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11-0846 (PAT).,. _ . .+t P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 60'0.0684-6 Property Address: 7'9950—TANGELO APN: 772-230-021- - - Application description: PATIO COVER - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 9044 Applicant: Architect or Engineer: ------------------ LICENSED CONTRACTOR'S. DECLARATION BUILDING & SAFETY DEPARTMENT BUILDING PERMIT hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division3 of the Business and Professionals Code, and my License is in full force and effect. License Class: License No.: Date: Contractor: OWNER -BUILDER DECLARATION hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the . permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that'he or she is exempt therefrom and.the basis for the alleged exemption. Any violation of Section 7031.5 by ay pplicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: () I, as owner of the property, or my employees with wages as their sole compensation, will, do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own.employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason I CONSTRUCTPN 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 Owner: DAVID PATINO 79950 TANGELO LA QUINTA, CA 92253 ----------------Jr--ti Contractor: ,Owner VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 D%: 2 2011 CITY OF S-A QWNTA - WORKER'S COMPENSATION DECLARATION Date: 12/27/11 I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a.certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is,issued. My workers' compensation insurance carrier and policy number are: ' Carrier Policy Number j[ I c=at, in the performance of the work for which this permit is issued, I shall not employ any (jam' person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to trye workers' compensation provisions of Section 3700 of the Labor. Code, I shall forthwith colply with those provisions. WARNING: FAILURE TO SECURE WORKERS' COMPENIATION COVERAGE IS UNLAWFUL; AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL.PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. 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 behalfthis application is made, each person at whose request and for whose benefit work is perform6d*under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and.hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. -Any permit issued as a result of this application becomes null and void if work is not commenced within.180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, aid hereby authorize representatives of this county to enter uponthe above-mentioned property for inspection pu oses. Date: --r �igna reg!- A2A,`ggen�: Application Number . . . . . 11-0000.0846 Permit ELEC-MISCELLANEOUS" Additional desc . Permit Fee . . . 24.00 Plan Check Fee 6.00 Issue Date Valuation . . . 0 Expiration' Date 6/24/.12 Qty Unit Charge Per Extension BASE FEE 15.00 . 12.00 .7500 PER ELEC DEVICE/FIXTURE 1ST 20 9.0.0 Permit . . PATIO COVER, PERMIT Additional desc . Permit Fee . . . . 117.00 Plan Check Fee 76.05 Issue Date Valuation . . 9044 Expiration Date 6/24/12 Per __-. __�___-_ __..-_- Extension:_ BASE FEE 45.00 8.00 9.0000 THOU BLDG 2,001-25,000 -----------------------------------------------=---------------- 72.00 ------------ Permit . . . PLUMBING Additional desc . Permit Fee 27.00 Plan Check Fee 6.75 Issue Date Valuation 0 Expiration Date.'. 6/24/12 Qty Unit•Charge Per Extension BASE'FEE 15.00. 2.00 6.0000 EA PLB FIXTURE 12.00 Special -Notes and Comments 680 SF COVERED PATIO (LOCATED ALONG RIGHT.SIDEYARD) PER ENGINEERED DESIGN; 2010 CODES(CRAIG ANDERSON SE2609; BOB RICCIARDI C3808) -------------------_---------------------------,--------------- Other Fees° . . . . . . . BLDG STDS ADMIN (SB1473) -------------- 1.00 STRONG MOTION (SMI) - RES .90 Fee summary Charged Paid Credited Due Permit Fee Total 168.00. .00 .00 168.00 .Plan Check Total 88.80 .00 .00 88.80 Other Fee Total 1.90 .00, .00 1.90 Grand Total. r 258.70 .00. .00 258.70 LQPERMIT Bin # r'\ City of La Quinta Building &r Safety Division . P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: Owner's Name: Pv l S" l l NO A. P. Number: Address: ' -7 01-6t b 0 T7VN�p a -Q Legal Description: City, ST, Zip: LA -Q U I N—)-)1�r Contractor: /, Lam% V N� 13v I L� D �1� Telephone% :;: :<:;:::r:t•<;,>r >. t»;`sr >:: ':4'Y<i}G'r iii4:•:4'4:i"}}`t Address: Project Description: W r{ jet City, ST, Zip: L (� Telephone: <'f%t":s`>?>>;':•> -r.'•. State Lic. # : City Lia•#; Arch., Engr., Designer: Address: City., ST, Zip: Telephone: „: .;r;s<..;:r ; :<:y.> '>%' %°::';'>,::>: >< `:>:`:<>::> < v:: ;}.t• <,.......... --- : -; ,; < ; }.; Construction Type: 5 I v &Lb Occupancy: Project type (circle one): New Add'n Alter Repair Demo State Lic. #: Name of Contact Person: PAV Sq. Ft.: #•Stories: # Units: Telephone # of Contact Person: -� - Estimated Value of Project: ( S APPLICANT: DO NOT WRITE BELOW THIS LINE 4 Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted �I (� Itcm Amount Structural Calcs. Reviewed, ready for rrection Plan Check Deposit Truss Calcs. Called Contact Person 2� Plan Check Balance. Title 24 Cates. Plans picked up bb Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2sd Review, ready for correction issue Electrical Subcontactor List ✓ Called Contact Person (IA, tPlumbing Grant Deed Plans picked up r S.M.I. • H.O.A. Approval 4 Plans resubmitted i L ! Grading . IN HOUSE:- '"' Review, ready for correction ssue z42-7 Developer Impact Fee Planning Approval Called Contact Person ( Z A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees Z1Zz , of LLA. A4:1t-`- 01 CIT-RUS COURSE HOMEOWNERS ASSOCIATION NOTICE OF APPROVAL June -16,2011 . David Patino .79950 Tangelo La •Quinta,CA 92253 RE:. 