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revision to retention wall specs.
April 5, 2005 Mr Todd Morley City of Cape Canaveral 105 Polk Avenue Cape Canaveral, FI 32920 USA Phone: (321) 868-1222 Fax: (321) 868-1247 Project [0805011] Residence Inn Cape Canaveral Subject Permit 51Ibmi55i()~1-for rei ail1il1~ wall alternate Attached please find 4 sets of revised design documents of the wall surrounding the retension pond. The revised design consists of the use of Anchor Wall System Units as manufactured by Anchor Block of Florida, inc. reinforced with geo-grid fabric. Upon review of the attached design documentation should you have any questions then please give me a call. Operations Manager cc John Allen (Allen Engineering, Inc.) Phone: (321) 783-7443 Fax: (321) 783-5902 Ron Brown (Powell Design Group, Inc.) Phone: (407) 622-6882 Fax: (407) 622-6883 Correspondence 00106 No. WELBRO Building Corporation 2301 Maitland Center Parkway, Suite 250 Maitland, FL 32751 Phone: (407) 475-0800 Fax: (407) 475-0801 City of Cape Canaveral Inter-office Transmittal To: Johnny Cunningham/Shannon McNally From: Bob Haley, Plans Examiner/Building Inspector Re: Residence Inn, Detention Basin Retaining Wall We Transmit: [8J herewith D In accordance with your request THE FOllOWING: .. .. ..... .~Plc:ln~ D..Sp~c;ifigc:ltiQn~.. DSbQ2mQrawiDg~... D Prints D Copy of letter D Information D Other These are transmitted for: D Permit Issue D Record D Information [8J Approval D Use D Distribution [8J Review & Comment Copies Date Description One 04/13/05 Sheets RW-O-O through RW5-1 revision to retaininQ wall One 04/13/05 Specifications and details. Remarks: Copies to: File Received by: Date: Page 1 of2 Todd Morley r- E..-- From: CCorteUini@welbra.com Sent: Monday,. April 11, 2005 4:38 PM To: Todd Morley Subject: RE: Revision submitted for the retention pond The geo grid is located behind the pond wall and underneath the wa . -- The volume of the pond is unchanged. ~__ if you would like I can have Andy the manager for Associated Construction Produ" system, he can have his civil engineer available via phone to answer any questions. Please let me know and I will arrange the meeting . --- - ----. --,..,.,. -,-',-. -~-_.._-_.- Chris Cortellini u uun u . uuOperations Manager Welbra Building Corporation 407-475-0800 fax 407-475-0801 "Todd Morley" <morley-cape@cfl.rr.com> To: <CCortellini@welbro.com> cc: 04/1112005 02:48 PM Subject: RE: Revision submitted for the retention pond Chris, The geo-grid system requires no footing? Please provide the difference in volume for the pond. -Todd -----Original Message----- From: CCortellini@welbro.com [mailto:CCortelhni@welbro.com] Sent: Monday, April 11, 200512:38 PM To: Todd Morley Subject: RE: Revision submitted for the retention pond Thanks Let me know if you have any questions. Chris CorteUini Operations Manager Welbro Building Corporation 407- 475-0800 4/11/2005 Page 2 of2 fax 407-475-0801 "Todd Morley" <morley-cape@ctlrr.com> To: <CCortellini@welbro.com> 04/11/2005 12:27 PM cc: Subject: RE: Revision submitted for the retention pond Chris, I haven't had an opportunity to review it yet. T'l~l~fj!')jl~Tl~"" . ___ Tnahks fot YOUI' patience. -Todd -----Original Message----- From: CCorteHini@welbro_com [mailto:CCortellini@welbmcom] Sent: Friday, April 08, 2005 7:41 AM To: morley-cape@cflrr.com Subject: Revision submitted for the retention pond Todd: The other day I submitted a revision for the wall of the retention pond. I wanted to know if you needed any further information in order to approve it. Please let me know. Thanks Chris Cortellini Operations Manager Welbro Building Corporation 407- 475-0800 fax 407-475-0801 4/11/2005 City of Cape Canaveral 105 Polk Av. POBox 326 Cape Canaveral, Fl. 32920 Phone: 321-868-1222 Fax: 321-868-1247 FIRE DEPARTMENT ADDITIONAL PLAN REVISION REVIEW FEE 001-329.2000 _"__'_'_'_"N"_""'Nm,____,_,..o PAYMKNTRECKIPT Date: 4/27/05 Project Name: Residence Inn Project Address: 8959 Astronaut Blvd. Building Permit Number (if applicable): 3082 Amount Charged per Fire Department Fees $ 25.00 Name of Plan Reviewer: Tim Reaves, Fire Inspector G:Voy's Files\Fire Dept Plan Revision Review Receipt.doc , ici . CAPE CANAVERAL VOLUNTEER FIRE DEPARTMENt INC. Serving the city of Cape Canaveral & Canaveral Port Authority Plan Review To: Bob Haley, Plans Examiner I Building Inspector From: Tim Reaves, Fire Inspector R~' Residence Inn Detention Basin Retaining Wall c. Date: April 19, 2005 __"""'_,_~,__,__"_""__"_""___,_____"""'__"_,~"'_,_"'_"_""m.m_m,_,,,_ I have reviewed the construction plans for the Residence Inn detention basin retaining wall and find that they meet the fire departments requirements at this time. Plan Review Fee - $25.00 Station #1 Station #2 190 Jackson Avenue · Cape Canaveral, Florida 32920 8970 Columbia Road · Cape Canaveral, Florida 32920 (321) 783-4777 · Fax: (321) 783-5398 (321) 783-4424 · Fax: (321) 783-4887 www.ccvfd.org !\1arch 31, 2005 From: Associated Construction Products 25"'>5' \Ai~~'~.. rh~p~' B'y..J J L vvt::::>It::y \..IIQ t::1 1 U Lutz, FI 33559 Fax: 813-973-0485 Subject: Engineering Submittal Modular Block Retaining Wall System Project Info: Residence Inn Brevard County, Florida ACP Project #: 250092 Included in the submittal package, please find the following information: . Coyer letter (signed and sealed by P.E when appropriate) . Installation Drawings . Engineering Calculations . Construction Specifications . Material Data March 31, 2005 To: Welbro Building Corporation 2301 Maitland Center Parkway, suite # 250 Maitland, Florida 32751 AUn: Mr. Chris Cortellini Subject: Residence Inn, Cape Canaveral, Brevard County, Florida Segmental retaining wall around detention pond PCI project # 5035 In accordance with request from Associated Construction Products, we have prepared drawings and design calculations for above segmental retaining wall. This design is based on National Concrete Masonry Association hypothesis for SR walls. Surcharge loading (live load) used for the reinforced wall design varies from 60 to 100 pounds per square foot, at the top of the walls. Materials for this application are Anchor Wall Systems Diamond-Pro units and Synteen SF x 35. SF 35 may be substituted with Miragrid 3 XT by Nicolon Mirafi Group. Biaxial geogrid just below the gravel base is to be BasXgrid by Nicolon Mirafi Group. Handrail/Fence (if required), is not shown in the cross section, as it is not in our present scope. If installed, it should be at least 2' clear from the back face of the wall. . Universal Engineering Sciences is in a process of preparing recommendations for subsurface improvement based on investigation done by them on 2/9/05. We will submit it for your use. . We recommend to have Universal Engineering inspect and approve the foundation soil (below gravel base as shown in cross section on drawing R W -1) after excavation and during backfill. . We also recommend protecting 2H: 1 V slope in front of the wall during rainy season. The calculations and Construction Specifications are submitted with this for your use. If you require any additional infonnation, please do not hesitate to contact us. Very truly yours, '8ak 1. 'PaM Florida Registration No. 20941 cc: Mr. Larry Falls, ACP C :\w\acp\5035-1etter.doc -.---------------------.--" -~--"-~,,-"'"---~-~--"""---,------- email: ------- ------ - ----- - ----------------------- I ENGINEERING - - - -~ - -~ . .. # 10.,,7 .:t.r.. .=t Out Parcel 2: .,.3,533 S.F. - ~ I I I Setbacks: Reqc I Front: (East) 51 ~d'.. 9.r I Side (North & South): C ~ Rear (West): 2; - I \ *Moximum building height: 4, I I I Parking: , I 150 Roams x 1 space per roam = I RF:TFNTION POND \ 1 Space per 12 room = 150/12 _ I POND I "- I I I I "- / \ '- '-. \ "- TOE: OF Sl.~ . rot:'Or SieiPe - . . - . I ~ '-..-"-"- '-"-"- '-- "- } I -J 20' '- TOP OF BANK '-(TYP) . _ . '- 'U T6'D1lJ.-;-SWINGGATE1 . =PROP. o. 7:".L FENCE -'-.