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04-5482 (BLCK)54510 Avenida Alvarado cetif 40141z 95 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING PERMIT 1c tion Number Property Address APN : ' ' Application description Property Zoning Application valuation . IIIIIII VIII III VIII IIII 46 IE BUILDING & SAFETY DEPARTMENT (760) .777-7012. FAX (760) 777-7011 INSPECTION REQUESTS (760) 777-7153 04-00'005482 z.Date 7/14/04 r 545.1-0---AVENIDA- ALVARADO 774-273-001-24 -000000- . WALL/FENCE COVE RESIDENTIAL 1083 Owner ROBINSON JEFFREY D 78060 CALLE ESTADO ' LA QUINTA CA 92253 Contractor OWNER Permit WALL/FENCE PERMIT Additional Permit Fee Issue Date desc 27.00 Plan Check Fee . . Valuation . . . . Qty Unit Charge Per BASE FEE 6.00 2.0000 HND BLDG 501-2,000 .00 1083 Extension •15.00 12.00 Special Notes and Comments 50 LF OF 5' BLOCK WALL PER CITY STND Fee summary Charged Permit Fee Total Plan Check Total Grand Total 27.00 .00 27.00 Paid 'Credited .00 . 00 . 00 .00 .00 .00 Due 27.00 .00 27.00 P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 'edit 014 0144, BUILDING & SAFETY DEPARTMENT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Application Number: t Applicant: Applicant's Mailing Address: Architect or Engineer: Architect or Engineer's Date: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class License No. Date Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' 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 Contractors' 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 ($500).): U I, 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 or 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.). U 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 contractor(s) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. , B. P.C. for this reason I r B. n /l Date � t• Owner • WORKERS' 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. I 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 insurance carrier and policy number are: Carrier Policy Number I certify that, in the performance of 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 Califomia, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date Applicant • WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, 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. 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 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 I 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 pon the above-mentioned property for inspection purposes. Date 7l14-- Signature (Applicant or Agent): Tait 4aditrad 78-495 CALLE TAMPICO — LA OUINTA, CALIFORNIA 92253 TELEPHONE (760) 777-7012 FAX (760) 777-7011 OWNER / BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "Owner/Builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the City or County. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of variuus trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is$2s0 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. If you are an employer, you must register with the State and Federal Government as an employer and you are subject to several obligations including State and Federal income tax withholding, federal social security taxes, worker's compensation insurance, disability insurance costs and unemployment compensation contributions. There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. For more specific information about your obligations under Federal Law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Adminstration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "Owner/Builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N. Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Very truly yours, CITY OF LA QUINTA DEPT. OF BUILDING AND SAFETY 78-495 Calle Tampico La Quinta, CA 92253 (760) 777-7012 FAX: (760) 77-7 ittlat- OWNER'S SIG ATU /DATE Z-14-1 *tPibk Lk UldjW .PROPERTY ADDRESS oy_ 52/8, -- PERMIT NUMBER(s) ti 741 14X[citit- (atAIP 3 JAI - n� 5 36l?ott - Ni- la.a,utr 4 Bin # city of La Quetta 111111111111 111111111111 47 Building 8r Safety Division IE Permit # . 1 '\ "\� P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Project Address: Owner's Name: ) CAM4%� 4 . ,fJ ,,`} A. P. Number: Address:�67) A-('()/ A,zv,f/a4- 0 Legal Description: Re/%iLt j}a, j z70,,,e City, ST, Zip:),./9- f y rit C� �' i •G Contractor: - ,iy1 ��M i` �,L f3/�d: $ 1v�7 �%,� , G /l Telephone: % [7 0 0 -!� l - (3/a. %%:`:4:ti:iiYii'ifi....:. .?ii .iSji`:;<:$ �F�::;<;::»:>;<::;>.;::::::.:.::z:;::;•;> :%:: .,.>:>:�'`:'�```<`'�i`ri''%:::sE::;:`;::;•:::> Address: 1/4 3 -.gg4 AM) % DOA, ii:7 R b Project Description: City, ST, Zip: Th JN't ',41.,,,,,6, . cit 4%%3% `v2- _S6--6- A-11714 ReA Telephone: 6 (,, ^' - J ' ?ai `>:>�><::!;ssE:;>::>:;:::<:<.'« . :>::::`' ... ......,....::,, ' ...... ?3 J, kke:i -L F( 4PD 104 State Lic. # : City Lic. #: .3i " .To. /14 ,9' 1r!,, 5r1 — I Pr /I Arch., Engr., Designer: rtis • it X ) re; r AC StiteS T 5490T/il Address: �A L L c21,4 t City, ST, Zip: ,ART �- rll� : t 1' I• bgb 1R yf Telephone: fi'``o'><< <'.<:'•:::= :::•:<::,::;;:.::::>::»::>,.:::::::: ,,.::.,•::::;;•r Construction Type: Occupancy: nv: } •.:;;: State Lic. #: ryv;!6.;;;i$:<;:;;c{:<::.