79950 Tangelo Dear David Patin: Your Request for an architectural change has been approved. Specifically, you have approval.to. proceed with the following: Request to install patio cover'to.rear of patio. Wexeserve the right'to make a final inspection of the change to make sure it matches the Request you submitted for Approval. Please-.,: .. follow the.plan you submitted of submit an additional. Request form if you cannot follow the original plan. Your approval is conditional with the stipulation of the following: Must meet specifications submitted at the meeting. You must follow all local building codes and setback requirements when making this change. A Building Permit may berieeded. This can be applied for at the City offices. Our approval here is only based on the aesthetics of your proposed change. This approval•should not.be taken as any certification as to the construction worthiness or structural integrity of the change you propose.:If applicable, please be.aware that you are responsible for contacting the appropriate utility companies before digging. .. . Thank.you for submitting your, application and we look forward to receiving your notice of completion,upon commencement of completed work. For your convenience a "notice of completion" document has been attached. We appreciate your cooperation in submitting this Request for Approval. An attractive Community helps all of us get the full value from'our.homes when we decide to sell. Sincer Citrus Course HOA EncL I' P.O Box 12920 Palm Desert, CA 92255 ' 41=865 Boardwalk, Suite. 101, Palm Desert, CA 92255 760.346.9000 " FAX760.346.9997 " www.citruscoursehoa.coirl SEP. 26 2011 By P.O. Box1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 s BUILDING & SAFETY DEPARTMENT PROPERTY OWNER'S. PACKAGE (760) 777-7012 FAX (760) 777-7011 Disclosures & Forms for Owner -Builders Applying for Construction Permits ORTANT! NOME TO EROPERTY OWNER Dear Property Owner. An. application .for a building permit has been submitted in your- name listing yourself as the builder of the _property improvements specified at -:;i S'() j A -AV 81,D lam( We are KOviding you with an Owner -Builder iAcknowledgment-and Information Verification Form to make you awan 0 yaw responsibilities and possible risk -you may incur by having thispermit•issued. m your nam as the Owner -Builder. We will not issue a building.peFmlt untll you -have read, iniRialed your understanding of each'provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this. -notice unless you, the property owner, obtain the prior approval of the permitting authority. S: [lead and mstat each: statement'below to signify you understand or very (kis information 1. 1 understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner-Buildci" b 5 ding permit that erroneously implies that the property owner is providing his or her own labor snit material pess6nall�. I, as an Owner -Builder, may be held liable and subject to serious financial risk for. any injuries sustained by an unlicensed person and his Or her employees while working on my property. My homeowner's insurance may not provide coverage for these injuries- I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to worbers on my Party 2. 1 understand building permits are not required to 'be signed by property owners unless they are responsible for the c truction and are not hiring a licensed Contractor to assume this responsibility. . 3. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect if from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my o . A4.1 understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on nits and contracts. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" o Irnder state and federal law. 6. 1 understand if I am considered an "employer" under state and federal law, I must register with the state and federal ment, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemplcyment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious friancial risk I understand under California Contractors' StateLicense Law, an Owner -Builder who builds single-family res-Aential *suntractors res cannot .legally build them with the intent to offer them for sale, unless all work is performed by licensed and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. 4I understand as an -Owner-guilder if I sell the property for which this permit is issued, I may be held liable for any fancial or personal. 4ades sustained by any subsequent ownef(s) that result from any latent construction defects in the ;oman.,hip or materials.derstmay,obtain more information regarding my. obligations as'an "employer" from the internal Irevenue ce, the United' States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CS .LH) at 1- 800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. 10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the legally and financially responsible for proposed construction activity at the following address: L I agree that, as the party legally and fmaucially responsible for this proposed construction activity, I will abide by all a cable laws and requirements that govern Owner-13uilders as well as employers. 12. 1 agree to notify the issuer of this form immediately of any additions, deletions, or cbxrges to any of the information I h v provided on this form Licensed contractors are regulated by laws designed to protect the public. If you contract with so Be who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint Your only remedy against unlicensed Contractors may be iwcrivil court. It is also important for you to, understand that if an unlioens6d Contractor or employee of that individual or firm is iuptued while working on your ProPertY,'You may be held, liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you will be responsible for va*iag whether, or not those Contractors are properly licensed and Ehe status of thsir wo*ers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issu€ttg..dw.permit. Now A copy of lire property owner's dkiver'sRceetsty form noUMkatMnr or other verification acceptable to the agency is requir to be presented when the permit is issued to verify the p. "Perty owner's signature. Signature of property owner Date: 7/ 7/7 Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following persons). to act as my agents) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of fkuthorized Agent: Tel No Address of Agthorized Agent: I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature.. Property Owner's Signature: Date: 40F STRUCTURAL ENGINEERING STRUCTURAL CALCULATIONS:. DEC 16 2011 79950 TANGELO LA QUINTA JOB # 11081 Q�OFLSS10�� F DESCRIPTION: $E26p9 ` NEW PATIO ROOF �y31t'L0�2 S �P� o Ff Ic, DESIGN DATA: s' CITY OF LA QUINTA BUILDING & SAFETY T. CODE: 2010 cbc APPROVFD SEISMIC: Ss 1:5 FOR CONSTRUC TIC WIND:. 