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BPAT2016-0085Applicant: SUNLITE DEVELOPMENT INC P 0 BOX 10668 PALM DESERT, CA 92255 VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Owner: PAUL DEWEY PO BOX 12793 PALM DESERT, CA 92255 Contractor: SUNLITE DEVELOPMENT INC P 0 BOX 10668 PALM DESERT, CA 92255 _ (760)340-9800 Llc. No.: 655874 Date: 8/15/2016- Owner: /15/2016 LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION Tiht 4 stP Qum& 78-495 CALLE7AMPICO 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, _ I have and will maintain a certificate of consent to self -insure for workers' LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT License Class: B License No.: 655874 d/4144,ibrSection of the wg�for which this permit is issued. I have and will maintain workers' compensation insurance, as required by BUILDING PERMIT Application Number: BPAT2016-0085 is issued. My workers' compensation insurance carrier and policy number are: Property Address: 52791 VIA SAVONA I hereby affirm under penalty of perjury that I am exempt from the Contractor's State APN: 777370010 shall not employ any person in any manner so as to become subject to the workers' Application Description: DEWEY RESIDENCE / PATIO ADDITION 162 SF Property Zoning: workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith signed statement that he or she is licensed pursuant to the provisions of the Application Valuation: $2,154.00 (( I' I) Applicant: SUNLITE DEVELOPMENT INC P 0 BOX 10668 PALM DESERT, CA 92255 VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Owner: PAUL DEWEY PO BOX 12793 PALM DESERT, CA 92255 Contractor: SUNLITE DEVELOPMENT INC P 0 BOX 10668 PALM DESERT, CA 92255 _ (760)340-9800 Llc. No.: 655874 Date: 8/15/2016- Owner: /15/2016 LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter I hereby affirm under penalty of perjury one of the following declarations: 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, _ I have and will maintain a certificate of consent to self -insure for workers' and my License is in full force and effect. compensation, as provided for by Section 3700 of the Labor Code, for the performance License Class: B License No.: 655874 d/4144,ibrSection of the wg�for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Date: Contractor: 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: OWNER -BUILDER DECLARATION Carrier: EXEMPT Policy Number: I hereby affirm under penalty of perjury that I am exempt from the Contractor's State I certify that in the performance of the work for which this permit is issued, I License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any shall not employ any person in any manner so as to become subject to the workers' city or county that requires a permit to construct, alter, improve, demolish, or repair compensation laws of California, and agree that, if I should become subject to the any structure, prior to its issuance, also requires the applicant for the permit to file a workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith signed statement that he or she is licensed pursuant to the provisions of the comply with those provisions. Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division (( I' I) f' �n nIkily, 3 of the Business and Professions Code) or that he or she is exempt therefrom and the Date: Applicant:c Ili/ 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 WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, ($500).: AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO (1 I, as owner of the property, or my employees with,wages as their sole ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF compensation, will do the work, and the structure is not intended or offered for sale. COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not INTEREST, AND ATTORNEY'S FEES. 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 APPLICANT ACKNOWLEDGEMENT are not intended or offered for sale. If, however, the building or improvement is sold IMPORTANT: Application is hereby made to the Building Official for a permit subject to within one year of completion, the owner -builder will have the burden of proving that the'conditions and restrictions set forth on this application. he or she did not build or improve for the purpose of sale.). 1. Each person upon whose behalf this application is made, each person at whose (� I, as owner of the property, am exclusively contracting with licensed contractors request and for whose benefit work is performed under or pursuant to any permit to construct.the project. (Sec. 7044, Business and Professions'Code: The Contractors' issued as a result of this application , the owner, and the applicant, each agrees to, and State License Law does not apply to an owner of property who builds or improves shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and thereon, and who contracts for the projects with a contractor(s) licensed pursuant to employees for any act or omission related to the work being performed under or the Contractors' State License Law.). following issuance of this permit. (� I am exempt under Sec. . BAP.C. for this reason 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. 