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Home My WebLink AboutB06-0280 Rev. # 7TOWN OF VAIL DE1-. - ATMENT OF COMMUNITY DEVELOPI „..sNT 75 S. FRONTAGE ROAD VAIL, CO 81657 970 - 479 -2138 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES NEW MULTI -FAM BUILD PERM Job Address: 442 S FRONTAGE RD WEST VAIL Location.....: APOLLO PARK Parcel No...: 210108246023 Legal Description: I I ` S 6� _ (j 6 c( 'i Project No.: Permit # B06 -0280 Status ... . Applied .. Issued . . . Expires. .: �” 1� ISSUED 09/14/2006 09/21/2007 07/25/2007 OWNER BYRNE, RON 09/14/2006 285 BRIDGE ST VAIL CO 81657 APPLICANT BYRNE, RON 09/14/2006 285 BRIDGE ST VAIL CO 81657 ENGINEER MONROE- NEWELL ENGINEERS INC.09 /14/2006 Phone: 970 - 949 -7768 PO BOX 1597 AVON CO 81620 License: C000002150 CONTRACTOR R.A. NELSON 02/14/2007 ARCHITECT RESORT DESIGN ASSOCIATION 09/14/2006 Phone: 970 - 949 -0899 PO BOX 6836 AVON CO 81620 License: C000002149 Desciption: Town of Vail Adjusted Valuation: MOUNTAIN VIEW RESIDENCES -NEW CONSTRUCTION OF A MULTILEVEL CONDO/ GARAGE. Revision Valuation: Occupancy Type Factor Sq Feet Valuation RESIDENTIAL/MULTFAM( ZONE 3 IIB 150.64 63,082 $9,502,672.48 STORAGE/LOW HAZ(S2) ZONE 3 IIB 98.55 48,037 $4,734,046.35 Totals... 63,082$34,800,000.00* 4,800,000.00 Fireplace Information: Restricted: Y # of Gas Appliances: 0 # of Gas Logs: 0 # of Wood Pellet: 0 e***+►*** t* r***+*+***►* tst+***+** * * *� *► *x * +t * * * * * * *•x *r► * * * * * * +* FEE SUMMARY t******++*+*********•* s*+* * *s *r * *r * *s * * * + * * * * * *rr *t * * * * *+ Building ------ > 128, 978.75 Restuarant Plan Review - -> $0.00 Total Calculated Fees --- > 275, 899.94 Plan Check --- > $83,836.19 Recreation Fee--------- - - - - -> $63,082.00 Additional Fees------ - - - - -> $300. 0 0 Investigation -> $0.00 TOTAL FEES ------------- > 275,899.94 Total Permit Fee — -------- > 276,199.94 Will Call - - - - -> $3 . 00 Payments ------------------- > 276, 199.94 BALANCE DUE --------- > $0.00 ■**** �►* �* x*** �+ �* r* t* �** v* �* +:s *� * * *► * * * ++ + * *� * * *� *� * + * * * ** apt*►****** �* r* �**** �* �x«**+********** �* a�* �+* av* trvt* *. * * *■�+r♦ *t *trr� *rs■ * * *r�� *��* Approvals: Item: 05100 BUILDING DEPARTMENT 12/05/2006 jplano Action: DN COMMENT LETTElu aENT 10/16/06 01/15/2007 jplano Action: AP Full Building Permit 03/29/2007 jplano Action: AP IR:3411; Staging plan stamped by TOV dated 03/14/2007. Additional $120 due for 2 hours plan review. 04/09/2007 JPLANO Action: PA Rev.4- IR #3621- Shop drawings submittal 1 Additional $0 04/30/2007 jplano Action: AP Approved Rev 3 and Rev 5, eliminated firep. new entry details, revise flat roof detail, supplied boulder wall details, 2 hours of review due $120.00 09/17/2007 ependley Action: AP Rev7 /IR5466. Change in shoring approved. N( valuation. Added plan review fee of $60.00 due Obtained Verbal Approval From Public Works to release the shoring changes Item: 05400 PLANNING DEPARTMENT 01/05/2007 George Action: AP 03/21/2007 George Action: PA This is a partial approval for a Construct: Staging Plan and Trafic Control Plan, dated March 14, 2007 Item: 05600 FIRE DEPARTMENT 10/03/2006 mvaughan Action: DN Plans need to reflect the following: 1. Show ownership of fire staging 2. Record staging plat with county 3. Show signage plan 4. Show access to 2 fire hydrants /confirm adequate flow. 5.FDC at garage not shown. 6. FACP location not indicated. 7. FD access to top deck of parking deck not clear. 8. Pedestrian egress from parking garage to public way not clear. 9. show parking plan FA l.la illegible, not approved. FA l.lb standpipe to be located inside stairway. fp1.2b show firefighter access to facp. 12/27/2006 McGee Action: PA I have completed the review of the resubmit fire department issues. The results are as follows: 1. C 3.1 The 4o cross slope at the fire dept staging area is a concern. Fireflow requirements for the project requires two pumpers. Access to a second hydrant and staging are i clear. 2. A 0.1 The trash room is not readily accessible nor is there a fire hose valve reasonable proximity. 3. L 1 & L 2 The fire department connections and fire hydrants are not shown. The landscape plan indicates the fire department connections and hire hydrants will be obstruct( 4. FP 1.2B & A 3.2 B need to be coordinated. Fire hose valves are to be sixty incJ finished floor, not six feet. 5. A 2.1B does not ind_ Ate the exit door trom the ga .Age. The concern is clearen( garage exhaust tan is shown over the top of the fire command room. Adequate tire : hour) is required if this configuration exists or remains. 6. A 3.3B Gas meters are shown on the south side of the garage on this sheet only NOTE: The gas meter locations are not consistent. Gas and electrical meters must 1 protected trom snow and ice accumulation. Resubmit gas meter locations on a plan approved b, Energy. Provide elevations and site plan. 7. A 4.2 b Show roof access. 8. A 7.2 Provide tire rating on ployisocynatic insulation and method of attachment Provide flame spread and flash point data if using mastic. 9. M 2.6 Show access past fans on roof. Refer 10. E Series The tire alarm devices and locations on the electrical plans are rejf to FA series plans. 11. Provide stamped fire protection and fire alarm plans. 12. Provide specifications on gas log sets with make and model number to prove cot with firebox manufacturers specifications and UL listings. 13.. FDC's in planter to not conform with FP plans or specifications. End 12/26/06 Item: 05500 PUBLIC WORKS 01/05/2007 CSalli Action: AP Sheet M -1: separate heat zones for heated i ROW Sheet L -1: Relocate proposed trees out of ROW and onto private property Sheet L -2: Remove note calling out proposed stone veneer retaining wall just west proposed driveway Item: 05550 ENGINEERING CIVILS See page 2 of this Document for any conditions that may apply to this permit. DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY -FOUR HOURS IN ADVANCE BY TELEPHONE AT 479 -2149 OR AT OUR OFFICE FROM 8:00 AM - 4 PM. TURE OF OWNER OR OWNER PAGE 2 ************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CONDITIONS Permit # B06 -0280 as of 09 -21 -2007 Status: ISSUED ************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Type: NEW MULTI -FAM BUILD PERM Applied: 09/14/2006 Applicant: BYRNE, RON Issued: 09/21/2007 To Expire: 07/25/2007 Job Address: 442 S FRONTAGE RD WEST VAIL Location: APOLLO PARK Parcel No: 210108246023 Description: MOUNTAIN VIEW RESIDENCES -NEW CONSTRUCTION OF A MULTILEVEL CONDO/ GARAGE. ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Conditions:*************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOWN OF VAIL, COLORADO Statement Statement Number: R070001946 Amount: $4,878.00 09/21/200704:44 PM Payment Method: Check Init: LT Notation: Lunar Vail / ck #3128 ----------------------------------------------------------------------- - - - - -- Permit No: B06 -0280 Type: NEW MULTI -FAM BUILD PERM Parcel No: 2101 - 082 - 4602 -3 Site Address: 442 S FRONTAGE RD WEST VAIL Location: APOLLO PARK Total Fees: 276,199.94 This Payment: $4,878.00 Total ALL Pmts: 276,199.94 Balance: $0.00 ************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ACCOUNT ITEM LIST: Account Code Description Current Pmts -------------- - - - - -- ------------------------ - - - - -- ------ - - - - -- BP 00100003111100 BUILDING PERMIT FEES 2,920.00 PF 0010000311_310 PLAN CHECK FEES 1,898.00 PF 00100003112300, PLAN CK - project GFP012 60.00 LICATION WILL NOT BE ACCERZED IF INCOMPLETE OR UNSIGNED Building Permit # 06 TO O REVISION TO TOWN OF VAIL BUILDING PERMIT Separate Permits are required for electrical, plumbing, mechanical, etc.! 75 S. Frontage Rd. Vail, Colorado 81657 ** *All Revision submittals must include the Field Set of approved plans. 6tcr�s ev;ti will be preformed until the revisions are approved. CEP 1..1 2001 CONTRACTOR INFORMATION General Contractor: Town of Vail Reg. No.: I Contact and Phon AIL ATTENTION: JOE, JR, C IE, GREG, CHRIS Contractor Signature: ... . I wT10%un r'r%n M1111 r\IK[fl- DCDMIT 11 nhnr R Materials) %ovivlr•LCIG r%L;Vi w�r�7 REVIS AMOUNT: $ �, C `C ,Ctic, �v�+wr�wow v.. vv.�.�•• --- - ELECTRI $ — 1 - - - -•- -- OTHER: $ PLUMBING: $ MECHANICAL: $ REVISED TOTAL: $ w ______ -- ^sr_ s n17n 1 100 - IZA/I nr vicif unnnw/ P.A(7/P.- countv.com rorrdreeI it c.vnulEi c ^ a ►c vvu„a r.��`��... -• •- -- -- - - DO 61 Job Name: dv V V�.�.. VA.�L � Job Address: AD A (_ 4> S6 t hS Legal Description Lot: [ Block: Filing: Subdivision: -Tz, wok VAz1_ Owners Name:L aQ �/� Address: CBS (S�b c t_ 5T t/4a—L,ro Phone: 4�- Architect/Designer: Rtsd fl Engineer: /�I,,P, L4X. Cc.[. Address: 30 w. -jc'w- �„a+ca�c STS �10 A�A--, z Address: 6�.�c� 8 R• S'1 G.t�Y c o Phone: Phone: �.b REASON FOR REVISIONS: C t� ; ,✓ -� p�2 �42� S lf�z�'v4 1�5�4 Work Class: New k� Addition ( ) Remodel ( ) Repair ( ) Demo ( ) Other ( ) Work Type: Interior ( ) Exterior ( ) Both} Does an EHU exist at this location: Yes( ) No Type of Bldg.: Single- family ( ) Two - family ( ) Multi- family X) Commercial (te Restaurant ( ) Other ( ) No. of Existing Dwelling Units in this building: No. of Accommodation Units in this building: No/Type of Fireplaces Existing: Gas Appliances Gas Los Wood /Pellet Wood Burnin No/T e of Fire laces Proposed: Gas Appliances Gas Los Wood /Pellet Wood Burning NOT ALLOWED Does a Fire Alarm Exist: Yes( ) No( ) Does a Fire Sprin kler System Exist: Yes( } No ( ) *****FOR OFFICE US ONLY***** F: \cdev\ FORMS\ Permits\ Building\ building_revision_4- 18- 2007.doc Page 1 of 1 4/18/2007 d builtinc. Building Department Services September 17, 2007 Charlie Davis Chief Building Official, Town of Vail 75 South Frontage Road Vail, CO 81657 RE: PROJECT: PERMIT NUMBER: REVISION NUMBER: INTERNAL REF #: ADDRESS: Dear Mr. Davis: Change in Shoring B06 -0280 7 5466 442 S. Frontage Rd SAFEbuilt Colorado has reviewed only for their conformance to the provisions of the 2003 International Building Code as adopted by the Town of Vail. SAFEbuilt Colorado finds the documents submitted to be complete for construction. Plans: Structural Design Calcs, 4 pages of plans on shoring design Plan review fee: $60.00 No additional square footage- No added valuation Sincerely, Matthew Royer Building Official SAFEbuilt Colorado P.O. Box 1618 Eagle, CO 81631 -1618 (970)328 -1790 (877)428 -6412 matt.royerkSAFEbuilt. com Page 1 of I SAFEbuilt Colorado Eagle Office ✓ P.O. Box 1618 ✓ 1286 Chambers Avenue, Unit 101 ✓ Eagle, Colorado 81631 Phone: (970)328 -1790 ✓ Toll Free: (877) 428 -6412 ✓ Fax: (970) 328 -1791 ✓ C:\ Users\ ependley .CIA3 \AppData \Local\Microsoft \Windows \Temporary Internet Files\ Content. IE5\ 99T3228T \tov- b06- 0280.rev7_FAL[ 1 ].doc COGGI NS & SO ►; TO T'ri - fm rrf Van OE &:4i6 Vwx a Caisson Drilling, Excavation Shoring, Tieback Anchors STRUCTURAL DESIGN CALCULATIONS EARTH RETENTION for PROJECT NO. - MOUNTAIN VIEW RESIDENCES ON GORE CREEK Prepared for CLIENT: R. A. NELSON ADDRESS: 51 EAGLE ROAD #2 CITY: AVON STATE: CO 81620 TEL: 970-949-5152 FAX: 970-949-4379 p RE AY De Prepared By: JOHN H. HART, P.E. COGGINS & SONS, INC. DATE: SEPTEMBER 5, 2007 9512 Titan Park Circle • Littleton, Colorado 80125 • (303) 791 -9911 • FAX (303) 791 -0967 COGGI NS & SO E- Caisson Drilling, Excavation Shoring, Tieback Anchors STRUCTURAL DESIGN CALCULATIONS SUBMITTAL INDEX for PROJECT NO. - PROJECT: MOUNTAIN VIEW RESIDENCES ON GORE CREEK ITEM NO. I DESCRIPTION I PAGES 1 SUMMARY OF SOIL DESIGN DATA AND EARTH PRESSURE 30 FT HEIGHT S1.0-S1.1 2 EXISTING SUGAR BUILDING SURCHARGE S1.1 3 "LPILE 5.0" ANALYSIS OF CANTILEVER DRILLED SHAFT 30' -0" HEIGHT EXPOSED - 25' -0" EMBEDMENT S2.0-S2.12 4 STRUCTUAL CALCULATIONS OF REINFORCMENT STEEL 30' -0" HEIGHT EXPOSED - 25' -0" EMBEDMENT S3.0-S3.1 5 "LPILE 5.0" ANALYSIS OF CANTILEVER DRILLED SHAFT 34' -0" HEIGHT EXPOSED - 26' -0" EMBEDMENT S4.0-S4.12 6 STRUCTUAL CALCULATIONS OF REINFORCMENT STEEL 34' -0" HEIGHT EXPOSED - 26' -0" EMBEDMENT S5.0-S5.2 7 SHOTCRETE FACING S6.0 APPENDIX "A ", REFERENCE MATERIAL AND CODES 9512 Titan Park Circle • Littleton, Colorado 80125 • (303) 791 -9911 • FAX (303) 791 -0967 COGGINS & SON Name T, 14- PH. (3031791 -9911 FAX(303)797-0967 PROJECT: CAISSON DRILLING EARTH RETENTION TIE BACK ANCHORS SUBJECT: u C;l e <> 4 � HP It t 0 f o;z" - 7 D ATt4 , 9'� 14- Git 0 WM 1 3 [-10 � 5 4 600 8 1 S ° t ,5 6. " 1 C., 51.0 PROJECT NO.: DATE: '15 1 - a- -- I I . x A (? e-r G S JAY L5 V ;4 H ko- el 0 f . I V/ Irstn TC? (OGGINS & SONS, /� Name J H A — PH. (303)791 -9911 FAX(303)791 -0967 vLt LL ,. CAISSON DRILLING PROJECT: EARTH RETENTION z �� r � TIE RACKANCHORS SUBJECT: - 1 c- ' _ -, o tA PROJECT NO.: ` DATE: f f -1 °� 2 Jo F 51 � to V-- F Computed by LPILE Plus for Windows, Ver. 5.0, (c) 2002 byENSOFT, Inc. -0.1 O NEW v nor.