Loading...
LLA 1999-313�78 -93:D V 104 FLORZYJc LA QU FERAZ .SEC' `!,P pie P.O. Box 1.504 vice .�p 78-495 CALLE TAMPICO (760) 777-7000 LA QUINTA, CALIFORNIA 92253 .(TDD). (760) 777-1227 February 16; 2000 Mr. Roger Moore Canaday &. Company 47-650 Via Antibes La Quinta, CA 92253 Subject: Lot Line Adjustment 99-313 The Community Development Department has reviewed your revised exhibits pertaining to the above referenced application, and providesthis letter to advise you that Lot Line Adjustment 99-313. has been approved. Enclosed are the original approved Exhibits A (legal desc.ription), and B; these items mist be filed for .recordation by Riverside County along with deeds to the subject properties.. A copy of the recorded deeds must be submitted to the Community Development Department along with any future permit application(s). Please be aware that, as the applicant,' it is your responsibility' to record these documents. The City .cannot file them for recordation on your behalf as we do not; have any ownership, interest in the property. The County Recorder's office can be reached at 909-486=7000.• If you have any questions, please contact me at 760-777-7068. Very truly yours, JERRY HERMAN COMMUNITY DEVELOPMENT DIRECTOR L LIE MOURIQUAr4b Associate Planner RECORDING REQUESTED BY , 'AND WHEN RECORDED MAIL THIS DEED AND, UNLESS OTHERWISE SHOWN BELOW, MAIL TAX STATEMENT TO: 'Name Lake, LAQuinta Communities. Street 3838 N. Camino Del Rio,'..Ste.16 Address San Diego; Ca 92108 City g . State Zip Tide Order No, Escrow No. SPACE ABOVE THIS LINE FOR REGDRDER'S USE T 355 Legal (2-94) Grant, Deed - THE UNDERSIGNED GRANTOR(s) DECLARE(s) ! DOCUMENTARY TRANSFER TAX IS $ None (LLA) ❑ unincorporated area ® City of LaQuinta , Parcel No. See Attached. , ❑ computed on full value of interest or property conveyed; or . ❑ compiited on full valueless value of liens or encumbrances remaining at the of sale, and FOR, A .,VALUABLE CONSIDERATION, receipt of which. is hereby acknowledged,. LAKE LA QUINTA COMMUNITIES, LLC, a California limited liability company hereby GRANT(S) 'to _LAKE'LA QUINTA-COMMUNITIES; LLC, a California limited liability company . the following described real property,in the City of LaQuinta �. t county of Riverside , state of California: , See Exhibits."A',' and "B" -attached hereto and made , -a part hereof. Note: This conveyance is pursuaht.to Lot Line Adjustment No: 99-313, approved—by the.City of'LaQuinta'on• 2000, and recorded" , 20 , as Instrument No. Official, Records. ` LAKE LA QUINTA COMMUNITIES, LLC, Dated January 19, 2000-. a California limited liability.com-any STATE OF CALIFORNIA By: COUNTY OF- ORANGE )x }, S.S. nard B1 Man ger On.. January 19, 2000 before me, Laurie J. Oard, a• Notary.` Public '. a Notary Public. in and for said County and State, personally appeared B ' _ Leonard Bloom and Chris Canaday C ris.Canaday, Manag r personally known to me ftaltDid�t4t 1[Il@�4Ata�kSst;Otfalt�t avkiexae) to be the person(s) whose name(spWare subscribed to the within instrument and acknowledged to me that ftHOWthey executed LAU 1E J. OARD - the -same in l i/their authorized capacity(es), and that by Edsml/their p Clomm. # 1101378 signature(s) on the instrument the person(s), or the entity upon behalf Notary Pjbllc - California 0 ; of which the persons) acted, ex ted the instrument. ORAnGE COUNTY WITNESS y' d and tafficia seal My Comm. EKplres AUG. 26, 2000 J (This area for oYicial notarial seal) . ,Signature , - MAIL TAX STATEMENTS TO PARTY SHOWN ON FOLLOWING LINE: IF NO PARTY SHOWN. MAtZ AS DMWr-TF,D AROVF. t Name Street Address City & State • LOT LINE ADJUSTMENT 99-313 - EXHIBIT "All , _ EXISTING LOT DESCRIPTION LOT 229 OF TRACT 26152, AS SHOWN ON A MAP RECORDED IN BOOK 227 PAGES 77 THROUGH 86, OF MAPS, RECORDS OF RIVERSIDE, COUNTY. ,THIS -LOT CONTAINS 11,190 S.F., MORE -OR LESS. NEW LOT DESCRIPTION BEGINNING AT THE SOUTHWEST CORNER OF LOT 229 OF SAID TRACT, SAID POINT BEING ON A 581.50 FOOT RADIUS CURVE CONCAVE NORTHERLY, TO WHICH.A RADIAL ' LINE BEARS SOUTH 40 48'13". WEST, SAID POINT BEING`ON THE RIGHT-OF-VVAY VIA FLORENCE, MEASURED 18.50 FEET. FROM THE CENTERLINE OF SAID STREET; - THENCE WESTERLY ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 00 18'04", A 3.06 FEET TO A POINT TO WHICH A RADIAL LINE BEARS NORTH 5'06' 17" FEST, SAID, ` POINT BEING THE TRUE POINT OF BEGINNING; . THENCE NORTH 50.06',17" EAST, 86.14 FEET; - THENCE NORTH 210 50'36- EAST,•56.54 FEET TO A POINT ON THE NORTHERLY LINE OF LOT 229 OF SAID TRACT; THENCE NORTH 880 35'287 EAST, 55.32 FEET ALONG THE NORTH LINE OF LOT 229 OF SAID TRACT; - `, THENCE SOUTH 30 32'48" EAST, 140.76 FEET ALONG THE EASTERLY LINE OF LOT 229, TO THE SOUTHEAST CORNER OF SAID LOT, SAID POINT BEING ON A 581.50 FOOT RADIUS CURVE CONCAVE NORTHERLY, TO WHICH A RADIAL LINE BEARS SOUTH 40 '' 02'21" EAST; ° THENCE WESTERLY ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 90 68"38',, 92.81 FEET ALONG THE RIGHT-OF-WAY OF VIA FLORENCE TO THE TRUE POINT OF BEGINNING. THIS LOT CONTAINS 11,128 S.F., MORE OR LESS. r Y y M APPROVED BY COMMUNITY DEVELOPMENT'DEPT .' ;�!