-. . TOP or BANK / .. ../ TOPOFBANK' . . . . . . . '_. . ....... - -0's. -- ,..... . -- ilO t3 / -- \::p.. , .... as // C>"J d - Ll: .. !C) .".-,-.-.-' --'--. / : ~~ ~.O - .J / I ~~ ./ (") (j 25' <0 t\f :ce./ ./ - ,) . I :1 ./ ~ oP!, \ "- Q V /' Pf'o "- Cl I (~ "- a: /' (('4C "- "- ~\ :1 \' "- "- ~\ '\ D "- ~. "- tl "'\ '. , PROPOSED WET "- ~ ," -J DETENTION POND u "- io "- OP. 6' C.L. FENCE "- TOP OF BERM 7.00 "- TOP OF BULKHE:AD EL 6.30 CONe. "- CURB N.W.L EL 2.80 'A"- r= . GRADE BREAK EL 0.80 6'~. "- BOlTOU OF POND EL (-)3.0 '"'7. "- CONC. DUMPSTER c.-" "- PAD @) "- . ~\-I ,.5:., . . L - ..;)'-- ] ~ONC ~ . CURB (-)3- I \ \ ~ ... \ 0C'L. . NeE - O\iC It) 6' C.L. FENCE 6' WD. FeNCE: ;:{ , 'i oi l' (TYP.) '" '.' ,,'" pV~;;;- {j ~.. c.? .<"... ~~ P0. /(:"1 U' I- 0:: 1. ~\;. I '\ . , . \ ~ . ' ~ ' C\j I J. ,. \ 7. -J ~\lIJ' ::-V. 6.88 ,..... I \ J4 106.1' 0 0.51" ~ !,,'} \ 8. I \ I \".., \ *~. x~ . I I <\~ :s: .,7 flnD-inOH PQNO '\ . i, .;> \ '!> ~'i:lmIJON POND ","f., 9, ~ ~ I ~i ,,'" ~ :,. ).c 4J! ~~ IN:/, Ul;" ~o ~ . I i-J;> , .,.'ts .., I> i"/" 1/ :.;) ~ \J.' Q: K?< ~,,' >( t.~. TOE3!S1.f!!! ."'.~.. . _ 'mt: OI'SiOPE '->'<1.;< 1: , ..,'> 1; C. O. <... \J~ MP OF <Wi/( ",'!> . ..... . - . - ...... . ..? . - 7 '-(T'IR;) :) 721 18J:,.08L,2.W1t!.9. CATL. ...t>. . ,/ IV!' OF IWiJ< 'W ~ "> ",' q; L..I , ., S _~. '>, (J .r, 2'17 LF 8" PVC @ 0.364.. 'ts r x' \ @ 0.35% ~';<:: 1 .:..::.L . '> ., ;" ',. \ ,.'P .. <:) !.W __--""* .-l ",OJ: _,,"'_. ._ ._ ,- ......,.Iii _ -" ...... '''''' ,_ \ ~ ,.' li: >7 ' ~. -i "Q5 LF-Jft" RCP'~O.20% ,., ';"'" ~ <0 '<() ./ ~~ '. ~ ~ ~ .' ~ 0:: C. 0."' ~ 0.. .' <1> C) 'I 4(' ........' 'V '>' " . ,>, \1 @ "," , ,~ f/'1 ." C 0 \t ::;'ANiTARY Mi-I 4,94 , ~ ~'i . . \7 SE /NV. 0, J g, Q. P , / PROPOSED WET I\} ~jNYN\;~~~:315'''' '. j , DETENTION POND N.W. fNV. -0.12"" '" "" FENCE TOP OF BERM 7.00 ..-:-~ ",,, ' TOP OF BULKHEAD EL 6.30 c9S . ,.-;' CQ ,,<it N.W.L.. EL.. 2.80 REMOVE EXIST. SS <-"", ~ ,:.' ~ j , GRADE BREAK EL.. 0.80 C '" "" . '- .,~ J'>" BOlTOM OF POND EL.. (-)3.0 .tb. .-<"/' , ' 98.0' w 81 ""c' "-.', @ " "- ___ 0 ) @O.20% " @ , ~ '\t~ .? v,' ~ x . ~ x ' LF-19x30" ERCP ~. " ~ \ ~ ~ SILT FENCE." () ~a ~ l' (7YP.) .....~... b ' _N ~. :. ~ b ~ ~ ; 1><- ~ "y -.",,'9 ~ _ _ l(;< -z;~~ ~ng'l:RrWall.~vet: a'8~ e!~v 200~ e I ence I n, Ca naver, Brevard County, FL License: AW98011374 7.1 degrees ~ 5 I r- - T/c.AP~ 5.0 ft ----- ~ / / I I I 0 A. Iv( 0 I-J r) . PR.o I I I , / (0'0 / / Synteen SF 3 I I I I I I I I Z. / . I J 1- I" 7-0 / Synte n SF 3 :::;sf I ,,.-- I / f I I 8-0 I ~F 35 I f!:,/w: -2.0 ft I --i 6.0 ft I I f BASX4elD 3-0 10_ 0 13'"( '-Y'" f2. .Po.. f:. l Pane/1 of 1 ~>tj?~ Project Name: Residence Inn, Cape Canaveral, Brevard County, FL Data Sheet: ..- \O'? ,:\0 Owner: Welbro Building Corporation, Maitland, FL -;, ? Client: Associated Constr. Products, Inc. Lutz, FL Prepared by: B. Patel Date: 29 March 2005 Time: 10 Df AIV\ ON C> - ?R-a +U G +t WA..LL C:\w\anchor-400\5035-#10.aw5 29 Mar 2005 - 08:10:06 PM ~@~QPI~~/"~~~'C~8~ ~~KiJIB~, Brevard County, FL Page 1 of 7 License: AW98011374 Licensed to: Anchor Wall Systems 6101 Baker Road Suite 201 Minnetonka, MN 55345 612-933-8855 612-933-8833 License Number: AW98011374 Proiect Identification: Proiect Name: .~.~~irf~r1~~...If1r1...c;.OIP~...<:.tll1~.'.'Clr<JI~..B,.~',(~,.d ..County, .EL _"'.m__ ...-.... =...Oata.Sheet:.... Owner: Welbro Building Corporation, Maitland, FL Client: Associated Constr. Products, Inc. Lutz, FL Prepared by: B. Patel Date: 29 March 2005 Time: Data fife: c:\w\anchor-400\5035-#10.aws Proiect Notes: wall: H = 10 D P + C = 6.67' + .33' Structure Summary: Wall Type: Reinforced Structure Numbe~ of Panels: 1 Length of Wall (ft): 30.0 Anchor Wall Unit Type: Diamond Pro (Bin) Cap Unit: Yes Reinforcement Manufacturer: Synteen Technologies Inc. --"---'~'----~'-'~__~______m Desian Summary: Design Methodology: NCMA Hinge Height (ft): 8.0 ---~~~___~""M___~_M"'''_______ Seismic Analvsis Details: Peak Ground Acceleration (PGA) ratio 0.00 -~~-----,-,.._---- C:\w\anchor-400\5035-#10.aws 29 Mar 2005 - 08: 1 0:06 PM ~ggrcfl~~/1~~~'<18~ ~~KJPeH~, Brevard County, FL Page 2 of 7 License: AW98011374 Friction Cohesion Angle Unit Weight Soil Data: Soil Description (pst) (degrees) ( pct) Reinforced Soil: sand N/A 30.0 115.0 Retained Soil: sand N/A 30.0 115.0 Leveling Pad Soil: gravel N/A 40.0 140.0 Foundation Soil: sand 0.0 30.0 115.0 Anchor Wall Unit Name: Diamond Pro (8in) Unit Height (in) 8.0 4.0 Unit Width (in) 12.0 10.0 Unit Length (in) 18.0 14.63 Setback (in) 1.0 N/A Weight (infilled) (Ib) 130 42 Unit Weight (infilfed) (pef) 130.0 124.0 Center of Gravity (in) 6.0 5.0 Geosvnthetic Reinforcement: NCMA Method Type Name Polymer Type Index Allowable 10 No. Tensile Strength (Ib/fl) (Ib/fl) 1 Synteen SF 35 polyester 2627.0 Reduction Factors: NCMA Method Factor Synteen SF 35 Creep 1.67 Durability 1.10 Installation 1.30 Overall 1.50 ---- ~--_.,-~--_.._-,--~--_._-~~-_._,-_.,..~-------_.,- C:\w\anchor-400\5035-#10.aws 29 Mar 2005 - 08: 1 0:06 PM ~nghcfef~all.~vet: d'8~ ~~v 200~ Page 3 of 7 e I ce I n, Ca naver, Brevard County, FL License: AW98011374 ----- -- ~------- ~~ - ~- - - ----- Panel 1 of 1 Summary: Number of Standard Unit Rows 10 Cap layer Yes Base Elevation (ft) -2.0 Panel Height (ft) 7.0 Panel length (ft) 30.0 Crest Elevation (ft) 5.0 left Station (ft) 0+00.00 Right Station (ft) 0+30.00 Minimum Toe Embedment Depth (ft) 2.8 Maximum Toe Embedment Depth (ft) 2.8 Minimum Height of Reinforced Soil at Wall (ft) 6.65 Maximum Height of Reinforced Soil at Wall (ft) 6.65 _~!.~i~II~...f)~?!"'11(;~..t~..gr~stJ3E~E)k.F'Qint..(f!) 12.0 "'_""'___'U_ . - Maximum Distance to Crest Break Point (ft) 12.0 Minimum Crest Height of Reinforced/Retained Soil (ft) 9.05 Maximum Crest Height of Reinforced/Retained Soil (ft) 9.05 Minimum Crest Elevation of Reinforced/Retained Soil (ft)7.05 Maximum Crest Elevation of Reinforced/Retained Soil (ft)7.05 Maximum Toe Slope (degrees) 26.6 Maximum Back Slope (degrees) 11.3 Maximum Equivalent Back Slope (degrees) 10.2 Maximum Live load (psf) 60 Maximum Dead load (psf) 0 __.__,..._.M_.._.,___~~""..__,__~_ External Stabilitv Results for Panel 1 of 1 Calculated Design Criteria FOS Base Sliding 2.87 1.50 OK FOS Overturning 6.28 1.50 OK FOS Bearing Capacity 14.53 2.00 OK Base Reinforcement length (l) (ft) 6.00 3.99 OK Base Eccentricity (e)(ft) 0.12 N/A Eccentricty Ratio (e/l) 0.02 N/A Base Reinforcement Ratio (L/H) 0.90 0.60 OK Note: Calculated values MEET All design criteria -~- ~--'-""-~--'~~---'-----'---"-"'--_. C:\w\anchor-400\5035-#10.aws 29 Mar 2005 - 08:10:06 PM ~ng1tPl~~/l~ve!: a.8g ~~v 200~ Page 4 of 7 e f C I n, Ca naver, Brevard County, FL License: AW98011374 Detailed External Stabilitv Results for Panel 1 of 1 Calculated Equivalent Back Slope Angle (degrees) 10.22 Ka 0.282 Ka (horizontal component) 0.260 Failure Plane (degrees) 49.7 Total Horizontal Force (lbltt) 1003 Tota! Vertical Force (Ib/ft) 4990 Sliding Resistance (Ibltt) 2881 Driving Moment (lb-tt/tt) 2724 Bearing Capacity (pst) 13355 Maximum Bearing Pressure (pst) 919 ~~"-~._---'-'--~--'~'~-'---~,,~- ------~-,-,---,-~ Results of Internal Stabilitv Analvses for Panel 1 of 1 Layer Geosyn Height Length Anchor FOS FOS FOS FOS Layer No. Type above (ft) Length Over- Pullout Pullout Sliding Spacing Toe (ft) stress (peak) (disp) (peak) (tt) (ft) > 1.0 > 1.0 > 1.5 > 1.0 > 1.5 < 2.7 7 1 4.0 6.0 2.24 2.69 3.32 3.32 7.97 OK 4 1 2.0 7.0 4.62 2.76 11.01 11.01 4.9 OK 2 1 0.67 8.0 6.54 2.66 18.69 18.69 3.88 OK Note: calculated values MEET ALL design criteria "__'_".'"'~_'_'~_m___~_'_ Detailed Internal Stabilitv Results for Panel 1 of 1 Calculated Equivalent Back Slope Angle (degrees) 10.22 Ka 0.284 Ka (horizontal component) 0.277 Failure Plane (degrees) 50.9 -~~-~._,-",.,'~"--~~----- rCont'dJ Detailed Results of Internal Stabilitv Analvses for Panel 1 of 1 Layer Geosyn Height Allowable Tensile Pullout Pullout Sliding Sliding No. Type above Strength Load Capacity Capacity Force Capacity Toe (Ibltt) (peak) (disp) (Ib/ft) (Ibltt) (tt) (Ib/ft) (Ibltt) (Iblft) 7 1 4.0 733.4 272.4 905.3 905.3 260.8 2078.4 4 1 2.0 733.4 265.3 2920.7 2920.7 572.0 2802.8 2 1 0.67 733.4 275.9 5156.1 5156.1 845.8 3285.7 C:\w\anchor-400\5035-#10.aws 29 Mar 2005 - 08:10:06 PM ~ng1ffirwall. ~ve!: f4. 