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10-1078 (SOTB)4 P.O. BOX 1504 ^' 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: 10-00001078 - Owner: Property Address: 55505 PEBBLE BEACH RICK DELAMARTER APN: 775-130-007- - - 55505 PEBBLE BEACH Application description: STRUCTURES OTHER THAN BUILDINGS LA QUINTA, CA 92253 Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 38850 ► Contractor: Applicant: Architect or Engineer: BUBBLE SPRINGS P.O. BOX 1046 RANCHO MIRAGE, CA 92270 PIA (760)341-2336 Ni/ Lic. No.: 728796 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 a d Professio s ode, and my License is in full force and effect. _ License Class: C53 D35 Lnse No.: 728796 Date// tractor: OW R -BUILDER' DECLARATION I hereby affirm under penalty of perjury that I am empt 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 ($500).: 1 _ 1 1, as owner of the property, or my employees with wages as their sale 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.). (_ 1 1, 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 pursuantto the Contractors' State License Law.). 1 1 1 am exempt under Sec. BAP.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: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 11/17/10 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. 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 EVEREST NATL Policy Number 760001635101 certify that, in the performance of the work for which this permit is issued, 1 shallnot employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should beco su ject the workers' compensation provisions of Section 3700 of the Lpor Code, I c mpty with [hose provisions. at5 t:�"V7�b plicant: ` WARNING: FAILURE TO SECURE ORKERS' C ENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENAL ES 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 I have read this application and state that the above information is correct. I agree to comply with all city and unty ordinances and state laws relating to building construction, and It eby authorize representatives of th' ounty to enter upon the a ve-mentioned propert a e do p es. Datep%l'V� 1 Si ure (Applicant or Agent): Application Number . . 10-00001078 Permit ELEC-MISCELLANEOUS Additional desc . Permit Fee . . . . 52.50 Plan Check Fee_. 13.13 Issue Date . . . . Valuation 0' Expiration Date 5/16/11 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 37.5000 EA ELEC SVC <=600V/>200A/<=1000A ---------------------------------------------------------------------------- 37.50 Permit . . . PLUMBING Additional desc . Permit Fee . . . . 27.00 Plan Check Fee 6.75 Issue Date . . . . Valuation 0 Expiration Date 5/16/11 Qty Unit Charge Per Extension BASE FEE 15.00 2.00 6.0000 EA PLB FIXTURE -------------------------------------------------------------------=-------- 12.00 Permit . . . . . WALL/FENCE PERMIT Additional desc . Permit Fee . . . . 1.5.00 Plan Check Fee .00 Issue Date . . . . Valuation 500 Expiration Date 5/16/11 Qty Unit Charge Per Extension BASE FEE 15.00 -------------------------------------------------------------------------- Special Notes and Comments 2 WATER FOUNTAINS - 3-3.5' W 25'L X 2' ; " D. ONE WITH.8' HGT WET WALL, ONE WITH'3 ARTISANS & 2 DECK POTS PER ENGINEERED PLANS. 2007 CBC. Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473). 2.00 Fee summary Charged Paid Credited Due Permit Fee Total 94.50 .00 .00 94.50 Plan Check Total 19.88 .00 .00 19.88 Other Fee Total 2.00 .00 .00 2.00 Grand Total 116.38 .00 .00 116.38 LQPERMIT Bin # ^ - City of La Quinta. Building & Safety Division .'. - - - - P.O. Boz 1504, 78-495 Calle Tampico La Qulnta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # W Project Address: 5� �' Owner's Name: , C A. P. Number: Address: 5 b Legal Description: Contractor. To716e City, ST, Zip: V G, G ZZ5" 3 Telephone: 4ci — 1 0 Project Description: ~ Address: Q Q City, ST, Zip: �V 1 ca. =� Telephone:I. ' ,+� pp <; • ;;� ter•. .�:.,o-. ss: h City Lic. #: - i State Lic.-# : to - pi i r ,., l�zL c V=/ � ____ . Arch., Engr., Designer a - ` A Address: ". ems. City., ST, Zip:y 1 r Telephone: State Lic. #: y s,:s Name of Contact Person: Construction Type: Occupancy: Project a New Add'n Alter Repair Demo J type circle one) [ Sq. Ft.: # Stories: # Units: Telephone # of Contact Person:' 2,'- j-7 uEstimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE - # Submittal ;' Req'd-- —Reed TRACKING PERMIT FEES �. Plan Sets - ~, ' Plan Check submitted Item Amount Structural Cafes. Reviewed, ready fororrections Ig cy f Plan Check Deposit ) Truss Calcs. Called Contact Person < Plan Check Balance Title 24 Calcs. Plansicked,u P P (� � Construction e Flood plain plan Plans resubmitted ' Mechanical { Grading plan 20° Review,'ready for correctio ifssue ( Electrical Subcontactor List Called Contact Person Plumbing t Grant Deed Plans picked up S.M.I. ! H.O.A. Approval Plans resubmitted Grading i IN HOUSE: '^° Review, ready for correctionsfissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. ' Pub. Wks. Appr Date of permit issue + School Fees Total Permit Fees /,/ o/9 I3��S�,g �/ - N0 ZCZ,c,e �a�.c�y o � �v 0 cvrlcss'I W r 17W M i Equipment Location - n a a76, 8ubbif, Cl BUILDING APPROVED FOR CONSTRUCTION •� t► - 13 y_ �. ��, cl-y �1 Rick Address: - 5 City: La ul, Stawzlp: Phone: 310. . Cell: Email: Rdeh Length: 2! Width: 3.5 Depth: 2.