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: 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 city to enter upon the above-mentioned property for inspection purposes.l� Date: u ' Signature (Applicant or Agentll n r C— Date: 8%15/2016 Application Number: BPAT2016-0085 Owner: Property Address. 52791 VIA SAVONA PAUL DEWEY APN: 777370010 PO BOX 12793 Application Description: DEWEY RESIDENCE / PATIO ADDITION 162 SF PALM DESERT, CA 92255 Property Zoning: Application Valuation: $2,154.00 Applicant: Contractor: SUNLITE DEVELOPMENT INC SUNLITE DEVELOPMENT INC P 0 BOX 10668 P 0 BOX 10668 PALM DESERT, CA 92255 PALM DESERT, CA 92255 (760)340-9800 Llc. No.: 655874. -------------------------------------------------- ------------------------------------------- �-Detail: 162 SF COVERED PATIO ADDITION AT LEFT REAR OF f)WELLING PER ENGINEERED PLANS. PER 2013 CALIFORNIA BUILDING CODES e FINANCIAL INFORMATION DESCRIPTION ACCOUNT .QTY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT QTY AMOUNT PATIO COVER, DESIGNED 101-0000742404 0 '. $133.43 DESCRIPTION ACCOUNT QTY AMOUNT PATIO COVER, DESIGNED PC 101-0000-42600 0 $168.24 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $301.67 DESCRIPTION ACCOUNT QTY AMOUNT ROOF DRAIN 101-0000-42401 0 $12.09 DESCRIPTION ACCOUNT QTY AMOUNT ROOF DRAIN PC 101-0000-42600 0 $12.09 Total Paid for PLUMBING FEES: $24.18 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $0.50 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 Bin. #� R City of La Quo: Building a Safety Mlsion V v P.O. Box 1504,78-495 Calle Tampico [a.Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit #/ ,� j`V �,o) 4 f Project Address 9 Q SO(Voflo, Owner's Name:. l A. P. Number. Address: Legal Description:11 City, ST, Zip: D�J S Gj s Contractor. S ! ,, n II � DC�1'C (o (1� i{� /,�i(�� Telephone: (4,'V � l 4914` :°�r�`�?,����:s U AAdd Address: (f v� Project Description: �jU 1 Q (� i im City, ST, Zip: 'YoAn)Lsw C� -'i agi.SS Telephone:D 4 ",; City Lic. #; State Lic. # : Arch., Engr., Designer. L Address: City., ST, Zip: ( Q ft I Telephone: P � ' (�t� �v 'Y • � ' . ° State Lic. #: / �::r Construction Type:. Occupancy: Project type (circle one): New Add'nAlter Repair Demo Sq. Ft.:#StoriesI UA: #Units: Name of Contact Person: QkJ Telephone # of Contact Person: Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE M Submittal Req'd Recd TRACKING PERMIT FEES Plan SetsPlan Check submitted Item Amount Structural Cates. Reviewed, ready for corrections Plan Check Deposit. . Truss Calcs. Called Contact Person Plan Check Balance Title 24 Cates. Plans picked up Construction Flood plain plan Pians resubmitted Mechanical Grading plan tad Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading N HOUSE:- '^' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees HIDEAWAY OWNERS ASSOCIATION July 25, 2016 Mr. Paul Dewey PO Box 10668 Palm Desert, CA 92255 Re: Lot 19/20C at 52791 Via Savona Master Bedroom Patio Addition Dear Mr. Dewey: This correspondence shall serve as notification that the Hideaway Design Review Committee (DRC) reviewed your request to add a patio at the Master Bedroom at the July 19, 2016 meeting. The committee approved the request subject to a revised site plan and rear elevation being submitted to confirm there are no encroachments into the rear Transition Area. Please contact Brook Marshall at 760-219-8057 or by email at DRCFacilitator@gmail.com with any questions regarding this review. Sincerely, THE HIDEAWAYDESIGNREVIEW COMMITTEE By: A�WkLL Title: Z�ae I 4wh ✓ Date: ' KIP cc: Stracts DRC File c 1 r r U Section H -H 77. -a r. 1 � _ Pursuant to Cal Civil Code, any rejection by the DRC may be appealed to the Board of Directors for the Association. ]f you ivish to pursue an appeal, please contact the Association's property manager directly. 80955 Avenue 52 La Quinta, CA 92253 P: 760 393-5210 F: 760 398-5788 5 A16 CITY OF LA OUINTA COMMUNITY nF:VF-LOPMENT �--- '- --1-._--- ot i c 1 r r U Section H -H 77. -a r. 1 � _ Pursuant to Cal Civil Code, any rejection by the DRC may be appealed to the Board of Directors for the Association. ]f you ivish to pursue an appeal, please contact the Association's property manager directly. 80955 Avenue 52 La Quinta, CA 92253 P: 760 393-5210 F: 760 398-5788 5 A16 CITY OF LA OUINTA COMMUNITY nF:VF-LOPMENT I FOXWORTH GALBR/lITH TRUSS CO. 10/20/14 10527 S. Frontage Road Yuma, AZ 85365 Telephone: (928) 345-2178 Fax: (928) 345-2187 I Comment #13: Master bedroom trusses C1,C2, and C3 were redesigned with a vault on the bottom chord. Trusses in the master bedroom patio were redesigned to sit at 13'-1" height. Master bedroom entry trusses were redesigned to sit at 12'1" height. Moise Macias 928-580-6114 mmacias(Wox al.com 1 .