-O O 4 s CL }' N d � It r CO r O r O N N N N Lateral Deflection (in) 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 r I I I I I I I I I lv 30 H - 6 FT S PA C IN G v 30 H - 6 FT SPACING �r M r N r r r i-. O � O v C O V O � O d O d K 0 0 v 0 M O N O 1 7 O O L 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Pile Length (in) rte. N It J E] O E s CL 4) 0 00 N N N ICT N Unfactored Bending Moment (in -kips) 0 2000 4000 6000 8000 1E4 1.2E4 1.4E4 I I I I I 1 Iv 30H - 6 FT SPACING A Mmirl- N <r7 00 O r E L d � It r r r O N N N It N Shear Force (kips) -120 -100 -80 -60 -40 -20 0 20 40 60 80 v 30 H - 6 FT SPACING N C y Y W N N d C CO) C d IM w 00 w CR ri 00 W Cl) 00 W v V) 00 W N Cl) 00 W M 00 .1J N 00 L N 00 L :V 00 L N :V 00 L N p L b r L D r b L 7 r b L V r b L L U 0 U u V v Thrust = 30 kips 2000 4000 6000 8000 1E4 1.2E4 1.4E4 1.6E4 Bending Moment (in -kips) 30HEIGHTSCI3- #11.lpo LPILE Plus for Windows, version 5.0 (5.0.1) Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading using the p -y Method (c) Copyright ENSOFT, Inc., 1985 -2004 All Rights Reserved This program is licensed to: JOHN H. HART COGGINS Path to file locations: C: \Documents and Settings \COGGINS AND SONS \My Documents \2007JOBS \MOUNTAINVIEW\ Name of input data file: 30HEIGHTSCI3- #11.lpd Name of output file: 30HEIGHTSCI3- #11.lpo Name of plot output file: 30HEIGHTSCI3- #11.lpp Name of runtime file: 30HEIGHTSCI3- #11.lpr ------------------------------------------------------------------------------ Time and Date of Analysis ------------------------------------------------------------------------ - - - - -- Date: September 5, 2007 Time: 13:50:56 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------ - - - - -- MOUNTAIN VIEW - 30 HT ------------------------------------------------------------------------------ Program Options ------------------------------------------------------------------------------ Units used in Computations - US Customary Units, inches, pounds Basic Program Options: Analysis Type 3: - Computation of Nonlinear Bending stiffness and ultimate Bending Moment Capacity with Pile Response Computed Using Nonlinear EI Computation Options: - only internally - generated p -y curves used in analysis - Analysis does not use p -y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis includes automatic computation of pile -top deflection vs. pile embedment length - No computation of foundation stiffness matrix elements - output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p -y curves to be computed at user - specified depths Page 1 Solution Control Parameters: 30HEIGHTSCI3- #11.lpo - Number of pile increments = 50 - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1.0000E -05 in - Maximum allowable deflection = 1.0000E +02 in Printing Options: - values of pile -head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (spacing of output points) = 1 ------------------------------------------------------------------------------ Pile structural Properties and Geometry ------------------------------------------------------------------------ - - - - -- Pile Length = 300.00 in Depth of ground surface below top of pile = .00 in slope angle of ground surface = .00 deg. structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in * *4 Sq.in lbs /Sq.in - - - -- --- - - - - -- 1 0.0000 ----- - - - - -- 36.000 ---- - - - - -- 82448.0000 ---- - - - - -- 1018.0000 ----- - - - - -- 3604997.000 2 300.0000 36.000 82448.0000 1018.0000 3604997.000 Please note that because this analysis makes computations of ultimate moment capacity and pile response using nonlinear bending stiffness that the above values of moment of inertia and modulus of are not used for any computations other than total stress due to combined axial loading and bending. ------------------------------------------------------------------------------ Soil and Rock Layering Information ------------------------------------------------------------------------ - - - - -- The soil profile is modelled using 2 layers Layer 1 is sand, p -y criteria by API RP -2A, 1987 Distance from top of pile to top of layer = .000 in Distance from top of ppile to bottom of layer = 144.000 in p -y subgrade modulus k for top of soil layer = 300.000 lbs /in * *3 p -y subgrade modulus k for bottom of layer = 300.000 lbs /in * *3 Layer 2 is sand, p -y criteria by API RP -2A, 1987 Distance from top of pile to top of layer = 144.000 in Distance from top of ppile to bottom of layer = 300.000 in p -y subgrade modulus k for top of soil layer = 150.000 lbs /in * *3 p -y subgrade modulus k for bottom of layer = 150.000 lbs /in * *3 (Depth of lowest layer extends .00 in below pile tip) ------------------------------------------------------------------------------ Effective unit weight of Soil vs. Depth ------------------------------------------------------------------------ - - - - -- Distribution of effective unit weight of soil with depth Page 2 30HEIGHTSCI3- #11.lpo is defined using 4 points Point Depth x Eff. unit weight No. in lbs /in * *3 - - - -- ---- - - - - -- ---------------- 1 .00 .07200 2 144.00 .07200 3 144.00 .07200 4 300.00 .07200 ------------------------------------------------------------------------------ Shear Strength of Soils ------------------------------------------------------------------------ - - - - -- Distribution of shear strength parameters with depth defined using 4 points Point Depth x Cohesion c Angle of Friction E50 or RQD No. in lbs /in * *2 Deg. k_rm % - - - -- 1 -- - - - - -- .000 ---- - - - - -- .00000 ------------ - - - - -- - - - - -- - - - - -- 38.00 - - - - -- - - - - -- 2 144.000 .00000 38.00 - - - - -- - - - - -- 3 144.000 .00000 30.00 - - - - -- - - - - -- 4 300.000 .00000 30.00 - - - - -- - - - - -- Notes: (1) Cohesion = uniaxial compressive strength for rock materials. (2) values of E50 are reported for clay strata. (3) Default values will be generated for E50 when input values are 0. (4) RQD and k_rm are reported only for weak rock strata. ------------------------------------------------------------------------------ Loading Type ------------------------------------------------------------------------ - - - - -- Static loading criteria was used for computation of p -y curves ------------------------------------------------------------------------------ Pile -head Loading and Pile -head Fixity Conditions ------------------------------------------------------------------------ - - - - -- Number of loads specified = 1 Load Case Number 1 Pile -head boundary conditions are Shear and Moment (BC Type 1) Shear force at pile head = 81000.000 lbs Bending moment at pile head = 9720000.000 in -lbs Axial load at pile head = 30000.000 lbs Non -zero moment at pile head for this load case indicates the pile -head may rotate under the applied pile -head loading, but is not a free -head (zero moment) condition. Page 3 30HEIGHTSCI3- #11.lpo ------------------------------------------------------------------------------ Computations of ultimate Moment Capacity and Nonlinear Bending Stiffness ------------------------------------------------------------------------ - - - - -- Number of pile sections = 1 Pile Section No. 1 The sectional shape is a circular drilled shaft (bored pile). Outside Diameter Material Properties: 36.0000 In Compressive Strength of Concrete = 4.000 Kip /In * *2 Yield Stress of Reinforcement = 60. Kip /In * *2 Modulus of Elasticity of