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08-1814 (SOTB)01 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 08-00001814 'Property Address: 49499 EISENHOWER DR APN: 658-190-011-30 -28545 - Application description: STRUCTURES OTHER THAN BUILDINGS " Property Zoning: TOURIST COMMERCIAL Application valuation:. 20000 Applicant: Architect or Engineer: DDEC 112UDB �I BUILDING & SAFETY DEPARTMENT BUILDING PERMIT ------- - =-y.�/ ---- ��1 1 GF Li�5)�r OR'S DECLARATION I hereby affirm nder penally fpprovisions of Chapter 9 (commencing with Section 7000) Divisi ness and Professionals Code, and my License is in full force and effect. • License Class: Li c nse No.: Date: �'� Contractor.. � - OWNER -BUILD DECLARATION I. hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he'or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars,1$500).: 1 _) 1, as owner of the property, or my employees with wages as their sole compensation,'will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.._ 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractorls) licensed pursuant to the Contractors' State License Law.). ' . 1 _) I am exempt under Sec. B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERDIIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 12/11/08 Owner: CNL HOSPITALITY PROP INC 450 S ORANGE AVE #12TH ORLANDO, FL 32801 --------------------------------- Contractor: Owner ----------------------------------------------- WORKER'S COMPENSATION DECLARATION , I hereby affirm under penalty of perjury one of the following declarations: - I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance,of the work for which this permit is issued. My workers' compensation. insurancecarrier and policy number are: . Carrier Policy Number I certify that, in theperformanceof the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith amply with�I a provisions. ' Date: IA'11-/0' Applicant: U' WARNING: FAILURE TO SECURE t(Vfd KERS' COMPENSATION COVERLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. - I certify that'( have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above -mentioned pr y for inspection purposes. Date: Z //-O ' Signature (Applicant -or Agent): Application Number . . . . . 08-00001814 Permit BUILDING PERMIT Additional desc . Permit.Fee . . . . ..207.00 Plan Check Fee 134.55 Issue Date . . . Valuation 20000 Expiration Date 6/09/09 Qty "Unit Charge Per Extension BASE FEE 45.00 18.00 9.0000 THOU BLDG 2,001-25,000 162.00 ----------------------------------------------------------------------------- Special Notes and Comments .(2) MONUMENT STRUCTURES AT EISENHOWER* ENTRY,FOR THE LA QUINTA RESORT + CLUB.. THIS PERMIT DOES NOT INCLUDE MONUMENT LIGHTING OR ELECTRICAL, OR APPROVAL OF SIGNAGE OR LANDSCAPING. 2007 CALIFORNIA BUILDING CODE. December 11, 2008 11:13:46 AM AORTEGA Other Fees . . . . . . . . . STRONG MOTION (SMI) - RES 2.00 Fee summary• Charged Paid Credited Due Permit Fee Total 207.00 .00 .00 20:7.00 Plan Check Total 134.55 .00 .00. 134.55 Other Fee Total 2.00 .00 .00 2.00. Grand Total 343.55 .00 :00 343.55 a l' G126&N Bin # City of La Quinta Building U Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # �Q j U Project Address: j!� V17? ElcSE�/,c{�Wtry D2 Owner's Name: y� Sit � �4 is �C�GstY' /1L—S 6� 4r' A. P. Number: Address: B1V6 vfT-A�ilCE Sum 3ioo Legal Description: City, ST, Zip: Contractor: 1 Zo- rA t_ CO Al S T/z iCrl 0/ti Telephone: (s / r — / 2 �ZP00 �r { a� �t.� , r Address: ��OSfl Ca ller C0_,q0! Project Description: pA17;E.*9„r4r__- City, ST, zip: 10 /4,A4, CA ��53 rSTi �G �x/T71.