8~ ~~v cf\OO~ - Page 5 of 7 e I ence I n, Ca n ver , Brevard County, t-L License: AW98011374 --~---,-,-,~.,'---,-"~.,--'"~ "^----'~-"--,----_.,-~ - ----,-.--,._---_._-- Results of Facino Stabilitv Analvses for Panel 1 of 1 Layer Height Geosynthetic FOS FOS FOS FOS FOS No. above Type Over- Shear Shear Connection Connection Toe turning (peak) (displacement) (peak) (disp) (ft) > 1.5 > 1.5 > 1.0 > 1.5 > 1.0 10 6.0 none 8.73 57.37 57.37 . . 9 5.33 none 3.54 21.18 21.18 . . 8 4.67 none 2.05 11.4 11.4 . . 7 4.0 1 1.38* 7.27 7.27 4.71 3.53 6 3.33 none N/A . . . . 5 2.67 none N/A 26.43 26.43 . . 4 2.0 1 N/A 8.47 8.47 5.12 3.78 3 1.33 none N/A . . . . 2 0.67 1 N/A 10.26 10.26 5.1 3.74 1 0.0 none N/A . . . . ;- I Nete:*vah:tedoes NOT MEET design .criterton N/j;...';....l...l.:.. '5 T"A..i2:T'~ <2. ':7"2... Awi..t --"---~-'-~-._-~_.._-,--,-_.,---,-,.,--~_._-----,-- -.- -'--.-.--------- Detailed Facino Stabilitv Results for Panel 1 of 1 Calculated Equivalent Back Slope Angle (degrees) 10.22 Ka 0.284 Ka (horizontal component) 0.277 Failure Plane (degrees) 50.9 --.-_'..____"..___.._m_n_.___...____.__.""'^____.___._.......__._~____ (Cont'd) Detailed Results of Facino Stabilitv Analvses (Moment and Shear) for Panel 1 of 1 Layer Height Geo Drive Resist Shear Shear Shear No. above Type Moment Moment Load Capacity Capacity Toe (Ib-ftlft) (Ib-ftlft) (Iblft) (Ib/ft) (Iblft) (ft) (peak) (disp) +out -in 10 6.0 none 5.0 43.3 17.5 1004.3 1004.3 9 5.33 none 26.5 93.9 49.4 1046.5 1046.5 8 4.67 none 74.0 151.7 95.5 1088.8 1088.8 7 4.0 1 156.9 216.7 155.7 1131.1 1131.1 6 3.33 none N/A N/A -42.5 1173.4 1173.4 5 2.67 none N/A N/A 46.0 1215.6 1215.6 4 2.0 1 N/A N/A 148.6 1257.9 1257.9 3 1.33 none N/A N/A 0.0 1300.2 1300.2 2 0.67 1 N/A N/A 130.9 1342.4 1342.4 1 0.0 none N/A N/A 0.0 1384.7 1384.7 .~,-,.._~-''''-----,----_..._-- C:lwlanchor-40015035-#10.aws 29 Mar 2005 - 08:10:06 PM ~ggmK~~/''~~~'<18B ~~KcfS1H~, Brevard County, FL Page 6 of 7 License: AW98011374 (Cont'd) Detailed Results of Facina Stabilitv Analvses (Connections) for Panel 1 of 1 Layer Height Geo Connection Connection Connection No. above Type Load Capacity Capacity Toe (Iblft) (peak) (displacement) (ft) (Iblft) (Ib/ft) 7 4.0 1 272.4 1283.4 962.9 4 2.0 1 265.3 1358.0 1004.1 2 0.67 1 275.9 1407.7 1031.5 "---~_.~~-''''_.._-~~--~--,,~-_.__._'''------,.'''-'''' C:\w\anchor-400\5035-#10.aws 29 Mar 2005 - 08:10:06 PM ReSSA -- Reinforced Slope Stability Analysis Residence Inn, C~~~.,Canaveral, FL Presenl Daleffime Tue Mar 29 19:41282005 \~.<< AI1 I Residence Inn, Cape Canaveral, FL ..... ..... .... ...... PROJECT IDENTIFICATION Title: Residence Inn, Cape Canaveral, FL Project Number: 5035 - Client: ACP Designer: B. Patel Station Number: Description: Company's information: Name: Patel Consultants, Inc. Street: 2826 Safe Harbor Drive Tampa, FL 33618 Telephone #: 813-933-8162 Fax#: 813-933-9002 E-Mail: Babupatel@aol.com Original file path and name: C:\ReSSA(2.0)\5035-#10.mse Original date and time of creating this file: 3/29/05 PROGRAM MODE: ANAL YSIS of a Simple Slope using GEOSYNTHETIC as reinforcing material. 10 o I /II> 1-./\ 0 J.-) r) _ PRO -+-1 I ~ +-t. - ~T^" ~L Ll r'( ^t-l~L"( :;1.5 - ~ ="..10 RoSSA \I.....'" 10RdllA V.....10RdSA. V 10 ""!1M v.....'" 10RL't.'lA V"",.,. 10 R<S1fA Vm.'" 10 Ro.~SA V""',,., 1.0 ReS!!A v......'" 10 RoSSA v..,*", 1,0 W-'IA V"""'" 1.0 R"SSA v""'"'" 10 Il.<SSA Vme.", 1.0 F\.oS$A v....'" 1.0R.5SA Vom.... 10 !l.<l<llA v.....'" 1.0 '..dSA v,,"'..... l.O I':,S.'!A v....... l.QJl.,.""'"" v.".... l<l""'~~A ,""""... 10 ""!lSA v,,,.,,, ,-a RoSSA \'<1>'''' ,I> Residence Inn, Cape Canaveral, FL Page I of 6 Copyrigh.t@ 2001-2003 ADA~A Eng~neerin~, Inc: License number ReSSA-200259 ... ..., ~- ....,,,. ."..~." "....n ...,,_.- '.....n . .."..... ,~...,,, .,,",., ,.".......'h ,......, ..v /'E...". ,..,.~, ",U"".'.',, ,.."..~, ".".....,,,,, ..".~'"" "".'.'" """"n L.u """",,, '"'''''' ".tI"".'~" V"",,,, HI I<..,.,^ v"',,,,,",, "..,.'^ v"".~, UI K<."^ V....." '.0 K<~S^ V..,."' ~ 0) R<SSA V"".", 1 U R<.~.'^ Y.".,,,)I) R,SS^ V"",., ).O~~S.'<A Vo",,,, :> I) v..,S,~^ 'i"",,,,:>,, R<""q V,,,.~" (, ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Canaveral, FL Present DatelTime: Tue Mar 29 19:41292005 INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOil DATA Internal angle of Unit weight, y friction, <I> Cohesion, c =========== Soil Layer #: =========== [Ib/ft 3] [deg. ] [Ib/ft 2] REINFORCED SOIL........ .................................. 115.0 30.0 0.0 RETAIN ED SOIL...... ........................................ 115.0 30.0 0.0 FOUNDA TION SOIL...................................... 115.0 30.0 0.0 REINFORCEMENT lmae uetton Reduction Coverage Strength, Factor for Factor for Ratio, Type # Geosynthetic Tult Installation Durability, Creep, Rc Name [Ib/ft] RFid RFd RFc 1 Geosynthetic type #1 2510.00 1.30 1.10 1.67 1.00 ~-'"--"._~~-"~,.,'-~--- Interaction Parameters == Direct Sliding == === Pullout ==== Type # Geosynthetic Cds-phi Cds-c Ci Alpha . Name I Geosynthetic type # I 0.90 0.00 0.90 0.90 Relative Orientation of Reinforcement Force, ROR = 0.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 WATER Unit weight of water = 62.44 [Ib/ft 3] Water pressure is defined by phreatic surface in Effective Stress Analysis. SEISMICITY Not Applicable ,'<,,,.. !.(lR..\(.SA v""~'" ~.fII1...'<.~", v....... :.oRoS-'IA v_..1.0 l\..c~S^ \'<1>..'" Hl""S.'U V.....m 10 R<.~SA v.....", :.OR<S-~A v....... lO R<ll.~A V"",i<>n l.tlR<S.,... """,..n lO R<S.~A v.,.,.... :.0 R<SSA v"".'" 1DR<.'<SA v"""," lD ft<~S'" Vrn,.,.,:O J....~SA V""-'>Il 10RdSA v""..", 10 RoSSA ~'....," 1 i) R.SS" v""... 10 ~"S!;" V"',.. 1" RoSSA \,,~,.,""O R,,~SA v..,,," 'J 1<,,"A v""... ~ il Residence Inn, Cape Canaveral, FL Page 2 of 6 Copyright @ 2001-2003 ADAMA Engineering, Inc. License number ReSSA-200259 ,,,"~~... . "".~." . ,^......" 'ng~.,."" """,.." . ,~g"~.,, ~'ng~u" '^D..uV ,~.. ~~A" '~D "'" , - .~" .... , - ,~o ~~, , .~~~.." ....~~~....t . ,n~~"H . '"D"HI . ,~".,.,,,,. '~U".". - 'n~""" ., ~ ~~, , 'n~ ,-,', '-. " ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Present DateITime: Tue Mar 291941292005 DRAWING OF SPECIFIED GEOMETRY. SIMPLE GEOMETRY WATER GEOMETRY Coordinates of water line in [ft] Height of slope, H ......................................... 3.87 [ft] Slope angle, i................................................ 85.50 [deg.] # I Xw= -4.00 Yw 2.00 Horizontal crest length, A............................. 6.50 [ft] # 2 Xw= -2.00 Yw= 2.00 Horizontal crest length, B ............................. 6.50 [ft] # 3 Xw= 0.00 Yw= 2.00 Backslope angle, 13 ........................................ 18.40 [deg.] # 4 Xw 2.00 Yw 2.00 Sloping angle, a............................................ 22.00 [deg.] # 5 Xw= 16.00 Yw UNIFORM SURCHARGE Surcharge load over A, Ql............................. 25.00 [lb/fF] Surcharge load over backslope B, Q2............ 60.00 [lb/fF] Surcharge load away from backs lope, Q3...... 60.00 [lb/ft2] I SCALE: 0 2 4 6 8 10 [ft ] \'"",," ;OIUSSA ~'."...~, 1.0 Il<i\'.~'" \I....... :!.(!l4.'IAA V"""'" 10 ,,",lISA V""*,,, 1.0 R<Jt~A \lu..,,, 1.0 RJ:S.~A v........ !.OR..SSA v....iM 1.0 Il<MA \I....'" lOhSSA \I.,...", lOlUSliA \I....... !.O RoSSA V.....m !.(lRtS!!'" v"".>n !O""SSA \!.....~,!(! R<SSA V"',..'" :.0 R<SSA \I"",.", l(!R..~SA V.".,,"': (I RJ:s..~A ~'=i.", l() fl."S!iA V""'.'" lO I("SSA V.,n."', (I R.!iSA \,.,.".",:'.0 ,,"SS'" v.",.",: (I Residence Inn, Cape Canaveral, FL Page 3 of 6 . _C~p!::i~h,~,~. ~O~!::.?03,~.?;Alv!~..~ng~~,~:.:in~:.I~.~. "...."...,.... .., .... License number ReSSA-200259 ,~..~u,. '^.~u, ,~.. ~.". ,~" "u , ,~" u,,, ,n.. "~. " ,~" ... ,~g ~.^ " ,~.. ~." , . .