Reinforcement = 29000. Kip /In * *2 Number of Reinforcing Bars = 13 Area of Single Bar = 1.56000 In * *2 Number of Rows of Reinforcing Bars = 13 Cover Thickness (edge to bar center) = 3.000 In ultimate Axial Squash Load Capacity = 4608.63 Kip Distribution and Area of Steel Reinforcement ROW Number 1 2 4 6 7 8 10 11 12 13 Area of Reinforcement In * *2 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 Axial Thrust Force = Distance to Centroidal Axis In --------------- 14.8906 14.0252 12.3448 9.9468 6.9708 3.5897 .0000 - 3.5897 - 6.9708 - 9.9468 - 12.3448 - 14.0252 - 14.8906 30000.00 lbs Bending Bending Bending Maximum Neutral Axis Moment stiffness Curvature Strain Position in -lbs lb -in2 rad /in in /in inches ------- - - - - -- ------- 365529.073 - - - - -- 3.65529E +11 ------- - - - - -- ------- .00000100 - - - - -- .00002510 ------- - - - - -- 25.102 1808877.322 3.61775E +11 .00000500 .00009743 19.486 1808877.322 2.00986E +11 .00000900 .00011727 13.030 1813772.136 1.39521E +11 .00001300 .00016197 12.459 2301705.531 1.35394E +11 .00001700 .00020652 12.148 2787942.854 1.32759E +11 .00002100 .00025147 11.975 3271802.247 1.30872E +11 .00002500 .00029622 11.849 3753703.921 1.29438E +11 .00002900 .00034113 11.763 4233533.689 1.28289E +11 .00003300 .00038620 11.703 Page 4 15884.901 ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 ------------------------------------------------------------------------ - - - - -- Pile -head boundary conditions are Shear and Moment (BC Typpe 1) Specified shear force at pile head = 81000.000 lbs Specified bending moment at pile head = 9720000.000 in -lbs specified axial load at pile head = 30000.000 lbs Non -zero moment for this load case indicates the pile -head may rotate under the applied pile -head loading, but is not a free -head (zero moment )condition. Depth Deflect. Moment Shear Slope Total FIX. Rig. Soil Res X y M v S Stress EI p in in lbs -in lbs Rad. lbs /in * *2 lbs -in * *2 lbs /in -- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- 0.000 1.021 9.72E +06 8.10E +04 - .014591 2151.5 1.21E +11 0.000 6.000 .934612 1.02E +07 8.04E +04 - .014096 2258.2 1.21E +11 - 205.567 12.000 .851556 1.07E +07 7.84E +04 - .013577 2363.2 1.21E +11 - 446.852 18.000 .771683 1.12E +07 7.49E +04 - .013033 2464.7 1.20E +11 - 715.820 24.000 .695155 1.16E +07 6.98E +04 - .012464 2560.6 1.20E +11 - 1004.386 30.000 .622116 1.20E +07 6.29E +04 - .011869 2648.5 1.18E +11 - 1304.281 36.000 .552727 1.24E +07 5.41E +04 - .011240 2726.2 1.14E +11 - 1606.753 42.000 .487231 1.26E +07 4.36E +04 - .010575 2791.2 1.11E +11 - 1902.058 48.000 .425831 1.29E +07 3.13E +04 - .009879 2841.2 1.09E +11 - 2178.845 54.000 .368682 1.30E +07 1.75E +04 - .009162 2874.1 1.08E +11 - 2423.678 60.000 .315887 1.31E +07 2407.2 - .008433 2887.9 1.07E +11 - 2621.109 Page 5 30HEIGHTSCI3- #11.lpo 4711348.786 1.27334E +11 .00003700 .00043144 11.660 5187051.807 1.26513E +11 .00004100 .00047684 11.630 5660697.734 1.25793E +11 .00004500 .00052242 11.609 6132126.527 1.25145E +11 .00004900 .00056817 11.595 6601361.133 1.24554E +11 .00005300 .00061410 11.587 7068211.573 1.24004E +11 .00005700 .00066020 11.582 7533068.033 1.23493E +11 .00006100 .00070651 11.582 7995312.769 1.23005E +11 .00006500 .00075299 11.584 8455487.607 1.22543E +11 .00006900 .00079968 11.590 8913107.167 1.22097E +11 .00007300 .00084656 11.597 9368294.706 1.21666E +11 .00007700 .00089365 11.606 9820968.756 1.21247E +11 .00008100 .00094094 11.617 10271009.569 1.20835E +11 .00008500 .00098843 11.629 10718667.107 1.20434E +11 .00008900 .00103617 11.642 11163578.909 1.20038E +11 .00009300 .00108412 11.657 11605755.328 1.19647E +11 .00009700 .00113229 11.673 11974550.921 1.18560E +11 .00010100 .00117812 11.665 13561696.842 1.03524E +11 .00013100 .00148359 11.325 14398297.119 8.94304E +10 .00016100 .00175666 10.911 14966770.583 7.83601E +10 .00019100 .00202251 10.589 15278657.456 6.91342E +10 .00022100 .00226904 10.267 15574986.286 6.20517E +10 .00025100 .00252507 10.060 15749169.025 5.60469E +10 .00028100 .00276119 9.82630920 15882686.227 5.10697E +10 .00031100 .00299482 9.62965393 15991849.331 4.68969E +10 .00034100 .00324999 9.53077698 16079816.350 4.33418E +10 .00037100 .00349740 9.42695618 16144487.592 4.02606E +10 .00040100 .00375785 9.37120056 16144487.592 3.74582E +10 .00043100 .00401070 9.30555725 unfactored (Nominal) Moment Capacity at a Concrete strain of 0.003 = In -Kip 15884.901 ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 ------------------------------------------------------------------------ - - - - -- Pile -head boundary conditions are Shear and Moment (BC Typpe 1) Specified shear force at pile head = 81000.000 lbs Specified bending moment at pile head = 9720000.000 in -lbs specified axial load at pile head = 30000.000 lbs Non -zero moment for this load case indicates the pile -head may rotate under the applied pile -head loading, but is not a free -head (zero moment )condition. Depth Deflect. Moment Shear Slope Total FIX. Rig. Soil Res X y M v S Stress EI p in in lbs -in lbs Rad. lbs /in * *2 lbs -in * *2 lbs /in -- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- --- - - - - -- 0.000 1.021 9.72E +06 8.10E +04 - .014591 2151.5 1.21E +11 0.000 6.000 .934612 1.02E +07 8.04E +04 - .014096 2258.2 1.21E +11 - 205.567 12.000 .851556 1.07E +07 7.84E +04 - .013577 2363.2 1.21E +11 - 446.852 18.000 .771683 1.12E +07 7.49E +04 - .013033 2464.7 1.20E +11 - 715.820 24.000 .695155 1.16E +07 6.98E +04 - .012464 2560.6 1.20E +11 - 1004.386 30.000 .622116 1.20E +07 6.29E +04 - .011869 2648.5 1.18E +11 - 1304.281 36.000 .552727 1.24E +07 5.41E +04 - .011240 2726.2 1.14E +11 - 1606.753 42.000 .487231 1.26E +07 4.36E +04 - .010575 2791.2 1.11E +11 - 1902.058 48.000 .425831 1.29E +07 3.13E +04 - .009879 2841.2 1.09E +11 - 2178.845 54.000 .368682 1.30E +07 1.75E +04 - .009162 2874.1 1.08E +11 - 2423.678 60.000 .315887 1.31E +07 2407.2 - .008433 2887.9 1.07E +11 - 2621.109 Page 5 !1 Output verification: Computed forces and moments are within specified convergence limits. output summary for Load Case No. 1: Pile -head deflection Computed slope at pile head Maximum bending moment Maximum shear force Depth of maximum bending moment Depth of maximum shear force Number of iterations Number of zero deflection points = 1.02070781 in - .01459055 30HEIGHTSCI3- #11.lpo = 13092818.824 1 bs -i n 66.000 .267489 1.31E +07 - 1.37E +04 - .007702 2881.1 1.07E +11 - 2754.647 72.000 .223467 1.29E +07 - 3.04E +04 - .006980 2852.5 1.09E +11 - 2808.766 78.000 .183731 1.27E +07 - 4.72E +04 - .006279 2801.9 1.11E +11 - 2771.560 84.000 .148125 1.24E +07 - 6.34E +04 - .005609 2729.5 1.14E +11 - 2637.201 90.000 .116421 1.19E +07 - 7.85E +04 - .004982 2636.3 1.19E +11 - 2407.142 96.000 .088341 