95MPH, EXP c DA b1 BY -94A MATERIALS: SOIL - SOIL BEARING 1500 PSF CONCRETE - FOOTINGS 2500 PSI WALLS _ 3000 PSI REBAR - • Grade 40 WOOD- 2X JOISTS, STUDS DOUG FIR '# 2 6X - BEAMS DOUG FIR # 1 24632 San Juan Ave # 240. Dana Point CA 92629 (949) 470.2323 FAX(949)470-2324 Email craig®andse-com Andersonse.com ANDERSON STRUCTURAL ENGINEERING Title : Dsgnr. ProjectDesc.: Project Notes: Prftqa&J2acr2n,s kt,ae, MI, e a << : o Lic. # : KW -06001669 Licensee; ANDERSON STRUCTURAL -ENGINEERS Occupancy Category Calculations per ASCE 7-05 Occupancy Category of BWding or Other Structure: 'ir : AD Buildings*and other str u tures except those rated as Category I, III. and N ACSE 7-06 Pie 3, Table 1-1 Occupancy Importance Factor = 1 ACSE TM Page 116 Table 11.51 Grotmd-Motion,: Using USGS Database values:. ASCE 7-06 9.4.1.1 Max.' Ground Motions, 5% Damping: Longitude = 116.284 deg West SS _ 15 9, 02 sec resportlse Latitude = 33.682 deg North S 1 0.6 9,1.0 sec response . Location : LA QUINTA, CA', 97153 Site Class, •Side Ceeff. aridDasign4de9ory-:` Site Classification V: Shear Wave Velocity 600 to 1,200 8lsec = D ASCE 7-05 T&8 20.3-1 Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-05 Table 11.4-1 & 11.4-2 (using straight-line interpofatron from table values) FV = 1.50 Maitimum Considered Fadquake Acceleration S = FaSs 1.500 ASCE 7-05 Table 11.43 Set 2 FV' S1 _ 0.900 Desgn Special Acceleration S DS S Rl 213 = 1.000 ASCE 7-05 Table 11.4-4 SDI=S x'2/3 = 0.600 4 Seismic Design Category = D ( SDHs mostsevere) ASCE 7-05 Table 11.6.1 gtjp �' �ASCE7-05 Table 122-1 Basic Seismic Force Resisting System ... Cacdilevewd column systems detailed to conform to spacdic dassi5cadon Timber frames Response Modification Coe&ot ' R' = 1.50 Bukirlq height Limits: System Overstrength Factor ' Wo' = 1.50 Category'A & B' Limit Ummit=35 Deflection Amplification Facror' Cd' = 1.50 Category 'C' Limit Limit= 35 Category •D' Limit Limit = 35 NOTEI See ASCE 745 for all aWicable footnotes. Category'E' Limit Not Permitted Category'rUmit Not Permitted Redundaney.F, - r ASCE TM Section 123.4 . Seismic Design Category of D, E, or F therefore Redundancy Factor' p' =1.3 LateW Force Procedure . ... ASCE 7-05 Secrion 128 Equivalent Lateral Force Procedure, , The'Eguivaluart Lateral Faroe Procedure' is being used according tto the provisions of ASCE 7-0512.8 Dderniine,BuildingPerio4' . Use ASCE 12.87 Structure Type for BuildN Period Calculation: AllOther Structural stairs . ' Ct' value = 0.020 ' hn' : Heghtfrom base to highest level = 25.0 ft ' x' value = 0.75 A ' Ta' Approxmrate fundernental period using Eq. 12.&7: Ta = Ct' (hn"x) = 0.224 sec IW: Long -period transition period per ASCE 7-05 Maps 22-15 -> 22-20 8.000 sec Balding Period' Ta' Calculated from Approxunate Method selected = 0.224 sec " CS' Wponse COeffiCient:... .. ASCE?-05 Section 128.1.1 S D8 Short Period Design Spectral Response = 1.000 From Eq. 12.6,2, Pmf inary Cs c 0.667 ' R ' : Response Modification Factor = 1.50 From Eq. 128.3 & 1234, Cs need not exceed = - 1.789 ' I ' : Occupancy Importance Factor n 1 From Eq. M-5 & 123-6, Cs not be less than a 0.200 Cs Seismic Resportse Coefficied _ = 0.6667 FM `414,44,J Title: Job# Dsgnc Project Desc.: WDEDSO Project Notes: RUCT/RAL „ ENG/NEER/NG Prinw. 13 OCT 2011. $1 DeSoripbW : PATINO Seisni'tC &dSe Sl year - CalCUWW for Strength Design Load Combinations ASCE 7-05 Section 128.3 CS = OAw from 12.8.1.1 W ( see Sum Wi bek w) = 12.00 k Vertical Distribution of Seismic Fomes - ' Seismic Base Shear V = Cs • W = 8.00 k ' k' : hx exponent used on Ta = 1.00 Table of buddmg Weights by Roar LeveL.. Level # Wi : Weight Hi: Height W • H) "k Cvx Fx=CvxV Sum Story Shear Sum Stay Moment 12.00 10.00 120.00 1.00 8.00 8.00 0.00 Sum V1 1200 k Sum vw • Hi = 120.00 k4t Total Base Stir = 8.00 k . Base Moment = 80.0 k4 Diaphragm Forces : Seismic.gesign.P.ftory".D', °E° 8i °F`ASCE 7-05 952d44 Level # Vlfi Fi Sum Fi Sum Wi Fpx 1 12.00 8.00 8.00 12.00 4.80 Wpx .................. . ....... Weight at level of diaphragm and other structure elements attached to it F . ........................... Design Lateral Force applied at the level. Sum R ........................ Sum of'Lat Force of current level plus all levels above MIN Req'd Force @ Level .......... 0.20' SDS ` I' Wpx MAX Req'd Force @ Level . , ...... OAO' SDS ' I' Wpx Fpx : Design Force @ Level ....... Wpx' SUM(x->n) F / SUM(x->n) W, x = Current level, n = Top Level Concrete & Masonry Wall Normal Force'. Minimum Faroe per ACSE7-05 12.11 .1 Minimum Factor: 0.40' SDS' Importance' Weight = 0.4000 *Weight Concrete & Masonry Wall Anchorage : Seismic Design CatMry 'C' &'C' per ACSE 7-05 121121 Actual Wall Weight Tributary to Anchor = lbs/ lin. ft Flo: Anchorage Design Force ... Pi d, Diaphragm Design Force '= 0.40 • SDS' I • Trib. Weight Flexible Diaphragm Design Force = 0.80' SDS' I ' Trib. Weight 0.00 lbs/ foot 0.00 lbs /foot ` A NDERS.ON UCTURAL ENGINEERING Title: Dsgw. Project Desc.: Project Notes Job# oesatptlon : PA I hNU Analytical Values Calculations per ASCE 7-05 V: BasicWind Speed per Sect 65.4 & Agure 1 95.0 mph - Roof Slope Angle 0 to 5 degrras Occupancy perTable 1-1 II All Buildings and other structures exoW those listed as Category I, III, and IV Importance Factor per Sect 6,55, & Table 6-1 ' 1.00 Exposure Category per 6.5.6.3, .4 &.5 Exposure C Mean Roof height 10.0 ft Lambda: per Figure 62, Pg 40 1.21 Effective Wind Area of Component & Cladding 10.0 ftA2 Net design Promfe from table 1609.9.21(2)&(3) kdelpolated by area Roof pitch forcladding