<;;:,.:;:;.t:Nri:'Yi•;+:i':i;:?.:::RS::i:{i:'•';{i Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: ' Sq. Ft.: # Stories:Q # Units: Telephone # of Contact Person: Estimated Value of Project: 8, Ott APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd ITRACKING r; 1 PERMIT FEES Plan Sets 3 Plan Check submittedFCn n ' Item Amount Structural Calcs. I Reviewed, ready for corrections 2941 '� 141 Plan Check Deposit �� Truss Calcs. /I` ,"rt" Called Contact Person I Plan Check Balance �. Title 24 Calcs.tiz K/ Plans picked up *LI!at Construction 6ti 410.0! iditt� Flood plain plan oil cai 3 Plans resubmitted4)t Mechanical Electrical t � Grading plan 2°1 Review, ready for corrections/issue Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. •••••+ H.O.A. ApprovalPlans resubmitted Grading ^ IN HOUSE:- 1n1 Review, ready for corrections/issue Developer Impact Fee ..—. Planning ApprovalCalled Contact Person A.I.P.P. 4,►--, Pub. Wks. Appr Date of permit issue rQ, �!1 f+"_" Y" ` ' . School Fees \i) /Veil! - I\ Total Permit Fees _ ti 741 14X[citit- (atAIP 3 JAI - n� 5 36l?ott - Ni- la.a,utr 4 q3 )-Ai-A rec: ),. I S t, c, 13' '4/S 7 1 n/ Grt Alu,L. Q, AAk9. LA*t•v kris • c __.CIY aF LA-QU I NTA -.._._ 1 a- ikr6J' BUILDING & SAFETY DEPT. 40f' APPROVED FOR CONSTRUCTION 1-/o'it 5 DATE S13111°11 BY � L .c. 4 r Miti ft, .66A Le Hp/gg F -,3L Atz.vtL 7 2, LuAl_e X06 /00/e771 /Des .0 ,e5,s- ,<-)-1,-/. 4611.. ."// - /74 uses /.7//c H �o �X ls7ri�l� 6dc:i s T W"G L � -- 3,,2s6s ��x2� �� /�iGt{ l v e -e7 -N w4 , o/J feu /-044-L-= - �i da -L 14) GA -72r oPes-k) — 7 /4k 6 itLf 'TbID of .52 -cc -kJ i4 5, ,t/� /9, a / c a /� ,C leo L7-5 mo2yg ,.t)e) 3/V s 6-84/ .000:.5A-b46k RDx&s. CITY OF LA QUINTA BUILDING & SAFETY DEPT. (:'6 PPROVED ;FOR CONSTRUCTION FEBZ4 2011 DATE BY ela CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPR V ; FOR qQ. N5TRUC _ -- DATE rJ �a BY -.o/® 4- VgAill4- b,q , z -4 ,4 o 70e -(V-.( M7 0/t) _444_ �'�-� - --6.P /so EL-L�141- iio_ 0A-7ce T 0/111 -Tc H J '' „ q6 1-06 ToP F 6A-7&) CITY OF LA QUINTA BUILDING & SAFETY DEPT. P'{ 'VE FOR CONSTRUCTION DATE 111111111111III11111I11149 IE CONCORDE CONSULTING GROUP, INC. (CONSULTING ENGINEERS) 3505 CAMINO DEL RIO SOUTH, STE. # 350 SAN DIEGO, CA 92108 PH: (610) 5183377 FAX: (619) 516-3386 STRUCTURAL DESIGN CALCULATIONS for Extension of Garden Wall at Benson Residence 54-510 Avenida Alvarado La Quinta, CA 92253 TABLE OF CONTENTS CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 51)tI2olt BY Section 1 -- Scope of Work. Section 2 -- Design Basis Section 3 -- Analysis/Design Project 11-999.1 Revision o Dated: 2/16/2011 For: Review \. e'$ 4 - _Dam . %-)C. t G y2. a F 0 2 R Atok- pGc PGC. Rt Qy ryk • 't o 1 • Section 1.0 SCOPE OF WORK Scope of work is limited to the design of the following items: Garden Wall Extension Section 2.0 DESIGN BASIS Wind Load = Allowable Soil Pressure = 1500 psf ASD EQ Load = 0.11W Section 3.0 ANALYSIS/DESIGN (€)SS -"k 'c- env A _SS3')74 ct `3 M C,c_A" S S 0 • '.n�`=...'. CONCORDECLIENT "p"" `"` PROJECT : Benson Residence PAGE : : Benson DESIGN BY : KMK JOB NO.: 11-999.1 DATE : 3/21/2011 REVIEW BY : KMK Wind.Analy.sis: for"Low-rise E wilding, Based on ASCE7-05'/:IBC 20061_CBC' 20,07 ' - INPUT DATA _ Exposure category (8, C or D) • B 1 _ Importance factor, pg 77, (0.87, 1.0 or 1.15) I = 1.00 Category H / - Basic wind speed (IBC Tab 1609.3.1 Vas) V = 85 mph 1 1 Topographic factor (Sec.6.5.7.2, pg 26 8 45) KZ, = 1 Flat Building height to eave he = 6 ft I I - ' Building height to ridge hr = 6 ft •- Building length L = 30 ft -c --• Building width B = 0'67 ft Effective area of components A = 0 • ft' DESIGN SUMMARY Max horizontal force normal to building length, L, face = 1.80 kips Max horizontal force normal to building length, B, face = 0.17 kips Max total horizontal torsional load = 6.12 ft -kips Max total upward force = 0.69 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kir Kd V2 I = 11.01 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) = 0.70 Ke = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = mean roof height = 6.00 ft < 60 ft, [Satisfactory] > Min (L, B), [Unsatisfactory], ASCE 7-05 6.2 (2) Design pressures for MWFRS p = qh [(G Car )-(G Co )] where: p = pressure in appropriate zone. (Eq. 6-18, page 28). pm;„, = 10 psf (Sec. 6.1.4.1 & 6.1.4.2) G Ca, = product of gust effect factor and external pressure coefficient, see:table below. (Fig. 6-10, page 53 & 54) G Ce, = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) = 0.18 or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1B, 0.4h), 0.046,3] = 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof angle 0 = 0.00 Roof angle 0 = 0.00 Roof angle 0 = 0.00 Surface Net Pressure with Net Pressure with Surface C Net Pressure with (+GCaI) (-GCe,) (+GCaI) (-GCpI) (+GCe,) (-GCpI) GCa1 GCa1 al 1 0.40 2.42 6.38 0.40 2.42 6.38 1T 0.40 0.61 1.60 2 -0.69 -9.57 -5.61 -0.69 -9.57 -5.61 2T -0.69 -2.39 -1.40 3 -0.37 -6.05 -2.09 -0.37 -6.05 -2.09 3T -0.37 -1.51 -0.52 4 -0.29 -5.17 -1.21 -0.29 -5.17 -1.21 4T -0.29 -1.29 -0.30 Roof angle 0 = 0.00 1E 0.61 4.73 8.69 0.61 4.73 8.69 GCaI Net Pressure with 2E -1.07 -13.76 -9.79 -1.07 -13.76 -9.79 Surface 3E -0.53 -7.81 -3.85 -0.53 -7.81 -3.85 (+GCaI) (-GC,I ) 4E -0.43 -6.71 -2.75 -0.43 -6.71 -2.75 1T 0.40 0.61 1.60 5 6 -0.45 -0.45 -6.93 -6.93 -2.97 -2.97 -0.45 -0.45 -6.93 -6.93 -2.97 -2.97 2T 3T -0.69 -2.39 -0.37 -1.51 -1.40 4T -0.29 -1.29 0.30 3E il 3,2k 2,, i Ft, ZONE 2/3 901IND1Hy 3E 3 31 :0.52:i.c, .