness ?wall height with no particles larger than 1 inch; and 3. Material adjacent to cohesionless material is native silty sand, sandy gravel, or imported fill material placed and compacted to 95% maximum dry density. ' TABLE 5.1 LATERAL EARTH PRESSURES Soil Type: Sitty Sand (SIvi) Unit Weight: 120 pcf Internal Friction Angle: 30 (95% max_ dry density) Depth From 1 feet to 4 feet At rest lateral earth pressure: 60 pounds per cubic foot Ko 0.5 Active lateral earth pressure: 40 pounds per cubic foot Ka 0.33 Passive lateral earth pressure: 360 pounds per cubic foot KP 3.0 Should another material be used in the backfill, Forsgren should be consulted for correct lateral earth pressure values. E~IPDA Ct7MME~~IAL ~~.IIE~®1 GEC~~`15~ t~ EPA 1i~ ~~tP®,~t COM E ~i;~lls t~ 1 G t11-d~5-~@tl4ti ' 6.0 General Earthwork Considerations Earthwork General: ' Recommendations in this report are based upon all structural elements of the project being founded on either structural fill or compacted native gravel material. For inclement weather, earthwork conducted during late fall or early spring, the possibility exists for previously acceptable materials to ' become saturated. Saturated soils tend to fail if construction activity occurs on them. Proper measures, such as the routing of traffic and the scheduling of material placement, will minimize the potential for experiencing failed saturated soils. ' Excavations: It is recommended that all topsoil, if encountered, be stripped to depths of 6 inches (minimum) and wasted or stockpiled for later use. Exact depths of stripping should be adjusted in the field to assure ' that the entire root zone, topsoil, and/or disturbed zone is removed. After completion of required clearing or grubbing, but before any footing excavation or import and ' placement of any fill material, the existing material should be proof rolled with a minimum 30,000 Ib vibratory compactor. A minimum of 8 coverages should be completed and documented over all areas within the building footprint. ' FA stron I recommends that after stri in and excavation a Fors ren Associates soils technician 9 Y pp 9 g inspect the final exposed subgrade. This inspection should verify that all silt, organic, and/or disturbed material have been removed from structural areas. Any soft spots or deflecting areas should be removed to sound bearing soils and replaced with structural fill. 1 Surface Preparation for Exterior Slabs-On-Grade: Exterior concrete slabs for foot traffic shall be placed on a minimum of 4.0 inches of 3/a" minus crushed gravel. The native subgrade upon which the slab is to be constructed must be properly ' stripped, compacted, and inspected. It must be compacted to not less than 95% of the maximum dry density indicated by ASTM D1557. Any fill required to increase the elevation of the slab should meet the requirements for granular structural fill. Refer to the section on structural fill for ' requirements. All fill material within four feet of the slabs must be compacted to a minimum 95% of the maximum density as determined by ASTM D1557. ' Backfill: After the existing subgrade soils are excavated to design grade, proper control of the subgrade conditions (i.e., moisture content) and the placement and compaction of new fill (if required) should ' be monitored by a representative of Forsgren Associates. Before the backfill is placed, all water and loose debris should be removed from these excavations. Enough density tests sflould be taken to monitor proper compaction. For structural fill beneath building structures, one in-place density test ' .per lift for every 1,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 2,000 square feet. ' Trench, footing, and wall backfill materials may include on-site silty sand, sandy g ravel material, or imported material meeting the requirements of structural fill except that the maximum material