�� �z % •. BYl�� DATE 1 EXHIBIT CASE NO. Z_A ' ?9 LOT LINE ADJUSTMENT 99-313 ` EXHIBIT "A„ f ` EXISTING LOT DESCRIPTION . LOT 230"OF TRACT 26152; AS SHOWN ON A MAP RECORDED IN BOOK 227; PAGES,77 THROUGH 85, OF MAPS, RECORDS OF RIVERSIDE COUNTY. THIS LOT CONTAINS 14,493 S.F., MORE.OR LESS. NEW LOT DESCRIPTION • BEGINNING AT THE SOUTHEAST CORNER OF LOT 230 OF SAID TRACT, SAIC POINT BEING ON A 581.50 FOOT RADIUS CURVE CONCAVE NORTHERLYJ0 WHICH A RADIAL ` LINE BEARS SOUTH 40 48'13" WEST, SAID POINT.BEING ON THE RIGHT-OF-WAY OF VIA ; FLORENCE, MEASURED 18.50 FEET FROM THE CENTERLINE OF SAID STREET; THENCE, WESTERLY ALONG'SAID CURVE, THROUGH A CENTRAL ANGLE OF 0° 18' 04, 3.06 FEET TO A POINT TO WHICH A RADIAL LINE BEARS SOUTH 5°.06' 17" WEST, SAID _ POINT BEING THE TRUE POINT OF BEGINNING; THENCE NORTH 50 06',17' EAST, 86.14 FEET; - THENCE NORTH 210 50' 36" EAST,:56.54 FEET TO A POINT ON THE NORTHERLY LINE OF - LOT 229 OF SAID TRACT; THENCE'SOUTH 88° 35'28- WEST, 2.75 FEET ALONG THE NORTH LINE OF LOT 229 OF ` SAID TRACT TO THE BEGINNING OF A 33.50 FOOT.RADIUS TANGENT CURVE_ CONCAVE NORTHEASTERLY;. THENCE NORTHWESTERLY 30:30 FEET ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 510 49' 35",70 A POINT TO WHICH A RADIAL LINE BEARS SOUTH :500 215'03", ' • WEST;. THENCE SOUTH 54°.07' 22" WEST, 191.17 FELT TO A POINT ON A 24.50 FOOT RADIUS ' CURVE, CONCAVE NORTHEASTERLY, TO WHICH A RADIAL LINE BEARS SOUTH 850 01' . ` 43" WEST; , -THENCE EASTERLY 33.37 FEET ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF. 180 -02'47";, - THEN I CE 8°.02'47";THENCE SOUTH 83° 01' .04" EAST, .116.08 FEET ALONG SAID RIGHT-OF-WAY OF VIA �. FLORENCE TO THE. BEGINNING OF A 581.50 FOOT RADIUS TANGENT CURVE, CONCAVE NORTHERLY; 7 THENCE EASTERLY 19.05 -FEET ALONG SAID CURVE THROUGH A CENTRAL' ANGLE OF.10 52' 39", ALONG SAID RIGHT-OF-WAY VIA'FLORENCE, TO THE -TRUE POINT OF., BEGINNING. .. » •. + - . ' . ` r t r`'� \' - • � �1 7 'iii' �4 �`kt ...~ THIS LOT CONTAINS 14,554 S.F., MORE OR LESS.Ji ;, , •. i LiC. EXP., -APPROVED BY COMMUNITY DEVELOPMENT DEPT. 12/31/ BY DATE tio.CIV-I EXHIBIT CASE NO. L'-23 LOT .L/NE •ADJUSTMENT 99-313 V. A=78'02'47" 10' S`.ORM DRAIN EXHIBIT_ °g° t a T=19.86 7.EASEMFN • E 140.6 S4'0221'E R S 03'32 48 _ .. FARC I co 4 -ca .} c cr f. fq cn o -8'S0 34 �Iw I r N p R=581:.50 " • =908 .i No. 3.1653`= oo N .. R ) �+ m ` L=89.75 ;03 R= 581.5 . L=92.81 Exp. 12/31/2000 I T=44.36'..T=46.49' b A . DES/GN Civil, 51A'30 0=15'54'35" D ' 15 �P lgTf OF CAL\ r I R-33.50' DATE: SCALE: SHEET: L2 L=9.30' 6/11/99 1' a 30-. 2' OF '2 T=4.68' S4 • 4=51'49 35" - _ 481,g•�yR NEW LOT LINE, L=30.30' T=16.28' ll N 5 3759'" rE 68.60' N 3 53'25' \ _ / .45.25 =35'55'00'r r + R=33.50. N; 5 06 17 E .06.14, t L=21.00' OLD LOT LINE S5162r;R` f T=10.86' _ DETAIL "A" 18`5. i A y SCALE:1 "= 30' • LF , ��•C! o /A/'•. e sem• ' .� `f CD ,f. • ?�• _ . LINE # I LENGTH BEARING ' L1 26.40' N 8'2815 , E 0=0'18'04'•» -L2' 2.75 8835 28 ,�, V r, R=581.50' O� z. •� L-3.06 T=1.53' P ��: Z ` 4=2'10'43" G :LL -v ' fi1'52'39' 1 `512-39- ` 0=' • , . OV R=581.50',- L=22.11 - • ` R=581.50' L=19.05' ` �� T=11.06, a T=9.53' �• V. A=78'02'47" DETAIL „A„ , R=24.50' L=33:37' a T=19.86 QROFESSI( , FARC VIA, ON TESSA 'M ; LAND 19tc No. 3.1653`= DEI�ELOPMENT Exp. 12/31/2000 DES/GN Civil, CORPORA TION 15 �P lgTf OF CAL\ r DATE: SCALE: SHEET: 6/11/99 1' a 30-. 2' OF '2 LOT .LINE. ADJUSTMENT 99-313 io' 'STORM DRAIN EXHIBIT. EASEMENT'. '21 S4172'21 7r��WW .140 f 67 -72 4- 0% co ILrn ct > &-8*5-)'34 0R=58'.50 6-9,083 *at ..rn L=89.,75' .0 rn R=581.5 L=92.81! 0 z T=44.96 Z��,v J-0 T=46.49' 1554'35" R-33.50' ;U L=9.30' 0=51'49'35" T=4.68' R=33.50' NEW LOT* LINE L=30.30' T=16.28' S6 S0. 6 Ll N 5-37-59" E N 353*25" 68.60' 45.2 0:F=35'65'000' 5106 R=33.50' 17 E, 86.14 L=21.00' 'OLD LOT LINE T-10.86' DETAIL ."A" NN s 18.5' SCALE: To 00 LINE 'LENGTH BEARING Ll 26.2.40' E a-0*18*04" 12 1 -72- le cc-la"Im" R=581.50' LJ L=3.06 T-1.53' LLJ &=210'43' 0 Ai=1'52'39' R=581.50' OD L!