~.. .", , ., ~ ,~" v...,.~, ~ 0 R.S.~A. V.".",~.O R.'.'M V""'.... ~D R<S~A V....... 20 R<~^ V"""~, 2.0tt.S,~^ v<<.,-;:;;iiiii."sSA V"'.~,:O "'SSA V<t>,~, 20ReSSA V....m 2.0 RoSSA V.".., 1 (I R<SSA V.,,~") 2.0R..~SA V.",m 2.0R.SSA V,,,,,,, 2.(lR..~SA V"".." lOR.SSA V.,.,l". 20""SS,\ V.""" lJI ,,".~SA V.",., 2 (I R<S.~A V""., 2.0jk~.~,\ V.".m 2 (lR>;S~A V"_.",, 2.11 R,SSA V,,,.... ~ OR.-sS,\ V""",," ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Canaveral, FL Present DatelTime: Tile Mar 29 19:4130 2005 DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAVER T Tavailable A = Front-end ofreinforcement (at face of slope) --- - B = Rear-end of reinforcement AB = L1 + L2 + L3 = Embedded length of reinforcement Tfe Tavailable = Long-tenn strength of reinforcement Tfe Available front-end strength (e.g., connection to facing) A L1 = Front-end 'pullout' length L2 = Rear-end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement 1 Geosynthetic type #1 1.20 6.00 0.00 6.00 0.00 939.95 939.95 (*) 2 Geosynthetic type #1 -0.80 7.00 0.00 4.66 2.34 1051.04 1051.04 3 Geosynthetic type #1 -2.13 8.00 0.00 3.87 4.13 1051.04 1051.04 (*) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long-term strength of the reinforcement that is related to its specified ultimate strength \'....,.~, 2 () P..SSA \""".M' 2 0 ll.<,"-S,\ """"'," :.0 RoS$,\ v....... 2.0 R<.<(.~A V""",,- :.ilR.SSA v.",.'" ,0 R<s..~A v""'.... 20 RoSSA v....... 2.0 r<<S-.-"iA v""'.... 20 R..-SSA V""'.... 20 R..'iSA v....... 2_0 R,SSA V"'.~, 20 It.o:SSA V""..", 2 0 It.o:SSA """m "-GRoSSA v.,.,..", 1.0 1<-<SSA V""'.'" ,0 RdSA I'......~. 1 0 R<.~SA V""'..., 2 OR<SSA V"',.'" 2 Ov..,SSA \'..,... ,OR"S_'''' v"".,. ,0 )<",~.v, v,,,.,", 0 Residence Inn, Cape Canaveral, FL Page 4 of 6 Copyright @ 2001-2003 ADAMA Engineering, Inc. License number ReSSA-200259 " - ",~ ~~." . "... ~~. ,,,"'....,, ",,'vu, ,~"u., - ,n"~~" . ,,.,,,~..,, . HD~"'" _"'D~~" '~D ~~." _.,.,u ~~"'_- _no ~~., . ,of> ~~., ,,,. ~~A , ',.,D ,,~^ , ,~" ... , ,~" '~A , '~"H'" . '"0",""_' ,~~""\ '"~ <.. '- v""'.", ~."I<L~~A \'"",.~,10 It<SSA Ii."..",!./l R.!IlIA Ii....., 1.OIU-S~A V'I>...1.1)R<S.~A Ii....... ~.OR<S~A V"",,~, ~.O R<SSA V=;"" 10 1l.t:.~SA V<1'>'''' 10fl,:XSA \1m;'';; iOV<SSA V,,,,,,, 111 ({,SSA \'",;nI11 Df\<SS'\ \""''" c.1) R,SSA V",wn 1n VeSSA \/""'~'" 1IlReS~,\ I/e",., 10 P,SS'\ v",,", 1.(IR,~SA \"~..,,, ,.0 R<S_~A v,.,,,", ~ n R,'SSA v,.,,"", ~n R<S~A \-'W.",," ~<S"A \-"N"' on ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Canaveral, FL Present Date/Time: Tue Mar 29 19:41:30 2005 CRITlCJ\L RESULTS OF ROTJ\TlONJ\L J\ND TRJ\NSLJ\TlONJ\L STJ\BlLllY J\NJ\LVSES Rotational (Circular lirc; Bishop) Stability J\nalysis Minimum Factor of Safety = 1.35 Critical Circle: Xc = -3.28[ft], Y c = 20.05[ft], R = 21.09[ft]. (Number of slices used = 56 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability J\nalysis Minimum Factor of Safety = 1.82 Critical Two-Part Wedge: (Xa = 0.00, Ya = 0.00) [ft] (Xb = 3.56, Yb = 0.00) [ft] (Xc = 14.01, Yc = 6.03) [ft] (Number of slices used = 30 ) Interslice resultant force inclination 18.65 [degrees] Three-Part Wedge Stability J\nalysis Critical Three-Part Wedge: (X2 = 0.00, Y2 = 0.00) [ft] (X-left = 0.00, Y-Ieft = 0.00) [ft] (X-right = 0.00, Y -right 0.00) [ft] (Xl = 0.00, Yl = 0.00) [ft] (Number of slices used = 45 ) Interslice resultant force inclination = 0.00 [degrees] REINFORCEMENT LJ\VOUT: DRJ\WING SCJ\LE: 0 2 4 6 8 10 [ft] v"""'.. 1{l1l...'\~A v,...."':u ReSSA \,,,,,... :.O"',~SA \'"",.", 10 R.:-SSA Ii......, 1.DRdSA \1=.", 1.o-R.SSA lior..'" 2 0 k..~~A v...."'" :.0 RdSA v....... 10 IU-SSA I'm,'" 10 R..sSA Ii........ 10 fUSSA v.....'" ,II RtSSA V"""'" 10 IU-SSA v",,~.. :.0 R<SSA ven.", :.0 Roll""" \.',,,.,,, 10 RcSSA "m'''':O !l"SSA v..-,,", lafu.~~A V........: OR<,~,',\ Ver._., 2.iJF.,.'SA \'",,,~,: l1 R,,~.~A \',."... ~ <i Residence Inn, Cape Canaveral, FL Page 5 of 6 Copyright ~ 2001-2003 ADAMA Engineering, Inc. License number ReSSA-200259 ~'_','~D~"'" '. i"""~.. . 'n"~".'" ","""" _i"D'~" . "'''.HV . ,no"." . ,nDnA> . ,"....u\r_......,"O..... "",,~".'" ,,,D."'" ....""",,, . '"0".''' . ",Do,'," . '"D."" , ".., ,,,,, ..., " . ,~."" , 'R"",^V '0'''' . -.. _,_,.. .__~.. __ ._...". .w,.,. .,,, ,_.~.~ ....... ..... ""~..,, ......, .,0 .....,.,,, V....... """'oSSA .'....., 2.0 KossA v....'" :',Oll.oRsA V..."", lOfl.<~'l^ Vo",.", .lORtSSA Vtr..", l.ORo.~SA. Ymim,l_OR.,SA y,...... 2.(IRoSSA y"",.", l/llttSSA y"".., :'ORoSSA V.".", 1.0R,S.~A V.,,,,,, 0(1 R,S.~A V<t.'." l.O I<tSSA V.'''..:!ll 1<.,,.,\ V,,,.., oOR.S.~A I'",,,,,,,:! ifRcS.~A V.,,,",:'<1 -- ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Cape Canaveral, FL Present DateITime: Tue Mar 2919:41:302005 C:\ReSSA(20)\5035-# iO mse V'!':~~ 1,(j~s.,t^Y!'>"!'I}P.!<.lI.~__~"!'!i'_~!_~_l)_&:;'A_'i~~~-.1"I-.B!','!l^!:~.~!'!~1l.1l.!_S~A.Y~~_",),ll,II,.S!!!\._":~.'nH %~.s^'y",>:."!_;l),J\J;,~;'I,~Y",,,_;'.. ~Q~_'!l:~"y",,'_"'_;~R_~lI.,^V<t'.,~;gl<',<.s^y.,,"..l nl!.<s,_"y"",.., ;,_nit,<s,y, y,,,~>I) ',OR.s,'i\ y",,>:"'l.QR_'Ss,~_Ii~"'~' 20R.SS,~ \'t"..~.,..l..1) ~cSS,\ V"'~."' ,.Ii RdSA VW~"'. 2.1) R.",;\ v.,,,.J .l.n ~.'SA .""",,, : ;. l(.s,<\ \'.""H :. " ~ REINFORCEMENT LAYOUT: TABULATED DATA & QUANTITIES Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, ( X, Y ) front ( X, Y ) rear # Type # Designated Name to Toe [ft] [ ft] Rc [ft] [ ft] "-_.,-~---,-_._-~,--- I 1 Geosynthetic type #1 1.20 6.00 1.00 0.09 1.20 6.09 1.20 2 1 Geosynthetic type # 1 -0.80 7.00 1.00 0.00 -0.80 7.00 -0.80 3 1 Geosynthetic type #1 -2.13 8.00 1.00 0.00 -2.13 8.00 -2.13 QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ff2] / length of slope [ft] 1 Geosynthetic type #1 1.00 21.00 V....~l :.0 ft<~A v.,,,,.,,,, 111IUSJlA v""... :OR.~SA v....i<olI l.oR.$lIA v....", 1 0 p..~K4- v...... If}!l.I:SSA v........ 10 p..-XSA vorn.... 20 ~'t-~A V""."n :.0 R<!lSA Ii....", l..OR.l!SA v.,..'" 20 RtSSA V....", 20 llxK~A Ven"" :.ORo.~.~A """om 10 R.~!lA V",,,,,, 1.0 R<SSA V......... : (}R..~.~A V..",,,, 10 R.S9A "....."", 10 R..'SA Ii"",... l 0 R.....s.... Ii...,.,., 10 R<~SA v"",., 21' !t"S'A "-'m.,,,, 1 (' Residence Inn, Cape Canaveral, FL Page 6 of 6 Copyright@2001-2003 ADAMA Engineering, Inc. License number ReSSA-200259 \__,~"~~,,,-,,,,,,,,,,,~~,, . ,n.".'''~ .nu,,~.,' . .n...."'-'---,,,..~.... . 'n".....' .".....^" .".......,. ',\1,UoV ,,,......, .n...."" ,n.''''''_~'''''..'' "," <H" . ",. ....., . 'fUr ~.^" .""...." . '""..U, 'nR'H , R.,' ., ~ngn&rwafl.~ve'C1'8~ ~~v 200~ e I ence I n, a naver, Brevard County, FL License: AW98011374 ----_._~-~--,,----,_._,- -------.-,-~~,~~,---~---...~------~-,-.,..-,.-.-.-"-- t i 5 t t I II I t 7.1 degrees ~ l..- 5.0 ft . i !/LL I -..--.""""--.......-.... -",-"------ -j / I T/CAf: 6.33 ft I I I I I I I I I I I , I 7-0 - I I pJ<O I I I I I I 7~o I I Synteen SF 35 / I / I I I I 8-0 I Synteen r 35 I I I .. I SF ~5 9-CD /w: -2.0 ft --- --..... I j l~ 7.0 ft .-1 t I , 3-0 10 -0 BA5XG~!D By I'Ylt ~.AF l Panel 1 of 1 ~~71 Project Name: Residence Inn, Cape Canaveral, Brevard County, FL Data Sheet: I..) S Owner: Welbro Building Corporation, Maitland, FL ,:>\~o\O Client: Associated Constr. Products, Inc. Lutz, FL Prepared by: B. Patel Date: 29 March 2005 Time: 12 D'AM~Of00~ PRo -H16+t lAl ALL C:\w\anchor-400\5035-#12.aws 29 Mar 2005 - 07:58:10 PM ~ngh&rWall.~vet: ~.8~ e!~v ~o~ Page 1 of 7 e I ence I n, Ca na er ,Brevard County, FL License: AW98011374 -~".~"-,------- Licensed to: Anchor Wall Systems 6101 Baker Road Suite 201 Minnetonka, MN 55345 612-933-8855 612-933-8833 License Number: AW98011374 -----~-,~"-~--'---~ --""", -,-----~,-_._.__._,,-,. """ Proiect Identification: Project Name' ~E'siclence Inn, Cape Canaveral, Brevard County, FL DafaSliee[ . .. ..... . . ... ... ... . ... .. Owner: Welbro Building Corporation, Maitland, FL Client: Associated Constr. Products, Inc. Lutz, FL Prepared by: B. Patel Date: 29 March 2005 Time: Data file: c:\w\anchor-400\5035-#12.aws --- ____m__"__"'__,,_,,_~_,.