• INC11 X20110 0001y'5 TR UC TURA L ENGINEERS CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE�SBY PROJECT: Revisions: F . z RECEIVED AUG 0 8 2016 CITY OF LA QUINTA COMMUNITY DEVELOPMENT Structural calculations for Paul and Patty Dewey on " Dewey Residence at The Hideway - Lot 19/20C" to be built in La Quinta, CA AT THE HIDEAWAY - LOT 19/20C COVERED PATIO ADDITION (PER 2013 CBC) JULY 28, 2016 Client: SUNLITE DEVELOPMENT I Client Job No. Shipped: JUL 2 Q 2016 Job No. 0 7 1 5- E 8 0 4 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 Page: 2 of ESI /. F M E Inc. Date: 7/28/2016 STRUCTURAL ENGINEERS Job #: E 8 0 4 Client: SUNLITE DEVELOPMENT Project Name: DEWEY RESIDENCE AT THE HIDEAWAY -LOT 19/20C Plan #: LA QUINTA, CA. CONDITIONS: ;UUF : Wd.Shake. Rock lope >4:12 >4:12 ive Load 20.0 psf 20.0 psf bofg Mt'I 4.0 7..0 prinklers 2.0 2.0 heathing 1.5 1.5 ;oof Rafters 1.5 1.5 ;eiling Joist 1.5 1.5 lrywall 2.5 2.5 liscellaneous 1.0 1.0 otal D.L. psf _= psf otal Load 34.0 psf 37.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS (2012 IBC 12013 CBC) Tile >4:12 20.0 psf 18.0 2.0 1.5 1.5 1.5 2.5 1.0 18 psf 48.0 psf 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. 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. 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. 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.B' 11'F M E, Irtt : Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. FLOOR: CALCS BY: DATE: 7128116 ASSOC. CHECK: DATE: BACK CHECK: DATE: w/o Conc. w/ 1- 1/2" LIM Conc. FLR. TRUSS Rev.: DATE: & 1"gyperete Live Load 40.0 psf 40.0 psf D.L. of F.F. 3.0 14.0 Sprinklers 2.0 2.0 Miscellaneous 1.0 1.0 Sheathing 2.5 2.5 Floor Joists 3.0 3.0 Drywall 2.5 2.5 Total D.L. 14.0 psf 25.0 psf Total Load 54.0 psf 65.0 psf LOAD CONDITIONS: PKUJtG I UtSGRIPTION: Job Name DEWEY RESIDENCE AT THE HIDEAWAY -LOT 19/20C City LA QUINTA, CA Client SUNLITE DEVELOPMENT PROJECT ENGINEER: DM CALCS BY: DATE: 7128116 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: REVISIONS: O SHTS: O SHTS: O SHTS: u / SHTS: OE SHTS: OF SHTS: <3>SHTS: E S I I F M E, Inc. - Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: JUL 2 8 201.6 DATE: Init.: Init.: DATE: Inst.: DATE: Init.: DATE: Init.: Init.: DATE: Init.: "X CIVI't �NP \OFCALIFO�/ Page: 3 ESI / F M E Inc. Date: 7/28/2016 STRUCTURAL ENGINEERS Job #: E 8 0 4 Client: SUNLITE DEVELOPMENT Project Name: DEWEY RESIDENCE AT THE HIDEAWAY -LOT 19/20C Plan #: LA QUINTA, CA. DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2013 CALIFORNIA BUILDING CODE REV. 11/04/2013 In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir -Larch - 19% max. moisture content 4x6,8 #2/#1: Fb = 1170/1300 psi; fv=180 psi; E=1.6/1.7 2x4 #2: Fb = 1315/1552 psi; fv=180 psi; E=1.6 4x10 #2/#1: Fb = 1080/1200 psi; fv=180 psi; E=1.6/1.7 2x6 #2: Fb = 1170/1345 psi; fv=180 psi; E=1.6 412 #2/#1: Fb = 990/1100 psi; fv=180 psi; E=1.6/1.7 2x8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 4x14 #2/#1: Fb = 900/1000 psi; N=180 psi; E=1.6/1.7 2x10 #2: Fb = 990/1138 psi; fv=180 psi; E=1.6 416 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x12 #2: Fb = 900/1150 psi; fv=180 psi; E=1.6 6x10 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 2x14 #2: Fb = 810/931 psi; fv=180 psi; E=1.6 602 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 It Is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir -Larch fb=2900.ps1; fv=290.psi; E=2.0 Ind. App. Grade: Fb=2400 sl;Fv=240 si;E=1.8E6 psi MICROLLAM LVL: Fb=2600 si;Fv=285 si;E=1.9 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete......................................................................... f = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads ............................. Pc = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Development length of Tension Bars shall be calculated per AC1318-08 Section 12.2.2.. Class B Splice = 1.3 x Id. Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21 ", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have lappings of 48 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 for cast -in-place concrete shall be as follows, U.N.O.: A. Concrete cast against & permanently exposed to earth ...................................... 3" B. Concrete exposed to earth or weather < = #5 Bars .......................................... 1 1/2" #6 => #18 Bars 2" C. Concrete not exposed to weather or in contact with ground Slabs, walls, Joists, < = #11 Bars .................................................... 3/4" Beams & Columns: Primary reinforcement, ties, stirups, spirals.....................1 1/2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. 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, U.N.O. See architectural drawings for finishes Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% 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). VER 2014.0 Page: 4 ESI / F M E Inc. Date: 7/28/2016 STRUCTURAL ENGINEERS Job #: E 8 0 4 Client: SUNLITE DEVELOPMENT Project Name: DEWEY RESIDENCE AT THE HIDEAWAY -LOT 19/20C Plan #: LA QUINTA, CA. GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION 2013 CALIFORNIA BUILDING CODE 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 bdaring walls on wood floors are to be supported with double joists or solid blocking, U. N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6" c/o. E. All Simpson HTT, HDU, HDQ and CB holdowns to be fastened to 4x4 post min. U.N.O. 