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BLCK (06-1121)51025 Avenida Mendoza 06-1121 P. -O. BOX 1504 78-495 CALLE TAMPICO LA- QUINTA, ,.CALIFORNIA '92253 •Application Number: 06-0000.1121 Property Add ress: 51025. AVENIDA MENDOZA APN: 773-073-012- - - Application description: WALL/FENCE Property'Zoning: VILLAGE COMMERCIAL Application valuation: 225 T -4 -ht 4 4 Q" Applicant: Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT VOICE (760) 777-7012 - FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Owner: PATRICK & MONICA ADAMS 45795 PUEBLO ROAD LA QUINTA, CA 92253 --------------------------------- Date: 3/17/06 LQPERMIT -------------------------------------------------------------------------------------------------- LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations: Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect.- _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided License Class: License No.: for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ' •Date: Contractor: _ 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 OWNER -BUILDER DECLARATION insurance carrier and policy number are: ' I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the Carrier Policy Number following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to I certify that, in the performance of the work for which this permit is issued, I shall not employ any construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the .. person in any manner so as to become subject to the workers' compensation laws of California, permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State and agree that, if I should become subject to the work• rs' compensation provisions of Section License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or 3700 of,the Labor Cod I shall fort ith complv Will those provisions. that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: Date: _ Applicant: ' 1 1 I, as owner of the property. -or my employees with wages as their sole compensation, will do the work, and YY the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND and who does the work himself or herself through his or her own employees, provided that the DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN improvements are not intended or offered for sale. If, however, the building or improvement is sold within ,SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. 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.) APPLICANT ACKNOWLEDGEMENT (_ 1 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. - IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the ' 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of conditions and restrictions set forth on this application. property who builds or improves thereon, and who contracts for the projects with a contractors) licensed 1. Each person upon whose behalf this application is made, each person at whose request and for pursuant to the Contractors' State License Law.). whose benefit work is performed under or pursuant to any permit issued as a result of this application, ( ) I am exempt under Sec. B.&P.C. fort is re on - 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 / f1y O `Date: J 'ner:2. performed under or following issuance of this permit. . 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 CONSTRUCTION LENDING AGENCY permit to cancellation. ' I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the I certify that I have read this application and state that the above information is correct. I agree to comply with all • work for which this permit is issued (Sec. 3097, Civ. C.). city and,county ordinances and state laws relating to building constructs , and h reby aut o", representatives - ' Lender's Name:illi, of's c toenterthe above-mentioned proper in echo purpose Dature (Applicant or Agent): Lender's Address I LQPERMIT ' f Application Number . . . . 06-00001121 . Permit WALL/FENCE PERMIT Additional desc - Permit.Fee 15.00 Plan Check Fee .00 - Issue Date Valuation 225' c - Expiration. Date .. 