-22.11! li R=581.50' L=19.05' T-11.06 1- T=9.53* DETAIL "A" 4=78'02'47" R=24.50' • L=33.37' T-19.86 PROFESS)q� FA/? -07 "//1/99 ��40N�t�SA 1910S. ARCHIBALD AVE.. N LAND. STE. No. 31653 'x - DEVELOPMENT; ONTARIO. CA -:91761 -(909) Exp. 12/31/2000 �JVESICN -930;--1466' FAX (909) 930-11;6.8 lTf CIVIL CORPORATION' PL'ANNIN'G • CIVIL - SURVEYING OF C DATE: ISCALE: SHEET:.'' IJOB 'NO. 6/11/99 30' 2.OF 2 130 LOT 230 ESIIFME,-Inc. Structural. Engineers Date : Sep. 21, 1999_ By,:S.D.L. 1921 East Carnegie Ave., St, 3 J' .,, Santa Ana, California 92705 Com an CANADAY AND P Y� CO. _ Arch't Designer: _Len Nobel _ Address : 1570 Brookhollow Drive, St. 208 Project Name : SOUTH SHORE Santa Ana, CA. 92705 _ E S 1 I F M E Job No. 8436_ Contact : Roder Moore Project Eng. R.R.W. Phone :780 771-9638 FAX : 714) 751-9152 PH.: (949)261.1611 /Fax 261-8506 Phone converaetlon. �Fkld MesUg �MaeYg CNeMs .nHouse Meeting cc. Roger. Moore Y .,, Attn: Mark Harold .,�,I ti City of La Quints ,• - �, Department of Building and Safety 78495 Calle Tampico La Quinta, CA. 92253 IRE: Lake La Quints Tract26152, Phase 4A, Lots 229, 230, 231, 232, 245 and 246 at Via Florerpz^e, Via Montessa•and Via Montigo. z:;# This is to verify that this office has performed structural calculations on the above3..; named project. We have also reviewed the structural documents prepared by 'Len Nobel 1. Canaday and Co. The final product contains all the requirements presented in,.our calculations. ' cc. Roger. Moore Y ESI/FME, Inc. Structural Engineers Date: Dec. 28th, '99 By : R.R.W. 1.921East Carnegie Ave., St. 3 J Santa Ana, California 92705 t. Company: CANADAY AND CO. Arch't / Designer: Len Nobel Address: 47650 Via Antibes, Project Name: South Shores _ La Quinta, CA. 92253 E S I / F M E Job No.: 8436-15 _ Contact : Bob Walker /Roger Moore Project Eng.: 1R.R.W. Phone : (760) 771-9636 FAX,.: (760) 771-0564 PH.: (714)-261-1811 /Fax 261-8506 Phone ConversationField Meet'g =Meet'g @ Client's E)n-House Meeting MEMO Page 1 of 1 City Of La Quinta Department of Building and Safety 78495 Calle Tampico La Quinta, CA. 92253 RE:. City Of La Quinta Tract 26152, Phase 4A. --=2-7-1999 On December 27th we conducted a field visit with the framong contractor and proceeded to point out areas that needed his attention. Upon completion of these items, the home will be in compliance with the approved set of construction documents._. Field observation on the following lots Lot 229 Plan R4A '78-940 Yia�Florence r1:'ot_230: Plan R46R'78=930=Via Florence:., Lot .231 Plan R4A 47 -690 -Via Montessa Lot 232 Plan R3A 47-667 Via Montessa Lot 245 Plan R4B 47-740 Via Montigo Lot 246 Plan R3BG 47-710 Via Montigo --=2-7-1999 L _L. ESI/TME, Inc. Structural Engineers Date Dec. 27th, °99 By : R.R.W:, 1921 East Carnegie Ave., St. 3 J Santa Ana, California 92705 ` Company CANADAY AND CO: Arch't / Designer: Len Nobel Address : 47650 Via Antibes, Project Name: "South Shores La Quinta, CA. 92253 ES I / F M E 'Job No.: 8436-15 Contact : Bob Walker / Roger Moore Project Eng.: R.R.W. Phone: (760) 771-9636 FAX: (760) 771-0564. PH.: (7:4) 261-1811 Fax 261-8506 Phone ConversationEKI Field Meet'g Meet'g @Client's =In -House Meeting MEMO Page 1 of 1 Field meeting on December 27th, 1999.. Lot 229 / Plan R4A Item 1: Add (2) . cripples over Glu -Lam header supporting center of Girder truss. Lot • 230 / Plan R4BR Item 1: Add (2) cripples over Glu -Lam. header supporting center of Girder. truss. Lot 231 / Plan R4A Item 1: Add .(2) cripples over Glu -Lam header supporting center of Girder truss. Lot 232 / Plan R3A Item 1: 'ADD 2 x ' choakers at two locations, Garage and Kitchen. Item 2: ADD 2 x 6 ledger to support jack trusses at. left side. Item 3: ADD SHIMS to. provide full bearing to rear wall header supporting. ` Girder Truss. Lot ¢y P. 245 / Plah R4B' Item 1*,,'ADD (2) 2x6 .,trimmers at rear header supporting Girder Truss. Item 2: ' Add (2) cripples over Glu -Lam header supporting center of Girder truss. Lot 246 / Plan R3A G: Item 1: ADD choaker to support hips over Garage and ' over Kitchen. Item 2: ADD (2) 2x cripples to support Girder Truss at rear -header. ESI FIVE ie: 71 01299.WK4. F PROJECT: Structural calculations for CANADAY & CO.. on - "SOUTH SHORE ON LAKE LA QUINTA" to built in. La Quinta, California. h, PLAN R4_1. Date ; June 7th, 1999 Revisions .: Shipped: AUG ®� Job No. 699-8436-12 1921 EAST CARNEGIE AVENUE, ST. 3J, SANTA ANA, CALIFORNIA 92705-0055 'Ph: (949) 2614811 - Fax. (949) 261-8506 r A ROOF: Wd.Shake Tile FLOOR: Slope ❑ 4:12 Live Load 16.0 psf Roof Mt'I 4.0 Built -Up - - Sheathing 1.5 Roof Rafters 1.5 Ceiling Joist 1.5 Drywall 2.5 Miscellaneous 1.0 Total D.L. 12.0 psf Total LOAD 28.0 psf ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet + Z Date'JW 1 5 . JN. 8 4 3 6.. Rock Tile FLOOR: ASSOC. CHECK: DATE: 0 DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: ❑ 3:12 0 4:12 DATE: w/o Conc. w/ Conic. 