� _ _*�•.--1 -` V ^i _- .. -\--77'-‘----z-1,7k;:-.7..,- �,.. jarltin ,,.r4. '� '•,!\,.r: »:: i%i \„,/9.r'C 5 �- ----...„..„..0><-.1,..., r Jit// � "SIC : , .. . RF.: ERENCE CORNER / iEREFERENCE CORNER --' 1 RIi! RI:NCI. 1:NRNER-7-'-' REFERENCE CORNER i.5-'„ •� ; .'n VIn ID DIRECTION %n C� l'IIt:IIOIRE.1:IION ''WIND DIREC.IIO>: �' 1'.IN;19;11;;;I: r; Transverse Direction Longitudinal Direciiorl Transverse Direction Longitudinal Direction Basic Load Cases Torsional Load Coses Basic Load Cases in Transverse Direction Surface Area (g2) Pressure (k) with (+GCpi) (-GCpi ) 1 144 0.35 0.92 2 8 -0.08 -0.05 3 8 -0.05 -0.02 4 144 -0.74 -0.17 1E 36 0.17 0.31 2E 2 -0.03 -0.02 3E 2 -0.02 -0.01 4E 36 -0.24 -0.10 E Horiz. 1.51 1.51 -0.02 Vert. -0.17 -0.09 Min. wind Horiz. 1.80 1.80 Sec. 6.1.4.1 Vert. -0.20 -0.20 in Transverse Direction Basic Load Cases in Longitudinal Direction Surface Area (ft2) Pressure (k) with (+GCpi) (-GCpi ) 1 -32 -0.08 -0.20 2 -80 0.77 0.45 3 -80 0.48 0.17 4 -32 0.17 0.04 1E 36 0.17 0.31 2E 90 -1.24 -0.88 3E 90 -0.70 -0.35 4E 36 -0.24 =0.10 S Horiz. 0.17 0.17 -0.02 Vert. -0.69 -0.61 Min. wind Horiz. 0.04 0.04 Sec. 6.1.4.1 Vert. -0.20 -0.20 Surface Area (ft) Pressure (k) with Torsion (ft -k) (+GCpi) (-GCpi) (+GCpi) (-GCpi ) 1 54 0.13 0.34 1 2 2 3 -0.03 -0.02 0 0 3 3 -0.02 -0.01 0 0 4 54 -0.28 -0.07 2 0 1E 36 0.17 0.31 2 4 2E 2 -0.03 -0.02 0 0 3E 2 -0.02 -0.01 0 0 4E 36 -0.24 -0.10 3 1 1T 90 0.05 0.14 0 -1 2T 5 -0.01 -0.01 0 0 3T 5 -0.01 0.00 0 0 4T 90 -0.12 -0.03 -1 0 Total Horiz. Torsional Load, MT 6 6 Design pressures for components and cladding P = qh[ (G Cp) - (G CpI)) where: p = pressure on component. (Eq. 6-22, pg 28) Pmin = 10.00 psf (Sec. 6.1.4.2, pg 21) G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 55-58) Torsional Load Cases in Longitudinal Direction Surface Area (ft2) Pressure (k) with Torsion (11-k) (+GCpi) (-GCpi) (+GCpi) (-GCpi ) 1 -34 -0.08 -0.22 0 o 0 0 7 o 0 0 0 0 0 0 2 -170 1.63 0.95 0 3 -170 1.03 0.36 0 4 -34 0.18 0.04 0 1E 36 0.17 0.31 0 2E 90 -1.24 -0.88 0 3E 90 -0.70 -0.35 0 4E 36 -0.24 -0.10 -1 1T 2 0.00 0.00 0 2T -80 0.19 0.11 0 3T -80 0.12 0.04 0 4T 2 0.00 0.00 0 Total Horiz. Torsional Load, MT -0.4 -0.4 e 15 WoIIs 13, 2 i 2 ,31 Roof U - Roof a>>• 0, ny. O-1 1M IWLO J. Comp. 8 Cladding Pressure ( psf) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GC, - GC, GC, - GC, GCp - GC, GCp - GCP GCp - GCP Comp. 0 0.30 -1.00 0.30 -1.80 0.30 -2.80 0.90 -0.99 0.90 -1.26 0, ny. O-1 1M IWLO J. Comp. 8 Cladding Pressure ( psf) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 10.00 -12.99_ 10.00 -21.79 10.00 -32.80 11.89 -12.88 11.89 -15.85 4 Other Structures -Method 2 All Heights Figure 6-20 Force Coefficients, Cr Solid Freestanding Walls & Solid Signs 8 I s `' . lBa .' ►I • I ) SOUD SIGN OR 1 S FREESTANDING WALL CASE A 'NIDI F1 F 11 WIND I F I I F CASE C GROUND SURFACE ELEVATION VIEW eat s �� �a�ci H s 014 II -020 ► •I4 I RANGE I t t \ .s/2 CASE B F F t WIND F h s/2 'f- h/2 o.ose I I F s_h h/2 } I 1 tf_.j ' 0.213-41WIND sm < GROUND SURFACE1 sh1 CROSS-SECTION VIEW RANGE PLAN VIEWS Cs, CASE A & CASE B Clearance Aspect Ratio. B/s Ratio, s/h < 0.05 0.1 0.2 0.5 1 2 4 5 10 20 >_ 45 1 1.80 1.70 1.65 1.55 1.45 1.40 1.35 1.35 1.30 1.30 1.30 1.30 0.9 1.85 1.75 1.70 1.60 1.55 1.50 1.45 1.45 1.40 1.40 1.4U 1.40 0.7 1.90 1.85 1.75 1.70 1.65 1.60 1.60 1.55 1.55 1.55 1.55 1.55 05 1.95 1.85 1.80 1.75 1.75 1.70 1.70 1.70 1.70 1.70 1.70 1.75 0.3 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.80 1.85 1.85 1.85 0.2 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.85 1.90 1.90 1.95 S_ 0.16 1.95 1.90 1.85 1.85 1.80 1.80 1.85 1.85 1.85 1.90 1.90 1.95 CI. CASE C Region Inodzonlat Aspect II Ratio. B/s Region (horizontal distance from Aspect Ratio. B/s distance from 2 3 46 7 8 9 10 vindward edge 13 = 45 windward edge) 0 to s 2.25 2.60 2.90 .10" 3.30" 3.40" 3.55" 3.65" 3.75' 0 to s 4.00" 4.30- s to 2s 1.50 1.70 1.90 2.00 2.15 2.25 2.30 2.35 2.45 s to 2s 2.60 2.55 2s to 3s 1.15 1.30 1.45 1.55 1.65 1.70 1.75 1.85 2s to 3s 2.00 1.95 3s to 10s , 1.10 1.05 1.05 1.05 1.05 1.00 0.95 3s to 4s 1.50 1.85 4s to 5s 1.35 1.85 'Values shall be multiplied Lis Reduction Factor PLAN VIEW OF WALL OR SIGN L(1 WITH A RETURN CORNER 5s to 10s 0.90 1.10 by the following reduction 0.3 Os 0.55 0.55 factor when a return 1.0 095 /�/� ►I >1 corner is present: 2 0.50 B WIND Notes: 1. The term "signs" in notes below also applies to "freestanding walls". 2. Signs with openings comprising less than 30% of the gross area are classified as solid signs. Force coefficients for solid signs with openings shall be permitted to be multiplied by the reduction factor (1 - (1 - c) $). 