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 engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts or MASA anchors @ 72" o.c., U.N.O. (Please call structural engineer for a fix) I. All interior walls to be secured with shot pins per manufacturer's recommendations, U, N.O.. Calculations govern in all cases. Recommend Simpson 0.145" dia.,3" long PDP Powder Actuated Anchors @ 24" o.c. (ICC-ESR#2138) or equal. J. All conventional framed portions of structure are to be constructed per section 2308 of the 2013 California Building Code, U.N,O. K. All nailing is to be per table 2304.9.1 of the California Building Code, U.N.O. L. All nails to be "common", U.N.O. ERSION: 2014.0 SOLE PLATE LEGEND MARK: DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o% SCR8 : 3/8"o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o% SC R6 : 3/8"o x6.5" Sole Plate Screws at 6 "o% SPN8 :16d Sole Plate Nailing at 8"o% SPN6 :16d Sole Plate Nailing at 6"o% SPN4 :16d Sole Plate Nailing at 4"o% SPN3 :16d Sole Plate Nailing at 3'. o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB64 : 5/8"o x 10" Anchor Bolts at 64"o% 244 : Provide a total of 244 at top & 244 at or MASA anchors 64" o.c, bottom of footing,3' past posts AB56 : 5/8"o x 10" Anchor Bolts at 56"o/c 344 : Provide a total of 344 at top & 344 at or MASA anchors @ 56" o.c. bottom of footing, 3' past posts AB48 : 5/8"o x 10" Anchor Bolts at 48"o% 444 : Provide a total of 444 at top & 444 at or MASA anchors 48" o.c. bottom of footing, 3' past posts AB40 : 5/8"o x 10" Anchor Bolts at 40"o/c or MASA anchors @ 40" o.c. HTT4 1 Simpson HTT4 per post AB32 : 5/8"o x 10" Anchor Bolts at 32"o% HTT5: 1 Simpson HTT5 per post or MASA anchors a 32" o.c. HDU2: 1 Simpson HDU2 per post A624 : 5/8"o x 10" Anchor Bolts at 24"o/c HDU4: 1 Simpson HDU4 per post or MASA anchors @ 24" o.c. HDU5: 1 Simpson HDU5 per post AB16 : 518"o x 10" Anchor Bolts at 16"o% HDU8 1 Simpson HDU8 per post or MASA anchors 16" o.c, HDQ8: 1 Simpson HDQ8 per post AB8 : 5/8"o x 10" Anchor Bolts at 8"o/c HDU11 : 1 Simpson HDU11 per post or MASA anchors 8" o.c. HDU14 : 1 Simpson HDU14 per post Note: When anchor bolls are used, provide 3" sq. x 0.228" thick plate washers for all sill plate A.B 's at shear wall only. ERSION: 2014.0 ESI/FME Inc. STRUCTURAL ENGINEERS Page: 5 Date: 7/28/2016 Job#: E 8 0 4 Client: SUNLITE DEVELOPMENT Project Name: DEWEY RESIDENCE AT THE HIDEAWAY - LOT 19/20C Plan #.: LA QUINTA, CA. LATERAL SHEAR NOTES (rev. 12 /16 /13) (CBC 2013, SDPWS-2008: SEISMIC DESIGN CATEGORY D & E ) (TABLE 4.3A, AFPA SDPWS-2008) VERTICAL: -- 3/8" Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. 1Q --3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. 1Q --3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. A--3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. FRAMING MEMBERS DOUG FIR -LARCH @ 16" o.c. 260 plf 350 plf 1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field A-1/2" (or 15/32") Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field A DOUBLE SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) -- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o,c. @ field. 1Q DOUBLE SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) -- 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. 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. c. For allowable shear values greater than 350pif, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels. d. Where anchor bolts are provided at shear walls a 3"x3"x0.229" steel plate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior. ROOF: JOIST SPACING < 24" o.c.: 15/32" Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, 12" 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 & bound., 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G*, PI 40/20, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 24" o.c.: 23/32" Wood Panel T&G* shtg, PI 48/24, 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. 490 plf 640 pif 770 pif 870 plf 980 pif 1280 pif VERSION: 2014.1 ESI/FME, INC. 1800 E. 16TH ST. UNIT B SANTA ANA, CALIFORNIA Project Title: DEWEY RESIDENCE Engineer: Project ID: E 8 0 4 Protect Descr: AT THE HIDEAWAY - LOT 19/20C Description : BM#1: EXISTING DROP BEAM AT REAR OF MBR: CODEj�?E 0?9 VCES 5.25x11.875 Section used for this span 2,151.57psi Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 3,170.33psi Fv : Allowable +D+Lr Load Combination Set: ASCE 7-10 6.307 ft Location of maximum on span Span # 1 Material Properties 0.198 in Ratio= 816 0.000 in Ratio = Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Ebend- xx 2,000.Oksi Shear Values Fc - Prll 2,510.0 psi Eminbend - xx 1,016.54 ksi Wood Species : il-evel Truss Joist Fc - Perp 750.0 psi C m Wood Grade : Parallam PSL 2.0E Fv 285.0 psi fb Fb Ft 1,555.0 psi Density 32.210 pcf Beam Bracing : Completely Unbraced 1.000 D0.095 U0 5 5.25x11.875 Span =13.50 n fNedL { Service loads entered. Load Factors will be applied for calculations. # oatls ...y. s .K-.