__,____ Proiect Notes: wall: H = 12 D P + c = 8' + .33' _"~"'_"m~___ Structure Summary: Wall Type: Reinforced Structure Number of Panels: 1 Length of Wall (ft): 30.0 Anchor Wall Unit Type: Diamond Pro {8in} Cap Unit: Yes Reinforcement Manufacturer: Synteen Technologies Inc. ",--~-'--"--'-'-'-------"-'---'---"-------"-'-"- Desian Summary: Design Methodology: NCMA Hinge Height (ft): 8.0 ---,"---~"-'-'--------""-'-'--'--'--'---" Seismic Analvsis Details: Peak Ground Acceleration (PGA) ratio 0.00 -,~~"- C:\w\anchor-400\5035-#12.aws 29 Mar 2005 - 07:58:10 PM ~~grcfl~~/"~~~'Cfa8~ e~K~RH~, Brevard County, FL Page 2 of 7 License: AW98011374 Friction Cohesion Angle Unit Weight Soil Data: Soil Description (pst) (degrees) (pct) Reinforced Soil: sand N/A 30.0 115.0 Retained Soil: sand N/A 30.0 115.0 Leveling Pad Soil: gravel N/A 40.0 140.0 Foundation Soil: sand 0.0 30.0 115.0 -_._---_._-,.._-,.._,.^'."._--"'.~.._._._-,,- ._- Anchor Wall Unit Name: Diamond Pro (8in) Unit Height (in) 8.0 4.0 Unit Width (in) 12.0 10.0 Unit Length (in) 18.0 14.63 Setback (in) 1.0 N/A Weight (infilled) (Ib) 130 42 Unit Weight (infilled) (pcf) 130.0 124.0 Center of Gravity (in) 6.0 5.0 --~.,-~,~~---_. Geosvnthetic Reinforcement: NCMA Method Type Name Polymer Type Index Allowable 10 No. Tensile Strength (lblft) (Iblft) 1 Synteen SF 35 polyester 2627.0 733.4 _.~--~_._,,---- Reduction Factors: NCMA Method Factor Synteen SF 35 Creep 1.67 Durability 1.10 Installation 1.30 Overall 1.50 -~-_._"'--"'~- C:\w\anchor-400\5035-#12.aws 29 Mar 2005 - 07:58:10 PM ~~grcPJ~g/'l~~~'C1i8~ ~~K~q~, Brevard County, FL Page 3 of 7 License: AW98011374 ~..."'~-~---_.""~---_.- Panel 1 of 1 Summary: Number of Standard Unit Rows 12 Cap layer Yes Base Elevation (ft) -2.0 Panel Height (ft) 8.33 Panel length (ft) 30.0 Crest Elevation (ft) 6.33 left Station (ft) 0+00.00 Right Station (ft) 0+30.00 Minimum Toe Embedment Depth (ft) 2.8 Maximum Toe Embedment Depth (ft) 2.8 Minimum Height of Reinforced Soil at Wall (ft) 7.98 Maximum of Reinforced Soil at Wall (ft) 7.98 Maximum Distance to Crest Break Point (ft) 5.0 Minimum Crest Height of Reinforced/Retained Soil (ft) 8.98 Maximum Crest Height of Reinforced/Retained Soil (ft) 8.98 Minimum Crest Elevation of Reinforced/Retained Soil (ft)6.98 Maximum Crest Elevation of Reinforced/Retained Soil (ft~.98 Maximum Toe Slope (degrees) 26.6 Maximum Back Slope (degrees) 11.3 Maximum Equivalent Back Slope (degrees) 3.6 Maximum Live load (psf) 100 Maximum Dead load (psf) 0 -'"'-~-"'-_._--- External Stabilitv Results for Panel 1 of 1 Calculated Design Criteria FOS Base Sliding 3.07 1.50 OK FOS Overturning 6.61 1.50 OK FOS Bearing Capacity 13.26 2.00 OK Base Reinforcement length (l) (ft) 7.00 4.79 OK Base Eccentricity (e)(ft) 0.09 N/A Eccentricty Ratio (e/l) 0.01 N/A Base Reinforcement Ratio (L/H) 0.88 0.60 OK Note: Calculated values MEET All design criteria -~--~_._.,"-,-,-----_..,._---''''~-'-~_.._-- '" C:\w\anchor-400\5035-#12.aws 29 Mar 2005 - 07:58:10 PM ~~grcPlXK~/''~~~t1i8g e!sKiv~q~, Brevard County, FL Page 4 of 7 License: AW98011374 Detailed External Stability Results for Panel 1 of 1 Calculated Equivalent Back Slope Angle (degrees) 3.58 Ka 0.257 Ka (horizontal component) 0.236 Failure Plane (degrees) 51.3 Total Horizontal Force (Ibltt) 1309 Total Vertical Force (Ibm) 6960 Sliding Resistance (lb/ft) 4018 Driving Moment (lb-ft/ft) 4234 Bearing Capacity (pst) 14719 Maximum Bearing Pressure (pst) 1110 -,.,-~.,~~,-~-~-,--------- Results of Internal Stabilitv Analvses for Panel 1 of 1 Layer Geosyn Height Length Anchor FOS FOS FOS FOS Layer No. Type above (ft) Length Over- Pullout Pullout Sliding Spacing Toe (ft) stress (peak) (disp) (peak) (ft) (ft) > 1.0 > 1.0 > 1.5 > 1.0 > 1.5 < 2.7 10 1 6.0 7.0 1.81 3.23 2.78 2.78 10.5 OK 7 1 4.0 7.0 3.21 2.34 5.82 5.82 6.27 OK 4 1 2.0 8.0 5.6 2.04 12.37 12.37 4.47 OK 2 1 0.67 9.5 8.03 2.08 21.65 21.65 3.75 OK Note: calculated values MEET ALL design criteria - --,.~~--_._-,~-_._,--,,_.- Detailed Internal Stabilitv Results for Panel 1 of 1 Calculated Equivalent Back Slope Angle (degrees) 11.30 Ka 0.288 Ka (horizontal component) 0.281 Failure Plane (degrees) 50.5 ----"'---~------,-_._,----,.._._-- (Cont'd) Detailed Results of Internal Stabilitv Analvses for Panel 1 of 1 Layer Geosyn Height Allowable Tensile Pullout Pullout Sliding Sliding No. Type above Strength Load Capacity Capacity Force Capacity Toe (Iblft) (peak) (disp) (Iblft) (Iblft) (ft) (Iblft) (Iblft) (Iblft) 10 1 6.0 733.4 227.4 633.1 633.1 191.1 2007.7 7 1 4.0 733.4 313.6 1826.0 1826.0 454.8 2851.5 4 1 2.0 733.4 360.1 4456.0 4456.0 827.3 3695.4 2 1 0.67 733.4 352.8 7639.2 7639.2 1136.1 4258.0 -"--~._~,-,--,..,- C:\w\anchor-400\5035-#12.aws 29 Mar 2005 - 07:58:10 PM ~~grcfl~g/1~~~~8~ ~~KcfJ~H~J Brevard County, FL Page 5 of 7 License: AW98011374 Results of Facina Stabilitv Analvses for Panel 1 of 1 Layer Height Geosynthetic FOS FOS FOS FOS FOS No. above Type Over- Shear Shear Connection Connection Toe turning (peak) (displacement) (peak) (disp) (ft) > 1.5 > 1.5 > 1.0 > 1.5 > 1.0 12 7.33 none 5.91 40.26 40.26 - - 11 6.67 none 2.58 16.15 16.15 - - 10 6.0 1 1.56 9.15 9.15 5.54 4.17 9 5.33 none NIA - - - - 8 4.67 none N/A 27.11 27.11 - - 7 4.0 1 NIA 8.64 8.64 4.25 3.16 6 3.33 none N/A - - - - 5 2.67 none N/A 20.05 20.05 - - 4 2.0 1 N/A 6.54 6.54 3.91 2.86 3 1.33 none N/A - - - - 2 .0;67' . f N/A 8A3 . 8A3 4.43 .3;0 1 0.0 none N/A - - - - Note: calculated values MEET ALL design criteria " "--~-~--~--~._-~----- Detailed Facina Stabilitv Results for Panel 1 of 1 Calculated Equivalent Back Slope Angle (degrees) 11.30 Ka 0.288 Ka (horizontal component) 0.281 Failure Plane (degrees) 50.5 - "--,--,-,--,-~,--~~~.~,- (Cont'd) Detailed Results of Facina Stabilitv Analvses (Moment and Shear) for Panel 1 of 1 Layer Height Geo Drive Resist Shear Shear Shear No. above Type Moment Moment Load Capacity Capacity Toe (Ib-ft/ft) (Ib-ft/ft) (Ib/ft) (Ib/ft) (Ib/ft) (ft) (peak) (disp) +out -in 12 7.33 none 7.3 43.3 24.9 1004.3 1004.3 11 6.67 none 36.5 93.9 64.8 1046.5 1046.5 10 6.0 1 96.9 151.7 119.1 1088.8 1088.8 9 5.33 none N/A N/A -39.7 1131.1 1131.1 8 4.67 none N/A NIA 43.3 1173.4 1173.4 7 4.0 1 N/A N/A 140.6 1215.6 1215.6 6 3.33 none N/A N/A -61.3 1257.9 1257.9 5 2.67 none N/A N/A 64.8 1300.2 1300.2 4 2.0 1 NIA N/A 205.3 1342.4 1342.4 3 1.33 none N/A NIA 0.0 1384.7 1384.7 2 0.67 1 NIA NIA 169.2 1427.0 1427.0 1 0.0 none NIA N/A 0.0 1469.2 1469.2 .~----"-,~ C:\w\anchor-400\5035-#12.aws 29 Mar 2005 - 07:58:10 PM ~ng'mrWall. ~ver: a. 8~ ef~v 200~ Page 6 of 7 e I ence I n, Ca naver, Brevard County, FL License: AW98011374 -"~--,._-"',._-,~""-----~.".~.,----,."._~---,--~.._" (Cont'd) Detailed Results of Facina Stabilitv Analvses (Connections) for Panel 1 of 1 Layer Height Geo Connection Connection Connection No. above Type Load Capacity Capacity Toe (Iblfl) (peak) (displacement) (fl) (Iblfl) (lblfl) 10 6.0 1 227.4 1258.6 949.2 7 4.0 1 313.6 1333.1 990.4 4 2.0 1 360.1 1407.7 1031.5 2 0.67 1 352.8 1457.4 1059.0 -"--'-~~~----~_._-"-"''''-_._---~-,.- C :\w\anchor -400\5035-#12.aws 29 Mar 2005 - 07:58:10 PM '......, ~(IR<SS^ v...... ~.(IRo~S^ ......."', 0 Rts..~A V"".~, 10RtS.SA ......;".. ,.0 RoS.SA V"".~, ~O R<SSA V....~, 1.0 R<SSA v....... 10 R..~SA V""'.... ,0 fUSS'" Y"",;on 10R<SSA V,,,,,,, :!OR.SSA v."'.'" 1. 0 1t<S.S.A y",;.~, ~.OI("S.~A V.",,~, 10 R,;.~~A'i,i;;;"-;;;;l{l~ V."",,, '-.0 R,SSA V""", ,.IlR.,.~.~A y,,,"., :!.GR<.'iSA V."",,, 1 OIt<S.~A '1m,'" ! (I R<.<S,\ V"","" ~n R.S.Si\ V.""" ,.0 ReSSA -- Reinforced Slope Stability Analysis Residence Inn, C~p~ Canaveral, FL Present DateITime Tue Mar 291820: 182005 ' ~C' Residence Inn, Cape Canaveral, FL I PROJECT IDENTIFICATION Title: Residence Inn, Cape Canaveral, FL Project Number: 5035 - Client: ACP Designer: B. Patel Station Number: Description: Company's information: Name: Patel Consultants, Inc. Street: 2826 Safe Harbor Drive Tampa, FL 33618 Telephone #: 813-933-8162 Fax#: 813-933-9002 E-Mail: Babupatel@aol.com Original file path and name: C: \ReSSA(2. 