( Perimeter: Square Fool Material: _T Water Feab Length: 2' Width: 3' Depth: 2.1 Perimeter: Square Foo Material: _F Water Feat . DEBRIS,CONGNA IR A'RE-tNSPECTION FEE OF, ',-AN ADEQUATELY SIZE 3, _; jo SITE DULL WILL BE CHARGED IF THE APPROVED IS REQUIRED ON THE 8 PLANS AND JOIS CARD ARE NOT ON s OF CONSTRUCTION AND MUST 13F w. PHASE ;.,-THE SITE FOR -A SCHEDULED ECESSARY FAILURE TO DO ' W ED AS N INSPECTION. EMPTIED CAUSE THE CIV, To HAVE THE CONT MAY C NJ EXCf-PT,0'j14S!, THE EXPENSE OF,.THE 0%,NtJi� DUMPED AT CONTRACTOR." - AlF s i7 ido _R6 ce HOURS i.st - April 30 Friday: 7:00 a.m. to 5:30 P.M" i. day: 8:00 am. to 5:00 P.m. Od v: None IS- Water Depth ,;overent Code Holidays: None -0- elevation basin with 3 Artesians and 2 May 1st - September 30th -Monday -Friday: Gad n.-sn' (10 P.M. Cantilever Deck Pots Saturday: P.M. Sunday: N f; f '. �'v 3: - None me Govern nt Cc,':. : C X or L%ffl*04JL S Construction is 110T P.C_R!v5"TTED on the following Crd,, Wlidays: Jill Now YO D T! D`K Jr. Day Dr. N`U� .!Jj i r,'g Pr riq I, wom F .......... . ... ... . . . . . ... .... ..... 8 - I W ater Depth Day U y j - - _ +8' Wet Wall' Garage Company Info -P**UW0AS-WAT1RFUWR1LS!-)' -P.O. Box 1046 Rancho Mirage, Ca 92270 - .76n .776.7676coll 760.837.00184ax" BubbleSprings@msn.com Custorrier Info Rick Delamarter Address: 55505 Pebble Beach City: La Quinta State/Zip: Ca 92253 Phone: 310.849.7000 Cell: Email: Rdelamar@msn.co-m 4 Water Feature 1 Specific ations Length: 25' Width: 3.5' Depth: 2.0' Perimeter: 57' Square Foo6ge: 82 sq -ft. Material: Travertine & Pebble Plaster Water Features: +8'- Wet Wall NNI -0-.elevation lower basin Water Feature 2 S ecification� p Length: 25' Width: 3' Depth: 2.0' ot= Perimeter: 56' Square Footage: 75- sq -ft. Material: Pebble Plaster Water Features: -0- elevation with 3 .Aitesians and 2 / �. Cantilever Pots' 18" Water Depth -0- elevation basin with - - - 3 Artesians.and 2 _ '�— —L��-- ---- n--1- r%—i— Company Info t,. CLIENT- �, BOBBLE 5MNG5 �. - `N^K�Kt rr4 � .,;:'"�'�•-:nw�.-- '� - y ; F« � o r'a' x f Tom. k � I T EJECT•` PFI�4MART. R�, NTAIM.-, , _ �• - LLCM ^; r G i r 1 _ .:,.w �"St/ -.'ka �'i•;.. ADDREM55505 'Pebb146ach� F :� c/ IN La. u i nta t F' N! A 2 D BOuiL�iNG,,& SAFETTY DEPS:" -j 1 r•'r s i► ;, g ;: APPROVE® jOB: 10_175 FOR CONSTRUCTION+ �rM rE ll t Zoil o DATE2 November 2010 Io (© 4. NOVO 3 2010 •C BY: &L& ttyV * a I STRUCTURAL AND CIVIL ENGINEERING, DENISE R. POELTLER, INC. 77725 ENFIELD LANE, STE. #130 -o-'PALM DESERT,. CA 92211 TEL. (760) 772-4411 FAX (760) 772-4409 t. drpfly@aol.com 11 1 7 17, • 77725 Enfield Anne. 0130 PaUt Desert. CA 92211 <760) 772-4411 FAX (760) 772-4409 d^pflyEnoLcon ey QFW 0111E 10 /10 FWYMED111z�/w� DELAMARTER 55505 Pebble Beach La OvInta PGA West PROJECT: BuBBl1= SPRINGS P.O. Box 1046 Rancho Mirage, GA 4122'70 (160) 341-2336 OR 275-1616 (Gell) STRUCTURAL OALOULATION5 I. DETAIL 'A': 19' deep fountain adjacent to residence. 2. DETAIL B': Bridge over fountain. S. DETAIL 'G': &-ft. hIj wet wall ad t to garage_ 4. DETAIL 'D': 24' wide X 32' ona e�edestal at wet wall. 5. DETAIL TO: 24' wide X 32' long pedestal at wet wall (PLAN VIEW). sL0-1-75 PAOE_h — � �1_ 2006 Int'! Building Code SOILS fP�ORMATION 200'7 California Building Code NO SOILS REPORT PROVIDED. USE IBC TABLE 1504.2 FOR MINIMUM YALUE5. Soil Glassftation = Silty sand Soil Bearing Pressure = 1500 PSF Continuous Footing Equivalent Fluid Pressure = 35 PGF (Cantilever Wail, Level Backfli ) Equivalent Fluld Pressure = 55 PCF (Aestralned Wall, Level Backfi n) Sliding Coefficient = 0.25 Passive Pressure = 150 PSF/f=T OIM ER/GON'TRACTOR ACCEPTS ALL LIABILITY FOR COMPACTION AND SUBSIDENCE OF UNDERLYING SOILS. CONCRETE (6UNITE) STRENE,TH O??Q,FESS1 2500 PSI 2b -Day Compressive Strength �`� SE R. Pp 9� AT = 150 PCF`���\ F�A`�y G� REINFORGIN6 STEN_ c>= 1'40.33446 rrr F y = 40 KSI, Grade 40, ASTM A615, 03 BARS OR GREATER Em. 6-30-IZ- � Z- 010 >4 WATER PREF ry W = 625 PGF AT SEA LEVEL • • - �- t,K u i O X& f y1A1w &atmw aY ORP DATE 10/10 DELAMARTER #LL15_ 77725 En6iMd Lane, 0130 REVISED 5-0605 Pebble Bah PAGE 2 Pcln Desert. CA 92211 L.a 0jinta C760D 772-4411 FAX (760) 772-4409 P&A West -OF�_ &-of ly@aoLcc,n 5u55LE 5miw75 , P.O. BOX 1046 Ronchq Mirage, GA - 42270 (`760) 541-2556 OR 275-1616 (Ge I I ) BA64S OF VMS" S.ODlE INTERNATIONAL_ BUILDIN15 GORE (ABG), 2006 EDITION GALWORNIA BUILDING GODS (GBG), 200? EDITION INTERNATIONAL GON199RENGE OF BUILDING OFFICIALS MANUAL OF STEEL GONSTRUGTION, ALLOWABLE STRESS DESUSN (RISC) THIRTEENTH EDITION, AMERICAN INST111J1E OF STEEL CONSTRUCTION 91,11LDIN6 GORE REWIRIa4ENT5 FOR STRUCTURAL CONCRETE.