3. To allow for both normal and oblique wind directions, the following cases shall be considered: For s/h < 1: CASE A: resultant force acts normal to the face of the sign through the geometric center. CASE 8: resultant force acts normal to the face of the sign at a distance from the geometric center toward the windward edge equal to 0.2 times the average width of the sign. For B/s >_ 2. CASE C must also be considered: CASE C: resultant forces act normal to the face of the sign through the geometric centers of each region. For s/h = 1: The same cases as above except that the vertical locations of the resultant forces occur at a distance above the geometric center equal to 0.05 times the average height of the sign. 4. For CASE C where s/h > 0.8, force coefficients shall be multiplied by the reduction factor (1.8 - s/h). 5. Linear interpolation is permitted for values of s/h, B/s and L,/s other than shown. 6. Notation: B: horizontal dimension of sign, in feet (meters); h: height of the sign, in feet (meters); s: vertical dimension of the sign, in feet (meters): 5: ratio of solid area to gross area: L,: horizontal dimension of return corner, in feet (meters) Minimum Design Loads for Buildings and Other Structures 6:5.12.4.2 Buildings with h > 60 ft (18.3 m). Desien wind nressures on components and cladding for all buildings with /1 > - 60 ft (183 m) shall be determined from the following equation: p = q(GCt,) — q;(GC,,;) (lb/ft2) (N/m') - where q q qj qr (GCp) (GCp,) 6.5.13.1.1 Sign Convention. Plus and minus signs signify pressure acting toward and away from the top surface of the roof, respectively. (6-23) 6.5.13.1.2 Critical Load Condition. Net pressure coeffi- cients C,v include contributions from top and bottom surfaces. All load cases shown for each roof angle shall be investigated. 6.5.13.2 Main Wind -Force Resisting Systems. The net design pressure for the MWFRSs of monoslope. pitched, or troughed roofs shall be determined by the following equation: p = gr,GC,v (6-25) = q, for windward walls calculated at height = above the ground = qr, for leeward walls. side walls, and roofs, evaluated at height h = qr, for windward walls, side walls, leeward walls, and roofs of enclosed buildings and for negative internal pressure evaluation in partially enclosed buildings = q, for positive internal pressure evaluation in partially enclosed buildings where height: is defined as the level of the highest opening in the building that could affect the positive internal pressure. For buildings sited in wind-borne debris regions, glazing that is not impact resistant or protected with an impact -resistant cover- ing, shall be treated as an opening in accordance with Section 6.5.9.3. For positive internal pressure evalua- tion, q; may conservatively be evaluated at height h (q; = qh = external pressure coefficient from Fig. 6-17 = internal pressure coefficient given in Fig. 6-5. q and q, shall be evaluated using exposure defined in Section 6.5.6.3. 6.5.12.4.3 Alternative Design Wind Pressures for Compo- nents and Cladding in Buildings with 60 ft (18.3 m) < h < 90 ft (27.4 m). Alternative to the requirements of Section 6.5.12.4.2, the design of components and cladding for buildings with a mean roof height greater than 60 ft (18.3 m) and less than 90 ft (27.4 m) values from Figs. 6-11 through 6-17 shall be used only if the height to width ratio is one or less (except as permitted by Note 6 of Fig. 6-17) and Eq. 6-22 is used. 6.5.12.4.4 Parapets. The design wind pressure on the compo- nents and cladding elements of parapets shall be designed by the following equation: p = gp(GCt, — GC,,;) (6-24) where qp = velocity pressure evaluated at the top of the parapet GC!) = external pressure coefficient from Figs. 6-11 through 6-17 GC,,; = internal pressure coefficient from Fig. 6-5. based on the porosity of the parapet envelope Two Toad cases shall be considered. Load Case A shall consist of applying the applicable positive wall pressure from Fig. 6-11A or Fig. 6-17 to the front surface of the parapet while applying the applicable negative edge or comer zone roof pressure from. Figs. 6-11 through 6-17 to the back surface. Load Case B shall consist of applying the applicable positive wall pressure from Fig. 6-11A or Fig. 6-17 to the back of the parapet surface, and applying the applicable negative wall pressure from Fig. 6-1 IA or Fig. 6-17 to the front surface. Edge and corner zones shall be arranged as shown in Figs. 6-11 through 6-17. GCi, shall be determined for appropriate roof angle and effective wind area from Figs. 6-1.1 through 6-17. If internal pressure is present, both load cases should be evaluated under positive and negative internal pressure. 6.5.13 Design Wind Loads on Open Buildings with Monoslope, Pitched, or Troughed Roofs. 6.5.13.1 General. Minimum Design Loads for Buildings and Other Structures where qr, = velocity pressure evaluated at mean roof height h using the exposure as defined in Section 6.5.6.3 that results in the highest wind loads for any wind direction at the site G = gust effect factor from Section 6.5.8 CN = net pressure coefficient determined from Figs. 6-18A through 6-18D For free roofs with an angle of plane of roof from horizontal 8 less than or equal to 5' and containing fascia panels, the fascia panel shall be considered an inverted parapet. The contribution of loads on the fascia to the IvIWFRS loads shall be determined using Section 6.5.12.2.4 with qn equal to q,,. 