0)\503 5-# 12 .mse Original date and time of creating this file: 3/29/05 PROGRAM MODE: ANAL YSIS of a Simple Slope using GEOSYNTHETIC as reinforcing material. 1'2. Dl.A~o~ 1"/ - PR.o -HIG+{ - ~'T Ji.13 \ \.. 4 Ie A~;..L"iS\~ ~ Residence Inn, Cape Canaveral, FL Page 1 of 6 Copyright ~ 2001-2003 ADAMA Engineering, Inc. License number ReSSA-200259 . , ., ,.. ......, .." ".."". ",....., ".u......,'" "<0>.... ".""<.~~A ,<,,,."'~,, ",""SII ".",.... ~." """SA v.....'" 1-t!1<<.~SA ".."., I-UItoS.~A V....... I-.Q '<.dSA V=;,.,l.OR<s:lA V"".", 1-.0 R".~Si\ V.,.,....l.OR.s~,\ V",'h,:'O R.~s.~ V,,,,m 1/) R..~S" V""','" "0 R.SSA V,,,.,,, 2.0 RosSA V.""",.~.O R<SSA ""',,.; l.O~~.~'A-i;;:;;;';;20 ~"S,~A v.,",", :!(jR.S.~A Vet"'. ",<l R.~s,' \'",,,",, u~.ss" v,,'".., 2 r; ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Canaveral, FL Present DateJTime: Tue Mar 2918:20: 192005 INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOIL DATA Internal angle of Unit weight, y friction, ~ Cohesion, C =========== Soil Layer #: =========== [lb/ft 3] [ deg.] [lb/ft 2] REINFORCED SOIL..... ........... ........................ 115.0 30.0 0.0 RETAINED SOIL........................ ....... ............... 115.0 30.0 0.0 FOUNDA TION SOIL...................................... 115.0 30.0 . 0.0 REINFORCEMENT Strength, Factor for Factor for Factor for Ratio, Type # Geosynthetic Tult Installation Durability, Creep, Rc Designated Name Damage, RFid RFd RFc I Geosynthetic type #1 2510.00 1.30 1.10 1.67 1.00 Interaction Parameters == Direct Sliding == ==== Pullout ==== # Geosynthetic Cds-phi Cds-c Ci Alpha Name 0.90 Relative Orientation of Reinforcement Force, ROR = 0.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 WATER Unit weight of water = 62.44 [lb/ft 3] Water pressure is defined by phreatic surface in Effective Stress Analysis. SEISMICITY Not Applicable v...".'" ~~ R.t~M v"",.", lOR..'illA v....'" 1.0 Jl..SSA v........ 10RosSA V.....,., 1.llR.s!iA ".....'" !lllld.~A v""'...... 1.,0 lYo.~AA v....'" !.O","!l,~A v....... HIR<sSA v....i<ln 10 RoSSA Von.", ".Il RosSA v""'..... I..GRoSSA \/<<>0'" 1.0 RoS~A Vmi<>n 1.0 RoSsA Vonioo lOR<.'I....A Vfi'l<'''' I. 0 RoSSA "='.' l.n R.o-SSA v""';,'" l~ I<.<SSA """.'" I- D ,,-<.i.~A \-'tt>.", ~Il R.SSA VW~", l" Icd~A \-'.",'" l n Residence Inn, Cape Canaveral, FL Page 2 of 6 Copyright ~ 2001-2003 ADAMA Engineering, Inc. License number ReSSA-200259 v_~ 'h"..AV . ,,,u...u'_____.n............ ,nO..,uV . ",DOV'" . 'ADvu., H'D'V" ,,,Dn.' ....'Re"u' . 'nDO~" .~o ~u ,. ,~u .~. , 'ft" .~, , . ,n" .., " . ,,,0 .,,, , . ,~" ~~. " '"" ~'" , 'n. ~., ,~" .... '"0"'." .ft' ,~. '0 v.."., ~1I R.SSA v.",.", :!.UR.SSA V"",...l.UR.SSA v....,,, ,.0 R.SSA V....., ,0 RosSA v""'... 1,0 R..~SA V"",,,,,, 1.GR,SSA y,,,,,.,,, 1.0RoSSA V,,,,,,,, 10 R,SSA V<r."'''' lG R,SSA Vm,", '- I) R,SSA V,""M' ,-GR,SS,' V"""" 20 R,SSA V",,,,,, !<lRoSSA Yo",;"" HIR.,SSA V.",io" ,JI ReSSA V..,.." 10 I<<S,~" V,,,,,,,, 1Q R,SSA V"';.~, 1DR.SSA V",.,n 1D V"'S_~,\ V""", ~{) p"-",,, \,..:,,,,~'~-------- ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Canaveral, FL Present Daterrime: Tue M.r29 18:20 192005 DRAWING OF SPECIFIED GEOMETRY. SIMPLE GEOMETRY WATER GEOMETRY Coordinates of water line in [ft] Height of slope, H ......................................... 5.20 [ft] Slope angle, i ................................................ 85.50 [deg.] # 1 Xw= -4.00 Yw 2.00 Horizontal crest length, A............................. 3.00 [ft] # 2 Xw= -2.00 Yw= 2.00 Horizontal crest length, B ............................. 3.00 [ft] # 3 Xw 0.00 Yw= 2.00 Backslope angle, B ........................................ 18.40 [deg.] # 4 Xw= 2.00 Yw= 2.00 Sloping angle, a............................................ 22.00 [deg.] # 5 Xw= 16.00 Yw= 2.00 UNIFORM SURCHARGE Surcharge load over A, Q 1............................. 25.00 [lb/ft2] Surcharge load over backslope B, Q2............ 60.00 [lb/fF] Surcharge load away from backslope, Q3...... 100.00 [lb/ft2] I SCALE: 0 2 4 6 8 10 [ ft] v....u, 10 ""~~^ Vm.'" 18 IU-lllIA v"".... ,.0 ~'S" V...n.10IU-5lSA v....,.. 1G!'l<SSA V..,...,:O R.s:,~A V...hl 10 ""SoSA V<I>"", l.O ll.Io.'l-~ V...n. :.GR.SSA v""'.'" 10 R..SSA v.....'" 1;) R"SSA V""'"'" l[lIt.SSe'- V"",;~, 10 R<-~SA v"""" :.0 RoSSA v.".'" 10 lUSSA V..,.",: 0 1(,,5S,\ V""", 1[1 I<<",~,\ V"".~, '- a R.SSA V'''''"' II 1<<-'''-,\ V""",: n R.N'''' ,'"",",: 0 R".'~A \.'",,,", ,,, Residence Inn, Cape Canaveral, FL Page 3 of (, Copyright ~ 2001-2003 ADAM A Engineering, Inc. License number ReSSA-200259 , ' ", 'uV . 'AD ~"A' ''''D M~'" ,-,no ..... ' ."" "v.' . .no L~' . " ...... ,,~. , .,,,,.uv "",,,U >nD""" . ,,,D'''''' ...." ... " . ,~D ... " .....".." ...... .".,,- "'" ...... ."...".' ,"",t,,,,, ,nO,", ....0." .nc,HV_ .... V.......l ORoSSA V....u, 20 RoSSA V......., HI ft.,~~A V....... Hllt<SSA V......, lORtS~iI V...... ,_O/Ul.~Sil V........ l.a R<R.~iI V..,.,,, 2.0RdSiI V......,;;.iORtSSA'V;;.., !.GR,;;;;:;;:\'"".", !.IlR,SSA V"";o,, 10 R,SSA V",i., 1_0 R<SSA V..."., ,.0 R<N.~^ V"".m 1.0R<SSA V'~"m 1.0 It<S.'A Vroom 1.0 RoSSA V,,,,.,,, 1 El R<SSA V"",., ,0 R..,s,\ V",i., ~ OR.'S,\ V"""" 1.1) P,-S",\ \.:",,,,,; n ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Present Date/Time: Tue Mar 29 18:20: 192005 DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAVER Tavailable A Front-end of reinforcement (at face of slope) B Rear-end of reinforcement AB = LI + L2 + L3 = Embedded length of reinforcement Tfe Tavailable = Long-term strength of reinforcement B Tfe = Available front-end strength (e.g., connection to facing) A ~+- L3 -+---~-+ L1 = Front-end 'pullout' length L2 = Rear-end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Ie I Geosynthetic type #1 1.20 7.00 0.00 3.51 3.49 1051.04 1051.04 2 Geosynthetic type #1 3.20 7.00 0.00 6.20 0.80 1051.04 1051.04 3 Geosynthetic type # I -0.80 8.00 0.00 2.72 5.28 1051.04 ]05] .04 4 Geosynthetic type # I -2.]3 9.50 0.00 2.43 7.07 1051.04 1051.04 ---,,----"'"---------~~".._,,- --.. -~-"~--."...~,,~""'~-"------ v........ 1.lIRc.'I$A v....", 11ll!.<<SSA v....'" ,0 RoSSA V.....'" 20 Jl,rSl!.A v...... :0R.ll.'I-A y"".", 1 0 ~,SA v....'" 10 RcSSA V.....""!-O Ik'tSA yct!'.", 1.OR.S,..... V :!-""-"SSA V.,.,..'" 10 !(,oSSA Y=i-", 1 0 !4.~SiI v.....'" 20 ""S."--\ V...,.'" ,.0 11.,';$/\ y"""", 1D Itd$A v""...:<l RdSA v""... '-0 R,SSA \I",.", 10 KdSA v""..., 10 R,~'0\ V"'..., III ,,-,,'SA ,'",...,,::0 RdSA ,'",,,,,:: n Rcsidcnce Inn, Cape Canaveral, FL Page 4 of 6 Copyright @ 2001-2003 ADAMA Engineering, Inc. License number ReSSA-200259 ,~" ~~A t- - ,n.. .... , .n.. .... , . 'n" ~.. , ;t,,, w., , . ,~" .... , . ,"D .... " ,n" """ . ,,,0 .... u .... .n" "'"A" . ,~.. .w, " ,n" .~," ~".. ...,,, . ,~" ...'" ."......., ."....' ",....", "n......' . ,,,,,.., ",...... .""". '" \'.~,.., 1 """~~" V;;"~';';A "....., ~.O ""~~^ V<l'I'....1.0f("SSA v.,.,.~, 1.0 1l...~S,\ v.....", 1."RoS.~'" v.".., 1.0 R.SSA yo....., 1.0 ~~.~SA V..",., 2!J R.~~/\ V.".", :.(11(,%/\ v,,,,,..,, '.Il K,SS,\ V"".", 1.Il K.ss,\ y",,,,,, ,.0 R.SSA \'..,,,,,, 1.0 R..~.q,\ V.";",, 21) R,SSA V,,,,..: GR.SSA V.."." 1 II I<..-'S,\ V",,,,,,, () RoSSA V."."" (lRdSA ,'.".." 2.<> F.S",A \/''''M': n R.S.'/\ V""",, <I ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Canaveral, FL Present Date/Time Tue Mar 29 18:20:202005 CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILlT\' ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.36 Critical Circle: Xc = -3.95[ft], Yc = 14.53[ft], R = 21.52[ft]. (Number of slices used = 57) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.75 Critical Two-Part Wedge: (Xa = 0.00, Ya = 0.00) [ft] (Xb = 4.16, Yb = 0.00) [ft] (Xc = 13.01, Yc = 6.20) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 22.22 [degrees] Three-Part Wedge Stability Analysis Critical Three-Part Wedge: (X2 = 0.00, Y2 = 0.00) [ft] (X-left = 0.00, Y-left=O.OO) [ft] (X-right = 0.00, Y -right = 0.00) [ft] (Xl = 0.00, Y1 = 0.00) [ft] (Number of slices used = 45 ) Interslice resultant force inclination = 0.00 [degrees] REINFORCEMENT LAYOUT: DRAWING SCALE: 0 2 4 6 8 10 [ft] v...,..... ,0 """-'IA V_10 ""''l..