�9�tlCE 7m L,f d n/ Telephone:7G0 77 7 — 6?,99 (z City Lic. #: Odd 6 8 i State Lie. # 4 ss1?61 3/e-6791 Arch., Engr., Designer: F-rzAe--sr— K f4 Aq Address: /Zejc,/ ,U. t_.p�ST �1 City, ST, Zip: Z,04aUNA al�9c q 69 9 ZG 5/ Telephone: 9Y9 376 - o(P 6 State Lie. #: Name of Contact Person: lq,v/01ZL�q ��L1G� _ Construction Type: Occupancy: Project type (circle one): ew Add'n Alter Repair Demo Sq. Ft.: # Stories: !7 # Units: Telephone # of Contact Person: 7r,0 2 O Q Estimated Value of Project: 20 eoo APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd n MPERMIT FEES Plan Sets R Plan Check su ed Item Amount Structural Calcs. Reviewed, read cor4�e'etio ZU Plan Check Deposit Truss Calcs. Called Contact terson Plan Check Balance Energy Cales. by Plans picked up 1 Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2id Review, ready r c rrecti s issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading fN HOUSE:- ''' Review, ready for correctio i sue Developer Impact Fee Planning Approval Called Contact Person ( A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees SKs6f Sz),Nt Il/fv To ryc D � �� b $ I I2Cl ADS 110 i UbF II --7 V G VU C- 1 11 -�i ,0 P.O. BOX 1504 BUILDING & SAFETY DEPARTMENT 78-495 CALLS TAMPICO (760) 777-7012 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 To: Greg Butler, Building & Safety Manager To CDD: November 18, 2008 From: Les Johnson, Director -Planning Due Date: November 25, 2008 Permit #: 08-1814 Status: 2"d Review Building Plans Approval (This is an approval,to issue a Building Permit) The Planning Department has reviewed the Building Plans for the following project: Description: Entrance Monuments Address or General Location: 49-499 Eisenhower Dr.. Applicant Contact: Andrea Pelletier (760)902-0496 The Planning Department finds that: ❑ these Building Plans do not require Planning Department approval. ...these Building Plans are approved by the Planning Department. ❑ ...these Building Plans require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made please return them to the Planning Department for review. - Les Johnson, Director -Planning Date Ab E-S ,,; ! r' cs c v✓J� �f2vf vi+-t Gf� `7 w��-t, i- , o�aeyYO S/ G �vS iA LAWSON-BURKE STRUCTURAL ENGINEERS, LLC 312 OCEAN AVENUE, LAGUNA BEACH, CA 92651 (949) 494-0776 STRUCTURAL CALCULATIONS FOR La Quinta Resort and Club Entry JOB ADDRESS: 49499 Eisenhower Drive La Quinta, CA 92253 JOB #: LB 20847 PROJECT ENGINEER: TJB CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION CLIENT: Forrest Haag NOV 182008. I r-1%j1V1p10 Durlmc' J.C. UA It LAWSON-BL STRUCTURAL ENGINEERS, 31.2 OCEAN' A LAGUNA: BEACH, CA 0 r -------------- --- ---- 'La: ... Q,u-i-n-to:--.R.es'or-t-!--.&--C.1 u b.- -ta- Quinto'---CA--922-5-3-- _� .......... A .Ili I_LJ - ------ - - --- --- 1 2- r-7 --- I L?l_1r___._I ................. I g� V------ t_L_ 2_1 -- - ----------- .......... !LB.20847! --Job---,- No,:...- _---, By---.-T"J 8 -- -------- ............. --- - - ------ ------- ------ . . . . . . . . . . . _7 k ............ j LAWSON-BURKE STRUCTURAL r=iyGlNtF-RS LLCz !-.......:----312-.--OCEAN:--AVENUE;- LAGUNA: BEACH, CA 026511 'La! O.uintaI-Resort; '& Club -4949.9-.-Eise-n-howe.r-- DrI-v6 ------- _,_g�Ainta:, CA 92253 h-e.e.t... No.. LB 2084�, TJ B ------ -Date. .......... a .. ............... I ti :E,2-j)J C�! -J- . .................... . . ....... ` i I ,, I I _.j .. t.. Js j F `L) J" -4T I .... . ...... ........... U.- ........... --- -------- J.- LI J- -J ........ BTRUCTURALI we rt;.-& -C I.0 Sheet_ -No.'... ..__La'_._Q-uihta;...R-esO RKE L C: LB -20847 VMUE 149499-;--Eis7enhower--b-r' - ----- 9265,f 1407-76-- _-La .... Qu into ---CA--.9 2-2-53 JB . ............ b 711. I -A ; 3_0 . ......... i.J I 4 - ------- ----- L\ ,7 c)%_ - 2 1 L - - - - - - - - - . . . ------------- . ......... i f ----- --- -- 7' . ... ....... .. ....... ------ ------- O!C> ---------- ....... ...... J. z J, -- -------- b J........ ......... i.- LAWSON-BURKE La Quinta Resort & Club Sheet No. L-� of STRUCTURAL ENGINEERS, LLC LB 20847 312 OCEAN AVENUE 49499 Eisenhower Drive Job No. LAGUNA BEACH, CA 92651 (949) 494-on6 La Quinta, CA 92253 By TJB Date 0 o� B�Sc� rJ ul !N 7U i� I 7—a— "J 10 20) l30 �. 