6.5.13.3 Component and Cladding Elements. The net design wind pressure for component and cladding elements of mono - slope, pitched. and troughed roofs shall be determined by the following equation: p = gi,GC,v where q,, = velocity pressure evaluated at mean roof height h using the exposure as defined in Section 6.5.6.3 that results in the highest wind loads for any wind direction at the site G = gust -effect f . . . • . -. Civ = 6-19A (6-26) 1 ressure coefficient determined from through 6-19C 6.5.14 Design Wind Loads on Solid Freestanding Walls an Solid Signs. The design wind force for solid freestanding walls and solid signs shall be determined by the following formula: F = gh,GCfA,. (lb) (N) (6-27) where qj, = the velocity pressure evaluated at height h (defined in Fig. 6-20) using exposure defined in Section 6.5.6.4.1 G = gust -effect factor from Section 6.5.8 C1. = net force coefficient from Fig. 6-20 A, = the gross area of the solid freestanding wall or solid sig in ft' (m'-) 1 sion Wind Loads on Other St wind force for of ier ing equation: F = gzGCfAi. (lb) (N) s s. The design e determined by the follow - (6 -28) where q- = velocity pressure evaluated at height = of the centroid of area A f using exposure defined in Section 6.5.6.3 G = gust -effect factor from Section 6.5.8 Cf = force coefficients from Figs. 6-21 through 6-23 A f = projected area normal to the wind except where C)• is spec- ified for the actual surface area, ft2 (m2) EXCEPTION: For buildings whose mean roof height is less than or equal to 3(1 ft: the upwind distance may be reduced to 1,500 ft (457 m). Exposure C: Exposure C shall apply for all cases where Expo- sures B or D do not apply. Exposure D: Exposure D shall apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance greater than 5,000 ft (1,524 m) or 20 times the building height, whichever is greater. Exposure Dshal] extend into downwind areas of Surface Roughness B or C for a distance of 600 ft (200 m) or 20 times the height of the building, whichever is greater. For a site located in the transition zone between exposure cate- gories, the category resulting in the largest wind forces shall be used. EXCEPTION: An intermediate exposure between the preceding cate- gories is permitted in a transition zone provided that 0 is determined by a rational analysis method defined in the recognized literature. 6.5.6.4 Exposure Category for Main Wind -Force Resisting System. 6.5.6.4.1 Buildings and Other Structures. For each wind direction considered, wind loads for the design of the MWFRS de- termined from Fig. 6-6 shall be based on the exposure categories defined in Section 6.5.6.3. 6.5.6.4.2 Low -Rise Buildings. Wind loads for the design of the MWFRSs for low-rise buildings shall be determined using a velocity pressure q1, based on the exposure resulting in the high- est wind loads for any wind direction at the site where external pressure coefficients GClf given in Fig. 6-10 are used. 6.5.6.5 Exposure Category for Components and Cladding. Components and cladding design pressures for all buildings and other structures shall be based on the exposure resulting in the highest wind loads for any direction at the site. 6.5.6.6 Velocity Pressure Exposure Coefficient. Based on the exposure category determined in Section 6.5.6.3, a velocity pres- sure exposure coefficient K: or Kh, as applicable, shall be de- termined from Table 6-3. For a site located in a transition zone between exposure categories, that is, near to a change in ground surface roughness, intermediate values of K_ or Kb. between those shown in Table 6-3, are permitted, provided that they are de- termined by a rational analysis method defined in the. recognized literature. 6.5.7 Topographic Effects. 6.5.7.1 Wind Speed -Up over Hills, Ridges, and Escarpments. Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography, located in any exposure category, shall be included in the design when buildings and other site conditions and locations of structures meet all of the following conditions: 1. The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature (100H) or 2 mi (3.22 km), whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2. The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2 -mi (3.22 km) radius in any quadrant by a factor of two or more. • 3. The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 26 4. H/L;,>0.2. 5. H is greater than or equal to 15 ft (4.5 m) for Exposures C and D and 60 ft (l 8 m) for Exposure B. 6.5.7.2 Topographic Factor. The wind speed-up effect shall be included in the calculation of design wind loads by using the factor K-,: K_, _ (1+ K1K2K3)2 (6-3) where Ki. K2, and K3 are given in Fig. 6-4. if site conditions and locations of structures do not meet all the conditions specified in Section 6.5.7.] then K-, = 1.0. 6.5.8 Gust Effect Factor. 