size can be 4 inches. Backfill placed against structures (i.e., pipes and walls) shall be of a character and shall be placed in a manner that will not damage that structure. In no case shall material greater than 1 inch in diameter bear directly on or against a structure. Material size should be further limited ' 10 GEt~r't"ECt°~[~tiCA6. REP't~RT ECfPL1A ~01~RMERCI~ U~E.C~ilvlfi~ tD1-Q5~-C33~40 according to manufacturer recommendation for subsurface structures. Placing oversized material against rigid surfaces can damage the structure and interferes with proper compaction. Structural Fill: Soils suitable for use as structural fill are granular soils classified meeting the requirements of 3-inch minus uncrushed aggregate as listed in Section 802 of the Idaho Standards for Public Works Construction (ISPWC), 2003 edition. Structural fill should be placed in layers of not more than 8.0 inches in thickness. Each layer of structural fill should be compacted to a minimum density of 95% of the maximum dry density as determined by ASTM Designation D1557. 11 1 Foundation Design Recommendations: For this site we recommend use of strip or spread footings that bear on either compacted native gravel material or imported structural fill. Footings should not bear on silt or clay soil. Footings may be designed with a net allowable bearing capacity of 3000 Ib/ft2, provided that the design includes the following: (1) Minimum strip footing width of 24 inches. (2) Minimum isolated column footing width of 36 inches. (3) Bearing elevation of all footings at least 48 inches below ground surface. (4) Footings bear on either compacted native gravel material or imported structural fill. a. Where footings bear on native gravel material, the top 6 inches of material should be compacted and documented to 95% maximum dry density as determined by ASTM method D-1557. b. Where any soil type other than native gravel material is present at the bottom of footing excavations, including silt or clay soils or excessively loose or soft spots/areas, the material should be overexcavated and replaced with structural fill. Minimum dimensions and configuration of over excavation should be as shown in Exhibit 3. Structural fill should conform. to the requirements described in Section 6.0. (5) Site grading to effectively drain water away from the foundation. At a minimum, this would include designing site grading with a minimum 5% grade away from the building for the area within 10 to 15 feet of the structure. Note that the recommended net allowable bearing pressure may be increased by 33% for transient loading. It is anticipated that if the spread footings are designed in accordance with these recommendations, maximum post construction settling should be 1 inch or less. Proper excavation, backfill and compaction procedures are critical to the construction of the ' subgrade below the footings. Therefore, these recommendations are provided contingent upon Forsgren Associates approving bottom of foundation excavation prior to placement of formwork, reinforcing steel, or concrete. In particular, the recommended net allowable bearing capacity is also ' recommended contingent upon each lift of structural fill being documented that it meets recommended in-place density requirements. Li u Floor Slabs-On-Grade: If the design includes a slab on grade, the slab may be constructed over the native silty sand material or structural fill. The following should be incorporated into the design: (1) Where called for in the design, structural fill can be placed over the existing material to achieve the required subgrade elevation. After existing material has been proof rolled, structural fill should be placed in maximum 8-inch lifts, compacted to 95% maximum dry density (ASTM D1557). (2) Where moisture sensitive flooring is to be used, slab foundation should consist of the following: a. Blotter layer (3-1/2 inch sand layer) b. Vapor retarder (10 mil polyethylene sheet) c. Choker layer (1/2 inch clean sand layer) 12 G~E3"~" h16~/~L RP~i~T IE~IRIl~A COMMERCE,AL BUi~~il~i:~ U1-IDS-t~04C} d. Granular base (minimum 4 inches) e. Compacted subgrade (upper 8 inches) (3) Where moisture sensitive flooring is not used, slab foundation should consist of the following: a. Granular base for working surface (minimum 4 inches) b. Compacted subgrade (upper 8 inches) For any floor slabs on grade, .the slab thickness should be determined by the structural engineer. These recommendations are contingent upon the work being performed under the observation of Forsgren Associates to document the proof rolling of existing material and the excavation, backfill and/or compaction of the structural fill for slab-on-grade foundations. 13 General Notes: In the design of the pavement, the "total pavement thickness" includes the asphaltic concrete, base ' courses and prepared subgrade. The A.A.S.H.T.O. design method has been used to calculate the pavement sections summarized in Table 7.1 below. Calculation sheets (see Appendix E) provided indicate the subgrade resistance value, traffic loading, traffic projections, and material constants used to calculate the pavement sections. The recommended section is based on an estimated traffic loading equal to approximately 445,000 18 kip ESALs for a typical commercial facility. The Client should review the assumed traffic pattern to make sure they reflect the intended use and projected loading of the pavements. A subgrade C.B.R. design value of 5.8 was determined from the penetrometer test performed in the field. Usually round cbr to whole number Forsgren recommends that all materials used in the construction of Asphaltic Concrete Pavements meet the requirements of Idaho Transportation Department (ITD) Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with ITD specifications and Forsgren guidelines. TABLE 8.1 SUMMARY OF PAVEMENT SECTION COMPONENTS L~ t ~~ I'~ Pavement Section Com onents Re uirements As haltic Concrete 3.0 Inches Crushed A re ate Base Course 4.0 Inches Sub-Base Structural Fill it run 12.0 Inches Compacted subgrade As Noted Below TABLE 8.2 PAVEMENT SECTION MATERIAL REQUIREMENTS Aggregate Base Material complying with 3/" base course for ITD Highway Construction. Course Sub-base Granular Material 100% passing 6", less than 30% retained on 3/", less Structural Fill than 12% assin 200. Compacted Native in-place material, top eight inches scarified, any debris removed, Sub rade com acted and a roved b soils technician. The subgrade upon which the above pavement sections are to be constructed must be properly stripped, compacted, and inspected. At the project site the existing soils may be in a loose condition. The subgrade must be compacted to not less than 90% of the maximum dry density indicated by ASTM D1557 prior to constructing the pavement section. Forsgren anticipates that pavement areas will. be subject to moderate construction traffic. Native material may begin pumping during compaction, because silts and clays with moisture content well above optimum moisture tend to pump when subject to loading. All pumping or soft areas must be removed and replaced with structural fill. All fill material; including aggregates, in support of the pavement section must be compacted to not less than 93% of the maximum dry density indicated by ASTM D1557. If a material placed as a pavement section component cannot be tested according to ASTM D 1557, compaction of that material shall be approved by observed proof rolling. Proof rolling used to demonstrate compaction should be done with a loaded ten-wheel dump truck or equivalent. Forsgren recommends that rigid concrete pavement be provided for heavy garbage receptacle 14 ~~~'3T~Ci~ tA~.. RPC?RT E~IPQA CCb~[M~FtCl4~~. BU1Ll36N~ U1-05-t~C}40 parking. This will eliminate damage' caused by the load of the containers transferred into the small 1 steel wheels and subsequently into the asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to Idaho Department of Public Works specifications for Urban Concrete. PCCP shall be 6 inches thick on a 4" aggregate base coarse and should be reinforced with 6X6 1.9X1.9 welded wire mesh, or wire mesh may be replaced with synthetic fiber reinforced concrete. Control joints shall be on 12-foot centers or less. 