9/13/06 Qty} Unit Charge Per Extension ,. BASE FEE 15.00 -------------------- -------------------- Special Notes and Comments ------------------------------- ` ,;• ' 9 LF. 6' HIGH BLOCK WALL FOR TRASH ENCLOSURE CITY STANDARD , Fee summary Charged Paid Credited Due -- -- - PermitFee Total 15.00 - -- -- .00- ..00 ---------- ---- ----Permit 15.00 - Plan Check Total .00' 00 00 .00' Grand Total 15:00 .00 .00 15.00 LQPERMTT .. - i Bin # City of La Quinta Building u Safety Division Permit # P.O. Box. 1504, 78-495 Calle Tampico La Quinta, CA 922.53 -.(760) 777-.7012 Building Permit Application and Tracking Sheet It Jt} Owner's Name:, A / ,pj3/tis Address:893 'L/ `(. DD City, ST, Zip: g1VC#V 111104cr I - Telephone: -- 8'9_02' Project Description: Jr tSH Nc osv e: Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories: #Units: W Estimated Value of Project: OT WRITE BELOTHIS UNE HI TRACNG . PERMIT FEES ted 3 Item Amount or corrections Plan Check Deposit rson Plan Check Balance Construction Mechanical or corrections/issue Electrical ' on Plumbing S.M.I: Grading or correctio issue /( Developer Impact Fee son aZ ( A.I.P.P.. , e Total Permit Fees Project Address:— -75 AL i ' 02 A. P. Number: Legal Description: 42 8 LK AS- of SRN I R Contractor: 13 03 Ne Address: City, ST, Zip: Telephone: State L-i'c: # : City,Lic. #: Arch., Engr., Designer: Address: City, ST, Zip: • Telephone: State Lic. #: Name of Contact Person: Telephone # of Contact Person: APPLICANT: DO N # Submittal Req'd Recd lar Sets Plan Check submit Structural Calcs. Reviewed, ready f Truss Calcs. Called Contact Pe Energy Calcs. Plans. picked up Flood plain plan Plans resubmitted Grading, plan 21" Review, ready f Subcontactor List -Called Cont§ct Per Grant Deed Plans picked up • H.O.A. Approval Plans resubmitted IK HOUSE:- Review, ready f Planning Approval Called Contact Per Pub. Vks. Appr Date of permit issu School Fees It Jt} Owner's Name:, A / ,pj3/tis Address:893 'L/ `(. DD City, ST, Zip: g1VC#V 111104cr I - Telephone: -- 8'9_02' Project Description: Jr tSH Nc osv e: Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories: #Units: W Estimated Value of Project: OT WRITE BELOTHIS UNE HI TRACNG . PERMIT FEES ted 3 Item Amount or corrections Plan Check Deposit rson Plan Check Balance Construction Mechanical or corrections/issue Electrical ' on Plumbing S.M.I: Grading or correctio issue /( Developer Impact Fee son aZ ( A.I.P.P.. , e Total Permit Fees i U - $•O(,il Wbvp DiQ ,... a S LPiT r'D W 1 Re— Fevvci ej [e. rl Q K pkk SLc" ' pe d onieQeTe ev R 13 S EL Grp a-De.P 0j ALL- RD r -oz LP, &QIO,JiA 0-I eTA- CITY ` CITY ®F LA QUINTA BUILDING & SAFETY DEPT. APPROVED 9/ 72F 6)u//vT - 'l'aA-S H F"Nc L0 s Lin.E JDATE 3 I? D sy 'fr Ie/c Q P u y S EL Grp a-De.P 0j ALL- RD r -oz LP, &QIO,JiA 0-I eTA- CITY ` CITY ®F LA QUINTA BUILDING & SAFETY DEPT. APPROVED 9/ 72F 6)u//vT - 'l'aA-S H F"Nc L0 s Lin.E JDATE 3 I? D sy 'fr Ie/c TAWs • c l.eJ/rit VC-IN.ITY M/9P NO SC1191.1E5 710 (yW 4 .J// i4/; V c /CCAet c4mAfr4cl CITY OF LANTA UI + Q q,► , 3S'' BUILDING & SAFETY DEPT. APPROVED 46 00e_3 DATE Z y 15 ... :A Har 7EM.,pjc p 4.y Z Coe 5 74 leo : d7 y .1 77 sE-L,.9R 3 N-r_Q,',,o-r + t l . n .d r, ) I =!✓XI" I I;r, 'I tR b. 03r✓ tc>o+. 32, Z: A-3 ,rt" , •' 0Q` Sri, FT; Exc.SPTfor 1076 -r 1 S9V/<1NC- 4A.554 29Ar7.satFT; rl, o o . n `a OF WAU/, 'y 170'-0' STRi"ET- DR - p I, n►1/ gel• ,', • Oki' UHol y k r o I ,P • ,, o Jil F_. • ROCK . 7N OF TR .o .w 5 t• rG , Fo►3N'fA► Dray o a 4 Lt1ELL Io f1. ,..>/ Per yAcc too y4" nf►+, ,, K sv to 131 \ ADAPARKING.SIG1 .. 6 T1QE'6ev2 i Yr V LOT I .; C( ..atl 2 o QQ V ` 2,Q • F I O q' a %. ► 6.. LOT° I _ NO %A r I v 3 PI I?KIN Z. i 3 yt• • I O FF I C /RF I -- ' Olt9: V 1y , I ° PATH C:cO m o I. -T 1 one 10 PF i )\ •I I— . I_AT, W Mr -1W L I L.OT L7 s ohST. To t3 E I NIS. • . t 1 i , E ..1 ►-['ED .1,. ' / }- -'FIR., .. ( 61•o1PG / I jt '..:OF. .tG S.. t +CE I V STS i' 6'')C AAA Am(2EA) 2xl rt . SAV v p oa EC'T1:u f1 y N 'I Q SQ.uZN.. ..- STI iR W Lt✓ . 'TCS .p .r✓ . I - HIZ.. WELL. - - - / - - I O I r-.1:R.`c. tZY .7EP c or tsT - - - U-0'• I r O I ; _b'_ {, 0 3. D ISI' (--------------- — P ,SCS P M6 D 2 tYlaV E t w I jpjp i' ;XISf nitr S3t.00t WAU. 5 .+ N61GtiT 4 ,w u ' .41 - - ?aov 4PoS t _ _ Wit.........,,. _ _.... X$' x6' HIGH TRASH /00'—a~ W n mvv _ ENCLOsuRE - coNci BLOM W/SOCIO DOORS I Ju I xsl t P I I . PRINTED ON 1000N CLEARPRINT ' II 111 I I I — — I /g1_o1.1 nc--r - 3 M/ Ir UPP R F=_K, PLAt15 + hc5r,,TH AST a Lev^ -T Iona5 S 50UTH Wr✓ rt .1. /-I' I.oY15. 