pressure 0 to 7 degrees - • User specified minimum design pressure 10.0 psf Topographic Factor Kzt per6.5.7.2 1.00 Desigrr.Wind, Pressures .. , Wmimum Additional Load Case per 6.42.1.1=10 PSF on entire Vertical plane Horizontal Pressures ... Zone: A = 19 Zone: C = 12.71 psf Zone: B = • -10-00 Zone: D = -10.00 psf Vertical Pressures ... r Zone: E _ -23.11 psf Zone: G = -16.09 psf Zone: F . _ - -13.07 psf Zone: H = - 4.16 psf Overhangs... Zone: Eoh = - 32.31 psf Zone: Goh = -2529 psf Component & Cladding Design Wind.Pressures .. Wmimum Additional Load Case per 6A2.1.1=10 PSF on entire vertical plane Design Kft Preswe = Lambda' Kzt' ImportancePs30 perASCE 7-05 6.4.21 Eq 6-1 ' Raaf Zone 1: Positive: 10.000 psf _ Negative - 49.723 psf Roof Zone 2: Positive: 10.000 psf ' Negative: 33.033 psf Roof tone 3: Positive: 10.000 psf Negative : 49.731 psf Wall Zone 4: Positive: 119723 psf Negative :' 21.357 - Wall Zone 5: Positive: 19.723 psf Negative: 278 psf Rohs Overhang Zone 2 -31.339 psf Roof Overhang Zone 3. 51.667 psf 13 l vv v NDERS0N STRUCTURAL ENG/PEERING JOB: dove patino 11081 CA DATE: 9/11 ITEM.- patio cover, { j_. ... ... ._ _ _ _ . ..................... _ .. .. ........... ... ... _ ... _ ... ....... ._..................._ - .................................. ''_... _....... _.:.._..__: _ ... ... _... ... ._. _...... _._ ----- _........ _...- ... ............. _..:_._................. _._...... . _ _..m.._ - - - - _ - ....::..._... ...._.:::._... ....._. ..::: .. - _.._......._._._......_........ --_.....:.__....:......_.:.........:.........:.......... :.........:.._.............:. .....1 _ _ ... ... _ ... _ ... .. ... ._ ........._......._ ...._.y._.....:.........:__......:....... f•�.`••Al ?rte!' .i.. .._......... _...... =..._......._..__.................. Ti .. ... ... ... _ _........... . � .._.. _---... ...' - - _ _ - - _,�-.. - .. .._ .....�...__.._.._... . . . . . : . . . . . . . . . . . : . . . . . . . . . . . . _.......__._......._._..............._..._..._..._....._._.........._........_......_..__._._......_.._....:...._...:.........:.........:............ .:............... _._......_........:........ ....- - .._ _ _ . - - ---- --- _ .._ _. _.. _.. ..:... :... :... -..._......._.. .......... =... _ _ .. _ ... _........... Project: patino Craig Anderson ' Location: existing header 6x8 x 8' Anderson Structural Engineering Roof Beam 24632 San Juan Ave # 240 (2010 California Building Code(2005 NDS)] Dan' Point, CA 92629 - 5.5INx7.5INx8.0FT #2 - Dou las-Fir-Larch - D Use ! = Section Adequate ByA9545% StruCalc Version 8! LOADING DIAGR Controlling Factor. Moment Controlling Moment: 72 ft -Ib Re:Vd Beam Self Weight: DEFLECTIONS Center . 9 plf Live Load 0.00 IN Ulnflnity Area (Shear): Beam Uniform Live Load: wL = Dead Load 0.00 in Created by dead loads only on all span(s). 193.36 in4 Beam Uniform Dead Load: Total Load 0.00 IN LMIAX 9 plf Controlling Shear: 36 Ib 36 lb Live Load Deflection Criteria: L1240 Total Load Deflection Criteria: 0180 WT = 9 plf REACTIONS. A B Live Load 0 Ib 0 Ib Dead Load 36 Ib 36 Ib ' Total Load 36 Ib 36 Ib Bearing Length 0.01 in 0.01 in BEAM DATA Span Length 8 ft Unbraced Length -Top b it + 'Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 ROOF LOADING Side One: Roof Live Load: Roof Duration Factor 1.25 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Roof Dead Load: Base Values Adiusted Tributary Width: Bending Stress: Fb = 750 psi _ FV — 675 psi Side Two: Cd --0.90 CF -1.00 Roof Live Load: Shear Stress: Fv = 170 psi FV= 153 psi Roof Dead Load: Cd=0.90 Tributary Width: - Modulus of Elasticity: E = 1300 ksi E= 1300 ksi Wall Load: Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Non -Snow Roof Lc SLOPE/PITCH — - Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi LL = 20 psf DL = 20 psf TW = 0 ft LL= 20 psi DL = 1'5 psf TW = 0 ft WALL = 0 plf RLA = 0 off At support. Adjusted Beam Length: Ladj = 8 ft Controlling Moment: 72 ft -Ib Re:Vd Beam Self Weight: BSW = . 9 plf 4.0 ft from left support - Area (Shear): Beam Uniform Live Load: wL = .-0 plf Created by dead loads only on all span(s). 193.36 in4 Beam Uniform Dead Load: wD_adj = 9 plf Controlling Shear: 36 Ib 36 lb Total Uniform Load: WT = 9 plf At support. Created by dead loads only on all span(s). Comparisons with required sections: Re:Vd Provided Section Modulus: 1.27 in3 51.56 in3 Area (Shear): 0.35 int 41.25 int ' Moment of Inertia (deflection): 1.19 in4 193.36 in4 Moment: 72 ft -Ib 2900 ft -Ib Shear. 36 lb 4208 lb 1 AS7MRUqC7T NDERSON URAL ENGINEER/NG JOB: dove patino 11081 DAM 9/11 /TEM: Patio cover : - -- - -_ _ ..._ _ _ .. _. _ .. _ _. _ ._ ..._... _ ._ _ �...- - - - - _. - -- ... .............. .......:......._:-._....:.........:...._..:.................. ....... _...... :-....... :................. :........... .... ........... ......... ._...... _:._....:._.....:........_.....-..........:.._......_.....:.........:......._:.._.... 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Project: patino Location: ROOF JOIST Roof Rafter [2010 California Building Code(2005 NDS)] ' 1.5 IN x 11.25 IN x 22.0 FT (20 + 2) @ 16 O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 29.2% Controlling Factor. Moment DEFLECTIONSCenter Bight Live Load 0.34 IN Lr/12 0.00 IN U5174 Dead Load , 0.33 in 0.00 in Total Load 0.67 IN U360 0.00 IN Ulnfinity Live Load Deflection Criteria: U240 Total Load Deflection Criteria: 0180 RAFTER REACTIONS FV = 225 psi LOADS REACTIONS Upper Live Load @ A 200 pff 267 Ib Upper Dead Load @ A 198 pff 264 Ib Upper Total Load @ A 398 pff 531 Ib Lower Live Load @ B 242 pff 323 Ib Lower Dead Load @ 8 242 pff 323 Ib 'Lower Total Load @ B 484 pff 645 Ib RAETER SUPPORT DATA At right support of span 2 (Center Span) A_ B Bearing Length 0.57 in 0.69 in RAFTER DATA Lnttnor gave Section Modulus: 24.49 in3 Span Length 20 ft 2 ft Area (Shear): 3.59 02 Rafter Pitch 0 :12 Moment of Inertia (deflection): 88.91 in4 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.25 , Notch Depth 0.00 IPeak Base Notch Depth 0.00 MATERIAL PROPERTIES LL= 20 f #2 - Douglas -Fir -Larch DL = Base Values Adiusted Bending Stns: Fb = 900 psi FW = 1294 psi Cd=1.25 CF= 1.00 Cr=1.15 Shear Stress: Fv = 180 psi FV = 225 psi Cd=1.25 . Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi - Min. Mod. of Elasticity: E min = 580 ksi E_min' = 580 ksi Comp. l to Grain: Fc --L= 625 psi Fc - -L= 625 psi Controlling Moment: 2640 ft -Ib ft 10.0 Ft from left support of span 2 (Center Span) ' wLadj = Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -539 Ib Eave Live Load: At right support of span 2 (Center Span) 27 Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 24.49 in3 31.64 in3 Area (Shear): 3.59 02 16.88 in2 Moment of Inertia (deflection): 88.91 in4 177.98 in4 Moment 2640 ft -Ib 3411 ft -lb Shear. -539 lb 25311b pass Craig Anderson / - Anderson Structural Engineering 24632 San Juan Ave # 240 or Dan Point, CA 92629 unnvnrr r%w. wauu.y Roof Live Load: LL= 20 f Roof Dead Load: DL = 20 ' Non -Snow Roof Loaded Area: RLA = sf Slope Adjusted Spans And Loads Interior Span: Ladj = 20 ft Eave Span: L-Eave-adj = 2 ft Rafter Live Load: wLadj = 27 pff Eave Live Load: wL-Eave-adj = 27 pff Rafter Dead Load: wD-adj = 27 Of Rafter Total Load: WT-adj = 53 pff Eave Total Load: WT-Eave-adj = 53 plf 1 5 ' . d ' 1 ' . Project: patino Location: BEAM Roof Beam [2010 California Building Code(2005 NDS)] 5.5 IN x 11.5 IN x 14.0 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By. 42.4% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.15 IN U1084 Dead Load 0.22 in Total Load 0.38 IN U444 Live Load Deflection Criteria: L240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 1400 Ib 1400 Ib Dead Load 2021 Ib 2021 Ib Total Load 3421 Ib 3421 -Ib . Bearing Length 1.00 in 1.00 in BEAM DATA Span Length 14 ft Unbraoed Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 1350 psi Fb' = 1688 psi Co=1.25 CF= 1.00 Shear Stress: Fv = 170 psi Fv = 213 psi Cd --1.25 Modulus of Elasticity: E = 1600 ksi E7 = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E min' = 580 ksi Comp. -L to Grain: Fc --L = 625 psi Fc --L=, 625 psi Controlling Moment: 11973 ft -1b 7.0 ft from left support Created by combining all dead and live loads Controlling Shear. 3421 Ib LENGTHS At support. Adjusted Beam Length: Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 85.14 in3 Area (Shear): 24.15 in2 Moment of Inertia (deflection): 282.83 in4 Moment: 11973 ft4b Shear. 3421 Ib Craig Anderson Anderson Structural Engineering / 24632 San Juan Ave # 240 Dan Point, CA 92629 ROOF LOADING LENGTHS AND LOADS Adjusted Beam Length: Side One: 14 ft Beam Self Weight: Roof Live Load: LL =Oft pff psf Roof Dead Load: DL =psf ptf Beam Uniform Dead Load: Tributary Width* TW = pff Total Uniform Load: Side Two: 489 pff Roof Live Load: LL = 20 psf Roof Dead Load: DIL = 15 psf Tributary Width: - TW = 0 ft Wall Load: WALL = 75 pff Non -Snow Roof Loaded Area: RLA = 140 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = ' 14 ft Beam Self Weight: BSW = 14 pff Beam Uniform Live Load: wL = 200 ptf Beam Uniform Dead Load: wD adj =' 289 pff Total Uniform Load: WT = 489 pff JOB: dove potino vvvv 11081 A, NDERS0N CASTRUCT URAL ENGINEERING 9/11 ' DAM /TEM: patio cover _......-........_...........___:_ .:...._ . :-fi. . . . ...... ... ... _. _ _. ... _...... ... ... ... _ ... _._ .._ z .._..._^.:_........... e .......... _.. ......__.............. `n.ft _...�s...................7....... _..... ........ ...... 1.. _... _... . ... _ .. _ _ ... _.. __ ..._... _ «. _ _....__.. ...........�.... ._ ... _4 . ........... ...... ...... . - ... .. .._._-..._. . . . .. ... _ _ .. ... .. ... ... ... _ _ _. 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ESR -1267 I Most ifde/y Accepted and Trusted Page 5 of 27 TABLE 1- SIMPSON STRONG -WALL PANELS SUPPORTED ON FOUNDATIONS' D� F For SI: 1 inch = 25.4 mm, 1 Ib = 4.45 N, 1 lbs/ft =14.6 Wm. 'Allowable shear loads shown in the table are for Strong -Wall panels prefabricated with OSB sheathing. For panels special ordered and fabricated with plywood sheathing of equal thickness, the allowable shear, drift, and uplift must be multiplied by 0.88. 2SDSSeries Simpson Woad Screws (refer to ESR -2236. 3Mudsill anchor bolts must comply with ASTM A 307 or ASTM F1554, Grade 36, and Section 32.7 of this report. 4Hold-down anchor bolts must comply with Section 3.2.5 of this report and be Installed for each Strong -Wall panel acoording to Section 4.1.4 of this report. PANEL DIMENSIONS FASTENERS SEISMIC WIND MODEL NO r 3 = z 0 .9 r SDS Screws at Top of Wal? Mudsill Anchor Bolts' (Qty -Dia) (in.) Hoidown Anchor Bolts'* (Qty -Dia.) (in.) Allow. ASD Shear Load, V (I Drift at Allow. ASD Shear (in) Uplift at Allow. ASD Shear (lbs) Allow.. ASD Shear Load, V (lbs) Drift at Allow. ASD Sheat (in) Uplift at Allow. ASD Shear (lbs) STANDARD STRONG -WALL PANEL SW18x8 18 93'/4 31/2 9 2-5le 2-'/a 1,100 0.33 8,045 1,455 0.53 10,640 SW24x8 24 93'/4 31/2 12 2 - 5/s 2 -'/a 1,530 0.37 7,610 2,010 0.53 9,995 SW32x8 32 931/4 3'/2 16 2 - 5/9 2 -'/a 2,550 0.33 8.890 3,500 0.52 12,200 SW48x8 48 93/4 3'/2 24 3-% 2 -'/e 3,390 027 7,395 5,595 0.50 12205 SW 18x9 1 18 105'/4 1 3'/2 9 1 2-% 2 -'/e 1 0.37 8,585 1,375 0.60 11,350 SW24x9 24 105'/4 1 3'/2 12 1 2-5/. 2 -'/a1,530 0.39 8,590 2,010 0.59 11,285 SW32x9 32 105'/4 3'/2 16 2-% 2 -'/a 2, 0.31 8,085 3,100 0.56 12,195 SW48x9 48 1051 !4 31/2 24 3-% 2 -'/a 3,015 028 7,425 4,955 0.53 12,200 SW24x10 24 117'/4 3'/2 12 2-'/a 2-'/8 1,525 0.42 9,535 1,950 0.63 12,195 SW32x10 32 1171/4 3'/2 16 2-% 2 -'/e 2,055 0.33 9,010 2,785 0.55 12,205 SW48x10 48 117'/4 3'/2 24 3-% 2 -'/a 3,015 0.30 8,270 4,450 0.50 12,205 SW24xl2x6 24 141'/4 5'/2 12 2-% 2-7/a 1,195 0.51 9,000 1,585 0.80 11,940 SW32x12x6 32 141'/4 5'!2 16 2-% 2 -'/a 1,755 0.43 9,265 2,310 0.65 12,200 SW48x12x6 48 141'/4 5'/2 24 3-5/a 2-'/a 2,770 0.36 9,150 3,690 0.53 12,190 DOUBLE GARAGE PORTAL STRONG -WALL PANEL SW16x7x4 16 78 4 8 2-'/a 2-�!s 2,670 0.36 7,750 3,500 0.53 10,160 SW16x7x6 16 78 53/4 8 .2-% 2 -'/e 2,670 1 0.36 7,750 3,500 0.53 10,160 SW 16x8x4 16 90 4 8 2-% 2 -'/a 2,350 0.40 7,870 3,105 0.60 10,400 SW16x8x6 16 90 53/4 8 2-5/a 2-74 2,350 0.40 7,870 3,105 0.60 10,400 SW22x7x4 1 22 78 4 10 2-% 2 -'/a 4,160 0.37 6,490 5,420 0.53 8,455 SW22x7x6 22 78 53/4 10 2- 5/a 2 -'/s 4,160 0.37 6,490 5,420 0.53 8,455 SW22x8x4 22 90 4 10 2-% 2 -'/a 3,730 0.42 6,715 4,880 0.60 8,785 SW22x8x6 22 90 5'/4 10 1 2 -5/s 1 2-7/s 3,730 0.42 1 6,715 4,880 0.60 8,785 SINGLE GARAGE PORTAL STRONG -WALL PANEL SW16x7x4 16 78 4 8 2 -ala 2-'/a 1,335 0.36 7,750 1,750 0.53 10,160 SW16x7x6 16 78 5314 8 2-5/e 2-'/s 1,335 0.36 7,750 1,750 0.53 10,160 SW16x8x4 16 90 4 8 2-5/8 2-"/a 1,175 0.40 7,870 1,555 0.60 10,415 SW 16)8x6 16 90 53/4 8 2-5/,, 2 -'/B 1,175 0.40 7,870 1,555 0.60 10,415 SW22x7x4 1 22 78 1 4 10 1 2-% 2 - 7/a 2,080 1 0.37 6,490 2,710 1 0.53 8,455 SW22x7x6 22 78 53/4 10 1 2-5/. 