(AGI); ACI 516-05 AMFRJCAN GONGRETE INSTITUTE MOD NATIONAL. DE516N OF SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS) ANSIAVvPA, NDS -2005 EDITION, NATIONAL FOREST PRODUCTS ASSOCIATION MAY MASONRY DE516NM S GUIDE (4DG-5), FiI<tfi Edition, 200.7 Bc>Ised on M5.JG, AGI 960-05, ASCE 1, and IBC 1T 15 THE FULL tNTEXnoN OF THE ENGINEER THAT THESE CALCULATIONS CONFORM TO THE CALF. BUILDING GODS+ 2001 EVVnO+1 THESE CALCAA-ATiON5 SHALL GOVERN THE 5TR11GTURAL PORTION OF THE WORMING DRAWINGS. rO RE ANY DISGREPANGIES OCCUR, BETY'EEN THESE CALCULATIONS AND THE WORKING DRAWI7,465, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY 50 PROPER ACTION MAY BE TAKEN. THE 5TRUGTURAL CALCULATIONS INCLUDED ARE FOR THE ANALYSIS AND DESIGN OF THE PRIMARY STRUCTURAL SYSTEM. THE 'ATTACHMENT OF VENEER AND NON-STRUCTURAL ELEKDCT5 15 THE RESPONSIBILITY OF THE ARCHITECT, UNLESS SPECIFICALLY SHOWN OTHERWISE. THE ENS EER ASSWE-S'NO RESPONSIBILITY FOR WORK NOT A PART OF THESE CALCULATIONS NOR FOR INSPECTION TO ENURE CONSTRUCTION 15 PERFORMED IN ACCORDANCE WITH THESE CALCULATIONS. STR k:,TURAL OBSERVATION OR FIELD INVESTIGATION SERVICES ARE RETAINED UNDER A SEPARATE GONTRAGT. (,h&A~butt C/d'a' 77725 EnrWid Lane, •130 Pain Desert, CA 9221.1 (750) 772-4411 FAX (760) 772-4409 c"Flyeaal.con D BYDV DATE REVISED DELAMARTER 55505 Pebble Beach La GUUta PEPA West PROJECT. EMBLE SPRIN&S P.O. Box 1046 Rancho Mirage, GA 422"10 (6760) 341-2336 OR 215-16-76 (Ge I I) Mor" Stress Design) ND- SPBGIAL INSPECTION. .ISE HALF STRESSES Reference= RoInPorcea- Mlcoorn Hawbook by came*, E. Arr- 1 Ih, GE, Films, Edition updated SEI5MINEE G DESION MUWJAL, VOLUME 2 j , 14.0 J09: 2007 MA60NRY-DEsIamms GUIDE (MDS -5) Bca ed on M.S.Z, AGI WO -05; ASCE ?, and TBG bg THESOCIETY F th Edition, 200-1 _,W.T. = 124_PSE..1 .12"...GT_lUl Sotod,P C -A -O IT WT ='"'T8 P5F 8' CMU, SOLID 6Rom r _ 1900 m G4*04RE561VE STRENGTH fb = 250 PSI ON-- FLExURAL N = 20 11151 MASONRY TAKES SHEAR fv = 2q M REIIFORGIN6 TAKES ALL SHEAR ft = 20 1C.51 STEEL STRENGTH (i=y = 40 K51) 6n z'1:125 X 10 PSI n = 258 MODULAR RATIO Es/ in # 10-17q PAGE - _'I OF_ -0- elevation lower basin 01 Bubblf Rick Address: 5 City: !Akull st 3wzlp: c Phone: 310, Cell: Email: Rdeh Mite Length: 2' Width: 3.5 Depth: 2.( Perimeter: Square Fool Material: T Water Feab Length: 2! Width: 3' Depth: 2.1 Perimeter: Square Foo Material: F Water Feat 1 - buUbvw BY pro DATE I.o 10. OM.AMARTER # 10-116 1 77725 EnFie(d Lune, #130 REVEM 559M Pebble Beach PAGE Pa(n Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 La Gupta PGA Wast OF__?I_ drpflyeuoLcon 1 PROJECT. MeOLE 5MIN &S 1 P.O. Box 1046 Rancho Mirage, GA 4122"10 (760) 541-2556 OR 275-16'76 (Gell) 1 .1 p I : EXISTING I40L5E DECK AND FOOTINS 12' :1 q I +2• k 03 BARS, VERT. 470-kn -- - — pal Nk 1 4 4 a s3 BARS HORIZ. AT 12' O.G. CIYP„1 ' GONGRETE3 f' a = 2500 PSI 2.8-" Gomprewjve - STEM- F y = 40 KSI, &%3de 40, ASTM A615 1 SCALE: I° = 1'-011 '> FOUNTAIN ADJACENT TO HOU5F FN -1504 2 ar p Rn10/10 P oE I DELAMARTER # 10-1 ' 77725 Enfield Lww, 8130 REWSED 55505 Pebble Beach PAGE Poly Desert, CA 92211 LQ Ovin o (760) 772-4411 FAX (760) 772-4409 PGA Host OF -111— drpfty@nol-com 1 • • PROJECT. BUBBLE IN&S P.O. Box 1046 Rancho Mirage, GA 92270 ('760) 341-2556 OR 2"15-16"76 (Ge 11) �— l2 3 -0FOUNTAIN 12 41 ' ' TOP STEIN EXISTING 03 BARS NORMHOMBE AT 6. O.G. CrYPJ AND ' I FOOTING W:�w LAP IS• MIN 1,6pq .2• + 2" a F.S. a \ eIn BOTTOM STEEL: 8' . I o 03 BARS HORIZ. AT 60 O.C. PiYPj #5 BARS NERT.///// \ e AT 6' O.C. (TfPJ� •/�\ \ \ \ a '.A"—° _ A- 12" O.G. ('TYPE v \//\ CONCRETE: �' c. =2500 PSI 2&-" GomprosaNe Strength STEEL: F y = 40 KSI, 6rado 40, ASTM A615 ' SCALE I° BRIDGE AT FOUNTAIN FN -1504 ,.� 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 'i 1 1 1 0 er 0 RP DATE oVELAJw1IAWrER a tO-1-7; 77725 Enrwtd Lane, $130 55505 Pebble Beach PAGE $A. Paln Desert, GA 92211 Lo OvInto (760) 772-4411 FAX (760) 772-4409 PGA West 0F—_9j_ drpF1yeao1.con PROJECT: eue8LE 5PR1NGG P.O. Box 1046 Rancho Mirage, GA 922'10 (760) 341-2336 OR 2-5-1616 (Ge I I ) ccoru ETB f c = 25W P51 2b-"•compr~hm Worogth STEELS F y = 40- KSI, E,rncle 40, ASTM A615 #5 BAR MIN. LAP = 18" MASONRY: FVn = 000 PSI MO SPBGIAL INSP) s4 BAR MIN. LAP = 24" 05 BAR MIN. LAP = 50" 4-" BARS VERT. --/r � n AT wmtkS ermj #4 TU!S at 168 O.C. -451 - "Rm C-mr Mr.) I I 24' 12' CMJ SOLID EsROVr FLAN VIEW 1-1 SCALE: 1/2" = 11-0" 24" X 32" PILASTER AT NET W���FN-1504E J"t 7,111j. FOUNTAIN - -18' D)=P s5 BARS at 16' O.C. EXISTTN5 I _ VERT. (YYP) f'RA6E- 05 BARS at 24" O.G. A FOOTITING HORIZ 00W. (tiYPj - •. '_ -• 4-" BARS VERT. --/r � n AT wmtkS ermj #4 TU!S at 168 O.C. -451 - "Rm C-mr Mr.) I I 24' 12' CMJ SOLID EsROVr FLAN VIEW 1-1 SCALE: 1/2" = 11-0" 24" X 32" PILASTER AT NET W���FN-1504E J"t Ll t e-, fl~ bu&Mw 77725 Enfiietd Lone. 9130 Pot^ Desert. CA 92211 (760) 772-4411 FAX (760) 772-4409 drpflyenoLco- 11"� DATE l 10 REVIM) I t o l0 DELAMARTER 55505 Pebble Beach La Qulnta