60 VFX -f l o r) A-^ eec'n -cl n 1 ✓✓ - (6 7 Fe) On t2Xr I t-). o u pp iZ 'e I u I n& 12x7 r -F RAH I hCG p I.-AhS H Pc, tZ SC H ta D LP UE 7R AS# eA&" I iZ too m 00 IN C-4 04 eat Imo con II Acc ssi,ar iTy ware 0 e c,5 W o r-rr -.► W f►J 2_ .G- NFR c. Nor s. i 'L •NOBS , iG T /ter s' Zled, A046s - VQ > tl°s :.13 ' LUM.►nC .. W . p c E " to E 0 (5 -- i5_- L SGT P -t G/>, i d hLL ( CP •...,,r.f T L.C, 1. X ITS ; I tai IFL MIN 2,tD FL. MkN. (2) STN E• : • — N CoNsT uc`tio v HC 'bPAOLE ' Q. oF tc>w. 2,032 Sa,FT, . C 000 R 3 sQ PT. o2'' 1 QI a IL 1L • 5T'iny Ll Pzrx c Re j > 1< _.. . LO • NN. .1w+Y •w.w•M.-l-.1w+.+•+M Mq'..Y _K...w.—.wY-nwr•.Ia. _..yp.... .•r. . S c, .00 .APPROVED BY COMMUNITY DEVELOPMENT DEPARTMENT' BY . M 0°1 S C,- DATE 3 1-7 - o EXHIBIT -118-112 &r_IoSV re_ 0A1 CASK= NO. S "' OZS t4jt tidA / 1Gr}oZo ORAWN CHECKEO DATE SCALE JOS N0. SHEET OF IT SHEETS u Building Address ✓ / FN i zit u< Mailing Address 45 I qs I Cityi`7 %ilY ZIp Contractor oLoriu 2. Address Zip 3,9 G 3 0 3 uu lile Af P.O. BOX 1504 APPLICATION ONJY 78-495 CALLE TAMPICO Z)A LA QUINTA, CALIFORNIA 92253 v I '1 1V Cn! T p ftm S BUILDING: TYPE'CIONST..JLOCC. GRP. 4-t/ ./ ig_( Lb RD A.P. Number -i _ ! 7_3 —d/ 0 - to Le Description A Iir32 ` / 222'/ . ►' t Description AL%43! tS 13V L 0 NG / / Z07' / IV - .4 Tel.. State Lic. City & Classif. Lic. If Arch., Engr., of/te-o Designer aRU/D L 14/ehOL 1-4 Address Tel. CityI Zip I State Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby afilrm that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. _SIGNATURE DATE OWNER -BUILDER DECLARATION Ihereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031 . 5,Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to 'Its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for thealleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). 1: 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, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such 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 did not build or improve for the purpose of sale.) I'I 1, as owner of the property, am exclusively contracting with licensed contractors to con. strucI the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractors) licensed pursuant to the Contractor's License Law.) 1-1 1 am exempt _under Sec. _ ?E) W B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company fl Copy is filed with the city. O Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit Is for one hundred dollars ($100) valuation or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT., If, after making this Certificate of Exemption you should, become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this per 't is iss 6 / e .3097, Code.) Lender's Name k— Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. 1 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 the above• mentioned property for inspection purposes. Signature of a0plicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT Sq. Ft. Size New Add ❑ No. No. Dw. Stories Units Alter ❑ Repair ❑ Demolition ❑ ZONE: BY: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: YPr 3I 1o3 YELLOW = APPLICANT PINK = FINANCE Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. B Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. n _ Infrastructure III AI In n h \1ILLI v 'I Cf Z TOTAL NTA REMARKS ZONE: BY: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: YPr 3I 1o3 YELLOW = APPLICANT PINK = FINANCE CERTIFICATE OF .COMPLIANCE 3 1Fl sc Desert Sands.Unified School District 47950 Dune Palms Road ¢ BERMUDA DUNES r Date 3/5/04 La Quinta, CA 92253En RANCHO MIRAGE O 'N INDIAN WELLS No. 25579 (760) 771-8515 , P LA Q°„NT y INDIO ^ At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways; residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this,time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.34 X 3,026 S.F. or $1,028.84 have been paid for the property listed above and•that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now, be issued. Fees Paid By CC/La Jolla Bank - Monica Adams Check No. 308321 Name on the check Telephone 760/559-9819 Funding Residential By Dr. Doris Wilson Superintendent F Fee collected /exempted by Sharon MCGilvrey Payment Recd go.00 a $1;028.84 Over/Under Signature NOTICE' Pursuant to Government Code Section 66020(d)(1), this will nre to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation- permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - ApplicantlReceipt Copy - Accounting ;.Q ® L . Owner Patrick & Monica Adams APN # 773-073-012 Address . 