'J 1 ~ ~5 ' ~E T~C~f 9C' ~ 'S` I~~IPDA CC~E4~NiE11~CIl~C. U6~ When the plans and specifications are revised, or significant changes are made in the character or location of the proposed structures, a consultation should be arranged to review them regarding the prevailing soil conditions. It may be necessary to submit supplementary recommendations. It is recommended that Forsgren Associates be engaged to test and. evaluate foundation subgrade before placing concrete to determine if the soils meet the subgrade and/or compaction requirements. Monitoring and testing should also be performed to verify that suitable materials are used for structural fills and backfills, and that they are properly placed and compacted. Concrete testing and special inspection should be performed prior to and during placement of all concrete to ensure concrete and reinforcing steel bar complies with project plans and specifications. Warranty and Limiting Conditions: The field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Forsgren Associates warrants that the findings and conclusions contained herein have been promulgated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology, only for the site described in this report. No other warranties are implied or expressed. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the subject property within the scope cited above and are limited to the conditions observed at the time of the site visit and research. There is a distinct possibility that conditions may exist which could not be identified within the scope of the investigation or which were not apparent during the site investigation. The report- is also limited to the information available at the time it was prepared. In the event additional information is provided to FA following the report, it will be forwarded to the client in the form received for evaluation by the client. This report was prepared for the use of Alderson, Karst, and Mitro their retained design consultants ("Client") and the conclusions and recommendations presented in this report are based upon the agreed-upon scope of work outlined in the report and the Contract for Professional Services between Client and Forsgren Associates ("Consultant"). Use or misuse of this report, or reliance upon the findings hereof by any parties other than the Client, is at their own risk. Neither Client nor Consultant makes any representation of warranty to such other parties as to the accuracy or completeness of this report or the suitability of its use by such other parties for any purpose whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have any liability to, or indemnifies or holds harmless .third parties for any losses incurred, by the actual or purported use or misuse of this report. No other warranties are implied or expressed. 16 +GEC}T€c 1~A~.. [tlcP'OiFdT References IEGIPDA cC11VIM~lR~lAL FJII~.D~~ECa °~ -~?