2 -'/e 2,080 0.37 6,490 0 0.53 8,455 SW22x8x4 22 90 4 10 2 - 5/a 2 -'/e 1,865 0.42 6,715 0 t2,440 0.60 8,785 SW22x8x6 22 90 53/4 10 2-% 2-7/s 1,865 0.42 6,715 0.60 8,785 For SI: 1 inch = 25.4 mm, 1 Ib = 4.45 N, 1 lbs/ft =14.6 Wm. 'Allowable shear loads shown in the table are for Strong -Wall panels prefabricated with OSB sheathing. For panels special ordered and fabricated with plywood sheathing of equal thickness, the allowable shear, drift, and uplift must be multiplied by 0.88. 2SDSSeries Simpson Woad Screws (refer to ESR -2236. 3Mudsill anchor bolts must comply with ASTM A 307 or ASTM F1554, Grade 36, and Section 32.7 of this report. 4Hold-down anchor bolts must comply with Section 3.2.5 of this report and be Installed for each Strong -Wall panel acoording to Section 4.1.4 of this report. 14,414 4 Title: 1�114 4 Engineer. Project Desc.: 14NDERSON I Projed Notes `4`4 ENGINEERING Description : front t w/ shear Job # to'. 13DEC2011. &41PM 'Gene'ra'OnkiMatio"n' Calculations per ACI 318-08, BC 2009, CBC 2010, ASCE 7-05 Material Properties 10.80 k -ft Soil Design Values 1.350 k to Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = Analysis Settings 0150 Increases based on footing Depth Min Steel % Bending Reinf. = 0.00140 Footing base depth below soil surface Allowable pressure increase per foot of deptl= 2.0 ft 0.10 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 1 Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Rg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = 0250 ksf Use ftg wit for stability, moments & shears Yes when maximum length or width is greater4 2.0 ft Include Pedestal Weight as DL No Width parallel to X -X Axis = 4.50 ft Length parallel to Z -Z Axis = 4.50 ft Footing Thicknes = 12.0 in T Pedestal dimensions... px parallel to X -X Axis = in pz parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Bars parallel to X -X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a D Lr L S W E H P: Column Load = 3.40 3.40 k OB: Overburden 0.150 ksf M-xx k4< M-zz 10.80 k -ft V -x = 1.350 k V -Z = 6 ASMUCMAM Title: Job# Engineer.�/ Project Desc,:I� D E R SOH Project Notes ENGINEERING ?6Red 13 DEC 201 t, 5:41Pp.1 Description : front Rq w/ shear Min. Ratio. Item Applied Capacity Governing Load Combination PASS 03773 Soil Bearing 0.8773 ksf 2.325 ksf +D+0.750L+0.750S+0.5250E+H PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS 1.488 Overturning - Z -Z 8.505 k -ft 12.655 k -ft 0.6D+0.7E PASS 3.571 Sliding -X -X 0.9450 k 3.375 k 0.6D+0.7E PASS n/a Sliding -ZZ . 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1874 Z Flexure (+X) 2.028 k -ft 10.825 k -ft +0.90D+E+1.60H PASS 0.1099 Z Flexure (-X) 1.190 k -ft 10.825 k4t +120D+1.60Lr+0.50L PASS 0.1099 X Flexure (+Z) 1.190 k -ft 10.825 k -ft +120D+1.60Lr+0.50L PASS 0.1099 X Flexure (-Z) 1.190 k -ft 10.825 k -ft +1.20D+1.60Lr+0.50L PASS 0.07947 1 -way Shear (+X) 6.529 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.07947 1 -way Shear (-)Q 6.529 psi 82.158 psi +120D+1.6OLr+0.50L PASS 0.07947 1 -way Shear (+Z) 6.529 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.07947 1 v Shear (-Z) 6.529 psi 82.158 psi +120D+1.60Lr+0.50L PASS • 0.1734 2 -way Punching 28.50 psi 164.32 psi +1.200+1.60Lr+0.50L Detafted.Resufts 1.027 0.331 Z -Z, +D+0.750Lr+0.750L+0.5250E+H 3.099 Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 2.325 n/a 0.0 0.4629 0.4629 n/a n/a 0.199 M. +D+Lr+H 2.325 ' n/a 0.0 0.6308 0.6308 n/a n/a 0.271 X -X. +D+0.70E+H 3.099 n/a 0.0 0.4629 0.4629 n/a nla 0.149 U. +D+0.750Lr-4750L+0.5250E+H 3.099 n/a 0.0 0.5888 0.5888 n/a n/a 0.190 X -X, +D+0.750L+0.750S+0.5250E+H 2.325 n/a 0.0 0.4629 0.4629 n/a n/a 0.199 X -X. +0.60D+0.70E+H 3.099 n/a 0.0 0.2777 02777 n/a n/a 0.090 ZZ. +D 2.325 0.0 n/a n/a n/a 0.4629 0.4629 0.199 Z -Z. +0+{.r+H 2.325 0.0 n/a n/a n/a 0.6308 0.6308 0.271 Z -Z. +D -470E -+H 3.099 10.888: n/a n/a n/a 0.0 1.027 0.331 Z -Z, +D+0.750Lr+0.750L+0.5250E+H 3.099 6.420 n/a n/a n/a 0.1744 1.003 0.324 Z -Z +D+0.750L+0.750S+0.5250E+H 2.325 8.166 n/a n/a n/a 0.04850 0.8773 0.377 Z -Z. +0.60D+0.70E-4i 3.099 18.146 n/a n/a n/a 0.0 1.114 0.359 Overturnirig:Stabr7ity: ° -. , Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X X. D None 0.0 k -ft Infinity OK X -X. D+Lr None 0.0 k -ft Infinity OK X -X 0.6D+0.7E None 0.0 k -ft Infinitv OK Z -Z. D None 0.0 k -ft Infinity OK Z -Z. D+Lr None 0.0 k -ft Infinity OK Z Z..0.6D.+0.7E 8.505 k -ft 12.655 k -ft 1.488 OK All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyWo Status X -X D 0.0 k 4.50 k No Slidino OK X -X D+Lr 0.0 k 5.520 k No Sfidino OK M. 0.6D+0.7E 0.9450 k 3.375 k 3.571 OK Z -Z. D 0.0 k 4.50 k No Slidino OK Z -Z. D+Lr 0.0 k 5.520 k No Siidina OK Z -Z 0.6D+0.7E 0.0 k 3.375 k No Slidino OK Footfig,Flexure Flexure Axls & Load Combination Mu Which Tension @ Bot. As Req'd Gvnn. As Actual As Phi'Mn Status k-8 Side ? or Top ? W2 e2 ie2 k -ft U. +1.40D 0.5949 +Z Bottom 0.26 Bendino 0.28 10.825 OK X -X. +1.40D 0.5949 -Z Bottom 026 Bending 028 10.825 OK U. +1.20D+0.50Lr+1.60L+1.60H 0.7224 +Z Bottom 026 Bending 0.28 10.825 OK ' U. +120D+0.50Lr+1.60L+1.60H 0.7224 Z Bottom 026 Bending 028 10.825 OK 'J'J'JJ Title: Job# Engineer Project Desc.: IND ERSON Project Notes: mucTuML ENGINEERING 13 DEC 2011. 