60C-6-k CIO r ;t u `uv.V'�1. In 1'Nr i jr r� •-- � R i fl60 9� � n�b LIS Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.69 Longitude =-116.31 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (9) 0.2 1.500 (Ss, Site Class B) 1.0 0.600 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.69 Longitude =-116.31 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.500 (SMs, Site Class D) 1.0 0.900 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.69 Longitude =-116.31 Design Spectral Response Accelerations.SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa Csec) (g) J 0.2 1.000 (SDs, Site Class D) 1-0 ------- — ------- ....... S! h e e� t IL;IiiNh� N - ---- - B.UAK___r=_ STRUCTURAL ENGINEERS, LLC! W--,i�iipiijill- 31i OCE�49499 FE i-§*.6 n hp W q r Drive LAGUNA BEACH, CA 92651: 949) --:Lci...- urn-to--A9� i 460.6 1N6 - --------------- 6). ... ... 9IP L------ J . ......... ------------- T -- ----- -- -- ----------- -J ...... .... I ......... .. k� ...... ... . .. .... ... .. 7* ........ .9- 4 X' Z-7-3-JI_ S� ------ Ni ........... i _a y i I ! j. j___J . .... ... �_4 • - --------- .... ....... ------ .. .... ..... J LAWSON-BURKE La Quinta ' Resort & Club Sheet No. L-) of STRUCTURAL ENGINEERS, LLC LB 20847 312 OCEAN AVENUE 49499 Eisenhower Drive Job No. LAGUNA BEACH, CA 92651 TJB' B (949) 4"-0776 La Quinta, CA 92253 y Dote ►w '_rut' Tb vrtl_ s \? S -ro= 0.l7L.LlS % 6,S M } �---of- STRUCTURAL ENGINEERS,�-��s�� !'--,—'� —Uob N LAG' | ' ',� - �� / | ! UNA ��— r-CA''8�253�'—'�-_��_�---]W� ' ' � --' ----'� . . N--oy-Date- Company : LBSE Nov 13, 2008 Lq Designer TJB 2:59 PM Job Number : LB20847 W1 Checked By: Hot Rolled Steel Section Sets Label Shape T pe Design List Material Design Rules A Fin2l 190 270 i... I 0 180 in4 1 HR1A C6X10.5 I Beam ' Channel I A36 Gr.36 ` Typical 1 3.09 1 .866 1 15.2 Joint Coordinates and Temperatures Joint Boundary Conditions Basic Load Cases Load Combinations Joint Reactions I c IniM I �kel I l i 1 1 N1 1168 TO 10512 -1.168 :'0 :.T. 3 1 COG (ft): NC NC Member Section Forces I r nne .k . , L. , 1 1 M1 /1XIdI K zinearlKl Moment k-ft 1 0 1.168 10.512 2 ;2 0 1.`1,68 884 3 ' 3 0 1.168 5.256 "A:' 4 0.: 11:68. 'h 2.628 5 5 0 1.168 0 Member Section Stresses I r RA. —he. I k-I c 1 1 __. __ . --- M 1 ! 1 —a, Ofl7 Ksi 0 i I o tsenoln ks1 Bot Bendin ksi ... , .: _ . 2 -24.897 24.897 .2 <p 62 :. -18:673.:' � ;. 1`8.673' 3 4 3 0 ' 62 -12.448 . .: 12.448 4 0.. 62...; -6.224 -:6224 5 5 0 .62 0 0 RISA-2D Version 8.0.3 [F:\Projects - LB\08\20847 -Entry at La Quinta - Haag\Calcs\W1.r2d] Page 1 Company LBSE Nov 13, 2008 Designer TJB 2:59 PM Job Number : LB20847 W1 Checked By: ' Member A/SC 13th LRFD Steel Code Checks (By Combination) LC Member Sha a UC Max Lodftl `I Shear UC ' Loc ft hi'Pnc k hi'Pnt k hi'Mn k-ft Cb E n 1 1 M1 I C6X10 5 633 0 032 n i 16.773 Inn 11 16.605 11.6671 .. H1 1b I e h r h � � F RISA-2D Version 8.0.3 [FAProjects - LB\08\20847 - Entry at La Quinta - Haag\Calcs\W1.r2d] Page 2 r I Loads: LC 1, 1.6W Results for LC 2, W �LBSE TJB LB20847 1.168k 1 Nov 13, 2008 at 2:57 PM W1.r2d To specify your own special title block here, use the "Settings" screen and enter your title block information Title : 2ft retained Page: "W Job # lb20747 Dsgnr: tjb Date: OCT 13,2008 Description.... This Wall in File: F:%Projects - LB108120847 - Entry at La Qui Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: 1997 UBC=: Registration # : RP-1160805 2007013 LCriteria Retained Height = 2.00 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.62 OK Sliding = 3.07 OK Total Bearing Load = 494 Ibs ...resultant ecc. = 2.06 in Soil Pressure @ Toe = 720 psf OK Soil Pressure @ Heel = 70 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 787 psf ACI Factored @ Heel = 76 psf Footing Shear @ Toe = 1.1 psi OK Footing Shear @ Heel = 1.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 118.1 Ibs less 100% Passive Force = - 250.0 Ibs less 100% Friction Force = - 112.