20.0 psf' 16.0 psf Live Load 40.0 psf 40.0 osf - - 10.0 D. L. of F. F. 5.0 15.0 6.0 - - Sheathing 1.5 1.5 - 1.5 1.5 Floor Joists 3.0 3.0 1.5 1.5 Drywall 2.5 2.5 1.5 1.5 Total D. L. 12.0 psf 22.0 Psf 2.5 2.5 1.0 1.0 Total Load 52.0 psf 62.0 ?sf 14.0 psf 18.0 psf LOAD CONDITIONS: 34.0 psf 34.0 psf 0 F 47 STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans • which represent true framing conditions and scale. Enclosed details are .intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of. -the architect or designer, unless specifically shown otherwise. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific. . project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. 5. Copyright © - 1994. by E S] / F M E, Inc. Structural Engineers. All rights reserved. • This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. PROJECT DESCRIPTION: PLAN R4-1, "SOUTH SHORE ON LAKE LA QUINTA". CANADAY & CO. La Quinta, California PROJECT ENGINEER: R.R.W. II CALCS BY: R.M.B DATE 6-15-99 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: O SHTS: DATE: nit.: OSHTS: DATE: nit.: OSHTS: .DATE: i. nit.: OD SHTS: DATE: nit.: OE SHTS: DATE: nit.: OF SHTS: DATE: Init.: . ESI/FME, Inc. Structural Engineers (This signature is to be a wet signature not a copy.) APPROVED BY: DATE: AUG 0 5 Igo Ilk 0 ESI/FE, In.C. STRUCTURAL ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION Sheet 3' Date -IN 1 5 'M JN. 8 d _2 ci In all cases calculations will suaersede this design criteria sheet. I Douglas Fir—Larch — 19% max. moisture content. 2x4 #2: Fb=1315/1510 psi; Fv=95 psi :2x6 #2: Fb=1140/1310 psi; E=1.6 E6 psi 2x8 #2: Fb=1055/1210 psi; 2x10 #2: Fb= 965/1105 psi; 2x12 #2: Fb= 875/1005 psi; 2x1.4 #2: Fb= 790/ 905 psi; It is recommended that lumber be free of heart center. Glued Laminated Beams: Douglas Fir—Larch Ind. App. Grade: Fb=2400 psi; Fv=165; E=1.8 E6 psi aM;2.1EE Lumber: #2/#1 4x6;4x8 : Fb=1140/1300 psi; Fv=95 psi 4x10 : Fb=1050/1200 psi; E=1.6 E6 psi 4x12 '. : Fb= 965/1100 psi 4x14;4x16: Fb= 875/1000 psi Lumber: #1 / S.S. 6x10: Fb=1350/1600 psi; Fv=85 psi 6x12: Fb=1350/1600 psi; E=1.6 E6 psi PARALLAM PSL 2.0 E Fb=2900 psi; Fv=290 psi; E=2.0 E6 psi 1. UrypacK Snail be composea Ot one part vPniana gement to not more than three parts, sana. 2. All structural concrete..........................:........................f'c = 3000 psi All slab—on—grade/continuous footings/pads ...........f'c = 2500 psi All concrete shall reach minimum compressive strength at 28 days. 1. All reinforcing shall be A.S:T.M. A-615-40 for #5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for #6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping of 40 dia. or 0-00 min. in all continuous concrete reinforcement (30 dia. for compression). Masonry. reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or . grouting masonry. 4. Concrete protection for reinforcement. shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth ...................................... 3" B. Poured against form below grade..: .............. 2" C. Slabs on rade from to of slab 1" g ( p )... D.. Columns and beams to main bars ................ 2- 1. Fabrication ana erection of structural steel shall be in accoraance with " 5pecitications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition.. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2: All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot —dip. galvanized after fabrication, or other approved weatherproofing method. , 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). 1. Concrete. block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.061/o 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of'the Wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted, except retaining walls where all cells are to be solid grouted. 0 • • ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Date 1511 5 a JN. 8436 GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1994 Uniform Building Code) (rev. 10/26/95) A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists,_ U.N.O. D. Provide 4x or 2-2x members under shear walls on floor joists. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post mNimum. F. All hardware is to be Simpson Strong—Tie"' or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineer's review. H. All exterior walls are to be secured with 1/2" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS1270 Ramset/Redhead may be used in lieu of anchor bolts). I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SID @ 24" o.c. U.N.O. J. All conventional framed portions of structure are to be constructed per section 2317-2326 of the Uniform Building Code, U.N.O. K. All nailing is to be per table 23—I—Q of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O. FRAMING NOTES LEGEND MARK: DESCRIPTION SPN12: 16d Sole Plate Nailing at 12°% SCR8 : 3/8"o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"% SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o% SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB64 : 1/2"o x 10" Anchor Bolts at 64"o% 2—#4 : Provide a total of 2—#4 at top & 2—#4 at AB56 : 1/2"o x 10" Anchor Bolts at 56"o% bottom of footing, 3' past posts. AB48 : 1/2"o x 10" Anchor Bolts at 48"o% 3—#4 : Provide a total of 3—#4 at top & 3—#4 at AB40 : 1/2"o x 10" Anchor Bolts at 40"o% bottom of footing, 3' past posts. AB32 : 1/2"o x 10" Anchor Bolts at 32"% 4—#4 : Provide a total of 4—#4 at top & 4—#4 at AB24 : 1/2"o x 10" Anchor Bolts at 240o/c bottom of footing, 3' past posts. AB16 : 1/2"o x 10" Anchor Bolts at 16"o/c HD2A (1) Simpson HD2A per post. AB8 : 1/2"o x 10" Anchor bolts at 8"o/c HD5A : 1 Simpson HD5A per post. AB24X: 1/2"o x 12" Anchor Bolts at 24"o/c HD6A : 1) Simpson HD6A per post. AB16X: 1/2"o x 12" Anchor Bolts at 16"o% HD8A : (1) Simpson HD8A per post.' AB8X : 1/2"o x 12" Anchor bolts at 8"o/c HD10A: (1) Simpson HD10A per post. 2AB 2 1/2"o x 10" Anchor Bolts HD14A: 1) Simpson HD14A per post. 3AB 3 1/2"o x 10" Anchor Bolts HD20A: (1) Simpson, HD20A per post. 2ABX : (2) 1/2"o x 12" Anchor Bolts HPA : (1) Simpsoni HPAHD22 per post. PABX : 3 1/2"o x 12" Anchor Bolts HPA2P: (1) Simpsoni HPAHD22-2P per post. 2ABXX : 2 3/4"o x 12" Anchor Bolts MTT28B: 1 Sim sone MTT286 per post. "south Shore on. LaKe La Uulnta" / Ganaday & Go. La Quinta, California. P L A N R4-1 k OBeam @ Rear of Covered Porch: Length = -11.75 Yt, w: Roof = ( 34 psf) ( +10/2 + 0) = ~.170 plf Wall .-( 14 psf)( 0 + 0 )_. 0 . A Floor = ( 52 psf) ( 0 + 0) _ .p v D. L. *of Beam. - = . 20 w = 190 plf Fb = 1350 psi. M = 3279 ft-1b = 39.35 in-k . S = Moment ..'1.000 Fb = 29.1 in^3 Reac_ions: Fv = 85 psi d = 4'9.5 in *R = : 1116. lbs V = w (L/2.-. d) = 965.8 lbs. Y. A = 1.5 V. / 1.000 Fv = 17.0 in^2 `, Regd Sec Properties: Prov'a • Allow deft = L/ 360 = 0:'39 in *S = 29 in^3 * A _ 17 in^2 82.73 52.25 E 1.6 x 10^6 psi * I - 130 in^4 f 392.94 1=5"w*L^4 / 384*E*d= 130.0 in^4_ Estimated .defl = 0.13 in. ,• U S E 6 x 10 ` W.C:D.F.. 2`. O- Beam @' Rear.of Covered Porch: Length = 20.75 ft. w: Roof'= ( 34 psf) (. +10/2. + 0.) _ . plf.,' Wall -( 10 psf)( 0 + - .170 )- A Floor _.( 52 . psf) ( 0 + 0) = 0 ., D.2 of Beam 20' a ti w = 190 plf. -Fb = 1350 psi. ,M = 10226 ft-Ib = 122.7 in-k S. = Moment 0.987 Fb = 92.1 in^3 { Reaciions: r• .Fv = . 85 psi d= 13.5 in *R= 1971 ,lbs -' V = w (L/2 - d) _ ' 1757.5 lbs. A = 1.5 'V / 0.987 Fv = . 31.4 in^2 Reqd Sec Properties:;P d C y S = 92 in^3 167.06 'Allow'defl . = L / 360 = 0.69. in E = 1.6 x 10^6 psi .j * A = 31 in^2 * 1716 in^4 74.25 1=5*w*L^4 / 384*E*d= 716.1 in^4 . Estimated defl = `0.44 in: USE 6 x 14 W.C.D.F. 2 file : 9MM .M4 ESI/FME, Inc. STRUCTURAL ENGINEERS . Sheet Date 6-4-99 JN. 699-843 'South Shore on Lake La Quinta" / Canaday & Co. La Quinta; California. P L A N R4-1 OHeader @ Left of Family Room: Length = 5 ft; L1 :2.5 ft L2 = 2.5. ft. P = 1971 lbs from Bm #2 F w: Roof = ( 34 psf ) ( 0 + 1.5) = 51 plf Ll L2 Wall = ( 14 psf ) ( 1 + 0) _ 14 [> ...'w`''' : < » Floor '= 52 psf ) ( 0 + 0) = 0 U D. L. of Beam . . . . = 20 w = 85 plf Fb = 1350 psi. M = 2729 ft -Ib= 32.75 in -k S = Moment 1.000 Fb = 24.3 in^3 Reactions: *RL = 1198 lbs Fv = 85 psi.. ; d = 9.5 in *RR 1198 lbs V = R(max)-(w*d)= 1131 lbs. . A = 1.5. V / 1.000 Fv = 20.0 in ^2 ' Req'd Sec. Properties: Prov'd *S = 24 in^3 . 82.73 • Allow defl = L,/ 360 = 0:17 in *A = 20 in ^2 52.25 E = 1.6 x 10^6 psi * I = 46 in^4 392.96 I=5*M*L^2 / 48*E*d= 46 in^4 Estimated defl = 0.02 in. U S E 6 x -10 W. C. D. F. 2 OHeader @ Rear of Master Bedroom: i Length = 6 ft. ;j P1. = . 191.3 lbs from GT = 34*22:5/2*.10/2 @ L1 _. 3 ft. P2 = ' 2193 lbs roof = 34*43/2*3 @ L2 = 4.5 ft. A t:1 w: Roof = ( 34. psf ) ( 0 + 0) _ 0 plf P2 Wall = ( .14 psf ) ( 1.5 + 0) = 21 <:>::;<.....::.::: «:: Floor = ( 52 psf) ( 0 + ' 0) = 0 R1 R2 D. L. of Beam = 20 w = 41 plf Fb = 1350 psi. a M = 5520 ft -Ib= 66.24 in -k S = Moment 1.000 Fb = 49.1 in^3 Reactions: *RL=- 1628 lbs Fv= 85 psi ; d = 9.5 in. *RR= 2724 lbs V = R(max)-(w*d)= 2692 lbs. A = T.5 V / 1.000 Fv = 47.5 in^2 Req'c- Sec. Properties: Prov -d • Allow defl = L./ 360 0.20 in *S = 49 *A 47 in^3 sq. in. ' 82.73 52.25 E = 1.6 x 10**6 psi * I = 112 in^4 392.96 I=5*M*L^2 / 48*E*d= 112 in^4 Estimated defl = 0.06 in. file: 9028bl .wk4 U S E 6 x 10 W. C. D. F. 2 '..South Shore on Lake La Quinta" /,Canaday & Co. La Quinta, California. ' PLAN R4-1 OBeam @ Front of'Covered Porch:' y . Length = 18 ft. w: Roof = ( 34 psf) ( +10/2 + +5/2 ) = 255 plf Wall -. ( 1'4 psf) (. 