},�-iE..,o..x Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0280, Lr = 0.020 ksf, Extent = 5.50 -->> 13.50 ft, Tributary Width =13.0 fl, (RF LOAD 48`(22/2+2)) Point Load: D =1.540, Lr =1.10 k (a, 5.50 ft, (GT= 48"1012'2212) Uniform Load: D = 0.0140 ksf, Tributary Width = 2.0 fl, (WALL ABV 14'2) Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 4.750 ft, ( PATIO RF LOAD 40"(9.512)) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.6791 1 Maximum Shear Stress Ratio 5.25x11.875 Section used for this span 2,151.57psi fv : Actual 3,170.33psi Fv : Allowable +D+Lr Load Combination 6.307 ft Location of maximum on span Span # 1 Span # where maximum occurs 0.198 in Ratio= 816 0.000 in Ratio = <360 0.478 in Ratio= 338 0.000 in Ratio= 0 <330 0.359 : 1 5.25x11.875 127.77 psi = 356.25 psi +D+Lr = 12.515 ft Span # 1 rt�azj�purt��Forces&bSt�esses�for��oad~Combirlations3 Load Combination Max Stress Ratios Momerit Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v D Only 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Q.00 0.00 0.00 Length =13.451 ft 1 0.547 0.291 0.90 1.000 1.00 1.00 1.00 1.00 0.98 12,94 1,258.71 2303.04 3.11 74.76 256.50 Length = 0.04927 ft 1 0.007 0.291 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.18 17.20 2339.88 3.11 74.76 256.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 ft 1 0.493 0.262 1.00 1.000 1.00 1.00 1.00 1.00 0.98 12.94 1,258.71 2552.94 3.11 74.76 285.00 Length = 0.04927 ft 1 0.007 0.262 1.00 1,000 1.00 1.00 1.00 1.00 1.00 0.18 17.20 2599.85 3.11 74.76 285.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ESI/FME, INC. Project Title: DEWEY RESIDENCE 1800 E. 16TH ST. UNIT B Engineer: Project ID: E 8 0 4 SANTA ANA, CALIFORNIA Protect Descr: AT THE HIDEAWAY - LOT 19/20C Description : BM#1: EXISTING'DROP BEAM AT REAR OF MBR: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M fb F'b V tv F'v Length =13.451 ft' 1 0.679 0.359 1.25 1.000 1.00 1.00 1.00 1.00 0.98 22.12 2,151.57 3170.33 5.31 127.77 356.25 Length = 0.04927 ft 1 0.009 0.359 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.30 29.39 3249.77 5.31 127.77 356.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.430 0.228 1.15 1.000 1.00 1.00 1.00 1.00 0.98 12.94 1,258.71 2924.74 3.11 74.76 327.75 Length = 0.04927 ft 1 0.006 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 17.20 2989.81 3.11 74.76 327.75 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 ft 1 0.608 0.321 1.25 1.000 1.00 1.00 1.00 1.00 0.98 19.83 1,928.35 3170.33 4.76 114.52 356.25 Length = 0.04927 It 1 0.008 0.321 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.27 26.34 3249.77 4.76 114.52 356.25 +0+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 ft 1 0.430 0.228 1.15 1.000 1.00 1.00 1.00 1.00 0.98 12.94 1,258.71 2924.74 3.11 74.76 327.75 Length = 0.04927 ft 1 0.006 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 17.20 2989.81 3.11 74.76 327.75 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 It 1 0.314 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.96 12.94 1,258.71 4012.70 3.11 74.76 456.00 Length = 0.04927 ft 1 0.004 0.164 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 17.20 4159.63 3.11 74.76 456.00 +D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 ft 1 0.314 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.96 12.94 1,258.71 4012.70 3.11 74.76 456.00 Length = 0.04927 It 1 0.004 0.164 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 17.20 4159.63 3.11 74.76 456.00 . +D+0.750Lr+0.750L+0.450W 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 ft 1 0.481 0.251 1.60 1.000 1.00 1.00 1.00 1.00 0.96 19.83 1,928.35 4012.70 4.76 114.52 456.00 Length = 0.04927 It 1 0.006 0.251 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 26,34 4159.63 4.76 114.52 456.00 +0+0.750L40.75OS40.45OW 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 It 1 0.314 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.96 12.94 1,258.71 4012.70 3.11 74.76 456.00 Length = 0.04927 ft 1 0.004 0.164 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 17.20 4159.63 3.11 74.76 456.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 It 1 0.314 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.96 12.94 1,258.71 4012.70 3.11 74.76 456.00 Length = 0.04927 ft 1 0.004 0.164 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 17.20 4159.63 3.11 74.76 456.