-t9(I4t} IBC, 2003. International Building Code, 2003. Idaho Geological Survey, 1976, Geological Map of Idaho. U.S. Bureau of Reclamation, 1987. Chapter 5 Foundations and Construction Materials, Design of Small Dams, Third Edition, 1987. LIST OF TABLES: Table 1.1. Design Parameter Summary Table 5.1 Lateral Earth Pressures Table 8.1 Summary of Pavement Section Components Table 8.2 Pavement Section Material Requirements List of Exhibits: Exhibit 1. Site Vicinity Map Exhibit 2. ECIPDA Health Education and Business Development Center Test Pit Location Map Exhibit 3. Overexcavation and Backfill List of Appendices: A. Geotechnical General Notes B. Test Hole Logs C. Lab Test Results D. Densometer and Penetrometer Test Results E. Pavement Section Calculation Sheet 17 ~ETE~ l~ R[~ l"` ECiP~A C-11~MEit~iAB.. 1~. it J EXHIBITS 1 A Z O W U ~~~ a z U 0 0 x o ®® 1~-y ~ iAA f ~ Y3P7TTTfJ V ° I ~~ ~J ®~ W z~ a ~ ~ ~ Z e ~ A Ow ~ o ~~ ® ^ ! ~ U ~W O o0 .. O Q ® ` W Q w O , (~~~~~ ~~~ ~ W a W _ x 0 ~~ ~~o ~~Q z 0 H U O a r~ W v1 W Q E ~z ~ N ~ W Z U O ;' ~zzH Zz 9 ~~ i~ =________+ '!C~ E' Ii _____ ~/ .. N ~ I U Q; .~ I ~ ~~ .! ' ~ ~ A-1 fA I / /I /~~~ // ~~~ ~< ~ ~t ~ Q / / /I / ~ ~~ ~ ~~ i ~ 1 ~ ~ 1--1 ~ i! ~ ~ / / ~` /rte o I ~~ ~ a Q [~ ~ / , //m ~ nay".. /// ~I~~/ //~~ ~ ~~I ~I) / / / I// /j I I I / - /// 11 - ~ ~ i (~ / _~ E // / I~, ---- ,` \~~ ~ / ii // i~ fir.' ' ~ y ~ ~.. ::.: . ~ / ~ /,~ I I I Ica ____': ~ I ..,, /I IL--------------- ~' 3 .. __. ... ,____V_ / ,~ (l7 r== ___--===~1 Ise. I rr====______________1 f~ ~ I2^L ~ ~ I II II II it I '~ j' ~! ` i Q W rr" 1 , ' j '~ '; z w C I ~ Ili ' , `~ ~ ti ! ~ .~ O O 11 ~i i i y ~h~l ~q/ ~"I I i; Z Q a ;, I I 11 a I uIIL----------- - ~JJ I it ~ { W' ?:t `:, O ~ ° I ~1~- d. 1 ---- -- =~1 II p I nir-==== -___ _ __ ~ll€ ':.k I F Z '~ ~ ~ 1 I I 1 I a ~ I Ili ;; i !!'~ [n R ,~ JJ lVl a ~Iv~J I~_~ , = iii ~- O 1 III j } ~ ~ ''t{ ~ ~ (% O I 'E 1 ij * ; W W ~ 1 ~I I I I: F- W --- --- "- r`~11 t4 S ~I,., I_~ I I l ~e I ,~ E~ {l a J P n IL-------------- .869 ! } I d d mm I L -----'------- J~e~a ~p~ ~I 4j 4( I m m , i`, W I Iyr I I y`~yy I ~ `/ ; 2 a PI ~ Sn ~ 11j ~9 I NZ~ EAST ~~tt ', I m ,,e~° o N ~~ s 3 ~ 6s9p. !! r 1 .~. ~ NWILLi ~~~~ I /i / ~•/ W. ~ ~ / j t~ ~~~~ T i '~ ,, ,. j I'. J L~ J Q iZ' U H T c~ z zo ~~ O > I.~ Q W U O W W p Z ~a H Z W U W U Q lr.. D Z O C.9 a o Q o ~~ `N ~ ~ ~ z a - ~- - 0 0 -~ ~ p 4 cV ~ \ I~ ~~ ~~I~~i~ ~_ ~I~fil-I ~ I-~ I -~ - ~=1 I 1=1 1I- II-III-III -~ I I-I I ~- II-III-III -~ I I-I I ~- 11-I I I-I I I o -I I ~-I I ~- IIIIII~I ~ I-~ a / _ U r 11111- w - L~ J - O o j W Q ~ U ~ ~ C~ J ~~ (n F- Q Z Z O F= Q ~a ~ U ~x w z~ ~a 0 3 CSI: "''"EC I~AL EPCiR'I~` ~, ~~ O'I--- APPENDIX A: GEOTECHNICAL GENERAL NOTES SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.D. SS Qu: Unconfined compressive strength, tons/ft2 Qp: Penetrometer value, unconfined compressive strength, Ton/ft2 Qc: Cone Penetrometer value, unconfined compressive strength, pounds/in2 V: Vane value, ultimate shearing strength, Ibs/ft2 M: Water content, LL: Liquid limit, PI: Plasticity index, D: Natural. dry density, Ibs/ft3 WT: Apparent groundwater level at time noted after completion MD: Maximum dry density (modified method), Ibs/ft3 OM: Optimum Moisture content, DRILLING AND SAMPLING SYMBOLS SS: Split-Spoon - 1 3/g' I.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. GS: Grab Sample. WS: Washed Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Non-Cohesive Soils Verv Loose Loose Sliahtlv Compact Medium Dense Dense Standard Penetration 0-4 4-10 8-15 10-30 30 - 50 E~! I~C1 MECiAL. B I. I Cohesive Soils Qu-(tons/ft21 Verv Soft 0 - 0.25 Soft 0.25 - 0.50 Firm (Medium) 0.50 - 1.00 Stiff 1.00 - 2.00 Verv Stiff 2.00 - 4.00 PARTICLE SIZE Boulders: 8 in.+ Coarse Sand: 5 mm(#4)-0.6 mm(#30) Silts: 0.074mm(#20 0) Cobbles: 8 in.-3in. Medium 0.6 mm(#30)-0.2mm(#80) -0.005mm Sand: Gravel: 3in.-5mm(#4) Fine Sand: 0.2mm(#80}- Clays: 0.005mm 0.074mm(#200) & Smaller ' GE~3T'E~ 9~1~L ~1=1~'Off~"I` l~CIPD/4 C1 E ~i~L 1. C n 1 I~ 1 J i 1 APPENDIX B: TEST HOLE LOGS ®1---~f 9/26/2005 BORE HOLE LOG Test Hole: TP-1 Sampled By: J Martineau / B Smaka Project: ECIPDA Date: 08/18/05 Elevation: A rox. 4868 Excavated By: Irvin Hill Depth of Hole 10.0 Feet Water Level Not Found Soils Profile: Sample Sample USCS D. Dens. Moisture Sample 0.0' Depth Type LbICu Ft % Number 0.5' grown Silty-Loam Topsoil 0.0 -2.0' SGS ML - - 1-1 2 0' Med-brown Silt with Minor Clay b : =~ ~ ~ a''~~ ~'~ 0 ' Dark Gray-to-Red Brown Coarse Sand with 2.0 - 4.0' SGS ro a ~ `o Gravel to 3/4" Size; Obsidian Present. Lens a ° ~ P of Sandy Silt at Base of Unit. ' a ~~. ~ ~ ~ ~ •~ 4.0 Densometer Test 4.0 - 10.0' LGS _ :o 4• ~ ° o ' g Dark Gray-Brown Poorly-Graded Sandy 0 o •a ~ ° • Gravel to 1-1/4" Size. Poorly Graded, a ~. o • p o o ~ - Slightly Moist. Approx. 