5 41?A1 Description: frort% wl shear Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd ' Gym. As Actual As Phi'Mn Status k -ft Side ? or Top ? in"2 in"2 in"2 k -ft X -X +1.20D+1.60Lr+0.50L 1.19 +Z Bottom 0.26 Bending 0.28 10.825 OK X -X +1.20D+1.60Lr+0.50L 1.19 -Z Bottom 026 Bendina 0.28 10.825 OK U. +120D+1.60Lr+0.80W ' 1.19 +Z Bottom 0.26 Bendina 0.28 10.825 OK X -X +1.20D+1.60Lr+0.80W 1.19 -Z Bottom 0.26 Bending 0.28 10.825 OK X -X +1.20D+0.50Lr+0.50L+1.60W 0.7224 +Z Bottom 0.26 Bendina. 0.28 10.825 OK X -X. +1.20D+0.50Lr+0.50L+1.60W 0.7224 -Z Bottom 026 Benchno 0.28 10.825 OK X -X, +1.20D+0.50L+0.20S+E 0.5099 +Z Bottom 0.26 Bending 028 10.825 OK X -X, +1.20D+0.50L+0.20S+E 0.5099 -Z Bottom 0.26 Bendina 0.28 10.825 OK X -X, +0.90D+E+1.60H 0.3824 +Z Bottom 0.26 Bendino 028 10.825 OK X -X, +0.90D+E+1.60H 0.3824 -Z Bottom 0.26 Bending 0.28 10:825 OK Z -Z- +1.400 0.5949 -X Bottom 026 Bending 028 10.825 OK Z -Z- +1.40D 0.5949 +X Bottom 026 Bending 0.28 10.825 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.7224 X Bottom 026 Bending 028 10.825 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.7224 +X Bottom 0.26 Bending 0.28 10.825 OK Z -Z, +120D+1.60Lr+0.50L 1.19 -X Bottom 026 Bending 028 10.825 OK Z-7- +1.20D+1.60Lr+0.50L 1.19 +X Bottom 0.26 Bending 0.28 10.825 OK Z -Z. +120D+1.60Lr+0.80W 1.19 -X Bottom 026 Bending 0.28 10.825 OK Z -Z- +1.20D+1.60Lr+0.80W 1.19 +X Bottom 0.26 Bending 0.28 10.825 OK Z Z. +120D+0.50Lr+0.50L+1SOW 0.7224 X Bottom 0.26 Bendina 028 10.825 OK Z -Z +1.20D+0.50Lr+0.50L+1.60W 0.7224 +X Bottom 0.26 Bending 0.28 10.825 OK ZZ. +120D+0.50L+020S+E 0.761 X TOD 026 Bending 0.28 10.825 OK Z -Z, +120D+0.50L+0.20S+E 1.939 +X Bottom 0,26 Bending 0.28 10.825 OK Z -Z. +0.90D+E+1.60H 0.6714 -X Too 026 Bending 028 10.825 OK ZZ +01-901D+E+1.60H2.028 .,... +X...... Bottom 0.26 Bendina 0.28 10.825 OK One )Ra y lieac. Combination... Vu @ -X Vu @+X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status _Load +1.40D 3.265 Dsi 3.265 Dsi 3.265 Dsi 3.265 Dsi 3.265 Dsi 82.158 osi 0.03974 OK +120D+0.50Lr+1.60L+1.60H 3.964 Dsi 3.964 Dsi 3.964 Dsi 3.964 Dsi 3.964 Dsi 82.158 Dsi 0.04825 OK +1.20D+1.60Lr+0.50L 6.529 Dsi 6.529 osi 6.529 Dsi 6.529 Dsi 6.529 Dsi 82.158 Dsi 0.07947 OK +120D+1.60Lr+0.80W 6.529 Dsi 6.529 osi 6.529 Dsi 6.529 Dsi 6.529 Dsi 82.158 osi 0.07947 OK +1.20D+0.50Lr+0.50L+1.60W 3.964 Dsi 3.964 Dsi 3.964 osi 3.964 Dsi 3.964 Dsi 82.158 Dsi . 0.04825 OK +120D+0.50L+020S+E 2.798 Dsi 2.798 Dsi 2.798 Dsi 2.798 Dsi 2:798 osi 82.158 osi 0.03406 OK +0.90DtE+1.60H 2.098 osi . , 2.098 Dsi 2.099 Dsi 2.099 Dsi 2.099 Dsi 82.158 Dsi 0.02555 OK Punchir Shear . F :_::: 9:. _.... :. ;r. ;ir> All units k Load Combination... Vu Phi*Vn Vu I Phl*Vn Status +1.40D 1425 osi 164.32Dsi 0.08672 OK ' +120D+0.50Lr+1.60L+1.60H 17.304 Dsi 164.32csi 0.1053 OK +120D+1.6OLr+0.50L 28.5 osi 164.32Dsi 0.1734 OK +120D+1.60Lr+0.80W 28.5 osi 164.32Dsi 0.1734 OK +1.20D+0.50Lr+0.50L+1.60W 17.304 Dsi 164.32Dsi 0.1053 OK +120D+0.50L+020S+E 12295 Dsi 164.32 Dsi 0.07482 OK +0.90D+E+1.60H 9.692 Dsi 164.32osi 0.05898 OK r N Q -�221 � . O flt m� 3 � 00 flc V Z m o -�221 m� 3 � • f Q U' N kiz- 11 0 0 ' n BLOCIGNG AND SHEAR TRANSFER TO TOP PLATE PER CODE (DESIGN BY OTHERS) STRONG -WALL PANEL -SEE DET. 12/- FOR ADD'L INFO. (TYP. WHERE SHOWN) r � SIM. 43 STRONG WALL FRAMING ELEVATION 0 0 N 0 0 L----------------------- - SW32 MODEL -SEE STRONG -WALL TABLE -� 0 0_. 0 0 0 0 SW24 MODEL -SEE STRONG -WALL TABLE ADO'L SLOTTED HOLE AT SW48 MODELS ONLY 'r ~ ` (SEE DET. 12/-) J SYMMETRICAL It G ABOUT CL L rA' SW48 MODEL -SEE STRONG -WALL TABLE to col F SLOTTED HOLE LAYOUT JOD Z 1� d OZ ---=- - mn <t _ M�c - z� z . 111►,111 I E1� o� life - • ANCHOR BOIL (DESIGN t ..a . .� 7' WIN. EMBEDMENT BY OTHERS) M. d �' . • PER CODE . TYPICAL SND WALL U • FRAMING AN)) ANCHORAGE OTHERS) E (DESIGN BY SEE DETNL 32 , HOLDOWN BOLT CONNECTION 43 DIAPHRAGM NAIUNG (DESIGN BY OTHERS) .- ADJACENT STUD SEE DIAPHRAGM NNUNG (DESIGN BY OTHERS) BLOCGNG AND SHEAT TRANSFER .. NOTE AT DETAIL 31 (DESIGN BY OTHERS) ROOF OR FLOOR FRAMING (DESIGNBY OTHERS) (DESIGN BY OTHERS) . ATTACHMENT BY OTHERS TOP PLATE PER WOE BOTTOM OF NUT AT THREADED (DTSIf.71 BY OTHERS) ROD (WHEN INSTALLED) OR 3/8' PLYWD. $AIMS) AS REO'D. INSTALL BEFORE NOTE. SCREWS ARE FASTENED TO THE TOP PLATE ABOVE THE R IS NOT NECESSATTY TOFASTENNOTE: STRONG -WALL. SHIMS ADJACENT STUD TO STRONG -WALL ALIGN WITNESS HOLE • SDS1/4'x8' SCREWS- _ STRONG -WW1 TABLE HOWEYEA, IF THIS IS DESIRED, USE WITH ENDS - DET. 12 tEd FACE NAIL$ AT ON & THREADED ROD TO 51 STRONG WALL OY(MIN.),UNLESS IN FIE ALLOW INSPECTION INTO MORE STRINGENT. BY OTHERS AS WUPILR WITNESS HOLE Vvb7D MNM 3-11T FOR llrO 1-3/6 FOR 3/6A . 111►,111 I E1� o� life - • ANCHOR BOIL (DESIGN t ..a . .� 7' WIN. EMBEDMENT BY OTHERS) M. d �' . • PER CODE . TYPICAL SND WALL U • FRAMING AN)) ANCHORAGE OTHERS) E (DESIGN BY SEE DETNL 32 , HOLDOWN BOLT CONNECTION 43 DIAPHRAGM NNUNG (DESIGN BY OTHERS) BLOCGNG AND SHEAT TRANSFER .. TO TOP PLATE PER CODE (DESIGN BY OTHERS) ROOF OR FLOORFRAMING (DESIGNBY OTHERS) ATTACHMENT BY OTHERS TOP PLATE PER WOE (DTSIf.71 BY OTHERS) MAX. 7!!8 SWIM (1/2' AND/ OR 3/8' PLYWD. $AIMS) AS REO'D. INSTALL BEFORE SCREWS ARE FASTENED TO THE TOP PLATE ABOVE THE _ - STRONG -WALL. SHIMS ARE PROVIDED. • SDS1/4'x8' SCREWS- _ STRONG -WW1 TABLE - DET. 12 CONNECTION 51 STRONG WALL I 12 ■ INSTALLATION INFORMATION INSTALLATION T Attach to • Do not cut the Steel Strong Wall®or enlarge existing holes. top plates or header /4 with SDS 1/4'41/2* Doing so will compromise the performance of the wall.. screws (provided). '^ • Do not use an impact wrench to tighten nuts on the »ati. anchor bolts. ' • Maximum shim thickness between the Steel Strong -Wall + Mode! -No: and top plates or header is Me" using Simpson Strong -Tie® T T • ,(in) Anchor. Number Notal Bolts of Screws ,'Wall,'.. Dial in Top Weight qty.;. (ink = of Wall ,(Ibs) SSW12x7 12 Strong-Drive®1/4'01/2 screws (SDS). For additional shim W . 