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 ft 1 0.188 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.96 7.77 755.22 4012.70 1.86 44.86 456.00 Length = 0.04927 It 1 0.002 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 10.32 4159.63 1.86 44.86 456.00 +0.60D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451 ft 1 0.188 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.96 7.77 755.22 4012.70 1.86 44.86 456.00 Length = 0.04927 ft 1 0.0002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 10.32 4159.63 1.86 44.86 456.00 y0.098 45H - 2/ KYft�' b � 4 �`� IT _S�F Q�erail Maximum Deflection"WI N JAR Load Combination Span Max. " ' Defl Locatlon in Span Load Combination Max. °+^ Deff Location in Span +D+Lr 1 0.4784 6.799 0.0000 0.000 i'fi`tip- jY �i j��ertical i2eactlonszy� srk�i Support notation :Far left Is #1 Values in KIPS ;� Load Combination Support 1 Support 2 Overall MAXlmum 4.609 6.154 Overall MINimum 1.620 2.161 D Only 2.700 3.601 +D+L 2.700 3.601 +D+Lr 4.609 6.154 +D+S 2.700 3.601 +D+0.750Lr+0.750L 4.132 5.516 +D+0.750L+0.750S 2.700 3.601 +D+0.60W 2.700 3.601 +D+0.70E 2.700 3.601 +D+0.750Lr+0.750L+0.450W 4.132 5.516 +D+0.750L+0.750S+0.450W 2.700 3.601 +0+0.750L+0.750S+0.5250E 2.700 3.601 +0.60D+0.60W 1.620 2.161 +0.60D+0.70E 1.620 2.161 D Only 2.700 3.601 Lr Only 1.909 2.553 L Only S Only W Only E Only ESI/FME, INC. 1800 E. 16TH ST. UNIT B SANTA ANA, CALIFORNIA Project Title: DEWEY RESIDENCE ej Engineer: Project ID: E 8 0 4 Project Descr: AT THE HIDEAWAY - LOT 19/20C Description : BM#1: EXISTING DROP BEAM AT REAR OF MBR: MIR ®rtical'Reactions� ����., x.�,._�s� ,-�_,� ��3�y..,,�4. r7� x �x Support notation :Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 ESI/FME, INC. Project Title: DEWEY RESIDENCE 1800 E. 16TH ST. UNIT B Engineer: Project ID: E 8 0 4 SANTA ANA, CALIFORNIA Project Descr: AT THE HIDEAWAY - LOT 19/20C Panted: 23 JUL 2016, 4:29PM Description : BM#2; FLUSH BEAM AT REAR OF MBR COVERED PATIO: . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Ebend- xx 2,000.Oksi Fc - Prll 2,510.0 psi Wood Species ; iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parailam PSL 2.0E Fv 285.0 psi Ft 1,555.0 psi Beam Bracing : Completely Unbraced Q(0.095) L 0.095 Q(0.042) Eminbend - xx 1,016.54 ksi Density 32.210pcf 5.25x9.25 Span = 14.0 ft &Nr0$#e4f ,, � ��+ � �� '' � "� ', `" Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0140 ksf, Tributary Width= 3.0 ft, (WALL ABV 14`3) Uniform Load : D=0.020, Lr = 0.020 ksf, Tributary Width= 4.750 ft, ( PATIO RF LOAD 40'(9.512)) Maximum Bending Stress Ratio = 0.299 1 Maximum Shear Stress Ratio = 0.131 : 1 Section used for this span 5.25x9.25 Section used for this span 5.25x9.25 fb : Actual = 953.71 psi . fv : Actual = 46.76 psi FB: Allowable = 3,190.59psi Fv : Allowable = 356.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 7.000ft Location of maximum on span = 13.234 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Span # M V Max Downward Transient Deflection 0.119 in Ratio= 1408 Cr Max Upward Transient Deflection 0.000 in Ratio= <360 M Max Downward Total Deflection 0.305 in Ratio= 551 tv Max Upward Total Deflection 0.000 in Ratio = 0 <330 �,� MaximumG�o.�ees 8, Stresses,:for,Load Combint�tlops� Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M fb Fb V tv F'v D Only 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.251 0.111 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.62 580.65 2311.72 0.92 28.47 256.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.226 0.100 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.62 580.65 2564.24 0.92 28.47 285.00 +D+Lr 1.000 1.00 1:00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.299 0.131 1.25 1.000 1.00 1.00 1.00 1.00 0.98 5.95 953.71 3190.59 1.51 46.76 356.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.197 0.087 1.15 1.000 1.00 1.00 •1.00 1.00 0.98 3.62 580.65 2940.96 0.92 28.47 327.75 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.270 0.118 1.25 1.000 1.00 1.00 1.00 1.00 0.98 5.37 860.44 3190.59 1.37 42.19 356.25 ESI/FME, INC. Project Title: DEWEY RESIDENCE /0 1800 E. 16TH ST. UNIT B Engineer: Project ID: E 8 0 4 SANTA ANA, CALIFORNIA Protect Descr: AT THE HIDEAWAY - LOT 19/20C Printed: 23 JUL 2016. 4:29PM Description : BM#2: FLUSH BEAM AT REAR OF MBR COVERED PATIO: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M lb F'b V IV F'v +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 14.0 K 1 0.197 0.087 1.15 1.000 1.00 1.00 1.00 1.00 0.98 3.62 580.65 2940.96 0.92 28.47 327.75 +D+0.60W 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =14.0 K 1 0.143 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.97 3.62 580.65 4053.38 0.92 28.47 456.00 +D+0.70E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.143 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.97 3.62 580.65 4053.38 0.92 28.47 456.00 +D+0.750Lr+0.750L+0.450W 1.000 .1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 14.0 It 1 0.212 0.093 1.60 1.000 1.00 1.00 1.00 1.00 0.97 5.37 860.44 4053.38 1.37 42.19 456.00 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =14.0 fl 1 0.143 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.97 3.62 580.65 4053.38 0.92 28.47 456.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =14.0 h 1 0.143 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.97 3.62 580.65 4053.38 0.92 28.47 456.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=14.01t 1 0.086 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.97 2.17 348.39 4053.38 0.55 17.08 456.00 +0.60D+0.70E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =14.0 fl 1 0.086 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.97 2.17 348.39 4053.38 0.55 17.08 456.00 OYerall�Maxir>ltttm`i�efleatlons��„���:�•;�,���; r�#�,��`.