60% Gravel ° Q•~.• 8 0• O O :o o~ ~• ~.. 8 ° p • 7.0' Similar to Above; Gravel to 3" Size. Op. O•~p ° o D• •.• g O ' O Q, . ho o' g' b~o a• .° o ~°. o • 10.0' Bottom of Test Pit -Water Not Found SP - - 1-2 GP 104.8 3.0 1-3 Test Hole: TP-2 Sampled By: J Martineau / B Smaka Project: ECIPDA Date: 08/18/05 Elevation: A rox. 4868 Excavated By: Irvin Hill Depth of Hole 9.0 Feet Water Level Not Found Soils Profile• Sample Sample USCS D. Dens. Moisture Sample 0.0' Depth Type Lb/Cu Ft °/ Number Medium-Brown Silt Loam. Plant Roots 1.0' Extend to 4 ft. depth. Thickness 10-12" o • : o Light Gray-Brown Sandy Gravel to 3.5" Size; 1.0 - 2.5' SGS GP - - 2-1 ° o~'~ 8' o~o Approximately 60% Gravel i7' ~ o °. o • 2.5 Q.:o ~o ~° o Tan-Brown to Gray Gravelly Sand; InGudes o~ °: 4: o Lens of Coarse Obsidian Sand ~~.o ~s°b0o Densometer Test - - 120.1 4.4 - a' ~. • o °. o ' 4.5' 0 0 .°.' o : o Gray-Brown Gravel to 2.5" with Medium to 4.0 - 9.0' SGS GP - - 2-2 ~' ••• b °. o ' Coarse Sand. Moist. oo~.• o;o 0 0 °~' o: o Oo.; g °ooo o • .° Do ~, • g, o o• o ' ~° O ' . • p . p ° O O0 ° '0 000 • 9.0' Bottom of Test Pit -Water Not Found 9/26/2005 BORE HOLE LOG Project: ECIPDA Date: 08/18/05 Elevation: A rox. 4868 Excavated By: Irvin Hill Depth of Hole 9.0 Feet Water Level Not Found Soils Profile: Sample Sample USCS D. Dens. Moisture Sample 0.0' Depth Type Lb/Cu Ft % Number Medium-Brown Sandy Silt Soil with Fine Sand. Very Friable; Slightly Moist. 0.5 -2.0' SGS SM-ML - - 3-1 • 2.0' o ' °~', o ,• ° Medium to Dark-Brown Gravel to 2" Size 2.0 - 4.0' SGS GP - - 3-2 4' ~ ~ o °. o ' with 45% Med-Coarse Sand, Minor Silt. Obi.: 0-0 4: ;~• O b : 4.0' Densometer Test 4.0 - 9.0' LGS GP 119.1 5.0 3-3 o ~ ' ~ ~ ° Dark Gray-Brown Poorly-Graded Sandy ° o• ~~ g • o ° ° ~ Gravel to 3" Size. Poorly Graded, Slightly p • . p °, p • Moist. Approx. 60% Gravel ob. •' o: o o 8' b - p _ • o o b °.' o ~ 0 - 9.0' Bottom of Test Pit -Water Not Found ° o g• bQo o - , o••.. o °.o~ Test Hole: TP-4 Sampled By: J Martineau / B Smaka Project: ECIPDA Date: 08/18/05 Elevation: A rox. 4866 Excavated By: Irvin Hill Depth of Hole 9.2 Feet Water Level Not Found Soils Profile: Sample Sample USCS D. Dens. Moisture Sample 0.0' Depth Type Lb/Cu Ft % Number o , b :o;:< ~ Medium-Brown Sandy Gravel Layer and 9" Layer of Sandy Silt 0 b ~. •_ o ,- o Gray-Brown Sandy "Pea" Gravel to 3/8" d' '-' O °. O ' 2.5 Size; Approximately 40% Sand 2.5 - 4.0' SGS GP - - 4-1 Laminated Coarse Obsidian Sand and Fine _ _ Sand; Dark Gray to Brown, Moist _ - 4.0' Densometer Test 4.0 - 9.0' SGS GP 114.0 4.9 4-2 b'' •~° n. .° 0 0 ~' .o ~ ° ~ Dark Gray-Brown Poorly-Graded Sandy p '~ o • p~° Gravel to 3" Size. Poorly Graded, Moist; po ° 9 aOpD Approx. 60% Gravel; Similar to TP-1 o • ~° ~ $ o o• , o °• o ' o •° 0 9.0' Bottom of Test Pit -Water Not Found Q ; o 9n6/zoos BORE HOLE LOG Project: ECIPDA Date: 08/18/05 Elevation: A rox. 4867 Excavated By: Irvin Hill Depth of Hale 9.0 Feet Water Level Not Found Soils Profile: Sample Sample USCS D. Dens. Moisture Sample 0.0' Depth Type Lb/Cu Ft % Number Medium-Brown Silt with Minor Fine Sand. Minor Clay; Slightly Moist. 2.0' o ' °,' o ; o Medium to Dark-Brown Gravel to 1" Size 2.5 - 4.0' SGS GP-SW - - 5-1 4' ~ ~ o °. p ' with 45% Med-Coarse Sand, Minor Silt. Z7; ;•• O°. O: 4.0' DensometerTest 4.0' - GP 119.7 2.5 - o • ' -° ~ ° ` Dark Gray-Brown Poorly-Graded Sandy o • g' o o ° ~ Gravel to 4" Size. Poorly Graded Med. To D• ~. p °, p • Coarse "Salt and Pepper" Sand with 0 0 °•' o; o Obsidian, Slightly Moist. oo..