45795 Pueblo Road Jurisdiction La Quinta City Indian Wells Zip 92210 Permit # Tract # Study Area Type Commercial No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 1 & 2 51025 Avenida Mendoza 3026 Unit 6 Unit 2 Unit 7 F Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments Certs #25578 and 25579 used for CC#308321 in the amount of $3,19024' At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways; residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this,time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.34 X 3,026 S.F. or $1,028.84 have been paid for the property listed above and•that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now, be issued. Fees Paid By CC/La Jolla Bank - Monica Adams Check No. 308321 Name on the check Telephone 760/559-9819 Funding Residential By Dr. Doris Wilson Superintendent F Fee collected /exempted by Sharon MCGilvrey Payment Recd go.00 a $1;028.84 Over/Under Signature NOTICE' Pursuant to Government Code Section 66020(d)(1), this will nre to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation- permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - ApplicantlReceipt Copy - Accounting ""'UNG ENGINEERING SER VICES s Engineering •Arc•hitecture•Surveying• Building & Safety Services Letter of, Transmittal To:y Date: l_Pq_© Project: S l , 02 .A Q`t'y, e2 Attn: PC#: 3OFs -03.3 Tel No.: Tract No.: F We are forwarding: By Messenger By Mail Four Pickup No. of Copies Description: 1 g R Comments: This Material Sent for: Your Files Per Your Request Your Review Approval Checking At the request of - Other By: Phone # .'7-80=1 Wildcat Drive, Suite C, Plain Desert, CA 92211'(1760) 360-5717'0 Broin_ Young CITY OF LA,,QUINTA SUB -CONTRACTOR LIST l JOB ADDRESS S1''OZS AyEN1PA MENDOZA PERMIT NUMBERS —OWNER ?AYMICIC'.. + MoNr-A ADAMS BUILDER TATI IC( ADg0,►5 This form shall be posted on the job with the Building Inspection Card at ani times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance' of building permit. For each applicable trade, all information reouested below must be comrleted by annlicant. "On FiIP° is not an arrPntahlP rPsnnnsa Trade / Classification..::Contractor State.:Contractor's License7717 Workers Com en§ation Insurance.''.. in Cit .Bus ess License , Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xxixx/xx) Carrier Name . (e.g. State Fund,, Policy Number (Format Varies) Exp. Date (xx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) EARTHWORK (C-121 % /ck- h4f"SS CCalComp) % / /-(SND 17V4_1 0-039ya-oly CONCRETE (C-8) .:.. I TIZLC c j 1Ail'l S'TgT Fuhla 174%1610-6 6 I FRAMING (C-5) ,'; F}TR1c 1Cii1RM S STRUCT. STEEL•(C-51) • ti 7V MASONRY (C-29) r/?/ e PLUMBING (C-36) LATH; PLASTER (C.=35) -' S DRYWALL (C-9)1 AMS i ' HVAC (C-20):;:-:.:-... TI -r EIRAU -AZ 414mD.N O 0 ne-T ( % y .a D S % - 03 o G 6i - ELECTRICAL (C-10) : — lt✓Lc • f -)T _ rUrQ7 f ( LO -O 3 - ,2- ROOFING, (C-39)'::. :``" . PATRItk PkDAA& _ SHEET METAL (C43). ATILIC C 171 FLOORING (C-15) AT►'(;lC DPkMS I GLAZING (C-17ii stu tAS1J -+WIWb L' I f% LL9-09 _31ATE TUND. /aJ - 2.003 INSULATION (C-21 f CDA ►1 Sig I "' '- N _ SEWAGE DISP, (C-42) PAINTING (C-33) CERAMIC TILE (C-54) Tporiltdc NbAW►S CAMNIETS (C-6) p i(LL CiC AQ Rv S FENCING (C-13) . :. LANDSCAPING (C-27) IF1TRlCLG U AMS POOL (C-53) 7__ a CALIFORNIA .. °EQ nt►AENT oI FORfsT"y RIVERSIDE COUNTY TIRE DEPARTMENT aoa E RE PROiEC I/pN\ c rf7 In cooperation with the Tom Tisdale Fire Chief Proudly serving the Unincorporated Areas of Riverside County and the Cities of - Banning Beaumont Calimesa Canyon Lake Coachella Desert Hot Springs ❖ Indian Wells Indio Lake Elsinore La Quinta Moreno Valley Palm Desert Perris >' Rancho Mirage 44. - San Jacinto Temecula Board of Supervisors Bob Buster, District,l John Tavaglione, District 2 Jim Venable, District 3 