~^ v....... 2.0 Il..SSA v........ :.Dll.>.S.~^ v....... HIR<.!(jl.A Vminl, 10R<,~'i^ V_....::OR<.'l.~A V...... HIRe:'!."" V........!O RoSSA V....,.'" 2.0R..S.~A V.,.......1.0R<S.~A V",.", 10 R"SSA V....i.,.,!.O R.>"-~/\ V<I'>;.:..;>'O R,.'l..~,\ V....inn 2.(1 R<S$A \/<1'>;.... 1 (I 11.<.',-,... v..,;.... 10 Ik-'SA V""..m 10 Rr"-'A v""'.., 10R..~SA 1'.,,,,,,:(1 R._<SA v"',,"' 1 MldS" c'"",.." ,,: ~ Residence Inn. Cape Canaveral, FL Page 5 of 6 Copyright @ 2001-2003 ADAMA Engineering, Ine. License number ReSSA-200259 . . 'nD.,'" 'AO ~. " ".., ~..., ..,.. .0'. '"'0.... , ' ,nO ...., . .n" ..... , . On" .....,. . ,,,o..H' ,n" .."'_' .".. .U"_- '0" ..'\,~'~'A" 0""_' .nO .uv . 'nO "." . "'" ""., 'n"'." .n.....' , .. ...., , '" ". ,.' ,~ ,.. v...... :.0 Ro~~A V..."." 0 fl.<<~~A II.....' ~ O!l.o:.~!lA V..,,,.,, O!l.o:SlIA V.".... 2.0 !l.o:SSA v"".., 1.01l:<SSA \'....., :.0 fl.<<SSA V..."", 1.0 RJ:SSA V....., 1 OR.SSA V""... ,.0 R<SSA V"".'" 1.0 R.SS,\ Ii.",,,, 1 ()R,~SA V....", 1.0 R,S~A Ii.".", 10"".~.M V....,,, 10 R..~s,\ II.".., :.0 p."S.'lA V,,,"., ,I) R,SSA V.""" 1.0 H.SS,\ \h:r,.,,, 1 (I J(.~.~A \"Th'.' 1<1 R.SSA V'~"'n ll)R.S~A \'""", ~ 0 -- ReSSA -- Reinforced Slope Stability Analysis Residence Inn, Canaveral, FL Present DateITime: Tue Mar 29 18:20:202005 REINFORCEMENT LAYOUT: TABULATED DATA & QUANTITIES Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, (X, Y ) front ( X, Y ) rear # Type # Designated Name to Toe [ft] [ft] Rc [ft] [ft] 1 1 Geosynthetic type # 1 1.20 7.00 1.00 0.09 1.20 7.09 1.20 2 1 Geosynthetic type #1 3.20 7.00 1.00 0.25 3.20 7.25 3.20 3 1 Geosynthetic type #1 -0.80 8.00 1.00 0.00 -0.80 8.00 -0.80 1 Geosynthetic type #1 -2.13 9.50 1.00 0.00 -2.13 9.50 -2.13 QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] jlength of slope [ft] 1 Geosynthetic type # 1 1.00 31.50 --- --- v"","., :.0 J{,,~~^ \/...,'" ~()Ro.~'1A \'1$..... 1.0lt.JI.'\.A v...... :.ORta:;;'A \/ 1.0R"sSA v...... ,_ORo:.~'lA v....., ~.o R",SSA "''''''''10 R",s..~A II."."... 1.0 11~.',.~A V..,"'" HlRoS.M V"""", :.0 RoSSA v""'''''' 10""~<;A V..".~'" 10 R<SSA V.....'" 10""S.~A II..,,,,,, :.0 R<S$A. \1<1'>'''' 1.(lR<SSA 1I..,."",:n "-<SSA ~'""..", 10R.S.~A \I"",.", 10 g.S_~A Yo,,,,,,: (I ,,-<.'-~A V,,,.'" :') K,S.'" v",.., l' Residence Inn, Cape Canaveral, FL Page 6 of 6 Copyright ~ 2001-2003 ADAMA Engineering, Inc. License number ReSSA-200259 v . 'n"...~" _1n" ~r.'-*-1n" ~~. " . 1nO ..~. \ . ,,", ..vn' ' "'" ...., - ,nO .... " 1nO .... , ' ,.1> ""." ~ ;nO v... ,n" ~V. , ."" ~~. "" .....,,_. 'n~ ....,. 'nO.." ,"........ ,,,,,,,.,,< 'nO.",,, ."".." '1"..' , <t.,., ~- RETAINING WALL SYSTEM II!! I I AlmmD I RETAINING WALL SYSTEMS 1-877-295-5415 www.anchorwall.com Product Description engineered Solutions for an Innovative ~ product BasXgrid@ for Base Course Reinforcement and Soil Stabilization Miraf;'" Construction Products offers geogrids offers high strength at low · Foundation Reinforcement a wide range of geosynthetics for soil strain. 8asXgrid" geogrids are biaxial · Permanent unpaved roads reinforcemsnt applications. These grids that exhibit high tensile strength · Working platform~ on weak sub- materials are cost-effective elements in both longitudinal and transverse soils which improve and enhance modern directions. making them suitable tor · Parking areas construction techniques in a variety base course reinforcement and soil · Secondary reinforcement for soil of civil engineering applications. PRODUCT DESCRIPTION Features include: INSTAlU\TION GUIDELINES BasXgrid" geogrids are woven pOly- · Designed for maximum bearing Prepare the ground by removing ester biaxial geogrids for base course capacity and shear resistance. stumps, boulders, etc. and fill in low reinforcement and subgrade stabiliza- · Efficient and cost-effective cover- spots. Unroll the BasXgrid" geognds tion applications. BasXgrid" geogrids age, 4m wide rolls. directly over the ground to be stabi- are constructed of high tenacity, high · Reinforcement tor all soil types. li7.ed. If more than one roll width is molecular weight polyester to deliVer · A new combination of grid struc- required, overlap rolls. Place the increased passive bearing resistance. tLlre and polymers to create opti. aggregate onto previously installed Coated with a polymer coating, BaSX- mum soil-grid interaction. geogrid. Do not drive on the BasX- grid" geogrids provide optimum inter- · Excellent durability and long-term grid<ID geogridS. Maintain 150mm (6 action in art soil types. performance. in) to 300mm (12 in) cover between truck tires and geosynthetic. Com. · Reduction of the subbase tor pact the aggregate over the FEATURES ANO Sr::NEFITS unpaved and paved roads. BasXgrid" geogrids to the design BasXgrid" geogrids can reduce the thickness and fill any ruts with new required granular base till material and APPLICATIONS aggregate as speCified in the project decreases construction time signifi- BasXgridllt geogrids deliver strength, guidelines. cantly. long-term performance. reliability and 8asXgrid" geogrids are produced in 4- Installation procedures vary according .) meter (13.1 f1) wide rolls allol/>ling for quick installation tor; to the application. Contact your local ease of handEng and efficient installa- · Base reinforcement for paved Mirafi"" Construction Products repre- tian. For structures with dynamic roads sentatlve for detailed instructions. short-term loadings, BasXgrid/t · Construction haUl roads BasXgrid" eElsXgrld~' geogrids for base reinforcemsnt S~ Te.n CalC Nic(llon Technical Data product BasXgrid~ for Base Course Reinforcement and Soil Stabilization BasXgrid@ Technical Data MD: Machin9 DtrecrJon, co; Cros.$-M$cl)ine Direction Mechanical Properties Test Method Units BasXgridlt 11 BasXgrid'" 12 MO co MO co Ten4i1e Strength (at ultimate) ASTM D 6637 kN/m (Ibsl fl) 29,2 (2000) 29,2 (2000) 29,2 {200Q} 58.4 (4000) Tensile Strength (at 1 % strain) ASTM 0 6637 kNlm (Ibsl fl) 4.3 (300) 4.3 (300) 4.3 (300) 6.6 (450) Tensile Strength (at 2% strain) ASTM 0 6637 kN/m (Ibsl ft) 7.3 (500) 7.3 (500) 7.3 (500) 10.9 (750) Tensile Strength (at 5% strain) ASTM 0 6637 kN/m (Ibsl It) 13.4 (920) 13.4 (920) 13.4 (920) 19.7 (1350) Tensile Modulus (at 1% strain) ASTM D 6637 kN/m (Ibs/11) 437{aOOOO) 437 (30000) 437 (30000) 656 (45000) UV Resistance (at 500 hours) ASTM 0 4355 % strength 70 70 retained Aperture size (normal) mm (inches) 25.4 (1.0) 25.4 (1.0) 25.4 (1.0) 25.4 (1.0) Physical Properties Units BasXgrida 11 BasXgrid4l' 12 Roll Width m eft} 4 (13.1) 4(13.1} Roll Length m (fl) 50 (164) 50 (164) Est. Gross Weight kg (Ibs) 81 (180) 94.5 (210) Roll Area m2 (yd2) 200 (239) 200 (239) .) Typical Base Reinforcement Cross Sections subgrade ~ Conditions: CBR < :3 Conditions: CBR > 3 Conditions: caR >:3 6,," Course Thickness,. 250mm(1 0.) ease Course Thickne!!l > 250mm(1 0'1 Base Course Thickness <:lSOmm(10.) www.mirafi.com n:CftHlCAl CERVICES WAlItAtlTV CO""DRATE DFFleE Co",Il'CIe IOCllnlCtI nuiall'll\clIllS e>'ll~IlI>It' h Cll\1 Til'1 Cal~ T.", C:llU N":nIM ","""nl'. '~I In", prWlll:1 ;n'!l! It ~n~ ",~I con. ~A.'\ (;l'llr.h I-lnllMl1 nflV<!' . 1""""'9'"'''"'' C-A ~~7 Nl<;o'I1" FM It> 3~.3 ffpr'!lMnt,tlVIiI3. geMce ;n~ilJClS e~.I.. lotfn :tJ thf~ t.fJf~:iflC:lfftrn:: (11lh:r.",.., n in!.,,; JlI~f(tIl.l"". ~", ~r",. !.~~e; i9S.QSOS 'liOC) tl9~.~22t' . F~. (rIJl"ij r,qJ'~^OO :;n;" r.fvrit13 cfll':"'!ln .,"" ,'PflrJ~~~'l:1r $I~!l~~ !\; w<!I ~, Inlloel rn~'Jon on 'i,T'lIlMjOr')~ hlllli!1 w.utilnfy, I:wu.,d TI':f\ {.,'f~ "~QI of ~l~n':IOI\ "IlCnlo.1. S~ Tm ('..,to Nicolon [I ,,,d'.M&.