PEA West PROJECT: BUBBLE SPRIN66 P.O. Box 1046 Rancho Mirage, GA 822'10 ('760) 541-2336 OR 2'75-1616 (Ce I I) 1 #o -1S PAGE_ OF ZI_ ' LATERAL LOADS 2006 IBC and A50E 1-05 SEISMIC GOIEFFIG 155 SECTION 1615 ASCE 1-05 Chapter 15 Seismic Design Req for Non-Bullding Structures EaUNALENT LATERAL FORGE ASCE 1-05, SECTION 15.4 V= Cs x MI SEISMIC BASE SHEAR MG. 12b-1) (EM 5.4-2) Cs = (Ob) Bd I = (Coos NOT I THAN 0A3) (12/1) x (1.4) V=pxCoo xMI = I.ox o,ll4x UjpuL p,114(,1vL, YORE p= 1.0 'ASCE SECTION VALUE FACTOR SEC. 15.4.1.1 1 = 1.0 Importance Factor SEC. 11.6-1 D Seismic Design Category ' TAME 15.4-2 R = 5 Response Modification Factor SEC. 11.4.4 Sdi = Ob g Design Spectral Response Acceleration ' ADDRE56 = 55505 Pebble Beach, La Quh*a ZIPCODE _ q2255 LATITUDE = 33b4U 7 ' LONGITUDE _ -116.262034 A A ' TERNATiVE BASIC LOAD COMBINATION FOR ALLONAPLE 5TRE55 DESIGN PER ASCE 1-05, SEC. 12.42 SEISMIC LOAD EFFECT E= Eh + Ev (EQ. 12.4-1) YYI$RE Eh = pQe ' NB�ERE Ev = 02 yds D = O V+ERE p= 13 ' PER CBC 2007, SEG. 160532 Y'NRE D = DEAD LOAD D + L + 5 + E (EQ. 16-20) YVHERE L = LIVE LOAD (1/4) Y* ERE 5 = SNOW LOAD 104HEIRE E = EARTHQUAKE FORCE T.oi c ,c A-,3 cavraasr-, c 7fT4 FOA MONE111ILINNG STRUCTURES NOT SIMILAR TO BUILDINGS r-....� "--e-..o �.....,......�...�.....�„ ...� stmt. `�Sbe Section 15.73a for the appirarion of the aMastteagm faetoss, tZD, for tanit s� vessels. � . a sxtien is not indicated in the Defiling Regnuemmta cohrtpn, no apxific dttat7i0g requirements' apply. demnainadon. the height of the st mmm shall be Uken•as-the beightto-the top of the structural framemaking :up,1heprimary '4. The vertical disitibtaltion of the lateral seismic forces m non- in.SeetioAj5 7.1; the minimum seismic design force shall building aunctmes covered by_this 9a uashalt be dew- not• belessthaln that -required, by!the'reference.document for mined.the specific system; a. Using the requireawnts of Section 1283, or 6. Where a reference document provides a' basis for the earth - b. Using the procedures of Suction 12.9, or Qualm resistant •design .6f; a-particulw type of nonbuilding C. la:acporda= with rd.brenco document. .to.the smwmm Coves by Chapter 15, such a:standard shall not specific nonb� Strucdue. be used unless the following limitations, are met: a. Tile. ile seismic. ground accelerations, -' and seismic well - It 5. Far 8 strtxxtaal systems oo�n8:: l;gaidr4. dents. shall be in conformance witli the regauenreats of >um. .s at *-.base as -def n d Section 11.4. untfleslgn. Loaw for sulldings and Qthers"c wren . 163 STRUCTURAL SYSTEM AND HEIGHT LIMITS (fta8•d A 8 B C Dr60 F mm mk*^9 Sir+ Trrx I>etalling Requlrementa` R t1a Cd n,-.: 5:,r,1 15.7.10 3 26 2.5 NL NL 100 160 r act :•-cs ,r s..-= .__ :zi. mad legs (not similar 15.7.10 2 2b 2.5 NL NL 100 60 15.7.10 2 2b 2 NL NL NL NL NL - sac:._:g 15.7. 10 and 15.7.10.5 a and b. 3 2b 2 NL NL NL NL NL 15.7.10 2 2b 2 NL NL NL NL NL w-.ui special detailing 1 15.7. 10 and 14.2.3.6 3 26 2 NL NL NL NL NL li_r_:Ti. _•c s: r -a is �' steel \cssels 15.7.14 3 2b 2.5 NL NL NL I NL NL Use values for the appropriate structure type in the Tr�.s _r • t*scls s towers similar 15.5.5 categories for building frame systems and moment resisting frames stems listed in Table 15.4-1. F - z • s:--,- a _! a -l1- i 15.7 !•!- a -- • c ter= 3 2b 2.5 NL NL NL NL NL Y._`•�-i_�� 2.5 2' 2 NL NL NL NL NL •:r. ti .-,--s.:__¢ -:,_se 1 2 2b 2 NL NL NL NL NL 3.25 2' 2 NL NL NL NL NL 3e_Lib(e base 1.5 1.5b 1.5 NL NL NL NL NL 1.5 1.56 1.5 NL NL NL NL NL Cis '_-: _,_ srcY stacks., orad cltimnevs FIRf,Pl.dt.� 15.6.2 3 1.75 3 NL ( NL NL NL NL t.- z -zL-s r=-��s :c the fc)undanon I I -mcr_.- s=ucnues not similar to w PIT W.&L.L 14.4.1 3 2 2.5 NL NL NL 50 50 r5 sznx-n= nue similar 14.4.1 1.25 2 1.5 NL NL 50 50 50 aa tr s x aZoe-xd woarte diStrtbated mass 15.6.2 15.7. 10 and 15.7.10.5 a and b. 3- 2 2.5 NL NL NL NL NL s==-_� not cowed herein including rj�. rid skirt -sup orced %vmcal n,,c s=miz to bui.1dings guyed statics 15.6.2 3 2 2.5 NL NL NL NL NL cc sx± 3.5 1.75 3 NL NL NL NL NL `z°a 3.5 3 3 NL NL NL 50 50 Tdree�-:-xz co to -el s 15.6.6 Tr'zw_ Simi 3 1.5 3 NL NL NL NL NL PC.:-- S ---t! 15 1.5 1.5 NL NL NL NL NL 'Wood corm -,w 1.5 1.5 1.5 1.5 1.5 1.5 NL NL NL NL NL NL NL NL NL NL Fr. -se. S:erl 3 1.5 1.5 NL NL NL NL NL wood 1.5 1.5 1.5 NL NL NL NL NL CiCx- 2 1.5 1 1.5 NL NL NL NL NL A=scmw-- =uca"a snd m 15.6.3 2 2 1 2 NL NL NL NL NL AMM � type t (� d 12.253- 2 2 2 NL NL NL NL NL twiSigns and billboards 3.5 1.75. 3 NL NL NL NL NL ° sed-:nppotnog:> s. zanlm, or vols not 1.25 2 2.5 NL NL 50 50 50 sbooe or b9 rtfeteoce standards that are siznt7ar ro r-....� "--e-..o �.....,......�...�.....�„ ...