Roy Wilson, District 4 Marion Ashley, District 5 Tom Tisdale Fire Chief Proudly serving the unincorporated areas of Riverside County and the Cities of: Banning .;. Beaumont g. Cahmesa 4. Canyon Lake q. Coachella 4. Desert Hot Springs 4. Indian Wells 4 - Indio Lake Elsinore La Quinta Moreno Valley 4. Palm Desert g. Perris Rancho Mirage 4. San Jacinto r. Temecula Board of Supervisors Bob Buster, District I John Tavaglione, District 2 Jim Venable,. District 3 Roy Wilson, District 4 Marion Ashley District 5 RIVERSIDE COUNTY FIRE DEPARTMENT In cooperation with the California Department of Forestry and Fire Protection 82-675 Highway 111, 2nd Fl., Indio, CA 92201 . (760) 863-8886 . Fax (760) 863-7072 December 31, 2003 Charles D. Garland 74-854 Velie Way, Ste. 5 Palm Desert, CA 92260 Re: Non -Structural Building Plan Review LAQ-03-BP-104 / 51-025 Avd. Mendoza Fire Department personnel have reviewed and approved the plans you submitted for the above referenced project. Please be advised the following conditions apply as a part of the conditions for the issuance of a building permit. 1) Fire Department approval is based upon the 2001 CBC requirements for Group B occupancies. It is prohibited to use, process or store any materials in the occupancy that would classify it as a Group H occupancy per Sec. 307 of the 2001 CBC. 2) The Fire Department is required to set a minimum fire flow for the remodel or construction of all commercial buildings using the procedure established in the 2001 CFC. A fire flow of 1,750 gpm for a 2 -hour duration at 20 psi residual operating pressure must be available before any combustible material is placed on the job site. 3) The required fire flow shall be available from a Super hydrant(s) (6"x 4" x 21/2" x 21/2") located not less than 25' or more than 165' from any portion of the building(s) as measured along approved .vehicular travel ways. 4) Prior to the issuance of a building permit, applicant(developer shall furnish one blueline copy of the water system plans to the Fire Department for review. Plans shall conform to the fire hydrant types, location and spacing, and the system shall meet the fire flow requirements. Plans must be signed by a registered Civil Engineer and/or the local water company with the following certification: "I certify that the design of the water system is in accordance with the requirements prescribed by the Riverside County Fire Department". 5) For Group B occupancy - Install Knox Key Lock box, Model 3200, mounted per recommended standard of the Knox Company. If the building/facility is protected with a fire alarm system or burglar alarm system, the lock boxes will require. "tamper" monitoring. Special forms are available from this office for the ordering of the Key Switch, this form must be authorized and signed by this office for the correctly coded system to be purchased. 6) All egress doors shall comply with CBC Sec. 1003.3.1.8 for proper door hardware. 7) Install portable fire extinguishers per Title 19, but not less than 2A10BC in rating. Contact certified extinguisher company for proper placement of equipment. 8) Approved building address shall be placed in such a position as to be plainly visible and legible from the street and rear access if applicable. Building address numbersshall be a minimum of 12" for building(s) up to 25' in height, and 24" in height for building(s) exceeding 25' in height. Minimum of 6" lettering is required for suite identification. In multi -tenant buildings, businesses shall post the business name and suite number on back doors as well as the front. Suite numbers or letters must be a minimum of 6" in height. All addressing must be legible and of a contrasting color with the background. EMERGENCY SERVICES DIVISION • PLANNING SECTION • INDIO OFFICE 82-675 Highway 111, 2^a FI., Indio. CA 92201 • (760) 863-8886 • Fax (760) 863-7072 Please contact the Fire Department Planning & Engineering staff for final inspection prior to occupancy. Applicantrinstaller shall be responsible to contact the Fire Department to schedule inspections. Requests for: inspections are to be made at least 24 hours in advance and may be arranged by calling (760) 863-8886. All questions regarding the