• o:° 4• •.• g ° p ' O,~O Op. • • ao.. o•-o 0 0 °.'_ O : 0 9.0' Bottom of Test Pit -Water Not Found Test Hole: TP-6 Sampled By: J Martineau / B Smaka Project: ECIPDA Date: 08/18/05 Elevation: A rox. 4888 Excavated By: Irvin Hili Depth of Hole 10.0 Feet Water Level Not Found Soils Profile: Sample Sample USCS D. Dens. Moisture Sample 0.0' Depth Type Lb/Cu Ft % Number Dark-Brown Silt Loam Topsoil and Med- Brown Sandy Silt 0 0 °•' o r o Brown-Gray Gravel to 2" Size with 45% Med Q• '~' a . ° p ' 2.5 to Coarse Salt and Pepper Sand; Somewhat 1.5 - 4.0' SGS GP-SP - - 6-1 o ' ~ .o p o Moist Q ; g' oo o•-o 4"~• O °. O ' 4.0' Densometer Test SGS GP 120.3 2.9 Oo°.' O: ° . ° l1~ "O:o g• Opo °• .a p Q ; o Dark Gray-Brown Poorly-Graded Sandy p o • °. • o ~ o Gravel to 3" Size. Poorly Graded, Moist. , po ° g °op • Scattered Cobbles >3" Size .o Qo~~g.°o o• o ° ~• ~.• p p O O °.' O : p 4• •_ o_° .O ' Lens of Coarse Obsidian Sand ~o ~ ~ °. o : 0 • 10.0' Bottom of Test Pit -Water Not Found ° ° O•~. p p• ~aE 1°EC I~AL REPOR'T' E~IPDA G® MER~1~1. APPENDIX C: LABORATORY RESULTS 1 ~' r. 1 1 1 u 1 1 __ FORSGREN - ASSOCIATES /INC. Report Number: SV-Ol Project Name : ECIPDA Project Number : Ol-OS-0040 Report to Copies to MATERIALS LABORATORY REPORT Sieve Analysis -General Soils SAMPLE DATA Sample Location: Material Source: Test Pit 1, Sample 3 Sample ]D#: 05-43 Materials Classification: GP-GM Date Obtained: Date Tested: 9/2/2005 Tested By: WWM, JM MA'1'L;KIAL DA"1'A ieve Size Percent Passin Sieve A n al y sis C hart 6 100.0% ° _ #8 #16 #3 0 3 100.0% ~ t ' 90% 11/2 91.7% ' 1 82 6% 80% ~ ~ ' . 3/4 75.6% 70% ~ ' 1/2 65.0% e 60% ~ ~ 3/8 58.7% q m p Dbo ' - o 50 /° ~ 4 43.7% ~ , ~ 8 34 ] % d ~ 40% ~ . , 10 31..9% a 30% ' 16 25.2% , D3o 30 16.6% 20% , 40 12 5% ]0% ~ ~ D uo . 50 9.6% 0% 60 8.8% ioo o. o ~oo .o io.o i. o o. ~ o o 100 6.6% S S i . 200 5.8% c re e n ze Cc= 0.93 Duo 0.31 PL = % Cobbles = 0.0% Cu= 32.17 D30 1.72 LL = % -3"to +#4 = 56.3% Dbo 10.08 PI = % Coarse = 24.4% USCS= GP-GM Type of Fines = ML % Fine = 31.9% Poorly-graded gravel with silt and sand % -#4 to +#200= 37.8% ~ d Coarse = 11.8% ' %Medium = 19.4% Reviewed By: % Fine = 6.6% William W. M°Naughton % Clay/Silt(-#200) = 5.8% C 0 L~fl~~iA-LE~(k i€.f-i.F7Z Manager: Materials Laboratory __ FORSGREN ASSOCIATES /INC. Report Number: SV-02 Project Name : ECIPDA Project Number : Ol-OS-0040 Report to Copies to MATERIALS LABORATORY REPORT Sieve Analysis -General Soils SAMPLE DATA Sample Location: Material Source: Test Pit 3, Sample 3 Sample ID#: 05-44 Materials Classification: GP Date Obtained: Date Tested: 9/2/2005 Tested By: WWM, JM MATERIAL DATA ieve Size Percent Passin Sieve A n al y sis C hart 6 100.0% #8 #16 #3 0 3 100.0% ~ ~ 9o°i 11/2 93.5% ° 1 82 5% so°i ~ , . ° e 3/4 73.6% 70% ' 1/2 62.5% o 60% ~ , e 3/8 55.5% q ~ o n~ ' ' 4 41.5% , ° ~ soro ~ ~ , 8 34 3% d 40% . , 10 32.2% p" 30% 16 24.7% D ~ , ' 30 13 9% 20% . , 10% ~ ' Duo , 40 9.1% 50 6.1 % 0% ' 60 5.5% ioo o. o ~o o. o io .o i. o o. ~ o.o 100 3.2% S c r ee n S ize 200 2.4% Cc= 0.57 Dla 0.45 PL = % Cobbles = 0.0% Cu= 25.22 D30 1.72 LL = % -3" to +#4 = 58.5% Dbo 11.43 PI = % Coarse = 26.4% USCS= GP Type of Fines = ML %Fine = 32.1% Poorly graded gravel % -#4 to +#200= 39.1% ~ a Coarse = 9.3% ' Medium = 23.1% C7 Reviewed By: %Fine = 6,7% *~ William W. M`Naughton % Clay/Silt(-#200) = 2.4% 0 N r Z~~2CdtIZ `~' :Il~c~`1G'aacr~~ ter Manager: Materials Laboratory RSSC~CL4-YlES f 11'1iC. Report Number : PR-O1-0040 Project Name : ECIPDA Project Number : O1-OS-004 Report to Copies to MATERIALS LABORATORY REPORT Maximum Density Determination t SAMPLE DATA Sample Location: ECIPDA Material Source: TRENCH 1 SAMPLE 3 Sample ID# : OS-43 Date Sampled Date Tested: September 6, 2005 Tested By: BJS MATERIAL TEST DATA Sample Prepared: Moist ^ Dry ^ Hammer Type: Manual: ^ Mechanical: ^ Tes t Standard: ^ASTM D698 ASTM D1557 ~ Method: C Layers: 5 Assumed Point Percent Dry Maximum Optimum % % Passing ' 0% air voids SpG : 2.75 Number 1 Moisture 7.1 Density 123.2 Dry Density Moisture 3/4 Screen 125.7 Ibs/ft^3 10.3 % 76.7% Oversize SpG 2 8.7 125.1 ASTM D-4718, Correction 2.48 3 11.6 125.4 for Oversize Particles 4 130.4 lbs/ft^3 Proctor Curve Y = -0.235x2 + 4.8951x + 100.26 130.0 128.0 ~ 126.0 12 J ~ 124.0 p 122.0 ~ I 120.0 , 118.0 3.00 5.00 7.00 9.00 11.00 13.00 15.00 Moisture Content ' Reviewed By: William W. McNaughton I',/~./ 2CCa~n r~~ ~' ~lc.