� stmt. `�Sbe Section 15.73a for the appirarion of the aMastteagm faetoss, tZD, for tanit s� vessels. � . a sxtien is not indicated in the Defiling Regnuemmta cohrtpn, no apxific dttat7i0g requirements' apply. demnainadon. the height of the st mmm shall be Uken•as-the beightto-the top of the structural framemaking :up,1heprimary '4. The vertical disitibtaltion of the lateral seismic forces m non- in.SeetioAj5 7.1; the minimum seismic design force shall building aunctmes covered by_this 9a uashalt be dew- not• belessthaln that -required, by!the'reference.document for mined.the specific system; a. Using the requireawnts of Section 1283, or 6. Where a reference document provides a' basis for the earth - b. Using the procedures of Suction 12.9, or Qualm resistant •design .6f; a-particulw type of nonbuilding C. la:acporda= with rd.brenco document. .to.the smwmm Coves by Chapter 15, such a:standard shall not specific nonb� Strucdue. be used unless the following limitations, are met: a. Tile. ile seismic. ground accelerations, -' and seismic well - It 5. Far 8 strtxxtaal systems oo�n8:: l;gaidr4. dents. shall be in conformance witli the regauenreats of >um. .s at *-.base as -def n d Section 11.4. untfleslgn. Loaw for sulldings and Qthers"c wren . 163 Denise PROJECT DELAMARTER PAGE: ORFI�', 7.2; y" CLIENT: BUBBLE SPRINGS DESIGN BY: I 04PUT DATA DESIGN SUMMARY (W Tab.16D4.5), Seismic design D Zip Code.*.,92251,? lam 33.646857 0 02 The-codftienl(ASCE Tab. 1221) R 501) S, 60.000 %g, S., =(7E9 SDS g 60 �l VERTICAL DISTRIBUTION OF LATERAL,FORCES Levd Level Floor b few Hek" Weight Lateral force 0- each level Diaphragm force 0.3 MW EMP MIN Rwo ^ ^ * . � .'4. ' , . i ' Converting. Addresses to/from Latitude/Longitude/Altitude i&One•Step (Geocodirig) �2 /4 1 Converting Addresses to/from LatitudelLongitude/Altitude in One Step . Stephen P. Morse, San Francisco Babcfi Mode (Forward) v_. _Batch Mode�(Reverse) Batch Mode:(Alt!tud9 Mm/Secto Deamal sComputingDistances- _ Frequently Asked Questiosns'' - f _. _:. . MY_Other: Webpages... _ - address 55505 Pebble:Beach . latitude city La Quinta longitude state CA above values must be in decimal up 9225 with minus signs for south and west country Unified States ." Determine Address, reset.. De�emtme Lat/Lon . Get Attitudes reset O Access geccodenus /.geocoder.ca (takes a relatively long time) Ifirorn Ilatitude Ilongitude altitude ecimal 3.646857 -116.262034 -116° 15' 43.3224" ` -nein-sec 3.38' 48.6852" 55505'PEBBLE BCH La Quinta CA 53505 Pebble Bch, La Quinta, CA 92253-4644 [from Ilatitude longitude altitude 1decimal 33.64699500 -116.26179500 peg..;min-sec 33° 38' 49.182" -116° 15' 42.462" :. 5,5505. Pebble Bch, La Quinta,-CA 92253-4644 ' Data presented here comes from:the fotlowing'websites: htt,;/hinanv isaiinetiiri6i. n�i./iiia+'.iti..:e.o..'/.c+Y..«..—...:/.'•...Cl-`/lual'_�__—_ _a._.._L t:°t. , .• .. . ��... . . . 'I : I By �� DATE 10 DELAMARTER 77725 Eni''*ta La„e, •iso WvVM 55505 Pebble Beach Pat^ Desert. CA 92211 La (2uwta C760) 772-4411 FAX (760) 772-4409 P45A West drpflyeooLcon PROJECT: euseLE SPRING'S P.O. Box 1046 Rancho Mirage, GA 922'10- -160) 541-2556 OR 215-1676 (Ge I I) p ps I @L, -4 ipz. z 0, Z, W, W �Fl H R I ", 99' — 'FIN ;01 Z!*,� azs O0256 (Kz) x (Kzt) x (Kd) x (1/)2 Ax I x w (EQ. 6-15) QZs 0, 0OZ5(o (0,13'5' )'% c"o x O.6S x 156"- ',A- l o x + PsF S M, PA -(>E, 13 k FOR WINO t,6" 7 a) uJA-1 U A5CE SECTION VALUE FACTOR Sire. 65.4 Vs 85 MPH BASIC WIND SPEED 6EG. 65.4.4 Kd s 0.85 DIRECTIONALITY SEG. 6.5.5 1 s IA IMPORTANCE FACTOR, GATESORY II G E)GROSURE CATE60RY • SEG. 65.6 Kz s 0.85 VELOCITY PRESSURE EXP05URE COEFFICIENT SEG. 65.1.2 Kzts IAO TOP06RAPHIC FACTOR (1=16. 6-4) SEG. 65.6 6= 085 GUST FACTOR _Nk I - Z4�►_ . ��� i a� SOI �I!�i L Ol LO/ a _ --�!1 _ �`�-1'� J rizi IF I ___ r� t . I Denise- 13a PROJECT : 8'-0:TALL MASONRY WET WALL PAGE , z CLIENT : BUBBLE SPRINGS DESIGN BY Pceltler, PE JOB NO.: 10-M DATE: 11/02/10 REVIEW BY „;� • . .s VA d for. YUaO b `Based on'ASCE•7-4Si ��1;;,^.�,,' 901UT DATA e Evosm cffieW v M C or o) = C�; hrrpoRanae factor, pg 73, (aa7. iDar 1.1s) 1 = "- 1'1;00.;;. Category II ` Basic wind speed (3 sec gust wird) V = 85 mph - Topograptic (secesa.Z p0 26 3 45) Ka Flat an9 w° n4' Frkeslo^ Heald d tap h = 8, ft s 79n ° I L otd Vertical dmenwag. (far s = h) s = 4r, .?8 � ft Horizontafdimer>sion B201'»eft Dimension of return Domer 4 = . ��. ft T Ground Su�pCe M DESM SUMARY F Ma: horimorfal wind pressrre p = 22 psf Ma: total Aorimontal forceat oenboid d base F = Maz ben0rg nromei ffi centroid of base M = 11. Max torsion at centroid of base T = 10.09 ft -kips AMALYM yokwftorerrure qr = 0A0256 K. Ka Kd V' l = 13.36 psf VA" %= vdodly pressue ffi mean roof heigl h. (Eq. 6-15. page 27) KA = we" press;re expmm coefFidwil evaluated at height, h. (-rab. ss. Case 1.pg 79) = 0.85 Ks = wind drecbmaNy factor. (Tab. 6-4, for budding, page 80) = 0.85 h = height of tap = 8.00 ft wind Forco Case A. resuftwi t force though the aeorrretric center (Sec 6.5.14 & Fig. 6-20) pa4GGa = 16 psf F a p As = 252 kips N = F (h - 0.1%) for sWk F (OJM) for wap = 11.10 ft4dps Ta = 0.00 ft -kips •x _-.