���.,�,�� Load Combination Span Max. "--" Dell Location in Span Load Combination Max. "+" Defl Location In Span +D+Lr 1 0.3049 7,051 0.0000 0.000 Support notation :Far lett Is #1 Values In KIPS Load CombinaVon Support 1 Support 2 Overall MAXlmum 1.700 1.700 Overall MINlmum 0.621 0.621 D Only 1.035 1.035 +D+L 1.035 1.035 +D+Lr 1.700 1.700 +D+S 1.035 1.035 +D+0.750Lr+0.750L 1.534 1.534 +D+0.750LA.750S 1.035 1.035 +D+0.60W 1.035 1.035 +D+0.70E 1.035 1.035 +D+0.750Lr+0.750L+0.450W 1.534 1.534 +D+0.750L+0.750S+0.450W 1.035 1.035 +D+0.750L+0.750S+0.5250E 1.035 1.035 +0.60D+0.60W 0.621 0.621 +0.601)+0.70E 0.621 0.621 D Only 1.035 1.035 Lr Only 0.665 0.665 L Only S only W Only E Only H Only Page: ESI / FM E Inc. Date: 7/23/2016 STRUCTURAL ENGINEERS Job #: E 8 0 4 Client: SUNLITE DEVELOPMENT Project Name: DEWEY RESIDENCE AT THE HIDEAWAY- LOT 19/20C Plan #: LA QUINTA, CA. R�MYSP:S<C'14ACr�;PIEQI�IT ' Op" LOCATION: COVER MBR PATIO ADDITION i-� LONGITUDINAL ( L ) 1st STORY Roof D.L. _ ( 14 )psfx( 19 )ft = 266 plf Exterior Wall =( 14 )psfx( 3 0 )( 2 )= 84 plf Hr Interior Wall=( 10 )psfx( 0 0 )( 0 )= 0 pif Parallel Ext.Wall=( 14 )psfx( 3 x 19 / 9.5 )= 84 plf ParallelInt.Wall=( 10 )psfx( 0 x 0 / 9.5 = 0 If F1 - TOTAL = 434 pif TRANSVERSE ( T ) H1 1st STORY Roof D.L. _ ( 14 )psfx( 9.5 )ft = 133 plf Vb 1 Exterior Wall =( 14 )psfx( 3 - 0 )( 1 )= 42 plf {- Interior Wall=( 10 )psfx( 0 - 0 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 3 x 19 / 19 )= 42 plf ParallelInt.Wall=( 10 )psfx( 0 x 0 / 19 = 0 pif TOTAL = 217 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT (Per ASCE-7.10 Section 12.14.8.1 Ss,,.=1.5) Actual Ss = 1.657 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCKRock, Fa=1.0 Sl = 0.684 SDs = 1.000 4--F-Soll, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x p x W _ " °�` F= 1 STORY=1.0 F=1.1 2 STORY V R x 1.4 - F F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) co= 1.3 (CBC-1605.3) Mean Roof Height= 11.00 ft < 60 ft Wind Velocity = iio mph Exposure= C KA = 1.00 Roof Slope= 0.0 :12 = 0.0 degrees Ps=0.6 x co x X x KA x Ps30 x I Risk Cat.II, Ie = 1.0 X = 1.21 (From ASCE 7-10 / Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs A I B I C D E I F I G I H EOH GOH "PM(Psf)19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 .32.3 .25.3 18.1 -9.4 12.0 -5.61-21.81-12,41-15111 -.-9.5 -30.5 -23.9 r» • ,i! •••• .p '•..; ; LONGITUDINAL TRANSVERSE LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (pif) 010 01F. 0 LEVEL VERSION: 2014.0 W Fx Story Shear USE WIND ZONE=> C CONTROLLING 010 11 00 0) 01Ok (plf) FORCE(plf) 434 48 --- 3.0 - 0.0 xPs= 3 'r , ,.'. ,. 8-- 1 Wj LEVEL VERSION: 2014.0 W Fx Story Shear USE WIND ZONE=> C CONTROLLING 010 11 00 0) 01Ok (plf) FORCE(plf) 217 24 --- 3.0 - 0.0 xPs= 36 �6 1 Wj I Page: ESI / F M E Inc. Date: 7/23/2016 STRUCTURAL ENGINEERS Job #: E 8 0 4 UPLIFT: L (Wall)= 8.8 ft LOAD= 1273 lbs. O.T,M.= 15281 ft -lbs RESISTING MOMENT = 0.76 x [Bearing Wall Weight] +Roof D.L.xTrib.Width+Floor D.L.xTrlb.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 12 ft = 168 Ibs RDL= 28 psf TrbW= 6 It FDL= 0 psf TrbW= 0 ft RES.MOM= 9955.1 lbs UPLIFT=(O.T.M.-R.M.)Al all UPLIFT= 603 lbs ;.>< PROVIDE SIMPSON: NOT REQUIRED PER POST CAPACITY= N.A. lbs .K ... .-....... -. O `ADEOUATE�;ii-`=:z':� �:±;;� :; �'.=i,'' 108 It Provide A35's or LTP4's @ 48 " O.C. Provide HI's @ 48 " O.C. J WALL(S) @ (E) LEFT SIDE OF GREAT RM & LOGGIA PLATE HT= 15 ft (WALL 1= Client: SUNLITE DEVELOPMENT Project Name: DEWEY RESIDENCE AT THE HIDEAWAY- LOT 19/20C Plan #: LA QUINTA, CA. o.00 ft WALL 4= o.00 ft r` r SHEAR WALL=DESIGN SDS = 1000r SEISMIC UPLIFT DEAD LOAD PARAMETER = 0.9-0.14SDg 0 plf ( �>.2 '•, t , 1 3.. OM1 "•�y i CIBC 14 q99 2013/SDPWS 08) ,.:;.. (CBC ALTERNATE BASIC LOAD COMBINATIONS) WALL(S) @ (E)LT SIDE OF MBR, MBA, BR#2& BR#4 3042 PLATE HT= 12 ft (WALL 1= 8.83 ft OPENING= o.00 ftWall1 E= 8.83 ft) WALL2= 7.00 It WALL 3= 14.00 ft WALL 4= 15.00 ft (' T.5±PATIO =z LOAO =( 108 plf ( 21.0 ft/2+ 2.1 ) = ,_.:,_...... 1361 lbs. TOTAL WALL LENGTH= 44.83 fl :.-z :•.T.. LOAD 136ft/2+ C 4a. �3 ( plf ( 28.0 0 - 1904 lbs. r:_,r-:r..::-:•...::::::......:................. LOAD =( 163 pif ( 25.5 ft/2+ 0 ) = 2078 lbs. LOAD =( 108 T6•'22%32 BRif2 LOAD =( 93.5 pif ( 24.0 ft / 2 + 0 ) = 1122 lbs. r, L SHEAR = T. LOAD / L = 6465 lbs / 44.83 ft = 144 lbs ft '- ANCHOR/STRAP? ANCH R144 I bs - - - - - - - - If P ( 28.0 _ GOV.FO = RCE SEISMIC U S E 1 0 W/5/8" 8" Dia.x 1 1904 lbs. ?~ UPLIFT: L (Wall)= 8.8 ft LOAD= 1273 lbs. O.T,M.= 15281 ft -lbs RESISTING MOMENT = 0.76 x [Bearing Wall Weight] +Roof D.L.xTrib.Width+Floor D.L.xTrlb.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 12 ft = 168 Ibs RDL= 28 psf TrbW= 6 It FDL= 0 psf TrbW= 0 ft RES.MOM= 9955.1 lbs UPLIFT=(O.T.M.-R.M.)Al all UPLIFT= 603 lbs ;.>< PROVIDE SIMPSON: NOT REQUIRED PER POST CAPACITY= N.A. lbs .K ... .-....... -. O `ADEOUATE�;ii-`=:z':� �:±;;� :; �'.