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel Soil Density, Toe FootingIlSoil Friction Soil height to ignore for passive pressure 110.00 pcf 0.00 pcf 0.250 Footing Dimensions & Strengths Toe Width = 0.25 ft Heel Width = 1.00 Total Footing Width = 1.25 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi 6.00 in Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction _ Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-#= Moment..... Allowable = Shear..... Actual psi = Shear ..... Allowable. psi= Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = _ Use Full Stresses = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Adjacent Footing Load r Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall 0.0 ft , Poisson's Ratio = 0.300 ,p Stem Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.054 65.6 45.9 845.7 1.0 19.4 84.0 5.25 24.00 6.00 1,500 20,000 Yes No 21.48 1.000 7.60 Normal Weight ASD To specify your own Title : 2ft retained Page: �1 special title block here, Job # : lb20747 Dsgnr: tjb Date:. OCT 13,2008 use the "Settings" screen Description.... and enter your title block information. This Wall in File: F:%Projects - LB108UO847 - Entry at La Qui ` Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC=. Registration # : RP-1160805 2007013 Footing Design Results Toe Heel Factored Pressure = 787 76 psf Mu': Upward = 61 21 ft-# Mu': Downward = 21 79 ft-# Mu: Design = 40 58 ft-# Actual 1-Way Shear = 1.10 1.41 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING....: .....RESISTING..:.. Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 157.5 1.00 157.5 Soil Over Heel = 73.3 1.08 79.4 Toe Active Pressure = -39.4 0.50 -19.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe _ 0.13 Stem Weight(s) 189.0 0.58 110.3 Earth @ Stem Transitions_ Total = 118.1 O.T.M. = 137.8 Footing Weight Resisting/Overturning Ratio = = 2.62 Key Weight = 187.5 0.63 117.2 Vertical Loads used for Soil Pressure = 493.7 Ibs Vert. Component = 43.9 1.25 54.9 Vertical component of active pressure used for soil pressure Total = 493.7 Ibs R.M.= 361.8 DESIGNER NOTES: S T , • � T T t. 8.in Mas w/ #4 @ 16.in o/c . Solid Grout, 2'-3" i 2 3/4" 2'-0" 2 6 11 O i 1 • i e Designer select I 0.in #0 1, 0„ °e all horiz. reinf. , @ Heel See Appendix A • � i Pp= 250.# 118.13# 1 psf 720.01 psf n. To specify your own special title block here, use the "Settings" screen and enter your title block information. Title 3ft retained Page: Job # lb20847 Dsgnr: tjb Date: OCT 13,2008 Description.... This Wall in File: F:%Projects - LB108120847 - Entry at La Qui Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: 1997 UBC_ Registration # : RP-1160805 2007013 Criteria Retained Height = 3.00 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active • lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.52 OK Sliding = 1.88 OK Total Bearing Load = 889 Ibs ...resultant ecc. = 3.23 in Soil Pressure @ Toe = 976 psf OK Soil Pressure @ Heel = 40 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,068 psf ACI Factored @ Heel = 43 psf Footing Shear @ Toe = 1.8 psi OK Footing Shear @ Heel = 3.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 240.6 Ibs less 100% Passive Force = - 250.0 Ibs less 100% Friction Force = - 202.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E UBC 1997 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel Soil Density, Toe FootingIlSoil Friction Soil height to ignore for passive pressure 110.00 pcf 0.00 pcf 0.250 Footing Dimensions & Strengths Toe Width = 0.25 ft Heel Width = 1.50 Total Footing Width = 1.75 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi 6.00 in Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction I _ Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-#= Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = _ Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 ,p Stem Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.185 153.1 156.8 845.7 2.4 19.4 84.0 5.25 24.00 6.00 1,500 20,000 Yes No 21.48 1.000 7.60 Normal Weight AS D N specify 1 To your own Title aft retained Page: 1� special title block here, Job # .: lb20847 Dsgnr: tjb Date: OCT 13,2008 use the "Settings" screen Description.... and enter your title block information. This Wall in File: F:1Projects - LB108UO847 - Entry at La Qui Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: 1997 UBC, Registration # : RP-1160806 2007013 Footing Design Results Toe Heel Factored Pressure = 1,068 43 psf Mu': Upward = 86 0 ft-# Mu': Downward = 21 0 ft-# Mu: Design = 64 251 ft-# Actual 1-Way Shear = 1.78 3.21 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S " Fr Key Reinforcing = None Spec'd Key:. No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 280.0 1.33 373.3 Soil Over Heel = 275.0 1.33 366.7 Toe Active Pressure = -39.4 .0.50 -19.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = . Adjacent Footing Load = , Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 0.13 Surcharge Over Toe = Stem Weight(s) = 273.0 0.58 159.3 Earth @Stem Transitions_ Total = 240.6 O.T.M. = 353.6 Footing Weighl = 262.5 0.88 229.7 Resisting/Overtuming Ratio = 2.52 Key Weight = Vertical Loads used for Soil Pressure = 888.5 Ibs Vert. Component = 78.0 • 1.75 136.6 Vertical component of active pressure used for soil pressure � Total = 888.5 Ibs R.M.= 892.2e DESIGNER NOTES: R-n 8.in Mas w/ #4 @ 16.in o/c Solid Grout, i 3'-0" % ;, 1A ;3 2 3/4" i j/ 2" 6" c - i Designer select O.in 1'-6" #0 °� all horiz. reinf. @ Heel See Appendix A 1'-9" r Pp= 250.# 96psf 240.62# . 975.88psf RCS To specify your own special title block here, use the "Settings" screen and enter your title block information Title 4ft retained Page: Job # LB20847 Dsgnr: TJB Date: OCT 10,2008 Description.... This Wall in File: F:1Projects - LB108120847 - Entry at La Qui Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: 1997 UBC:, Registration # : RP-1160805 2007013 Criteria Retained Height = 4.00 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary 1 Wall Stability Ratios Overturning = 3.06 OK Sliding = 1.53 OK Total Bearing Load = 1,551 Ibs ...resultant ecc. = 3.68 in Soil Pressure @ Toe = 1,077 psf OK Soil Pressure @ Heel = 164 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,191 psf ACI Factored @ Heel = 181 psf Footing Shear @ Toe = 2.1 psi OK Footing Shear @ Heel = 4.6 psi OK Allowable = 75.0 psi Sliding Cates (Vertical Component NOT Used) Lateral Sliding Force = 398.1 Ibs less 100% Passive Force = - 250.0 Ibs less 100% Friction Force = - 357.2 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E UBC 1997 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel Soil Density, Toe FootingIlSoil Friction Soil height to ignore for passive pressure = 110.00 pcf 0.00 pcf = 0.250 Footing Dimensions & Strengths Toe Width = 0.25 ft Heel Width = 2.25 Total Footing Width = 2.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi 6.00 in Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0."1 Total Force @ Section Ibs = 275.6 Moment.... Actual ft-#= 372.6 Moment..... Allowable = 845.7 Shear..... Actual psi = 4.3 Shear..... Allowable psi = 19.4 Wall Weight = 84.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting Yes , _ Use Full Stresses = No Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASO Concrete Data fc psi = Fy psi = x, �� I To specify your own Title : 4ft retained Page: special title block here, Job # : LB20847 Dsgnr: TJB Date: OCT 10,2008 use the "Settings" screen Description.... and enter your title block information. This Wall in File: F:1Projects - LB108120847 - Entry at La Qui Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: 1997 UBC, Registration # : RP-1160805 2007013 Footing Design Results Toe Heel Factored Pressure = 1,191 181 psf Mu': Upward = 98 0 ft-# Mu': Downward = 21 0 ft-# Mu: Design = 77 596 ft-# Actual 1-Way Shear = 2.14 4.59 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel _• 696.7 1.71 1,190.1 Toe Active Pressure = -39.4 0:50 -19.7 Sloped Soil Over Heel = ' Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 0.13 Surcharge Over Toe = Stem Weight(s) = 357.0 0.58 208.3 Earth @ Stem Transitions_ Total = 398.1 O.T.M. = 709.5 Footing Weight = 375.0 1.25 468.8 Resisting/Overtuming Ratio = 3.06 Key Weight = Vertical Loads used for Soil Pressure = 1,550.6 Ibs Vert. Component = 121.9 2.50 304.8 ' Vertical component of active pressure used for soil pressure Total = 1,550.6 Ibs R.M.