2 3/4 r thicknesses, see detail 5/SSW2 on page 57. SSW15x7 15 80 3Yz 2 `J; • • Walls with 2x4 pre -attached studs may also be used in 86 , SSW18x7 18 80 3Yz 2 - 2x6 wall framing. Install the wall flush to one face of the 99 SSW21x7 21 80 3Ys 2 .:framing and add furring to the opposite side: J2 117 SSW24x7 24 80 3Yz 2 1 ' 14 ;. • Walls may be installed with solid of multi -ply headers, 12, .8511 , 331 • 2 3/4 i 4 78 ' SSW15x7..4 15 _8514. ; 3h 2 1.' 6 see detail 11/SSW2 page 58 for details.ote SSW18x7.4• •18' 85Yz 314, 2 A1 9.-1•' 104 ' '• SSW21x7.4 '21 : 85Yz • 3Yz 2 - ..11 .. 112'. 122, SSW24x7.4 24' 85Yz " , 314 2 - ;.1 14' 134 ' . SSW12x8 12 931/4 3h 2 3/4t 4 85 SSW15x8 15 931/4 3Ye 2 1'l; 6 • _ 99 SSW18x8 'STEEL STRONG PRODUCT DATA 931/4 3Yz 2 O z iq 113 SSW21x8 1 931/4 i G 2 1 ' -WALL® 132 ' SSW24x8 24 931/4 314 2 1 , �s.rr 144 Vis: 12 + Mode! -No: W •� (in) H (in) , T • ,(in) Anchor. Number Notal Bolts of Screws ,'Wall,'.. Dial in Top Weight qty.;. (ink = of Wall ,(Ibs) SSW12x7 12 80 3Yz 2 3/4 4 74 SSW15x7 15 80 3Yz 2 1l 6 86 , SSW18x7 18 80 3Yz 2 1 9 99 SSW21x7 21 80 3Ys 2 1 , J2 117 SSW24x7 24 80 3Yz 2 1 ' 14 127 SSW12x7.4 12, .8511 , 331 • 2 3/4 i 4 78 ' SSW15x7..4 15 _8514. ; 3h 2 1.' 6 91 ' SSW18x7.4• •18' 85Yz 314, 2 A1 9.-1•' 104 ' '• SSW21x7.4 '21 : 85Yz • 3Yz 2 - ..11 .. 112'. 122, SSW24x7.4 24' 85Yz " , 314 2 - ;.1 14' 134 ' . SSW12x8 12 931/4 3h 2 3/4t 4 85 SSW15x8 15 931/4 3Ye 2 1'l; 6 • _ 99 SSW18x8 18 931/4 3Yz 2 1 ` 9 113 SSW21x8 21 931/4 3Yz 2 1 ' 12 132 ' SSW24x8 24 931/4 314 2 1 , 14 144 SSW12x9. 12 1051/4 314 2 • 3/4 4 94 ' ,.SSW15x9 15,1 1051/4 3Yz 2 `1 6 110 . ' SSW18x9 "18, 1051/4 314 2 . 1 ' .9- - ..,-,125 .. SSW21x9 21'. 1051/4 3h': 2.- 1 12.:_-..147., ' SSW24x9 24..1051/4 314 , 2 1 14 `160 SSW12x10 -12 1171/4 314 2 3/4, 4 104 SSW15x10 15 1171/4 3h 2 1. 6 121 SSW18x10 1 18 1171/4 3Yz 1 2 1 . 9, • 138 SSW21x10 21 1171/4 3Yz 2 1 12 162 SSW24x10 24 1171/4 3h 2 ' 1 r 14 177 . •SSW15x11 15 1291/4- .51.4 2' 1.. _ 6 148. SSW18x11 18 1291/4 514. 2- ;1 . .9.• . - 167'' SSW21xll- .211 .1291/4 S14 2, -'1;' 12 • ,= `< 193'' SSW24x11 24' 1291/4 51h 2 •1 14 _' '209 SSW15x12 15 1411/4 5Yz 2 1 1 6 160 SSW18x12 18 1411/4 5Yz 2 ' 1 y 9 180 SSW21x12 21 1411/4 514 2 11 12 208 SSW24x12 24 1411/4 5Yz 2 1 ; 14 225 SSW18z13' .18' 1531/4 5% . ' 2. .1. ; _ 9' ' --194'" _ SSW21x13 '21': 1531/4 5.31 2 ..1 ; -12 ' '-'"2244' ' SSW24x13 . 24 A531/4-1 514. 2- 1; ' .--14 : ` f 243, n 4 Shim as w `` F# : necessary. HEADER for tight fit r CONNECTION M'a sXFr - '"• (See page 58 detail V - 11/SSW2 for multi ply 24 p header option and page 16U4 for Garage Portal System) H J • 4, . 4 •y .T lJ - DO NOT �: cut wall or enlarge . h wt existing holes z xt :.� •FR.. 4 V. 'g, 04, Place Steel Strong Wall® panel, x t over the anchor bolts and secure with heavy hex nuts (provided). Snug tight fit required, do not Q", px1i use an impact wrench. y • 11/41 wrench/socket required for 3/a' « nut `t ` . • 1%" wrench/socket required z r•" for 1' nut ° �+'�,!!R ";'.!!-WiiH- - y�']�m�,'��.��'��AF`.�+�'"'it��.�•X•rw,.•'�t �.ny '`'�-' '�a r. T".�C' .::'.4�� +�5.; ' STEEL STRONG -WALL P: 11 1 1 1 on 1 Concrete1 MATERIAL: Vertical Panel 110 gauge WALL PROFILES FINISH: Vertical Panel—Galvanized • s Pre -attached wood studs are 2x4 for walls 7'-1. Top and B_ ase Plates—Simpson Strong -Tie® gray paint f ' ; =< and 2x6 for walls 11'-13' tall.' CODES: N� 1 o ICC ES ESR 1679; I SSW12 r City of L.A. RR 25625; ` State of Florida FL5113 SSW15 SSW15 T NAMING SCHEME � � �.,:,,,_ SSW18 .. SSW18 - ,� SSW24x8 p�a� pAM • "ib iii 1 ,4,%* ply Steel Strong -Wal, 7T• L- Nominal Height SSW21 .r SSW21 «� SSW24 SSW24 Attaches easily _ r to header or top plates. t � t � µµ, 1 1, • 'jy Attach optional f blocking or framing using extra 1/4" holes < , Ya y Pre -attached wood : ,ll m studs -for easier. 3y integration into Additional 1Ya" z 4 diameter holes t framing allowed invood ,s _ Predrilled holes - stud at eachw R with grommets '�" obround hole s�.x °Y k x See page 17 f( for wiring garage -wall op based on stani installation ani r Additional w page ',6 for ne }� r Ex``, higher capaciti U a s openings for z 1 e plumbing and garage portal t £ f electrical systen Anchors with I ', SSW24x10 SSW1 Zx7 only two bolts '�•. R !': form -mounted - templates allow precise placement ' before the pour : Q Foundation design y (size and reinforcement) o' e Mixed 5 f ao by Designer SC a • STANDARD INSTALLATION GARAGE INSTALLATION Patent Pending s' I ' 10 ROBERT H., RICCIARDI ARCHITECT 75-400 Gerald Ford Drive; Suite 115 -� Palm Desert, CA 92211 _ �`C�i� 1 1 i� rte• _ 760 408-1208 Fax: 760 610-5037`x; ifta�,'y 3908 Tep;: � � •_p � � 2�. �� Dnp �, � �G' 04 el D � VA orf' D� AA i 00 0 �(Jla `/�Jl�'�/J �' ¢ i�� •- 2� q - �. � (��vqq /��t�"� 6, . 1� ol PAVE PATINO 79950 1 ANGZI:O LOT 21 PAGE NUM P, C'ATIO COVEp LA QUINTA CA, W TP, 24890-3 —fl 20' .. 2' a it � .. 14'-0° r `^ t Z .. - I CA � 75 CD . .} _ : tart _ z •I' ; - - •h, + ` j - a '. � * •.. ,. ' .. ND' 4 1 - 75 • C. = nAV� 79950 TANG 1.0 FLOOP, PIAN PAGE NUMC��p 'ATINO PATIO COM, IA QUINTA CA,. s 1,2M I'ATINO PA110 COM, 7995O TAN6�LO LA QUINTA CA. i V t �C °z 1,2M I'ATINO PA110 COM, 7995O TAN6�LO LA QUINTA CA. i t V1 O j , t 1_ � ILA 2X12 a 16" O.G. RAFTERS WAM t7ROP ROOF 5LOPE "/ Ft z .,AA HEATHER 6XI2 O RAFTERS SPAN 19'-6" `-2-2X12 M70ErT kG( �(�j �-v r 51MP50N HU212 Q EAG ROOF J015t 6X6 P05t O z v Q Q 51MP50N 6666 BASE O� Q FINISHED GRAPE TI 4" GONGRM 5LA9 u z� 0 0 0 0 i� O SECTION A SCARF-; 1/-4/?- 1?-0? r �J A�l _ L� vl�713 14 00 pD 46 2 2 3 -0 0 gip' O vl\ -R af !PATIO M PATINO 79950 TANGZLO FOOTING PP516N . PACZ NUMI3�C? COV LA QUINTA CA, 5 WV PATINO 79.950 TAN6� 0 \TIO COM, LA QUINTA CA, f00fING 17ESIGN PAGE NUM6�1? 6 . rt, i J' _ _ f� Q S 0 s < x � s o � o o� < x 19M PATINO 79950 TANCkLO p00F 12MIL PA6� NUMP� P, PATIO CMP, LA QUINTA CA. 8 o _ z 7Q 19M PATINO 79950 TANCkLO p00F 12MIL PA6� NUMP� P, PATIO CMP, LA QUINTA CA. 8 L?M PATINO 79950,fAN6�1.0 POOF 12MIL PACt NUM P, PATIO COMA, LA QUINTA CA. 9 F QN X N f o . o. 0 0 >G QN Q Q Z 1` QN _ O O L?M PATINO 79950,fAN6�1.0 POOF 12MIL PACt NUM P, PATIO COMA, LA QUINTA CA. 9 � .� ,x I 0M PATINO 79950 TANCZLO . PATIO COM, LA QUINTA CA. 512 MOn�L PAGE NUM13�1?