6.5.8.1 Rigid Structures. For rigid structures as defined in Sec- tion 6.2. the gust -effect factor shall be taken as 0.85 or calculated by the formula: G = 0.925 (0 =c( + l.7go1.Q) 1 1+1.7g,,1= J 33)1/6 (6-4) (6-5) 10 1/6 In SI: I==c(—/ where 1. = the intensity of turbulence at height f where f = the equivalent height of the structure defined as 0.6h, but not less than -„,i„ for all building heights h. _mi„ and c are listed for each exposure in Table 6-2; go and gr shall be taken as 3.4. The ° background response Q is given by 0= 1 \ ]+0.63 (B+h)(1.63 L (6-6) where B,17 are defined in Section 6.3; and L = the integral length scale of turbulence at the equivalent height given by L_ = L ()E (6-7) E In Sl: L=C() : 10 in which L and E are constants listed in Table 6-2. 6.5.8.2 Flexible or Dynamically Sensitive Structures. For flex- ible or dynamically sensitive structures as defined in Section 6.2, the gust -effect factor shall be calculated by 1 + 1.7/2.1g20 Q2 + g2RR2 G f = 0.925 I (6-8) 1+1.78.1= go and g,• shall be taken as 3.4 and gR is given by 0.577 gR = 12 In (3,600111) + ,/21n (3,600,71) R, the resonant response factor, is given by (6-9) R = /R,R;,R11(o.53 + 0.47k) (6-10) 7.47N1 R„_ (6-1 1) (1 + I0.3N))5/3 ASCE 7-05 DETERMINATION OF WIND LOAD FOR CASE C, Cf Return 11 Reduction Wind Wall # B (ft) s(ft) B/s Cf 11(ft) L1/s Factor Force (psf) 1 25.0 5.0 5.0 3.10 16.0 3.2 0.6 17 2 16.0 5.0 3.2 2.70 25.0 5.0 0.6 15 3 29.5 3•S g.33 3.10 4- 16.0 3.8 0.6 2-01 OS) 5k)4 tat = gs 2— = . 2 e< 3•x'4-, 11-ot el. i tinV4 Fg'••,7,24`.: Xr•tr2.sti 07.:Y.NYIT• Zii• tk;414g.iii.Z.ricft.tpart.plifl 43 -Ztel,-1,091i V61' tEZZ • "ya VJNFOfl Q:QWdLAiV VOiteAV 0 3„,5-17S NOSN35 3151111N 83Mitne 1 'ammo TWA :0018 iSIIX3 GV NOWOasHnoo C A S" 3"..tj,.k r46% N' 1 11 * - .=! '201:1) L,44 ,74f- 1/49 4' • * \17 41, • 71•45, 1;ril; • fe..44 11.4. ity:/f 1:(413(-3 14 -49114 7'401i p9.1)9" sr.z;ic'z ri •. A' .• -:4-71,•,'..747 • • 4 )01 LA 0 9 17 f• r omd, 47port. M A X .00-401' • O. fyqs4 .r4444 J. C , 151AJ I 4:1,1 L.0 .*; • V s yelP.5t, .‹L • , .4 fzz E. <1.P c c esg - - 4->01 ri-6; c_ 14 "Ye. ‘1. (E) ‹i S OfA F fe 44F+ ‘A... trr ss, P- r COURSE 'ADDITION TO •EXIST BLOCK. WALL OWNER SOLDER MIKE BENSON 4-510r AVENIDA ALVERADO LAGONTA, CA, 92253. 88-6O1 -13i2 MM Ft6;105„•=.5'.1:14.11',. I 4 .qi(I. Cryi IZEN-TH m. I .-1 Kiri14 di; IZO J 17.13 tne2121 ffrk- "9E3 nool u 15:311s;L,4 e. V-109-datg $.19:ZZ6, "VO INIflQV 00YeK1V VOINRAV 01q-+tS NOSNa9 'tfaCrifine HaNAA0 -nv-AA >rjoila .i.sixa01 NOUJOGY A'sar 00 V Jr -1\ rsp cs,rt. (j7 4 _ c -D •N. 4 4 'ad 7 c,3 d r 4 3 444 I4 1NP114 '0 f -e-1 Tred•A • e7A, ;04 inzAdia 4)-4' rol9ri i • -,:+.?1,1r:71. 471 4 e 0-9 4,- wm. 1,44"-:-Ie-i1 Concorde Consulting Group, Inc 3505 Camino Del Rio South # 350 San Diego California 92108 Title : Garden Wall # 1 Page: Job # : 11-999.1 Dsgnr: KMK Date: FEB 17,2011 Description.... Extension of existing garden wall by two, three or four courses upto a maximum height of 6'-0" This Wall in File: C:\RP6\11-999-1 -- BENSON RESIDENCE ( RetainPro Version 6.0 Build Date : 10 -SEP -2001, (c) 1989-2001 Cantilevered Retaining Wall Design Criteria Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem 0.75 ft = 5.00 ft = 0.00: 1 = 9.00 in = 110.00 pcf 17.0 psf • Design Summary Total Bearing Load ...resultant ecc. = 782 lbs 5.65 in Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Th ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 986 psf OK 0 psf OK 1,995 psf an Allowable 1,380 psf 0 psf = 4.7 psi OK = 1.6 psi OK = 76.0 psi 2.12 OK = 6.69 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 85.0 lbs less 100% Passive Force= - 295.1 lbs less 100% Friction Force= - 273.8 lbs Added Force Req'd = ....for 1.5 : 1 Stability = Footing Design Results Toe Heel Factored Pressure = 1,380 0 psf Mu' : Upward = 431 14 ft-# Mu' : Downward = 131 131 ft-# Mu: Design = 300 117 ft-# Actual 1 -Way Shear = 4.68 1.65 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 0.0 lbs OK 0.0 lbs OK [Soil Data Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootingliSoil Frictior Soil height to ignore for passive pressure Stem Construction 30.0 psf/ft 250.0 psf/ft 0.0 ft = 0.350 = 12.00 in Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data, fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Footing Dimensions & Strengths Toe Width = 0.75 ft Heel Width = 1.25 Total Footing Widtt = 2.00 Footing Thickness = 13.00 in Key Width Key Depth Key Distance from Toe 0.00 in = 0.00 in = 0.00 ft f'c = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Top Stem Stem OK ft = 0.00 Masonry 6.00 = # 4 = 16.00 Center lbs = ft-# = psi = psi = in = in = in = 0.444 85.0 276.3 622.4 2.9 38.7 24.00 9.39 58.0 2.75 psi = 1,590 psi = 24,000 = Yes = Yes = 25.78 = 1.000 in = 5.60 1 Concorde Consulting Group, Inc 3505 Camino Del Rio South # 350 San Diego California 92108 Title : Garden Wall # 1 Page: Job # 11-999.1 Dsgnr: KMK Date: FEB 17,2011 Description.... Extension of existing garden wall by two, three or four courses upto a maximum height of 6'-0" This Wall in File: C:\RP6\11-999-1 -- BENSON RESIDENCE ( RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 50.4 0.61 Toe Active Pressure = -50.4 0.61 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 85.0 4.33 30.8 -30.8 368.3 Total = 85.0 O.T.M. = 368.3 Resisting/Overturning Ratio = 2.12 Vertical Loads used for Soil Pressure = 782.3 lbs Vertical component of active pressure NOT used for soil pressure 1 RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 61.9 1.63 100.