0 + 0) = 0 Floor = ( 52 psf) ( .0 + 0) = 0 D. L. of Beam - 20 W = 275 plf Fb = 1350 psi. M _ .11138 ft -Ib = 133.7 in -k S = Moment 0.987 Fb = 100.3 in^3` y Reactions: Fv = 85 psi d = 13.5 in. *R = 2475 lbs V = w (L/2 - d) _ 2165.6 lbs. A = 1.5. V._/ 0.987 Fv = 38.7 in^2 Reqd Sec Properties Prov'd * S = 100 in^3. 167.06 • �.'� Allow deft = L / 360 _ 0.60 in * A �_ , 39 in 74.25 E = 1.6. x 10^6 psi * . I. = 677 in" 4. 1127.67 1=5*w*L^4 / 384.*E*d= 676.6 in^4 Estimated defl = 0.36 in. U S E 6 x .14 W. C. D. F. 2 OHeader @ Front of Office / Study:. 'Length = 6 ft. w:. Roof, - ( 34 psf) ( 36:5/2 + . 1) = 655 plf. t Wall - ( 10 .psf) (: 1.5 + 0) _ 15 , Floor = ( 52 psf ). ( 0 + 0) _ .0 D. L..of Beam = 20 w _ 690 OfL Fb = 1350 psi.' M = 3102.8 ft -1b = 37.23 in -k'- S = Moment 1.000 Fb = 27.6. in^3 Reactions. Fv = 85 psi d = 9.5 in *R = 2069 Ibs V = W (U2 - d)'.= 1522.6 lbs. A = 1.5 V / 1.000 Fv = .26.9 in^2 Reqd Sec Properties. ° Prov'a * S = 28 in 3. si.73 Allow defl = L / 360 = 0.20 in * A'= 27. in^2 5.2.25 • E = 1.6 x 10^6 psi * 1 ._ '63 in^4 392.96 1=5*w*L^4 / 384*E*d= 62.8 in^4 Estimated deft = 0.03 in. U S E 6 x' 10 W. C. D. F. 2 file: 9028b3.wk4 La' Quinta California. PLAN R4-1' , OHeader @ Rear'of Bath: Length= 4 ft. P1 = ' 3655 Ibs from GT = 34*10/2*(22.5/2+20.5/2) r .@ L1 ._ 2.000. ft. P2 = • 1462 Ibs from roof = 34*43/2*2 ;' @ L2 = I ft. L2 LI w: Roof 34 psf 0 + 0 0 If. =s Pi P2 , Wall _ ( 1.4 psf) (' 0.: + 0) _ I - 0 Floor = (' 52 psf) ( 0 + , - 0) _ 0 R1 R2 D. L. of Beam : . . . Y . _ 15 w _ 15 plf , Flb = 2900 psi. M = 4782 ft -lb = 57.38 in -k- . S = Moment 1:000 Fb = 19.8 in/13 Reactions: ;.. *RL = 2223 .Ibs Fv = 290 psi ; d.=, 11.88 in. '•' *RR_ 2954 Ibs , :-w V.= R(max)-(w*d)= 2939 Ibs. - ` A _ 1.5 V /. 1.000 Fv. = 15.2 in. . Req'd Sec. Properties: Prov'a s 4 * S 20 in ^3 82.33 Allow defl.= L. /. 360 = 0.13 in, .*A 15. sq. -in. 41.58' *; E _ -2 00**6 psiI = 52 in ^4 489.03 .=5*M*L^2 / 48*E*d= _ 52 in ^4 Estimated def] - 0.01 in. . +4 U S E Header @ Left of Garage: 3.5 x 11.9 Parallam PSL 2.0E Length_ 16 ft.' P1 _ 1785 lbs from GT,= 34*10/2*21/2. ,I @'L1 = 6 ft. P2 = 3570 Ibs from roof = 34*21/2*10 @ L2 ft:. ' L2 w: Roof =(.`a 34 psf ) ( 0 + 1) _ ` 34 plf _ LI P� P2 Wall = (. 14' psf ) ( 1 + 0) _ 14 .:.:.:.::.::..: Floor = 52 ( psf P )( 0 + 0) — 0 R� R2 D. L. of Beam . _ , 23 ;w = 71 plf Fb = 2900 psi. M = 21238 ft -Ib= 254.9 in=k z S = Moment, 0.983 Fb = `89.4 in^3, • Reactions ". *RL=, 2799 Ibs ' Fv = 290 psi ; d = 14 in. *RR= 3692 Ibs w V = R(max)-(w*d)= 3609 lbs.. A j ` A = .1.5 V / 0.983 Fv = 19:.0 in^2,• Req'd Sec. Properties Prod *S 89 in^3 ( 171.50 • ., Allow defl = L / 3600.53 in * A = 19 sq. in., 73.50 t 11200.50 ' E = 2 .x 10**6 psi * I = 917 in ^4 =5*M*L^2 .% 48*E*d= 917 in^4 . , Estimated defl = 0.41 in. file: 9028b4.wk4' ' n USE 5.25 x 14 Parallam PSL 2.0E ESI/FME, Inc. STRUCTURAL ENGINEERS 0 Sheet Date Ju, 1 [JN. & 4 3' NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing.Laboratories ( this includes.OSB ) These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Provide 3x blocking at horizontal plywood panel joints with edge nailing of 7 o.c. Provide 2x blocking otherwise. c. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. d. Where nails are spaced at 7 o.c., they shall be staggered and 3x or wider framing members shall be used at adjoining panel edges ( including horizontal blocks) . H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (fables 23-1-1-1 and 23-1-S-1 UBC). ROOF: JOIST SPACING < 24" o.c.: 15/37 Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, l2" o.c. field. FLOOR: Joist Spacing < 16".o.c.: 19/32" Wood Struct. Panel T&G', PI 32/16, w/10d's @ 6" o.c. at edges & boundaries,' l0" o.c. field. Joist Spacing < 20" o.c.:19/32" Wood Struct. Panel T&G', PI 4020, w/10d's @ ti o.c. at edges & boundaries, 10" o.c. field. • Joist Spacing <24" o.c.: 23!37 Wood Panel T&G' shtg, PI 4824, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. 'Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. FILE N 97LAnHR LATERAL SHEAR NOTES ( rev. 6 / 97 ) (1994 UBC; SEISMIC ZONES 3 & 4) QV E FRAMING MEMBERS R T 1 C A L: DOUG FIR -LARCH @ 15' o.c. 1 . — (2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9" o.c. at edges & field at base layer, 8d c000ler nails @ 7" o.c. at edges & field at face layer......................................................... 125 plf 2 =1/7' Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 254 UBC) ...................:............................... :.... 50pif 3 - 5/8" Drywall with 6d cooler nails @ 7" o.c at edges and field. (Table 254 UBC) ...:....:................................................ 