1.14E +07 - 9.21E +04 - .004394 2524.2 1.20E +11 - 2115.962 102.000 .063694 1.08E +07 - 1.04E +05 - .003838 2395.4 1.20E +11 - 1774.509 108.000 .042289 1.02E +07 - 1.13E +05 - .003315 2252.7 1.21E +11 - 1317.091 114.000 .023917 9.48E +06 - 1.19E +05 - .002828 2099.6 1.22E +11 - 808.295 120.000 .008353 8.75E +06 - 1.23E +05 - .002379 1940.1 1.22E +11 - 300.289 126.000 - .004634 8.01E +06 - 1.23E +05 - .001969 1778.3 1.23E +11 175.114 132.000 - .015277 7.28E +06 - 1.21E +05 - .001597 1617.8 1.24E +11 602.613 138.000 - .023803 6.56E +06 - 1.16E +05 - .001263 1462.0 1.25E +11 976.835 144.000 - .030434 5.88E +06 - 1.11E +05 - 9.64E -04 1313.9 1.25E +11 723.598 150.000 - .035376 5.23E +06 - 1.06E +05 - 7.00E -04 1171.4 1.26E +11 866.167 156.000 - .038830 4.61E +06 - 1.01E +05 - 4.67E -04 1035.8 1.28E +11 983.430 162.000 - .040982 4.02E +06 - 9.44E +04 - 2.65E -04 907.9 1.29E +11 1073.390 168.000 - .042009 3.48E +06 - 8.78E +04 - 9.11E -05 788.4 1.30E +11 1137.554 174.000 - .042075 2.97E +06 - 8.09E +04 5.65E -05 677.9 1.32E +11 1177.465 180.000 - .041330 2.51E +06 - 7.37E +04 1.80E -04 576.5 1.34E +11 1194.725 186.000 - .039914 2.08E +06 - 6.66E +04 2.82E -04 484.6 1.37E +11 1191.007 192.000 - .037949 1.71E +06 - 5.95E +04 3.42E -04 402.1 3.62E +11 1168.066 198.000 - .035814 1.37E +06 - 5.26E +04 3.67E -04 328.7 3.62E +11 1136.036 204.000 - .033544 1.08E +06 - 4.59E +04 3.87E -04 264.2 3.62E +11 1095.503 210.000 - .031166 8.20E +05 - 3.95E +04 4.03E -04 208.4 3.63E +11 1047.057 216.000 - .028707 6.01E +05 - 3.34E +04 4.15E -04 160.8 3.64E +11 991.275 222.000 - .026189 4.19E +05 - 2.76E +04 4.23E -04 121.0 3.65E +11 928.711 228.000 - .023629 2.70E +05 - 2.22E +04 4.29E -04 88.4274 3.66E +11 859.875 234.000 - .021043 1.52E +05 - 1.73E +04 4.32E -04 62.6597 3.66E +11 785.225 240.000 - .018441 6.23E +04 - 1.28E +04 4.34E -04 43.0633 3.66E +11 705.156 246.000 - .015834 - 2109.0 - 8856.1 4.35E -04 29.9300 3.66E +11 619.998 252.000 - .013227 - 4.42E +04 - 5406.0 4.34E -04 39.1113 3.66E +11 530.016 258.000 - .010624 - 6.71E +04 - 2509.8 4.33E -04 44.1270 3.66E +11 435.406 264.000 - .008027 - 7.44E +04 -194.6 4.32E -04 45.7205 3.66E +11 336.300 270.000 - .005439 - 6.96E +04 1512.6 4.31E -04 44.6708 3.66E +11 232.770 276.000 - .002856 - 5.64E +04 2585.4 4.30E -04 41.7917 3.66E +11 124.838 282.000 - 2.80E -04 - 3.88E +04 2997.4 4.29E -04 37.9313 3.66E +11 12.484 288.000 .002293 - 2.06E +04 2721.8 4.29E -04 33.9728 3.66E +11 - 104.335 294.000 .004864 - 6251.4 1731.8 4.28E -04 30.8343 3.66E +11 - 225.676 300.000 .007434 0.0 0.0 4.28E -04 29.4695 3.66E +11 - 351.581 Please note that because this analysis makes computations of ultimate moment capacity and pile response using nonlinear bending stiffness that the above values of total stress due to combined axial stress and bending may not be representative of actual conditions. Output verification: Computed forces and moments are within specified convergence limits. output summary for Load Case No. 1: Pile -head deflection Computed slope at pile head Maximum bending moment Maximum shear force Depth of maximum bending moment Depth of maximum shear force Number of iterations Number of zero deflection points = 1.02070781 in - .01459055 = 13092818.824 1 bs -i n _ - 123103.527 lbs C2 «- = 60.000 in = 126.000 in = 22 = 2 Page 6 30HEIGHTSCI3- #11.lpo ------------------------------------------------------------------------------ Summary of Pile -head Response ------------------------------------------------------------------------ - - - - -- Definition of symbols for pile -head boundary conditions: y = pile -head displacment, in M = pile -head moment, lbs -in v = pile -head shear force, lbs S = pile -head slope, radians R = rotational stiffness of pile -head, in- lbs /rad BC Boundary Boundary Axial Pile Head Maximum Maximum Type Condition Condition Load Deflection Moment Shear 1 2 lbs in in -lbs lbs - - -- ------ - - - - -- 1 v= 81000.000 ------ - - - - -- M= 9.72E +06 ----- - - - - -- 30000.0000 ----- - - - - -- 1.0207 ----- - - - - -- ----- - - - - -- 1.309E +07 - 123103.5272 ------------------------------------------------------------------------------ Pile -head Deflection vs. Pile Length ------------------------------------------------------------------------ - - - - -- Boundary Condition Type 1, shear and Moment Shear = 81000. lbs Moment = 9720000. in -lbs Axial Load = 30000. lbs Pile Pile Head Maximum Maximum Length Deflection Moment Shear in in in -lbs lbs ----- - - - - -- 300.000 ------ - - - - -- 1.02070781 ------ - - - - -- 13092818.824 ------ - - - - -- - 123103.527 285.000 1.01912545 13089370.969 - 124923.403 270.000 1.01890778 13088078.258 - 124596.013 255.000 1.01878943 13090464.902 - 124950.220 240.000 1.02363726 13086723.734 - 127392.275 225.000 1.03848509 13082455.857 - 132146.595 210.000 1.07734393 13080601.352 - 141101.841 195.000 1.18504140 13082154.704 - 157640.844 180.000 1.58462273 13088941.753 - 189588.719 The analysis ended normally. Page 7 (OGGINS & SONS, .�� Name PH. (303) 791 -9911 FAX (303) 791 -0967 �� J �� CAISSON DRILLING PROJECT: PROJECT NO.: EARTH RETENTION TIE BACK ANCHORS SUBJECT: DATE: `� 3 Ey �C 2 d� Z 2 V G = 2 J �} " f o� l «} 2 , U l'.)- - 2 IL t =okxn—_ — co vS _ 2S .�S 3 Q o 0Q 47 _ ' O V 00 r� Z- ) 2 (rs . 7 S 1 u— ) h 11 t 00 tf... 4- t QC (2 A�o (OGGINS & SONS, ''�� Name PH. (303) 791 -9911 FAX (303) 791 -0967 CAISSON DRILLING PROJECT: EARTH RETENTION TIE BACK ANCHORS SUBJECT: ;k-A T>j . o C., '1 LP- P, Y ij 1?.'7 PROJECT NO.: DATE: C J 4 u j b S °�" °I t,3ol - 4 , --:" < L 7, A "Z-- Computed by LPILE Plus for Windows. Ver. 5.0, (c) 2002 by ENSOFr, Inc. -0.1 O N O O O r N t � a+ Q d V r CO r CO O N N N N 04 Lateral Deflection (in) 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 o USE 30 H (34 FT) - 6 FT SPACING 4 . 