=i,'' 108 It Provide A35's or LTP4's @ 48 " O.C. Provide HI's @ 48 " O.C. J WALL(S) @ (E) LEFT SIDE OF GREAT RM & LOGGIA PLATE HT= 15 ft (WALL 1= 24.00 ft OPENING= o.00 ft Walli E= 24.00 ft) WALL2= 14.00 ft WALL 3= o.00 ft WALL 4= o.00 ft 7 "" 3, LOAD =( 156 plf ( 39.0 ft/2+ 0 ) = 3042 lbs. TOTAL WALL LENGTH= 38.00 It s _ LOAD 73 ( If 32.0 ft 2 + - 0 - 1168 lbs. =f - - TS+PATIO LOAD =( 108 pif ( 21.0 ft/2+ 2.1 ) = 1361 lbs. ft x,..,... LOAD - 136 -( If P ( 28.0 ft 2 + / 0 ) = 1904 lbs. ?~ .w:..,,.T . L SHEAR = T. LOAD / L = •7475 lbs / 38.00 ft 197 lbs/ft ANCHOR/STRAP? ANCHOR 197 lbs/ft - _ - - - /.FORCE= WIND U S E 10 W/5/8" 8" Dla.x 10" A.B. 'S @68 "o/c AB68 UPLIFT: L (Wall)= 24.0 ft LOAD= 4721 lbs. O.T.M. 70814 ft -lbs RESISTING MOMENT = 0.67 x [Bearing Wall Weight] +Roof D.L.xTrlb.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 10 Psf x 15 ft= 150 lbs RDL= 28 psf TrbW= 16 ft FDL= 0 psf TrbW= 0ft RES.MOM= 115390 lbs UPLIFT= O.T.M.-R.M. = - << ( )/Lwa�� UPLIFT 1857 lbs - PROVIDE SIMPSON: NOT REQUIREDUIRED PER POST CAPACITY= N.A. lbs O.K = 22 ft Provide A35's or LTP4's 10. 16 'D.C. WALLS) @ (E) EXISTING REAR OF MBR: (WALL 1= 4.50 ft OPENING= o.00 It Walli Y= 4.50 ft) WALL2= o.o 5-26N4 LOAD =( 151 pif ( 22.0 ft/2+ 0 ) _ 1._.��:, LOAD- 36 plf 0.0 ft 2+ 9.5 - ry.y",�' LOAD =( 0 plf ( 0.0 ft/2+ 0 ) _ `y'; LOAD =( 0 pif ( 0.0 ft /2+ 0 ) _ L. SHEAR = T. LOAD / L = 2003 lbs / 4.50 ft ANCHORISTRAP? ANCHOR )V.FORCE= WIND U S E 12 W/5/8" Dla.x 10" A.B.'S @ 28 Provide HI's @ 16 " O.C. UPLIFT: L (Wall)= 4,5 ft PLATE HT= 12 ft ft WALL 3= o.00 ft WALL 4= o.00 ft 1661 lbs. TOTAL WALL LENGTH = 4.50 ft 342 lbs. r; 0 lbs. lbs - 0 lbs. i 445 lbs/ft 445 lbs/ft - o/c AB28 UPLIFT: L (Wall)= 4,5 ft LOAD= 2003 lbs. O.T.M.= 24036 ft -lbs RESISTING MOMENT = 0.67 x [Bearing Wall Weight] +Roof D.L.xTrlb.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 12 ft = 168 lbs RDL= 28 psf TrbW= 16 ft FDL= 14 psf TrbW= 0 ft RES.MOM= 4178.8 lbs UPLIFT- O.T.M. R.M. ( 4•, u ) a UPLIFT -4413 lbs - PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs O.K Dlap.Length= 21.5 ft Provide A35's or LTP4's @ 48 "D.C. Provide H1's @ 48 " O.C. VERSION SOILS REPORT BY: SLADDEN ENGINEERING JOB NO: 544-15170 15-07-298 DATE: JULY 2112015 ALLOWABLE SOIL BEARING PRESSURE = 1500 Psf SOIL SITE CLASSIFICATION = D SLAB DESIGN: USE 4" THICK SLAB W/# 3 BARS @ 24 "O.C. @ MIDDLE EACH WAY, OVER 2 " SAND / OVER 10 MIL VAPOR RETARDER, OVER 1" SAND CONTINUOUS FOOTING DESIGN: Required Min. Foundation Width = ( 337 ) / ( 1500 - 50 ) = 0.23 ft. EXTERIOR FOOTINGS: Wt. L 1 -STORY FOOTING: USE 12 Roof : ( 40 ) ( 4.75 ) = 190 plf Wall : ( 14 ) ( 10.5 ) = 147 plf Floor : ( 65 ) ( 0 ) = 0 plf Deck : ( 80 ) ( 0 ) = 0 plf TOTAL LOAD = 337 plf Required Min. Foundation Width = ( 337 ) / ( 1500 - 50 ) = 0.23 ft. EXTERIOR FOOTINGS: 1 -STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. 2 -STORY FOOTING: USE 15 in. wide x 18 in. deep with 1-#4 bar T/B cont. INTERIOR FOOTINGS: 1 -STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. 2 -STORY FOOTING: USE 15 in. wide x 18 in. deep with 1-#4 bar T/B cont. POINT LOAD CHECK: 1 P lbs EXTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story ) = 5500 lbs. Pmax ( 2 -Story ) = 8750 lbs. INTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story ) = 5500 lbs. Pmax ( 2 -Story ) = 8750 lbs. POST 4x min. 1311± S= (D+8 ")x2+4" L_ VERSION: 2014.0 I Page: `T w�/ ESI / F M E Inco Date: 7/28/2016 STRUCTURAL ENGINEERS Job #: E 8 0 4 Client: SUNLITE DEVELOPMENT Project Name: DEWEY RESIDENCE AT THE HIDEAWAY- LOT19/20C Plan #: LA QUINTA, CA. SOILS REPORT BY: SLADDEN ENGINEERING JOB NO: 544-15170 15-07-298 DATE: JULY 21, 2015 ALLOWABLE SOIL BEARING PRESSURE = 1500 psf OVERBURDEN WEIGHT = 50 psf SOIL SITE CLASSIFICATION = D Pad Design: DEPTH OF PAD = 12 inches Minumum Reinforcement %: 0.0018 Pad No: 1 : P = R( B5 ) = 1700 Area = ( 1700 ) / ( 1500 1.17 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.52 int * Use pad 24 " square x 12 "deep, w/# Pad No: 2 : P = R( NA ) = 0 Area = ( 0 ) / ( 1500 = 0 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.52 Int * Use pad 24 " square x 12 "deep, w/# Pad No: 3 : P = R( NA ) = 0 Area = ( 0 ) / ( 1500 0 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.52 in * Use pad 24 " square x 12 "deep, w/# Pad No: 4 : P= R( NA ) = 0 Area = ( 0 ) / ( 1500 0 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.52 in * Use pad 24 " square x 12 "deep, w/# Pad No: 5 : P= R( NA ) = 0 Area = ( 0 ) / ( 1500 0 sq. ft., hence = MIN. REQUIRED REINFORCEMENT = 0.52 int * Use pad 24 " square x 12 "deep, w/# Ibs BM#2 - 50 ) 1.08 ft. (minimum) =>As REQUIRED PER FT OF WIDTH= 0.26 int 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in Ibs NOT USED - 50 ) 0 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.26 in 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in Ibs NOT USED - 50 ) 0 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.26 Int 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in Ibs NOT USED - 50 ) 0 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.26 Int 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 Int Ibs NOT USED - 50 ) 0 ft. (minimum) =>As TO USE PER FT OF WIDTH= 0.26 int 4 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.20 in` VERSION: 2014.0