`~Irctu~jl7tt~n Manager: Materials Laboratory ~o 0 z ;-~ b 7 0 0 0 0 ' ~ ~~"~~~ AS5t3CU~-TlE'S f iIVC. Report Number : PR-02-0040 Project Name :ECIPDA Project Number : O1-OS-004 Report to Copies to 1 MATERIALS LABORATORY REPORT Maximum Density Determination ' SAMPLE DATA Sample Location: ECIPDA Material Source: Sample ID# : OS-44 Date Sampled Date Tested: September 6, 2005 ' Tested By: BJS MATERIAL TEST DATA Sample Prepared: Moist ~ Dry ^ Hammer Type: Manual: ^ Mechanical: ^ ' Tes t Standard: ^ASTM D698 ASTM D1557 ^ Method: C Layers: 5 Assumed Point Percent Dry Maximum Optimum % % Passing ' 0% air voids SpG : 2.60 Number 1 Moisture 6.6 Density 125.7 Dry Density Moisture 126.7 lbs/ft^3 8.4 % 3/4 Screen 74.8% Oversize SpG 2 8.4 126.7 ASTM D-4718, Correction 2.48 3 10.7 125.3 25.0 4 130.6 lbs/ft^3 Proctor Curve Y = -0.2842xZ + 4.7882x + 106.57 7.00 9.00 11.00 13.00 15.00 Moisture Content ' Reviewed By: William W. McNaughton <~~~iCCiczrn ~~~~' ~ ~it~lc..~au~~ton Manager: Materials Laboratory 1 b z c 0 N O O 0 ~~®T~~Hw~~A~. R~oRS ~c~poA ~oMr~~RCrAC. ii 1 ii 1 ~J APPENDIX D: PENETROMETER AND DENSOMETER TESTS Z U 11 1LL1 2`7 1 ~ y .~ + ~ y ~ ( ~ V ~ 0 U Q ~/ U ~' lr ` O U f9 O y a y y U C = .~ U ~ ~ w N Q m N o f6 m J U ~ a axi U a m ~ ~ L ~ ~ d n Q O ~ ~ O ~ N t6 ~ ;~ ~ a~ 3 r - ' u~i 3 cn a m ~ a E Z c E W N O 11 ~ ~ ~ ~ a3 ~- °' 3 ~ ~ .o ~ ° ova am Z JJ 1 ~ O ~ ~ Q ~ W ~ £ C O ~ O C .~ ~ N ~ ~ ~ £ m ~ ~ E ~p W O .~ O N M y. 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RER®~T E~IPDA CAMEIRCfA~.. ~C. 1 n 1 APPENDIX E: PAVEMENT SECTION DESIGN SHEET 1 1 ' Pavement Section Calculation Sheet ' GEOTECHNICAL DESIGN WORKSHEET PAVEMENT SECTION DESIGN Project Name: ECIPDA Commercial Building Date toizonoos ' Project Number O1-OS-0040 ' Average Daily Traffic Count: 1,000 All Lanes & Both Directions Design Life (years): 20 35 for res, 20 for highway of Traffic in Design Lane: 100% Unless unique lane use Terminal Seviceability Index (Pt): 2.5 National Standazd Level of Reliability: 95 National Standard Subgrade CBR Value: 6.8 5 -8 is standard ' Subgrade Mr: 10,440 Standard soil BP use 1500 psf Number of Lanes 2 Calculation of Design 18 kip ESALs ' Daily Distribution Growth Load Design Traffic Value (%) Rate Factors ESAL's Passenger Cars: 372.00 2.0% 0.0008 2,639 Buses: 50.00 10 2.0% 0.6806 301,796 ' Panel & Pickup Trucks: 50.00 10 2.0% 0.0122 5,410 2 Axle, 6 Tire Trucks: 25.00 5 2.0% 0.1890 41,904 Concrete Trucks: 1.00 0.2 2.0% 4.4800 39,731 Dump Trucks: 1.00 0.2 2.0% 3.6300 32,193 Tractor Semi Trailer Trucks: I.00 0.2 2.0% 2.3719 21,035 ' Double Trailer Trucks 0.00 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0.00 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 500.00 ' Total Design Life 18 kip ESAL's: 444,709 Theoretical Log (ESAL's): 5.648 ' Trial Log (ESAL's): ~.8U1 This must be equal to or greaterthan the Actual Log (ESA L's) Trial SN: 3.02 Linked to Design number t Pavement Section Design SN: 3.02 This Number must be equal to or greater than the trial SN Design Depth Structural Drainage Price Inches Coefficient Coefficient S/sf ' Asphaltic Concrete: 3.00 0.42 n/a $x.79 Asphalt Treated Base: 0.00 0.25 n/a Cement Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.U0 0.14 1.0 Pit Run Aggregate Subgrade: 12.00 0.10 1.0 ' Special Aggregate Subgrade: 0.00 0.09 0.9 1 Page 32 1