2.._. N N N r O r r C C N O V d d D d 2 d 'a CR 0 0 v 0 N O O 50 100 0 v USE 30 H (34 FT) - 6 FT SPACING 150 200 250 300 350 400 Pile Length (in) r —,> O N co O O v N �F+ Q. d r r co r O N N N N co 04 Unfactored Bending Moment (in -kips) 0 2000 4000 6000 8000 1E4 1.2E4 1.4E4 1.6E4 1.8114 USE 30H - 6 FT SPACING � : 4 , �- .0 00 :i MKO v 0 0 N s a m Nt r- CD 00 0 N N N N cfl N Shear Force (kips) -60 -40 -20 0 20 40 60 80 100 v USE 30 H - 6 FT SPACING C( u r v Thrust = 30 kips 00 w ca N 00 w Lq LO 00 w LO 00 w v N co w C � N Q Y W Lq vi M N d C C M w d LO m N 00 w N M w co w ti w LO 0 2000 4000 6000 8000 1 E4 1.2E4 1.4E4 1.6E4 1.8E4 2E4 2.2E4 Bending Moment (in -kips) 34HEIGHTSC.Ipo LPILE Plus for Windows, version 5.0 (5.0.1) Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading using the p -y Method (c) Copyright ENSOFT, Inc., 1985 -2004 All Rights Reserved This program is licensed to: JOHN H. HART COGGINS Path to file locations: C: \Documents and Settings \COGGINS AND SONS \My Documents \2007JOBS \MOUNTAINVIEW\ Name of input data file: 34HEIGHTSC.lpd Name of output file: 34HEIGHTSC.lpo Name of plot output file: 34HEIGHTSC.Ipp Name of runtime file: 34HEIGHTSC.lpr ------------------------------------------------------------------------------ Time and Date of Analysis ------------------------------------------------------------------------ - - - - -- Date: September 5, 2007 Time: 14:13:41 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------ - - - - -- MOUNTAIN VIEW - 34 HT ------------------------------------------------------------------------------ Program Options ------------------------------------------------------------------------ - - - - -- Units used in Computations - us Customary Units, inches, pounds Basic Program Options: Analysis Type 3: - Computation of Nonlinear Bending Stiffness and ultimate Bending Moment Capacity with Pile Response Computed using Nonlinear EI Computation Options: - Only internally - generated p -y curves used in analysis - Analysis does not use p -y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis includes automatic computation of pile -top deflection vs. pile embedment length - No computation of foundation stiffness matrix elements - output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p -y curves to be computed at user - specified depths Page 1 Solution Control Parameters: 34HEIGHTSC.Ipo - Number of pile increments = 52 - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1.0000E -05 in - Maximum allowable deflection = 1.0000E +02 in Printing Options: - values of pile -head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (spacing of output points) = 1 ------------------------------------------------------------------------------ Pile Structural Properties and Geometry ------------------------------------------------------------------------ - - - - -- Pile Length = 312.00 in Depth of ground surface below top of pile = .00 in Slope angle of ground surface = .00 deg. Structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in * *4 Sq.in lbs /Sq.in - - - -- --- - - - - -- 1 0.0000 ----- - - - - -- 42.000 ---- - - - - -- 152745.0000 ---- - - - - -- 1385.0000 ----- - - - - -- 3604997.000 2 312.0000 42.000 152745.0000 1385.0000 3604997.000 Please note that because this analysis makes computations of ultimate moment capacity and pile response using nonlinear bending stiffness that the above values of moment of inertia and modulus of are not used for any computations other than total stress due to combined axial loading and bending. ------------------------------------------------------------------------------ Soil and Rock Layering Information ------------------------------------------------------------------------ - - - - -- The soil profile is modelled using 2 layers Layer 1 is sand, p -y criteria by API RP -2A, 1987 Distance from top of pile to top of layer = .000 in Distance from top of pile p to bottom of layer = 144.000 in p -y subgrade modulus for top of soil layer = 300.000 lbs /in * *3 p -y subgrade modulus k for bottom of layer = 300.000 lbs /in * *3 Layer 2 is sand, p -y criteria by API RP -2A, 1987 Distance from top of pile to top of layer = 144.000 in Distance from top of pile p to bottom of layer = 312.000 in p -y subgrade modulus for top of soil layer = 150.000 lbs /in * *3 p -y subgrade modulus k for bottom of layer = 150.000 lbs /in * *3 (Depth of lowest layer extends .00 in below pile tip) ------------------------------------------------------------------------------ Effective unit weight of soil vs. Depth ------------------------------------------------------------------------ - - - - -- Distribution of effective unit weight of soil with depth Page 2 is defined using 4 points 34HEIGHTSC.lpo Point Depth x Eff. unit weight No. in lbs /in * *3 - - - -- 1 ---- - - - - -- .00 ---------------- .07200 2 144.00 .07200 3 144.00 .07200 4 312.00 .07200 ------------------------------------------------------------------------------ Shear Strength of Soils ------------------------------------------------------------------------ - - - - -- Distribution of shear strength parameters with depth defined using 4 points Point Depth x Cohesion c Angle of Friction E50 or RQD No. in lbs /in * *2 Deg. k_rm % - - - - -- - - - - -- - - - -- 1 -- - - - - -- .000 ---- - - - - -- .00000 ------------ - - - - -- 38.00 - - - - -- - - - - -- 2 144.000 .00000 38.00 - - - - -- - - - - -- 3 144.000 .00000 30.00 - - - - -- - - - - -- 4 312.000 .00000 30.00 - - - - -- - - - - -- Notes: (1) Cohesion = uniaxial compressive strength for rock materials. (2) values of E50 are reported for clay strata. (3) Default values will be generated for E50 when input values are 0. (4) RQD and k_rm are reported only for weak rock strata. ------------------------------------------------------------------------------ Loading Type ------------------------------------------------------------------------ - - - - -- Static loading criteria was used for computation of p -y curves ------------------------------------------------------------------------------ Pile -head Loading and Pile -head Fixity Conditions ------------------------------------------------------------------------ - - - - -- Number of loads specified = 1 Load Case Number 1 Pile -head boundary conditions are shear and Moment (BC Type 1) Shear force at pile head = 104000.000 lbs Bending moment at pile head = 14100000.000 in -lbs Axial load at pile head = 30000.000 lbs Non -zero moment at pile head for this load case indicates the pile -head may rotate under the applied pile -head loading, but is not a free -head (zero moment) condition. Page 3 34HEIGHT5C.Ipo ------------------------------------------------------------------------------ Computations of ultimate Moment Capacity and Nonlinear Bending stiffness ------------------------------------------------------------------------ - - - - -- Number of pile sections = 1 Pile Section No. 1 The sectional shape is a circular drilled shaft (bored pile). outside Diameter Material Properties: Compressive Strength of Concrete Yield stress of Reinforcement Modulus of Elasticity of Reinforcement Number of Reinforcing Bars Area of single Bar Number of Rows of Reinforcing Bars Cover Thickness (edge to bar center) 42.0000 In 4.000 Kip /In * *2 60. Kip /In * *2 29000. Kip /In * *2 15 1.56000 In * *2 15 3.000 In ultimate Axial Squash Load Capacity = 6034.94 Kip Distribution and Area of Steel Reinforcement ROW Number 1 3 4 5 6 7 8 10 11 12 13 14 15 Area of Reinforcement In* *2 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 1.560000 Axial Thrust Force = Distance to Centroidal Axis In 17.9014 17.1190 15.5885 13.3766 10.5801 