= 2,172.0 DESIGNER NOTES: u 8.in Mas w/ #4 (a) 16 in o1c Solic 4'-0" 2" 6 1'-0" Designer select #0@0.in all horiz. reinf. 2 3 @ Heel See Appendix A 2'-6„ s t vj Pp= 250.# ppp 398.13# pp 63.51psf 1077.psf To specify your own special title block here, use the "Settings" screen and enter your title block information. Title TW-1 Job # LB20847 Description.... This Wall in File: Jv � Page: Dsgnr: TJB Date: NOV 13,2008 Mprojects - Ib108120847 - entry at la quint Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 ,. Registration # : RP-1160805 2007013 Criteria Retained Height = 1.00 ft Wall height above soil = 2.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 27.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. j Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 150.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 4.00 OK Sliding = 2.08 OK Total Bearing Load = 892 Ibs ...resultant ecc. = 0.04 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore for passive pressure = 6.00 in Soil Pressure @ Toe = 337 psf OK Soil Pressure @ Heel = 331 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 395 psf ACI Factored @ Heel = 389 psf Footing Shear @ Toe = 3.7 psi OK Footing Shear @ Heel = 0.1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 150.0 Ibs less 100% Passive Force = - , 93.8 Ibs less 100% Friction Force = - 218.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code. CBC 2007 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 30.0 #/ft ...Height to Top = 4.00 ft ...Height to Bottom = 3.00 ft [Footing Dimensions & Strengths Toe Width = 1.75 ft Heel Width = 0.92 Total Footing Width = 2.67 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht", = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.538 Total Force @ Section Ibs = 115.0 Moment.... Actual ft-# = 262.7 Moment..... Allowable = 488.6 Shear..... Actual psi = 2.5 Shear..... Allowable psi = 19.4 Wall Weight = 84.0 Rebar Depth 'd' in = 3.75 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data fm psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Use Full Stresses = No _ Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = r� To specify your own special title block here, use the "Settings" screen and enter your title block information. Title TW-1 Job # LB20847 Dsgnr: TJB Description.... ILL Page: Date: NOV 13,2008 This Wall in File: f:tprojects - Ib108120847 - entry at la quints Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: CEIC 2007 Registration # : RP-1160805 2007013 LFooting Design Results Toe Heel Factored Pressure = 395 389 psf Mu': Upward = 723 34 ft-# Mu': Downward = 331 35 ft-# ' Mu: Design = 393 1 ft-# Actual 1-Way Shear = 3.66 0.10 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: No key defined summary of overturnina & Resistina Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 70.0 0.67 46.7 Toe Active Pressure = -17.5 0.33 -5.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 30.0 4.50 135.0 Load @ Stem Above Soil = 67.5 3.25 219.4 Total = 150.0 O.T.M. = 395.2 Resisting/Overturning Ratio = 4.00 Vertical Loads used for Soil Pressure = 891.9 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES bzs Soil Over Heel = 27.9 2.54 70.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 2.08 312.5 Soil Over Toe _ Surcharge Over Toe Stem Weight(s) = 294.0 2.08 612.5 Earth @ Stem Transitions_ Footing Weight = 400.5 1.34 534.7 Key Weight = Vert. Component = 19.5 2.67 52.1 Total = 891.9 Ibs R.M.= 1,582.6. I tt6 41 - rr, ts0U F s� 5 -�V,/ 3 Pp= 93.75# 336.76psf 1 DL= 150., LL= 0.#, Ecc= O.in 150.# 331.32psf qw� 8.in Mas w/ #4 @ 16.in o/c Solid Grout, #0@0.in @Toe Designer select #0@0.in all horiz. reinf. @ Heel See Appendix A