~.,\1 (i:J CONSTRUCTION SPECIFICATIONS Residence Inn, Cape Canaveral, Brevard County, Florida March 30, 2005 PCl Project No. 5035 CONSTRUCTION SPECIFICA TIONS THE CONTRACTOR INSTALLING THIS WALL MUST BE AN APPROVED / CERTIFIED ANCHOR WALL CONTRACTOR. SITE SHALL BE PREPARED IN ACCORDAMCE WITH THE GEOTECHNICAL REPORT BY UNIVERSAL ENGINEERING SCIENCES (DATED 10/12/04 WITH ADDENDUM # 4 DATED 2/9105). ADDITIONAL SUBSURFACE IMPROVEMENT RECOMMENDATIONS TO BE SUBMITTED NEXT WEEK. GEOGRID SOIL REINFORCEMENT SHALL BE SYNTEEN SF X 35, AS MANUFACTURED BY SYNTEEN TECHNOLOGIES, INC GEOGRID SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS PRINTED INSTRUCTIONS. CONCRETE MASONRY UNITS SHALL BE ANCHOR WALL SYSTEM UNITS AS MANUFACTURED BY ANCHOR BLOCK OF FLORIDA, INC. UNITS TO BE DIAMOND-PRO. ANCHOR WALL UNITS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS PRINTED INSTRUCTIONS. ALL CONSTRUCTION PROCEDURES SHALL MEET THE REQUIREMENTS OF OSHA AND OTHER LOCAL, STATE AND FEDERAL AGENCIES, TO PROTECT PERSONNEL AND EXISTING STRUCTURES. FOUNDATION: ALL UNSUITABLE MATERIAL SUCH AS MUCK SHALL BE REMOVED FROM UNDERNEATH AS REQUIRED. BOTTOM OF FOUNDATION SURFACE AND STRUCTURAL FILL SHALL BE COMPACTED TO 95% OF THE MODIFIED PROCTOR, MAXIMUM DRY DENSITY (ASTM D-1557). FOUNDATION SOIL SHALL BE PREPARED TO MEET OR EXCEED ALLOWABLE BEARING CAPACITY OF 2000 PSF. FOUNDATION AREA SHALL BE DEW ATERED PRIOR TO FOUNDATION CONSTRUCTION. DRAINAGE FILL: DRAINAGE FILL SHALL BE FREE DRAINING CRUSHED STONE, 3/8" TO 3/4." IT SHALL MEET THE AASHTO #57 OR #67 STONE FILTER FABRIC: FILTER FABRIC SHALL BE 8 OZ. NON-WOVEN GEOTEXTILE. PROVIDE 12 INCH LAP @ VERTICAL JOINTS AND 2 INCH TURNING @ EACH LAYER OF GEOGRID. BACKFILL MATERIAL: BACKFILL MATERIAL SHALL BE CLEAN FREE DRAINING SAND WITH 10% OR LESS FINES. SAND FRICTION ANGLE TO BE 30 DEGREES MINIMUM. ANCHOR WALL UNIT INSTALLATION: INSURE THAT UNITS ARE IN FULL CONTACT WITH BASE. FILL ALL VOIDS AT UNITS WITH DRAINAGE FILL MATERIAL. TEMP FILL. SWEEP ALL EXCESS MATERIAL FROM TOP OF UNITS AND INSTALL NEXT COURSE. INSURE THAT EACH COURSE IS COMPLETELY FILLED WITH CRUSHED STONE. PULL THE UNITS FORWARD UNTIL THE LOCATING SURFACE OF THE UNIT CONTACTS THE LOCATING SURF ACE OF THE UNITS IN THE PRECEDING COURSE. PULL THE UNIT FORWARD AS FAR AS POSSIBLE. GEOGRID INST ALLA TION: THE GEOGRID SOIL REINFORCEMENT SHALL BE LAID HORIZONT ALLY ON TOP OF THE ANCHOR WALL UNIT AND HORIZONT ALL YON COMPACTED BACK FILL. PULL TAUT AND ANCHOR BEFORE BACKFILL IS PLACED ON THE GEOGRID. CORRECT ORIENTATION (ROLL DIRECTION) OF THE GEOGRID SHALL BE VERIFIED BY THE CONTRACTOR. FILL PLACEMENT: BACKFILL MATERIAL SHALL BE PLACED IN 12 INCH LIFTS AND COMPACTED TO 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D - 1557). VIBRATORY PLATE COMPACTOR SUCH AS "BPU 3345 A" BY WACKER CORPORATION CAN BE USED. TESTING METHODS AND FREQUENCY, VERIFICATIONS OF MATERIAL SPECIFICATIONS AND COMPACTION SHALL BE THE RESPONSIBILITY OF THE OWNER. FILTER FABRIC SHALL BE PLACED BETWEEN CRUSHED STONE AND SAND. ONLY HAND OPERATED COMPACTION EQUIPMENT SHALL BE ALLOWED WITHIN 5 FEET OF THE BACK SURFACE OF THE ANCHOR UNITS. HEAVY CONSTRUCTION EQUIPMENT SHALL NOT BE ALLOWED WITmN THIS DISTANCE. BACKFILL SHALL BE PLACED FROM THE WALL REARWARD INTO THE EMBANKMENT TO INSURE THAT THE GEOGRID REMAINS TAUT. TRACK MOUNTED CONSTRUCTION EQUIPMENT SHALL NOT BE OPERA TED DIRECTLY ON THE GEOGRID. A MINIMUM BACKFILL THICKNESS OF 6 INCHES IS REQUIRED PRIOR TO OPERATION OF TRACK MOUNTED VEHICLES OVER THE GEOGRID. TURNING OF TRACK MOUNTED VEHICLES SHOULD BE KEPT TO A MINIMUM TO PREVENT TRACKS FROM DISPLACING THE FILL AND DAMAGING THE GEOGRID. RUBBER TIRED EQUIPMENT MAY PASS OVER THE GEOGRID AT SLOW SPEED, LESS THAN 10 MPH. SUDDEN BRAKING AND SHARP TURNING SHALL BE AVOIDED. CAP UNIT: DIAMOND-PRO CAPS TO BE ATTACHED WITH ADHESIVE. CONSTRUCTION TOLERANCES: VERTICAL CONTROL: i: 1.25 INCHES OVER A 10 FOOT DISTANCE HORIZONTAL LOCATION CONTROL: STRAIGHT LINES: i: 1.25 INCHES OVER A 10-FOOT DISTANCE STRAIGHT AND RADIUS CORNER LOCATION: i: 1.0 FOOT CURVES AND SERPENTINE RADIUS: i: 2.0 FOOT ROTATION: FROM ESTABLISHED PLAN WALL BATTER: 2.0 DEGREES MAXIMUM, i: 10 % FROM TOTAL ESTABLISHED HORIZONTAL SETBACK BULGING: 1.25 INCH OVER A 10 FOOT DISTANCE TREE PLANTING: CONTACT ACP PRIOR TO PLANTING ANY LANDSCAPING ADJACENT TO WALL, TO A VOID DAMAGE TO THE GEOGRID. WALL LAYOUT: GENERAL CONTRACTOR TO LAYOUT WALL PRIOR TO ACP CONSTRUCTION START. FILTER FABRIC ~ ~ ~ TCMirafi TECHNICAL DATA SHEET , Mirafi 140NL Mirafi 140NL is a nonwoven geotextile composed of polypropylene fibers, which are formed into a stable network such tWit the fibers retain their relative position. 140NL is inert to biological degradation and resists naturally encountered chemicals, alkalis, and acids. Mechanical Properties Test Method . Unit Minimum Average Roll Value MD CD Grab Tensile Strength ASTM D 4632 kN (lbs) 0.4 (90) 0.4 (90) ! Grab Tensile Elongation ASTM D 4632 % 50 50 Trapezoid Tear Strength ASTM D 4533 kN (lbs) 0.16 (35) 0.16 (35) Mullen Burst Strength ASTI4 D 3786 kPa (Psi) 1309 (190) Puncture Strength ASTM D 4833 kN (lbs) 0.24 (55) Apparent Opening Size (AOS) ASTM; D 4751 mm 0.212 (U.S. Sieve) (70) Permittivity ASTM D 4491 sec.\ 2.0 Permeability ASTM D 4491 em/see 0.29 Flow Rate ASTM D 4491 Vminlm2 6111 (gallminlft2) (150) UV Resistance (at 500 hours) ASTM D 4355 % strength 70 " retained .. - Physical Properties Test Method Unit Typical Value Weight ASTMD 5261 g/m2 (oz/yd2) 129 (3.8) Thickness . ASTMD5199 mm (mils) 1.3 (50) Roll Dimensions - m 3.8 x 110 4.5 x 110 (length x width) (ft) (12.5 x 360) (15 x 360) Roll Area - m2 (yd2) 418 (500) 502 (600) Estimated Roll Weight - kg (lb) 60 (133) 70 (160) DISCLAIMER: TC Mirafi warrants our products to be free from defects in material and workmanship when delivered to TC Mirafi' s customers and that our products meet our published specifications. Contact your local TC Mirafi Representative for detailed product specification and warranty information. t4ONLOOC AMelon: 2 Cere: ./en. 1. 1999 , SYNTEEN SF 35 AP~-ce-oo F~ 1 14: U 1 ::;YNTt.t.N HGHNULUli 1 t.::; r Hl\ NU. I ~Uj 'l I 0 Oj'l'l r. UC:: SYMPAFORCE 35 x 30 - 25 (SF 35) SOIL REINFORCEMENT GEOGRID SF 35 x 30 - 2S is composed of high molecular weight, high tenacity multi.tllament polyester yarns that are woven into a stable network placed under tension. The high strength polyester yarns are coated with a PVC material. Sympaforce Geogrids are inert to biological degradation and are resistant to naturally encountered chemicals, alkalis and acids. Sympaforce Geogrids are typically used for soil reinforcement applications such as retaining walls, steepened slopes, embankments, sub-grade stabiJization, embankments over soft soils and waste containment applications. ~~I1II=~;~~~,0;S~~~o~~~;;o~t0W::s;,~i~~I~;"~;!; Ultimate Strength ASTM D 4595 2627 Tensile Strength - 5% Strain ASTM D 4595 698 Creep Reduced ASTM D 5262 1655 T All bI T'1 NCMA 97 1308 al:::; owa e enSl e Strength (Long term design Strength ) Global Factor of Safety NCMA 97 872 NCMA 1.50 Aperture Size Measured 0.84 x 0.79 (ins) RF Ct 1.59 RF Durability PH 3 . 9 1.10 '.maUati" Damage RF Type 3 Soil1.1S Coiffiecient of iI'lteract.ion Ci .070 Cds 0.75 April 2000 SYNTEEN TECHNOLOGIES ,He Warranty: Synteen T eohnologies warrants our products to be free from defects in materiai and workmanship When delivered to our customers and that oor products meet our pldistJed specifications. ff a product is , found to be defective. and our customer gives notice to Syntaen Technologies before installing the product, Synteen Technologies Will replace the product without charge to our customer or refund the pUrchase plica at Synteen . Technologies election. Replacjng the prodUct or obtaining a refund are the buyers sole remedt for a breach and Synteeo Technologies will not be liable for any oonsequential damage attlibUted to a defective prodJct. This warranty is given in Ii<<! of all other warranties, express or ilTplied, incfucing tht inl'lied warranty of mtlthantabili1y or fitness for. particular pIJt'pOSe. There are no warranti&$ whioh extend beyond the description provided herein.