58 plf 1 4 —12" Drywall with 5d cooler nails @ 4" o.c at edges and field. (fable 25-1 UBC) ......................................................... 63 plf 5 — 5/8" Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) .................................................... 73 plf 6 —12" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and.field. (Table 254 UBC) ........................................:.. 75 plf ; 7 —.5/8" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table -254 UBC) .......................................... 88 plf 8 - 718" Stucco over approved lath. with 1.6 gauge staples @ 6" o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC)........................:...............................:............. ,180 plf 9 — 7/8" Stucco over approved lath with 16 gauge staples @ 3" o.c. at top and bottom plates, edges of shear wall, and 6" o.c. at field. (ICBO report No. 1254, or equal) .............................. 260 .plf 10 — 3B" Wood Structural Panel w. 80 common nails @ 6" o.c @ edges & 1 Z'o.c. @.field. (Table 23-1-K-1 UBC)........ 260 ptf 11 — 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges& 17o.c. @ field. (Table 23-1-K-1 UBC)........ 380 plf 12 — 3B" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 23-1-K-1 UBC):....:.. 490 plf 13 '— 3B" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 17o.c. @ field. (fable 23-1-K-1 UBC)......... 640 pff 14 —12" (or 15/32") Wood Structural Panel with 10d common nails @ 2" ox at edges and 12" o.c. at field (Table 23-1-K-1 UBC).................................................................................................:.............................................. 770 plf 15 . —12" (or 15/37) Structural I Wood Panel with 10d common nails @.7' o.c at edges and 12" o.c. at field (Table 23-1-K-1 UBC) ........................... ..................................................... ................................................................... 870 pff ` NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing.Laboratories ( this includes.OSB ) These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Provide 3x blocking at horizontal plywood panel joints with edge nailing of 7 o.c. Provide 2x blocking otherwise. c. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. d. Where nails are spaced at 7 o.c., they shall be staggered and 3x or wider framing members shall be used at adjoining panel edges ( including horizontal blocks) . H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (fables 23-1-1-1 and 23-1-S-1 UBC). ROOF: JOIST SPACING < 24" o.c.: 15/37 Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, l2" o.c. field. FLOOR: Joist Spacing < 16".o.c.: 19/32" Wood Struct. Panel T&G', PI 32/16, w/10d's @ 6" o.c. at edges & boundaries,' l0" o.c. field. Joist Spacing < 20" o.c.:19/32" Wood Struct. Panel T&G', PI 4020, w/10d's @ ti o.c. at edges & boundaries, 10" o.c. field. • Joist Spacing <24" o.c.: 23!37 Wood Panel T&G' shtg, PI 4824, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. 'Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. FILE N 97LAnHR Sheet 10 . Date 6-4-99 JN. 699-843 La Quinta, California. PLAN R4-1 . LATERAL ANALYSIS Wind Load : _ ( 70 mph/ Exp. C ) = 1.06 x .1.3 x 12.6 _ 17.4 psf Seismic.- v _ Z * I * C / Rw = 0.40 * 1.0 * 2.75 / 6 = 0.1833 UBC 1628.2.1 LONGITUDINAL: @ House (1-1) Wind:. 17.4 psf)(: 17 - 5) = 208 plf for Wind Loads. Seismic: Roof = ( 18 psf)( 65+3 ) ' = 1224 Wall _ ( 14 psf)( 14 - 5) 2) _ 252 ( 10 psf)( 10 - 5) 3) = 150 Floor— ( 12 psf)( 0) = 0 1626 x( 0.1833 )_ 298 plf . ...Controlling Lateral Force. 298 plf ( S )* TRANSVERSE: @ House (T1) " Wind:..:...... _` ( 17.4 psf)( 18 - 5) _ 226 plf for Wind Loads. • Seismic: Roof = ( 18 psf)( 57+3 ) _ 1080 Wall_ ( 14 psf)( 10 - 5) . 2) _. 140 _ ( 10 . psf)( 10 - 5) 2) = 100 Floor— ( 12 psf)( 0) _ 0 1320 x( 0.1833 )_ 242 plf.. ...Controlling Lateral Force. , 242 plf, S )' LONGITUDINAL: @ Garage (L2) Wind.......... _ (. 17.4 psf)( 14.5 - 5) = 165 plf for Wind Loads. Seismic: Roof = ( 18 psf)( 21.5+3) = 441 Wall = ( 14 psf)( .10 - 5) 2) _ 140 ( 10 psf)( 10 - 5) 0.) = 0 Floor— ( 12 psf)( 0) = 0 581 x( 0.1833 )_ 107 plf ...Controlling Lateral Force: 165 plf W)* TRANSVERSE: @ Garage (T2) Wind:......... _ ( 17.4 psf)( 13.5.- 5) _ 148 plf for Wind Loads. Seismic:- Roof = ( .18 psf)( 33') = 594 Wall. = ( 14 .psf)( 11 - 5 ) 1) = 84 _ ( 10 psf)( 10 _ 5 ) 1) = 50 Floor= ( _12 psf)(. 0) = 0 728 x( 0.1833 )_ 1.33 plf ...Controlling Lateral Force: 148 plf, W)*- La Quinta, California. P L A N R4-1 Wall (s) @ Left Elevation of House L = 9.5 _ 9.5 ft. s LOAD = ( 242 lbs /ft )( 16.0 ft / 2 + 0) = 1936.00. lbs. SHEAR = `LOAD / L = 1936.00 lbs / 9.5 ft. _ 203.8 Ibs /ft U S E �10 w. '/2 " dia. x 10" A. B.'s 48 "o/c AI3 as D'. L. = 9.5*(14*10+18*8/2) = 2014 10' pl uplift'.