- = gust effect tailor. (Sec- 6.5.8. Parte 26). C, = net force coef xierd (Fig- r-210. pWe 73) 1.39 As=Bs = 160.0 f? WAW Fora Case B: MHAN force at 0.2 B offset of the asornebic -Md. (Sea 6.5.14 & Fg. 6-20) p a Case A = 16 psf F a Case A = 252 kips N a Case A = 11.10 ft -kips T - 02 F B = 10.09 ft -kips Wind Force Case C: reardtarrt %ree dffww t at each region (Sea 6.5.14 & Fig. 6-20) p - qt. G Cr Balance s s s s F=EpAs U = E [ F (h - 0 -Ss) for sign+ F (0.55h) for wao ] T=ETs Dbbw orr Cr P Ap F1 Mr Ti Wind Dir. (f) (Fig -6-20) ( (ftp (laps) (ft4aps) (ft-lus) 8.0 1.940 22 64 1.41 6.21 8.46 16.0 1280 64 0.93 4.09 -1.86 20.0 1.060 12 -32 0.39 1.70 -3.08 E 273 11.99 3.52 ' BIW f ytng' buttrew BY Dg DATE I� 10 JOB IAF LGSMt�T'F.12— # fo - STRUCTURAL & CIVIL ENGINEERING 77.725 Enfield Lane • Unit # 130 CKD DATE PG Patm Desert, California 92211 (760) 772-4411 • FAX(760)772-4409 OF — drpov000l-com ' PRWAf2M FOR. GO Nc- .1 Soo. R51/28_ -DA. 5 DP. FoUN.1�1_N I —q covE,t- 2 - -4- ,n N o -cSoiCr .. �0 : 1.7 W h� 4- 1..0- W,_ 12- ro l -o do PC -1F- X. .. 0,�5 =- +I41... Co td5 Pc't- z µ f o .... - .�s=-l�Z_,-S�iZ* 4.81`>_-1----2.8q�Z.S-1z".4.61")Z- �o.g.�2:�•12`�_'2,�3�"\ - ' - Z---------- --- -- - - - - - - 3, 2 eT —� _ - - -- - ----- -- - - _ -- --- I i r - -r- I =r --7 ' P- dw/ -Ayi/Y14Y 1 _ " _ re BY DATE 1 O! r o STRUCTURAL & CML ENGINEERING 77.725 Enfield Lane • Unit #130 CKD DATE Patm Desert, Cafrfamso 92211 (760)772-4411 0 FAX(760)772-4409 drpffy®ootoorn PPIPARED FOR: 2 �� ,1$-I1 ; �t�.l.pl�t✓ afi FD a N1rrI.N M".. !- .:. 3 I� I. I t" L JOB #� PG I S OF VD�n = 0,3Qn= 0..3 ..3.•�� x1Z4�. • USt;1-_Co-Ld_5, 20. C ao 20 loa�'�,- ,.— _— .. .. ... _ . � .._ _.y-_-`_y`-"---Wim.'-m-••-�+ f tl =1;7u� lPs�- - - -�-—��a_l, � —..��5 • _PAF �3. � - �� � - F 7 �0_ � � ' � � , Im Li • , W fly6vtW . esk BY DRiP DATE I W - _ _ _ O JOB DFii 49��C'�1L # STRUCTURAL & CML ENGINEERING 77.725 Enfield Lane • Unit # 130 CKD DATEPG I b Patrn Desert. CaGfomia 92211 v� - (760) 772-4411 • FAX (760) 772-4409 OF P� dtpfly000i-com PREPARED FOR:-. 2) �1Dlo� ; � � • 1 siftit� REQ1 p _ " 2 �S= 1.7 (2.5 )2`��3•�L� -! 2•S�i(2.5�12'',3,_St'>�'- lo.S (2.5• t2`'•gle1 _... ` 7- z7-._...: ..._.__...�.. �S = 2.437 2 _2,3G. = O.o?` x 1.33= _ o,oq 1 , L�5 = 0. 002, bt. = 0.0 4 x.44q7- _ /F7, - .... .. . ... . .. ... _:. Rr. _x.'f`-co 0 14-4 2.7-11.2-IPT AS o 0-9- _�0..22'�t 4�a ksl�C3:`al"- o. ?.4�' ' _2 ak-�►. _ ` ... cir ._S- ._.0._22"`' ..� r.I2 ).� _ r.ir_.O�C/�► !- t _. --i -- ---- s -l_ , 1 i 1< 1 1 1 1 1 1 1 1 1 1 BY Dee DATElo /to CKD DATE W, 11ZZ LOIo JOB f�@����i'-� #ALIS` -- PG . OF. . - 1-4-L 1" 1"' LI-E=El' -j j 1, th& f ycnq, buttrew STRUCTURAL & CIVIL ENGINEERING 77.725 Enfield Lane • Unit # 130 Palm Desert. CaGfomia 92211 (760) 772-4411 0 FAX (760) 772-140.9 drpBY®od-oOm 1< 1 1 1 1 1 1 1 1 1 1 BY Dee DATElo /to CKD DATE W, 11ZZ LOIo JOB f�@����i'-� #ALIS` -- PG . OF. . - 1-4-L 1" 1"' LI-E=El' -j j 1, 1 . The Ftytng Burftress Ciera and Structural Erginiserh 'MN EnlbW Lane, #130 Palm Desert, CA 92211 (760) 772-4411 FAX (T60) 772.4409 u 1 Title DEL.AINARTER WET WALL Page: 1,9/2,) Job # : 10-175 Dsgnr: DRP Date: NOV 2,2010 Description.... Design 8•R CMU wet wall on 24" concrete wall This Wall in File: C:1Program FI Cantilevered Retaining Wall Design 0: RP -1138M RP2007A Critleria - 1 Retained Height = 2.00 It Wal height above soi = 8.00 It Slope Behrind Wall = 0.00:1 Height of Sot over Toe = 0.00 in VMa height over hese[ = ft WiC g,nd on Stern = 28.6 psi f sot pressure optiorRx USED for Sod Pressure. NOTUSEDfor Stidli ng Resroe_ USED for Overturning Resistance. Surcharge Loads Surcimuge Over lied = 0.0 pd Used To Resat Sift S Overturning Surcharge OvW Toe a0 psi used for Swing Overturning a Axial Load Applied to, -Stern . ■ A>lial Dead Load = 0.0 lbs A36d Live Load = 0.0 Ibs Anal Load Eeaentricily = 0.0 in. Morn Stability P4"os Overturning= j5.42 OK -%*V = 22 OK Total Bearing Load = '_ b _testdM ear. = 5.16 in Sol Pressure @ Toe = 237 psi OK Sod Pressure @ Hee[ = 622 psf OK A.owable = 2.00o psf Sod Pressure Less Than Allowable ACI Factored @ Toe = 331 psf ACI Fadored @ Heel = 871 psf Footing Shear @Toe = 5.8 psi OK Footimr9 Shaer @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Cake, (Verfical Camporient NOT Used) Lam S§*9 Force = 385.3 Ibs less 100% Passive Force = - 1172 bs less 100% Friction Force = - 741.2 lbs Soil Data Added Fore Raga 0.0 lbs OK ' _ for 1.5: 1 Stability0.0 lbs OK Method Load Factors = 35.0 psUft Toe Adive Pressure Building Code Dead Load CBC 2007 1.400 = 150.0 psf/ft Live Load 1.700 Sod Density, Toe Earth, H 1.700 = 0.300 Wim, W Seismic, E 1.000 1.000 for passive pressure = 0.00 in psi = Soil Data ft = Watt Material Above 'W Allow Sod Bearing = 2,000.0 psf ✓ Equivalent FkW Pressure Method Heel Active Pressure = 35.0 psUft Toe Adive Pressure = 35.0 psf/ft Passive Pressure = 150.0 psf/ft Sod Density, Heel = 110.00 pd Sod Density, Toe 0.00 pd FootingllSod Friction = 0.300 Soil height to ignore Moment... Allowable for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral toad = 0.0 Wit Height to Top = 0.00 ft Heigh to Bottom = 0.00 ft $tem