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 61.9 0.38 Surcharge Over Toe Stem Weight(s) = 333.5 1.00 Earth @ Stem Transitions = Footing Weighl = 325.0 1.00 Key Weight Vert. Component Total = 782.3 lbs R.M.= 23.2 333.5 325.0 782.3 Pp= 295.14# 985.57psf 50.417# T Concorde Consulting Group, Inc 3505 Camino Del Rio South ' # 350 San Diego California 92108 Title : Garden Wall # 2 Page: Job # : 11-999.1 Dsgnr: KMK Date: MAR 22,2011 Description.... Extension of Garden Wall by 2, 3 or 4 courses to a maximum height of 6'-0" This Wall in File: C:1RP6111-999-1 -- BENSON RESIDENCE ( RetainPro Version 6.0 Build Date : 10 -SEP -2001, (c) 1989-2001 Criteria Cantilevered Retaining Wall Design Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem 0.75 ft 5.00 ft 0.00: 1 9.00 in 110.00 pcf 15.0 psf Design Summary Total Bearing Load ...resultant ecc. • 782 lbs = 4.99 in Soil Pressure @ Toe = 892 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,995 psf Soil Pressure Less Than Allowable ACI Factored @ Toe . = 1,249 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.2 psi OK Footing Shear @ Heel = 1.3 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 2.41 OK Sliding = 7.59 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 75.0 lbs less 100% Passive Force= - 295.1 lbs less 100% Friction Force= - 273.8 lbs Added Force Req'd ....for 1.5 : 1 Stability = 0.0 lbs OK • 0.0 lbs OK ;_Footing Design Results Toe Factored Pressure = 1,249 Mu' : Upward = 399 Mu' : Downward = 131 Mu: Design = 267 Actual 1 -Way Shear = 4.20 Allow 1 -Way Shear = 76.03 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Heel Soil Data Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingI Soil Frictior = 0.350 Soil height to ignore for passive pressure = 12.00 in tem Construction 1 Design height ft= Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data 0 psf 29 ft-# 131 ft-# 102 ft-# 1.32 psi 76.03 psi fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data Footing Dimensions & Strengths Toe Width = 0.75 ft Heel Width = 1.25 Total Footing Widtf = 2.00 Footing Thickness = 13.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Top Stem Stem OK 0.00 = Masonry 6.00 - # 4 = 24.00 = Center lbs = ft-#= psi = psi = in = in = in = 0.497 75.0 243.8 490.5 2.5 38.7 24.00 9.39 58.0 2.75 fm Fs Solid Grouting Special Inspection Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy psi= 1,500 psi = 24,000 = Yes = Yes = 25.78 = 1.000 in = 5.60 Medium Weight psi = psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 1 Concorde Consulting Group, Inc 3505 Camino Del Rio South #.350 San Diego California 92108 Title : Garden Wall # 2 Page: Job # : 11-999.1 Dsgnr: KMK Date: MAR 22,2011 Description.... Extension of Garden Wall by 2, 3 or 4 courses to a maximum height of 6'-0" This Wall in File: C:\RP6\11-999-1 -- BENSON RESIDENCE ( RetainPro Version 6.0 Build Date : 10 -SEP -2001, (c) 1989-2001 Cantilevered Retaining Wall Design Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 50.4 0.61 Toe Active Pressure = -50.4 0.61 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 75.0 4.33 Total 30.8 -30.8 325.0 = 75.0 O.T.M. = 325.0 Resisting/Overturning Ratio = 2.41 Vertical Loads used for Soil Pressure = 782.3 lbs Vertical component of active pressure NOT used for soil pressure 1 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component RESISTING Force Distance lbs ft 61.9 1.63 61.9 333.5 325.0 Total = Moment ft-# 100.5 0.00 0.38 23.2 1.00 333.5 1.00 325.0 782.3. lbs R.M.= 16 Pp= 295.14# 892.17psf 50.417# 11 Concorde Consulting Group, Inc 3505 Camino Del Rio South # 350 -San Diego California 92108 RetainPro Version 6.0 Build Date : 10 -SEP -2001, (c) 1989-2001 Title : Garden Wall # 3 Page: Job # : 11-999.1 Dsgnr: KMK Date: MAR 22,2011 Description.... Extension of existing Garden Wall by 2, 3 or 4 courses to a maximum height of 6'-0" This Wall in File: c:1rp6111-999-1 -- benson residence garde Cantilevered Retaining Wall Design Criteria Retained Height = 0.75 ft Wall height above soil = 3.54 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 9.00 in Soil Density = 110.00 pcf Wind on Stem 20.7 psf ' Design Summary ' Total Bearing Load = 698 lbs ...resultant ecc. = 4.54 in Soil Pressure @ Toe = 748 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,995 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,048 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 3.2 psi OK = 1.2 psi OK = 76.0 psi 2.64 OK 7.36 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 73.3 lbs less 100% Passive Force= - 295.1 lbs less 100% Friction Force= - 244.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results ' Toe Heel [Soil Data Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootinglISoil Frictior = 0.350 Soil height to ignore for passive pressure = 12.00 in LStem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Factored Pressure = 1,048 0 psf Mu' : Upward = 338 38 ft-# Mu' : Downward = 131 131 ft-# Mu: Design = 207 93 ft-# Actual 1 -Way Shear = 3.25 1.20 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data Top Stem Footing Dimensions & Strengths Toe Width Heel Width Total Footing Widtt Footing Thickness = 0.75 ft = 1.25 2.00 13.