7.3213 3.7424 .0000 - 3.7424 - 7.3213 - 10.5801 - 13.3766 - 15.5885 - 17.1190 - 17.9014 30000.00 lbs Bending Bending Bending Maximum Neutral Axis Moment stiffness Curvature Strain Position in -lbs lb -in2 rad /in in /in inches - - - - -- ------- - - - - -- 664453.460 ------- - - - - -- 6.64453E +11 ------- - - - - -- .00000100 ------- - - - - -- .00002636 ------- 26.358 3280808.326 6.56162E +11 .00000500 .00011073 22.147 3280808.326 3.64534E +11 .00000900 .00012596 13.996 3280808.326 2.52370E +11 .00001300 .00017566 13.513 3768552.680 2.21680E +11 .00001700 .00022584 13.284 4583037.764 2.18240E +11 .00002100 .00027583 13.135 5393909.901 2.15756E +11 .00002500 .00032603 13.041 Page 4 s4, k0 6201093.154 7004684.346 7804303.921 8600177.606 9392102.280 10180116.865 10963881.289 11743472.802 12518809.609 13289944.056 14056548.399 14818473.181 15575812.735 16294141.893 16841658.524 17302433.851 17691334.828 18050444.971 18336187.222 19927938.915 20830014.176 21352671.317 21754099.678 22004510.642 22252568.104 22393136.844 22452666.655 22489854.603 22489854.603 2.13831E +11 2.12263E +11 2.10927E +11 2.09760E +11 2.08713E +11 2.07757E +11 2.06866E +11 2.06026E +11 2.05226E +11 2.04461E +11 2.03718E +11 2.02993E +11 2.02283E +11 2.01162E +11 1.98137E +11 1.94409E +11 1.90229E +11 1.86087E +11 1.81546E +11 1.52122E +11 1.29379E +11 1.11794E +11 9.84348E +10 8.76674E +10 7.91906E +10 7.20037E +10 6.58436E +10 6.06196E +10 5.60844E +10 34HEIGHTSC .00002900 .00003300 .00003700 .00004100 .00004500 .00004900 .00005300 .00005700 .00006100 .00006500 .00006900 .00007300 .00007700 .00008100 .00008500 .00008900 .00009300 .00009700 .00010100 .00013100 .00016100 .00019100 .00022100 .00025100 .00028100 .00031100 .00034100 .00037100 .00040100 1po .00037644 .00042707 .00047791 .00052899 .00058029 .00063184 .00068363 .00073566 .00078795 .00084051 .00089334 .00094644 .00099983 .00105268 .00110175 .00114886 .00119433 .00123917 .00128205 .00158990 .00187682 .00214471 .00241352 .00266763 .00293650 .00319719 .00345282 .00371997 .00398968 12.981 12.942 12.917 12.902 12.895 12.895 12.899 12.906 12.917 12.931 12.947 12.965 12.985 12.996 12.962 12.909 12.842 12.775 12.694 12.137 11.657 11.229 10.921 10.628 10.450 10.280 10.126 10.027 9.94933319 unfactored (Nominal) Moment Capacity at a Concrete Strain of 0.003 = In -Kip 22286.810 ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 ------------------------------------------------------------------------ - - - - -- Pile -head boundary conditions are shear and Moment (BC Type 1) Specified shear force at pile head = 104000.000 lbs Specified bending moment at pile head = 14100000.000 in -lbs Specified axial load at pile head = 30000.000 lbs Non -zero moment for this load case indicates the pile -head may rotate under the applied pile -head loading, but is not a free -head (zero moment )condition. Depth Deflect X y in in 0.000 1.011 6.000 .931246 12.000 .854075 18.000 .779625 24.000 .708020 30.000 .639389 36.000 .573881 42.000 .511656 48.000 .452875 54.000 .397689 Moment M lbs -in 1.41E +07 1.47E +07 1.53E +07 1.59E +07 1.65E +07 1.70E +07 1.75E +07 1.79E +07 1.83E +07 1.85E +07 Shear v lbs 1.04E +05 1.03E +05 1.01E +05 9.71E +04 9.12E +04 8.34E +04 7.34E +04 6.14E +04 4.73E +04 3.14E +04 Slope S Rad. - .013505 - .013079 - .012635 - .012171 - .011686 - .011178 - .010644 - .010084 - .009497 - .008885 Total stress lbs /in * *2 1960.2 2046.3 2131.2 2213.6 2292.0 2364.7 2430.1 2486.4 2531.9 2564.9 FIX. Rig. Soil Res EI p lbs -in * *2 lbs /in 2.03E +11 2.03E +11 2.03E +11 2.02E +11 2.00E +11 1.96E +11 1.92E +11 1.87E +11 1.83E +11 1.78E +11 0.000 - 236.597 - 510.054 - 813.457 - 1139.768 - 1481.588 - 1830.715 - 2177.489 - 2510.066 - 2813.917 Page 5 GA, 11 Output verification: computed forces and moments are within specified convergence limits. Output Summary for Load case No. 1: Pile -head deflection = 1.01102679 computed slope at pile head = - .01350515 Maximum bending moment = 18666051.557 Maximum shear force = - 155334.894 Depth of maximum bending moment = 66.000 Depth of maximum shear force = 132.000 Page 6 in 1 bs -i n < m- - _ ° lbs in °t om in 34HEIGHTSC.Ipo 60.000 .346250 1.86E +07 1.37E +04 - .008253 2584.0 1.75E +11 - 3071.976 66.000 .298652 1.87E +07 - 5311.1 - .007611 2587.9 1.74E +11 - 3265.791 72.000 .254913 1.86E +07 - 2.52E +04 - .006973 2575.7 1.76E +11 - 3377.684 78.000 .214973 1.84E +07 - 4.56E +04 - .006352 2546.6 1.81E +11 - 3393.461 84.000 .178689 1.80E +07 - 6.56E +04 - .005757 2500.8 1.86E +11 - 3304.703 90.000 .145889 1.76E +07 - 8.49E +04 - .005191 2438.6 1.91E +11 - 3110.369 96.000 .116397 1.70E +07 - 1.03E +05 - .004656 2361.0 1.97E +11 - 2817.148 102.000 .090018 1.63E +07 - 1.18E +05 - .004152 2269.5 2.01E +11 - 2438.208 108.000 .066571 1.56E +07 - 1.32E +05 - .003677 2165.8 2.02E +11 - 1991.529 114.000 .045899 1.48E +07 - 1.42E +05 - .003227 2052.3 2.03E +11 - 1508.760 120.000 .027846 1.39E +07 - 1.50E +05 - .002804 1931.3 2.04E +11 - 988.732 126.000 .012246 1.30E +07 - 1.54E +05 - .002410 1805.4 2.05E +11 - 461.728 132.000 - .001074 1.20E +07 - 1.55E +05 - .002044 1677.2 2.06E +11 42.514 138.000 - .012285 1.11E +07 - 1.54E +05 - .001707 1549.3 2.07E +11 507.499 144.000 - .021562 1.02E +07 - 1.51E +05 - .001399 1423.8 2.08E +11 511.756 150.000 - .029071 9.30E +06 - 1.47E +05 - .001118 1300.8 2.09E +11 712.027 156.000 - .034976 8.44E +06 - 1.42E +05 - 8.64E -04 1181.4 2.10E +11 885.179 162.000 - .039435 7.60E +06 - 1.36E +05 - 6.35E -04 1066.3 2.11E +11 1030.732 168.000 - .042600 6.80E +06 - 1.30E +05 - 4.31E -04 956.3 2.13E +11 1149.558 174.000 - .044613 6.04E +06 - 1.23E +05 - 2.51E -04 852.1 2.14E +11 1242.614 180.000 - .045610 5.33E +06 - 1.15E +05 - 9.23E -05 753.9 2.16E +11 1310.891 186.000 - .045720 4.66E +06 - 1.07E +05 4.58E -05 662.3 2.18E +11 1355.422 192.000 - .045061 4.04E +06 - 9.88E +04 1.65E -04 577.3 2.20E +11 1377.291 198.000 - .043741 3.47E +06 - 9.06E +04 2.64E -04 499.2 2.38E +11 1377.651 204.000 - .041896 2.95E +06 - 8.24E +04 3.21E -04 427.9 6.56E +11 1358.849 210.000 - .039889 2.48E +06 - 7.43E +04 3.46E -04 363.3 6.57E +11 1331.187 216.000 - .037746 2.06E +06 - 6.64E +04 3.67E -04 305.3 6.57E +11 1295.064 222.000 - .035490 1.69E +06 - 5.88E +04 3.84E -04 253.7 6.58E +11 1250.897 228.000 - .033141 1.36E +06 - 5.14E +04 3.98E -04 208.3 6.59E +11 1199.105 234.000 - .030719 1.07E +06 - 4.44E +04 4.09E -04 168.8 6.60E +11 1140.104 240.000 - .028238 8.24E +05 - 3.78E +04 4.17E -04 135.0 6.62E +11 1074.296 246.000 - .025712 6.17E +05 - 3.15E +04 4.24E -04 106.5 6.64E +11 1002.057 252.000 - .023153 4.46E +05 - 2.58E +04 4.29E -04 82.9482 6.64E +11 923.735 258.000 - .020570 3.08E +05 - 2.05E +04 4.32E -04 63.9715 6.64E +11 839.635 264.000 - .017970 2.00E +05 - 1.57E +04 4.34E -04 49.1504 6.64E +11 750.026 270.000 - .015359 1.19E +05 - 1.15E +04 4.36E -04 38.0414 6.64E +11 655.131 276.000 - .012742 6.19E +04 - 7857.7 4.36E -04 30.1750 6.64E +11 555.137 282.000 - .010122 2.47E +04 - 4841.7 4.37E -04 25.0561 6.64E +11 450.185 288.000 - .007500 3671.2 - 2470.0 4.37E -04 22.1654 6.64E +11 340.379 294.000 - .004878 - 5100.9 -771.5 4.37E -04 22.3619 6.64E +11 225.790 300.000 - .002256 - 5744.6 225.2 4.37E -04 22.4504 6.64E +11 106.460 306.000 3.66E -04 - 2555.7 491.8 4.37E -04 22.0120 6.64E +11 - 17.590 312.000 .002987 0.0 0.0 4.37E -04 21.6606 6.64E +11 - 146.350 Please note that because this analysis makes computations of ultimate moment capacity and pile response using nonlinear bending stiffness that the above values of total stress due to combined axial stress and bending may not be representative of actual conditions. Output verification: computed forces and moments are within specified convergence limits. Output Summary for Load case No. 1: Pile -head deflection = 1.01102679 computed slope at pile head = - .01350515 Maximum bending moment = 18666051.557 Maximum shear force = - 155334.894 Depth of maximum bending moment = 66.000 Depth of maximum shear force = 132.000 Page 6 in 1 bs -i n < m- - _ ° lbs in °t om in s4. ?- 34HEIGHTSC.lpo Number of iterations = 28 Number of zero deflection points = 2 ------------------------------------------------------------------------------ Summary of Pile -head Response ------------------------------------------------------------------------ - - - - -- Definition of symbols for pile -head boundary conditions: y = pile -head displacment, in M = pile -head moment, lbs -in v = pile -head shear force, lbs S = pile -head slope, radians R = rotational stiffness of pile -head, in- lbs /rad BC Boundary Boundary Axial Pile Head Maximum Maximum Type Condition Condition Load Deflection Moment Shear 1 2 lbs in in -lbs lbs - - -- ------ - - - - -- 1 v= 1.04E +05 ------ - - - - -- M= 1.41E +07 ----- - - - - -- 30000.0000 ----- - - - - -- 1.0110 ----- - - - - -- ----- - - - - -- 1.867E +07 - 155334.8942 ------------------------------------------------------------------------------ Pile -head Deflection vs. Pile Length ------------------------------------------------------------------------ - - - - -- Boundary Condition Type 1, Shear and Moment Shear = 104000. lbs Moment = 14100000. in -lbs Axial Load = 30000. lbs Pile Pile Head Maximum Maximum Length Deflection Moment Shear in in in -lbs lbs -- ----- - - - - -- 312.000 ------ - - - - -- 1.01102679 ------ - - - - -- 18666051.557 ------ - - - - - 155334.894 296.400 1.00822572 18663067.259 - 157295.573 280.800 1.00905333 18666373.227 - 157836.834 265.200 1.01288802 18659135.415 - 160606.649 249.600 1.02237170 18655980.869 - 165506.024 234.000 1.04775353 18656650.589 - 174803.695 218.400 1.11040638 18653418.654 - 190541.268 202.800 1.27856012 18648538.867 - 216336.591 187.200 2.22166851 18662684.506 - 268915.376 The analysis ended normally. Page 7 LA A (OGGINS &SONS. "'C. Name _. PH. (303) 791 -9911 FAX(303)797-0967 CAISSON DRILLING PROJECT: V�c�w :r, 1 =tom EARTH RETENTION TIEBACKANCHORS SUBJECT: 4 T:�" i G OCs :> E "_3 ' L' L, = t S S' PROJECT NO.: DATE: "I t 3 v'l AaoO (�� to �— V-- t4o iS V z > ,S { } f Y (c i 4- C? �-- (OGGINS & SONS A C Name PH. (303)791 -9911 FAX(303)791-0967 a J t 2 J CAISSON DRILLING PROJECT: EARTH RETENTION TIEBACKANCHORS SUBJECT: V S l S — �c l i Sr i%. e �. t .z ?^.: V41 A ' t PROJECT NO.: DATE: °' 1 4- o COGGINS & SON Name S�.v PH. (303),791-9917 FAX (303) 791-0967 CAISSON DRILLING PROJECT: PROJECT NO.: EARTH RETENTION DATE: TIEBACKANCHORS SUBJECT: J6 Vol �� _ G ^,goo �} � __-- _� � (o- ` � _ __ qJ = -A -, , c- (OGGINS & SONS. k" ' : C Name r PH. (303) 791 -9911 FAX(303)797-0967 o J J CAISSON DRILLING PROJECT: EARTH RETENTION TIE BACK ANCHORS SUBJECT: Sc IA USG w4 K w 4 4 CAS G Vl,t o M t w!� w � y x, e C-A Lc- 34 V,) 4 I(O .V PROJECT NO.: DATE: c-t 1 4 / u COGGINS & SONS, INC., SHORING DESIGN REFERENCE MATERIALS JOHN H. HART, PE EARTH RETENTION REFERENCE DOCUMENTS & BIBLIOGRAPHY 1) PECK, HANSON & THORNBURN, "FOUNDATION ENGINEERING ", SECOND EDITION, 1973. 2) GROUND ANCHORS AND ANCHORED SYSTEMS, GEOTECHNICAL ENGINEERING CIRCULAR NO. 4, F14WA OFFICE OF BRIDGE TECHNOLOGY, JUNE 1999. 3) JOSEPH E. BOWLES, "FOUNDATION ANALYSIS AND DESIGN ", FOURTH AND FIFTH EDITIONS, 1988 & 1996. 4) BRAJA M. DAS, "PRINCIPLES OF FOUNDATION ENGINEERING ", SECOND EDITION, 1990. 5) HOLTZ AND KOVACS, "AN INTRODUCTION TO GEOTECHNICAL ENGINEERING ", 1981. 6) ROBERT M. KOERNER, "DESIGNING WITH GEOSYNTHETICS ", THIRD EDITION, 1994. 7) NAVFAC 7.01, "SOIL MECHANICS ", SEPTEMBER, 1986 8) NAVFAC 7.02, "FOUNDATIONS AND EARTH STRUCTURES ", SEPTEMBER, 1986 9) HANNA, "FOUNDATIONS IN TENSION - GROUND ANCHORS ". 10) FHWA/RD- 82/047, "TIEBACKS ", JULY 1982. 11) PTI, "POST- TENSIONING MANUAL ", FIFTH EDITION, 1997. 12) PTI, "RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS ", THIRD EDITION, 1996. 13) ASCE, "SERVICEABILITY OF EARTH RETAINING STRUCTURES ", GSP #42,1994. 14) FHWA, FHWA -RD -75 -128, "LATERAL SUPPORT SYSTEMS AND UNDERPINNING ", APRIL 1976, VOLUMES I, II, III. 15) ASCE, GEOTECHNICAL SPECIAL PUBICATION NO. 74, "GUIDELINES OF ENGINEERING PRACTICE FOR BRACED AND TIED -BACK EXCAVATIONS ". 16) ALAN MACNAB, "EARTH RETENTION SYSTEMS HANDBOOK ", 2002. SOIL NAILING REFERENCE DOCUMENTS & BIBLIOGRAPHY 1) ASCE, "SOIL NAILING AND REINFORCED SOIL WALLS ", 1992. 2) FHWA/GOLDER PUBLICATION # FHWA- SA- 96- 069, "MANUAL FOR DESIGN AND CONSTRUCTION MONITORING OF SOIL NAIL WALLS ", NOVEMBER 1996. 3) ASCE, "GROUND IMPROVEMENT / GROUND REINFORCEMENT / GROUND TREATMENT" SPECIAL PUBLICATION #69, JULY 1997. 4) XANTHAKOS, ABRAMSON & BRUCE, "GROUND CONTROL AND IMPROVEMENT ", 1994. 5) FHWA -IF -03 -017 " GEOTECHNICAL ENGINEERING CIRCULAR NO.7 -SOIL NAIL WALLS ", MARCH 2003 SOFTWARE 1) CALIFORNIA DOT, "SNAIL PROGRAM ", VERSION 2.11 -PC VERSION. 2) RISA TECHNOLOGIES, "RISA -21) VERSION 4.0, RAPID INTERACTIVE STRUCTURAL ANALYSIS - 2D, FRAME ANALYSIS. 3) GEO -SLOPE INTERNATIONAL, "SLOPE -W ", VERSION 5.17 OTHER REFERENCE DOCUMENTS & BIBLIOGRAPHY 1) AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "MANUAL OF STEEL CONSTRUCTION - ALLOWABLE STRESS DESIGN', NINTH EDITION, 1989 2) AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "MANUAL OF STEEL CONSTRUCTION - LOAD AND RESISTANCE FACTOR DESIGN', THIRD EDITION, 2001 3) ACI 381- 99/318R -99, "BUIDING CODE AND COMMENTARY ", 1999. 4) ANSI/ASCE 7 -95, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ". 5) ' ACI, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318 -99) AND COMMENTARY (ACI 318R -99). 6) ANSI/AF &PA NDS- 1997, "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION'.