Construction Design Height Abowe Ftf ft = Watt Material Above 'W _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Key Distance from Toe = fb1F8 * fa/Fa = Total Force @ Section lbs = Moment..Actual ft-#= Moment... Allowable ftp= Shear.... Actual psi = Shear.... Allowable psi = Wall Weight psi = Rebar Depth 'd in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = masonry Daft psi = Fs psi = Sold Grouting Code: CBC 2007 Footing Dimensions & Strengths. , Toe Width = 4.42 ft Heel Width = 1.33 Total Footing Width = 5.75 Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load 2.00 Adjacent Footing Load = 0.0 lbs 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 5.75 = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 op Stem 2nd Stern OK Stem OK 2.00 0.00 Masonry Concrete 12.00 16.00' # 5 # 5 16.00 ✓ 12.00 ✓ Center Edge . V' OA59 0.112 228.8 347.8 915.2 [/,452.1 1,994.2 12,967.6 3.7 3.0 38.7 75.0 124.0 200.0 5.75 14.19 30.00 15.60 15.60 7.00 1,500 20,000 Yes Modular Ration' = 21.48 Short Tenn Factor = 1.000 Equiv. Sold Thick. in = 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi = 40,000.0 ' . The Frying Buttress Title DELAMARTER WET WALL Page: Lq Z' Cho and 9 Job # 10-175 Dsgnr: DRP Date: NOV 2,2 10 777n Ertfkld Lane, #130 Description.... Palm Dasw% CA 92211 Design 8-ft. CMU wet wall on 24" concrete wall (780) 772-4411 FAX (780) 7724409 This Wall in File: CAProgram 9Ies1RP20071delamarter.rp5 Retain Pro 2007. 24-Jul-2008. (c) 1989-2008 for Cantilevered Retaining Wall Design Code: CBC 2007 Rsgtstralfon • : RP-1138M RP2a07at '� Footing Design Results Toe Heel Factored Pressure 331 871 psf - LW: Upward 0 0 ft_# W: Downward = 0 0 ftp ' Ilk Design = 1.452 ActM Shear = 5.80 0 ft-# 0.00 psi Atm. I-Way -Way Shear = 75.00 0.00 psi Other Acceptable Sizes & Spacings Pa 9 Toe Reirkorc ng = # 5 Q 12.00 in Toe: Not req'd, Mu < S ' Fr Heel Rek*wcing = None Speed Heel: Notreq'd, Mu < S' Fr ' Key Reirdorcing = None Speed Key: No key defined Summary of Overtumina & Resisting Forces & Moments _OVERTURNING..... ..... RESISTING ..... Force Distance Moment Force Distance Moment (leen bs ft ft-# lbs ft ft-# - Heel Active Pressure - 184.8 1.08 200.2 Soil Over Heel = 5.75 Surcharge ower Heel. = Sloped Soil Over Heel = Active Pressure -27.3 0.42 -11.4 Surcharge Over Heel = 'Toe Surcharge Over Toe Adiacent Footing Load Ac$acent Foob Load = A)oal Dead load on Stem = Addeo taferal Load = ' A)dal Live Load on Stem = Load @ Stern Above Sod = 228.8 725 1,658.8 Soil Over Toe ' Surcharge Over Toe Stem Weight(s) = 1,392.0 4.97 6,915.3 Earth @ Stem Transitions= Total = 386.3 O.T.M. = 1,847.7 Footing Weighs 1,078.8 2.88 3,103.2 Ratio 5d2 Key Weight Vertical leads used for Sod Pressure = 2.470.8 lbs Vert Component ' = 5.75 VerbCai component of active p"essure used for sod pressure Total = 2,470.8 lbs R.M = 10,018.5 A>aal fire load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DES>KU48R NOTES: x • Jr• I ` ! 1 ` 'fr �. + . • +�' . � :r n OM1` i.r +' r - i a I` . .� •a. t• : ' ; • - .12m Mas w1S @ 161n ofc' • 1 � , ,.4_ a a• .. ,• ' ' .• y r. r. 81-0" 8r-0" }4 1 + 10'-0" Win Com wl #5 @ 12 -in o/c _ .2,-0"+ .2,-0" ,� • "f a W� � J•,.. hw+dl pr..-.� oto- ti • .., r � t l �• 4 _`.sK.nfr.raywr.-^•+f+xtc4^;x,�,•+.�`,w.✓r•..«^Ja,.+Y».. - 3" ' • .� . , #5@12.in @Toe a ' Desgner seba #0@18.in$0 ilor¢ reint. 4'-',51 1' d" a • ti . r N� t • • � • 1 ''r. '• .1.J• ' • r' Y •J�y • .3e �� .�� y 7�7 r..� _' •. • 'i r �1=.�5%. '� .... _....rte � F'1. <.:, ... �.�. +t � � �"' J�'� . -i +• -r. .. •~r F, • ` .. • 4 r . .. a ; of e .; •r - , ' ,.. • J 28. Pp= 117.196 -" r 386.3# , r 236.7psf f , 622.19psf �s=a, �n.��.x _., ..{ •:4. .. J`�o.� r fir.... .. .� � ..iv •o_ � .t + �' ? "' `•'< _' + « �� F- � �T r z r',. '... c�cc�t ' war wsw TABLE 12.12-1 ALLOWABLE STORY DRIFT. Arab 5#r.etaa falter tAan masonty.swaIlrstraclm 5;4stones o;less anlh i mtertar walls. partitioM ceilFngs and' ex"orwalt'systemsihat .au aoco®odaue,the story drift: `^ Occupancy Category I or II III l 025hy 0.020h sx sx IV 0.O15h ,x Monty clever shear wall mnrxmes ° 0.01Oh,x 0 010h,x 0.010hsx Other mas0°ry sheerwall structures s: 0.007h,x 0.007h,x All other 0.020h,x 0.015hsx 0.010h,x nu a � 3wry wgm Ociew LZM Z. Far seismic force -trusting systems comprised solely of moment frames in Seismic Design Categories D, E, and F, the allowable story drift shall comply with the requirements of Section 12.12.1.1. `'[here shall be no drift limit for singk-story struanres with interior walls. partitions, ceilings, and exterior wall systems that have been designed to accommodate the story drifts. The structure separation requirement of Section 12.12.3 is cot wan -Cd 4Str-mm is -hick the basic structural system consists of masonry shear walls designed as vertical elements cantilevered from their base or foundation support which are so constructed that moment transfer between shear walls (coupling) is negfig% L1LLLIF Walls with Piers. Where pilasters are present :e wall, the anchorage force at the pilasters shall be calculated adering the additional load transferred from the wall, panels A pilasters. However. the minimum anchorage force ata floor .,of shall not be reduced. .sr 1'i ' T!