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Stem OK ft = 0.00 = Masonry 6.00 _ # 4 = 24.00 = Center lbs = ft-# = psi = psi = in = in = in = 0.377 73.3 184.7 490.5 2.5 38.7 24.00 9.39 58.0 2.75 fm psi = Fs psi = Solid Grouting = Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Medium Weight Concrete Data 1,500 24,000 Yes = Yes = 25.78 = 1.000 in = 5.60 fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Concorde Consulting Group, Inc 3505 Camino Del Rio South # 350 San Diego California 92108 Title : Garden Wall # 3 Page: Job # : 11-999.1 Dsgnr: KMK Date: MAR 22,2011 Description.... Extension of existing Garden Wall by 2, 3 or 4 courses to a maximum height of 6'-0" This Wall in File: c:\rp6\11-999-1 -- benson residence garde RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 50.4 -50.4 73.3 0.61 30.8 0.61 -30.8 3.60 264.0 Total = 73.3 0.T.M. = 264.0 Resisting/Overturning Ratio = 2.64 Vertical Loads used for Soil Pressure = 697.6 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 61.9 1.63 100.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 61.9 0.38 Surcharge Over Toe Stem Weight(s) = 248.8 1.00 Earth @ Stem Transitions = Footing Weighl = 325.0 1.00 Key Weight Vert. Component Total = 23.2 248.8 325.0 697.6 lbs R.M.= 697.6 19 1 orooS000•. o❖.v000❖. .•.000•.00•. o•.000vo.,.,., .......... 748.29psf Concorde Consulting Group, Inc 3505 Camino Del Rio South # 350 San Diego California 92108 RetainPro Version 6.0 Build Date : 10SEP-2001, (c) 1989 Criteria tiamimmommorm Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Title : Wall # 4 (REVISED TO 6'-0") Job # : 11-999.1 Dsgnr: Description.... Page: Date: APR 16,2011 This Wall in File: c:\rp6111-999.1--I>enson residence garde Cantilevered Retaining Wall Design Wind on Stem 0,75 ft 6.00 ft 0.00 :1 9.00 in 110.00 p = 21.3 psf Design Summary Total Bearing Load = 840 lbs ...resultant ecc. = 7.57 in Soil Pressure @ Toe - 1,518 psf OK Soil Pressure(g) Heel = 0 psf OK Allowable = 1,950 psf Soll Pressure Less Than Allowable ACI Factored oQ Toe = 2,125 psf ACI Factored ag Heel = 0 psf Footing SheargiToe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding • • 7.2 psi OK • 1.4 psi OK • 78.0 psi = 1.50 OK = 4.61 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 127.8 lbs less 100% Passive Form - 295.1 lbs less 100% Friction Force= - 294.1 it's Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability - 0.0 lbs OK Footing DesignResults 1 ..111111. Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Watechelght over heel FootingllSoil Frictior Soil height to ignore for passive pressure 1 • 1,950.0 psf Method = 30.0 psf/ft = 30.0 psftft = 250.0 psf/ft = O.O ft = 0.350 • 12.00 in 1 Footing Dimenshns & Strengths Toe Width - 1.00 ft Heel Width = „ 1.00 Total Footing Width 2.00 Footing Thickness _. . 13.00 In Key Width = 0.00 In Key Depth = 0.00 In Key Distance from Toe - 0.00 ft Pc = 2,000 psi Fy = 60,000 psi Footing Concrete Dens ty = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in © Btm.= 3.00 In Stem Construction Top Stem _ tar• Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry 6.00 • # 4. = 24.00 • _--- Center ..._. _ • • 0.977 Total Force tt Section lbs Moment....Actual ft.# _ Moment Allowable = Shear Actual psi = Shear Allowable psi = Lap Splice if Above in = Lap Splice if Below in = Wall Weight Rebar Depth 'd' in = 2.75 Masonry Data • - • • • • •• • - • Pm psi= 1,500 Fs pal = 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 5.60 Masonry Block Type = Medium Weight Concrete Data ...... -• • •-•-••• • - • fc psi = Fy psi = Other Acceptable arses 8 Specings Toe: Not req'd, Mu < S' Fr Heel: Not req'd. Mu < S' Fr Key: No key defined Toe , Keel Factored Pressure a 2,125 0 psf Mu' : Upward = 896 0 ft-# Mu' : Downward = 217 87 ft4 Mu: Design = 679 67 ft4t Actual 1 -Way Shear = 7.21 1.36 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa 127.8 479.3 490.5 4.3 38.7 24.00 9.39 58.0 2. Concorde Consulting Group, Inc 3505 Camino Del Rlo South # 350 San Diego California 92108 Title • Wall #4 (REVISED TO 6'•0") Job# 11.999.1 Dsgnr: Description.... • Page: Date: APR 16,2011 This Wall in File: c:1rp6111-999.1 - benson residence garde RetainPrc version 6.0 Cantilered Retaining Wall Design Build Date : 10SEP-2001, 19894001 Summa of Overturnin . & Resistin Fores & Moments il OVERTURNING.. i. .RES15 TING ®�� Force Distance IMoment Force Distance , Moment ItemIbs ft •_• .ft_# Ibis ft ft-# Heel Active Pressure = 50.4 0.61 30.8 Soil Over Heel = 41.3 1.75 72.2 Toe Active Pressure = -50.4 0.61 -30.8 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load - Axial Dead Lbad on Stem = 0.00 Load ® Stem Above Soil = 127.8 4.83 617.7 Soll Over Toe = 82,5 0.50 41.3 Surcharge Over Toe = ., _• _ .ri_ . Stem Weight(s) _ 391.5 1.25 489.4 • Total = 127.8 O.T.M. _ ;1 617.7 Earth ® Stem Transitions= Re315ting!Overturning Ratio = 1:50 Vertical Loads used for Soil Pressure = 840.3) .lbs • Vertical component of active pressure NOT used for sod pressure Footing Weighi = 325.0 1.00 325.0 Key Weight = Vert. Component = Total = 840.3 Ibs R.M.= 927.8