= (9.5*203.8*10-0.85*2014*9.5/ = 1182 lbs Use Simpson HPAHD22-2P. per post with 244 bars T/B, extend 3' pastposts. 0 Wall (s) @ Between Master Bedrrom and Living L= 17.75 _ 17.8 ft. -s LOAD = ( 242 lbs /ft.)( 46.0 ft / 2 + 0) = 5566.00 lbs. • SHEAR =:'LOAD / L 5566.00 lbs / 17.8 ft. = 313.6 lbs'/ ft' U S E ZL w. '/2 " dia. x 10" A. B.'s 32 "o/c a6 a2 D.L. = 17.75*(10*11+18*2) = 2592 11' pl uplift _ (17.75*313.6.11-0.85*2592*17.75/2)/17.75 = 2348 lbs Use Simpson HPAHD22-2P per postwith 244 bars T/B, extend 3' past posts. Wall (s) @ 'Between Dining and Utility, and Left of Garage L= 12.75-5.5 = 18.3 ft.' w LOAD =` ( 226 lbs / ft )( 48.5 'ft / 2 + 0) = 5480.50 lbs. LOAD _ ( 148 lbs [ft )( 21.0 ft / 2 + 0) _: 1554.00 lbs. - SHEAR = 'LOAD / L _' 7034.5 lbs. / 1.8.3 ft.. _ 385.5 lbs / ft U S E12 w. '/2 " dia. x 10" A. B.'s 24 "o/c a6 2a D.L. = 12.75*(10*10+18"2) _ .1734 10' pl uplift = (12.75.385.5.10-2/3.1734.12.75/2)/12.75 = 3277 lbs Use Simpson HPAHD22-2P per post with 244 bars T/B, extend 3' past posts. La Quinta, California. ` P L AN . R4-1 - : 4 Wall (s) @ Right Elevation:of House and Garage L = 9.5+.9. - 18.5 ft. w LOAD =- ( 226 lbs / ft.)( 18.5 ft / 2 + 0) = 2090.50 lbs. , LOAD _ ( 148 lbs / ft )( 21.0 ft / 2 + 0) = 1554.00 lbs. SHEAR = LOAD] L = 3644.50 lbs / 18:5 ft. _.. 197.0 lbs / ft Ey' U S 10 w '/2 " dia. x 10" A. B.'s 48 "o/c $ j D. L. = 9*(14*10+18*8/2) _ 1908 1.0' pl uplift = (9*197*10-2/3*1908"9/2)/9 = 1334 lbs Use Simpson HPAHD22-2P per post with 244 bars T/B, extend. 3' pa3t posts. O" Wall (s) @ .Rear Elevation of House a L= 9+5.25 _ 14.3 ft. s- LOAD = ( 298 lbs /,ft)( 43.5 ft / 2 + 0) _ 8481.50.. lbs. • = `LOAD SHEAR` / L = 6481.50 lbs / 14.3 ft. = 454.8 . lbs / ft,', ' U S- E 12 w. '/2 " dia. x.10" A.B.'s 16 "o/c .D.L..= 5.25*(14*10+18*2) = 924: 10' pl uplift = (5.25*454.8*10-0.85*924*5.25/2)/5. = 4155 lbs Use Simpson HD8A per post with 244 bars T/B extend 3' past posts: E 6 Wall (s) @ Front of House and Rear of Garage " L= 5.5+7+15 = - 27.5 ft. s LOAD' _- ( 298, lbs / ft.)( 43.5 ft/2+' 0) _ 3481.50 lbs. LOAD _>. ( 107 lbs / ft )( 29.5 ft / 2 + 0) _ 1578.25 lbs. SHEAR =, LOAD / L = 8059.8 lbs / 27:5 ft. _ 293.1 lbs / ft U1. S EZ4W. '/2 " dia. x-10" A.B.'s 32 "o/c AB,32 D. L. = 5.5*(14*10+18*2) = 968 t t 10' pl uplift = (5.5*293.1*10-0.85*968*5.5/2)/5.5 = 2520 lbs Use.Simpson HPAHD22-2P per post with HTT22 at corner condition (:3.5' & 7' panelonly). With 244 -bars T/B, extend 3' past posts. , ESI/FME-, In'C. STRUCTURAL ENGINEERS Shore on LaRe La Quinta 1,Canaday Sheet Date 6-4-99 JN. 699-843 Sheet rg Date 6-4799 JN.. 699-843 "South Shore on Lake La Quinta" / Canaday & Co. La-Quinta, California. PLAN R4-1 FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE 1000 psf (Per Soils Report) By Job No. Dated 1. Continuous Footing Design: Roof :'(. .34) ( 44/2+1 ) 782 plf Wall : ( 14) ( 10 ) 140 Floor: ( 52.) ( 0 Deck : ( 72) ( 0 ) = 0 922 plf Width Required = ( 922 ) / ( 1000 .- 50) = 0:97 ft. • dee USE 12 in. wide x 12 in. . 1 - P cont. ftg. -Story _ w/ 1 - #4 T / B Cont. USE 12 in. wide x 18 in. deep cont. ftg. 2 -Story w/ 1 #4T/.B Cont. 2. Point Loaded Footing. I, P max = S.B.P. * S. *-W / 144 4 x post (minimum) Pmax ( 1 -Story) _ 3333 lbs. SLAB Pmax( 2 -Story) = 4333 lbs. CONT. FTG. Q 45 -deg. S -Fearing Area 3. Pads needed Pad # 1 : P = R ( ) = 3692+34*(2 lbs from reaction of "BM #8R+34*(21/2+1.5)*8/2 Area _ 5324 ) / ( 1000 - 100 ) = 5.92 sq. ft., hence, L 2.43 ft. ( minimum ) * Use pad 30 " square x 18 " deep. „. ESI/FME, Inc. u Sheet d. - STRUCTURAL. ENGINEERS Date 6-4-99 JN.. 699 - South Shore on Lake La Quinta” / Canaday & Co: " La Quinta; California. P L A N R4-2 FOUNDATION. ANALYSIS ASSUMED.SOIL BEARING PRESSURE 1000 psf (Per Soils, Report) • - a By. r Job No. Dated 3. Pads needed- eeded:Pad Pad# 2 : P = R ( ) = 10389 lbs from left .reaction of GT - :° Area = 10389 ), / ( 1000 - 100) = 11.54 sq. ft., hence, L 3.40 ft. ( minimum) * Use pad 42 " square x 18 deep. •`Pad # 3 : P = R ( ) = 7440 lbs from right reaction of GT =' . Area 7440 / 1000 - 100 ) = 8.27 sq. ft., hence, L - 2.88 ft. ( minimum) IN Use. pad 36 " square x 18 deep. Pad # 4 : P = R ( )_= "3464 lbs from Bm #4R 2724+34"43.5/2*2/2 Area . _: / (• 1000 - 100 ' = (3463.5..) 3.85 sq. ft., hence, L 1.96 ft. ( minimum Use pad 24 " square x 18 deep. -Pad # 5 : P = .R ( ) _ 2•(34.36/2'6/2) lbs reactions from header rear of LV 2"(34*36/2*6/2) ' Area = 3672 ) / ( 1000 - 100 ) - _ 4.08 sq. ft., hence, L - 2.02 `ft. ( minimum ) *,Use Pad 30 " square , x 18 deep.