_ .rAWDEF+oRfia ON q 12121 Story Drift Limit.-'Ihedesign -story drift (A) as.deter- mined in Sections 12-8.6, 12.9.2, or 16.1, shall not exceed the allowable story drift (A.) as obtained from Table 12.12-1 for any story For structures with significant torsional deflections, the maximum drift shall include torsional effects. For structures as - to Seismic Design Category C, D. E, or F having bonzontal irregularity Types la or lb of Table 123-1, the design story drift, 4 shall be computed as the largest difference of the deflections along any of the edges of the structure at the top and bottom of the story under consideration. 12.121.1 Moment Frames in Stradnres Assigned to Seismic Destn Categories D throughF. For seismic foree-nesisting-sys- tems comprised solely of moment fft met in structures assigned to Seismic Design Categories. D. E, or F, the design story drift (A) shall not exceed Alp for any story. p shall be determined in accordance with Section 123.42. oo.'(fhe deflection in the plane of the ma0r as &0;_1 ned°by engineering analysis, shall not exceed the Permissible -deflection of the attached elements. Per- missible deflection shall be that deflection that will permit the attached element to maintain its structural integrity under the in- dividual loading and continue to support the prescribed loads. �----���-.� '�u-'St:aratioo All portions of the structure shall be designed and constructed to act as an integral unit in resisting seismic forces unless separated structurally by a distance suf- ficient to avoid damaging contact under total deflection %) as determined in Section 12.8.6 12.12A Deformation Compatibility for Seismic Design Cate- gories D through E For structures -assigned to Seismic Design Category D, E, or F, every structuralcomponent not included in the seismic force -resisting system in the direction under consider- ation shall, be designed to be adequate for the, gravity load effects and the seismic forces resulting from displacement -to the design story drift (A) as determined in accordance with Section 12.8.6 (see also Section 12,12.1). EXCEPTION: Reinforced concrete frame members not designed as part of the seismic fow"rsisting system shall comply with'Section-21.9 of ACI 318. 134 Where determining the moments and shears induced.in compo nents-that are not included in theseismic force -resisting system in the directionunder consideration, the stiffening effects of adjoin- ing rigid structural and nonstructural elements shall be considered and a rational value of member and restraint stiffness shall be used. 12:13 ` FOUNDATION DESIGN :12:13.1 Design Basis. The design basis for foundations shallbe as set forth in Section 12.1.5. 12.13.2 Materials of Construction. M* `for the sign and coistruction 'of foundations shall .comply watt the're- quirements of Chapter 14. Design and detailing of steel:piles.'siall comply with Section 14.1.8. Design and detailing of concrete piles shall comply with Section 14.2.3. 1213:3 Foundation Load -Deformation tharacieristics. s Where foundation flexibility is included for the hnear:analysts' procedures in Chapters 12 and 16, the `load -deformation `chaiat- teristics of the foundation -soil system (foundation stiffness) shall be modeled in accordance with the requirements of this section:' The'linear load -deformation behavior of foundations shallbe rep- resented by an equivalent linear stiffness using soil properties that are compatible with the soil strain levels associated with the design :earthquake motion. The strain -compatible shear modulus; G, and -the associated strain -compatible shear wave velocity; vs, needed for the evaluation of equivalent linear stiffness shall be determined d5in " the ciiiteria in Section 19.2:1:1 or based :on a �:s` te-specific study. A S . percent increase and decrease in stiffness"shall be incorporated in, dynamic analyses .unless° smaller variations can. be justified based on field measurements of ilynantic soifproper ' . ties or direct measurements of dynamic foundation stiffness. The largest values of response shall be used in design. 12.13.4 Reduction of Foundation Overturning Oyeturntng effects at the soil -foundation interface arepermitted:to be reduced by 25 percent for foundations of structures that satisfy both of the . -following conditions: a. The structure is designed in accordance with the Equivalent -Lateral Force Analysis as set forth:in Section 12'8-.'- b. The structure .is not an inverted peudullunror canttlevered" column type structure. . Overturning effects at the'soil-foundation interface are.permrt ted to b6 reduced.by 10 percent for foundations of structures designed in accordance with the modal analysis 7eq' "" —len `s of Section 12.9. ;ASCE.7-05