meaning of these conditions should be referred to the Fire Department Punning & Engineering staff at (760) 863-8886. Sincerely, FRANK KAWASAKI Chief Fire Department Planner By Walter Brandes Fire Safety Specialist Cc: City of_La Quinta Bui1di5g Dept^ CVWD K%PEMP Dually QUkftTRWECTM&Nrp PC"O-03-ev-104.aoe Tit P.O. Box 1504 78-49'5 CALLE TAMPLCO '(760) 777-7000 OFtip LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7101 September 24, 2003 Patrick_ and Monica Adams 45795 Pueblo Road Indian Wells, CA 92210 SUBJECT: Planning Commission Action; Village Use Permit 2003-018 Two-Story Office/Residential Building .at 51025 Avenida Dear .Mr. & Mr.'s Adams: This is to notify you, that on September 23,. 2003, the La Quinta ,Planning Commission, by a 4,- 0 decision; did. grant approval of the subject-item by-adoption of Resolution 2003-075. This action was taken subject to staff recommended conditions, as modified by the Planning Commission. The attached revised conditions constitute the final action of.the Planning-Commission, unless an appeal. is filed: This decision may be appealed to . the City Council, provided the necessary. paperwork and filing fee of $175.00 are filed with this office within 15 days of the date of the. project approval. Should.you have any questions regarding this information, please do not hesitate to contact me' at 760-777-7069. Very truly yours, JERRY HERMAN COMMUNITY DEVELOPMENT DIRECTOR Wallace Nesbit Associate Planner WN/wn ; Enclosure c: {/uilding, and Safety Department Public Works Department N A PLANNING COMMISSION RESOLUTION 2003-075 EXHIBIT „A"... CONDITIONS OF APPROVAL - ADOPTED _ VILLAGE USE PERMIT 2003-018' PATRICK AND .MONICA ADAMS SEPTEMBER 23, 2003 GENERAL CONDITIONS OF APPROVAL 1: Village Use Permit 2003-018 (VUP 2003-01.8) shall be developed in compliance with these conditions and all approved site plan, :elevation, color, materials and other approved exhibits submitted for this application, and any subsequent amendment(s). In the event of, any conflicts, these conditions shall take precedence. 2. This approval shall expire one year after its effective date, as determined pursuant to Section 9.200.060.C. of the. Zoning Code, unless extended . pursuant to the provisions of Section 9.200.080. 3. The applicant agrees to defend, indemnify, and hold harmless the City of La Quinta (the "City"), its agents, officers and'. employeesfrom any claim, action or proceeding to attack, set aside, void, or: annul the approval of this development application or any application thereunder. The City shall have sole discretion in selecting its defense counsel.- The ounsel: The City shallpromptly notify the developer of any claim, action or proceeding and shall cooperate fully in the defense. 4. Prior. to the issuance of a grading, construction or. building . permit, the applicant shall obtain permits and/or clearances from the following public agencies: • Riverside County Fire Marshal • La Quinta Building and Safety :Department La Quinta Public Works Department (Grading/ Improvement/Encroachment Permits) La Quinta Community Development. Department • Riverside County Environmental Health Department • Desert Sands Unified School District • Coachella Valley Water District (CVWD) • Southern California Gas Company • Imperial Irrigation District (IfD) California Water .Quality Control Board (CWQCB) Waste Management of the Desert The applicant is responsible. for any requirements of the permits or clearances from those jurisdictions. If -the requirements include 'approval .of improvement . Planning Commission Resolution 2003- - Village Use Permit 2003-018 Conditions of.Approval - RECOMMENDED September 23, 2003 plans, applicant shall furnish proof of said approvals prior to. obtaining City approval of the plans.' 5. The applicant shall comply with applicable provisions of the City's NPDES stormwater discharge permit, Sections. 8.70.0.10 et seq. (Stormwatee . Management and Discharge Controls) and 13.24.170 (Clean Air/Clean Water), LQMC;. Riverside County Ordinance No. 457;' and the State _Water Resources Control Board's. Order No. 99 -08 -DW Q. For construction. activities. including clearing, grading or excavation. of land, which disturbs less than 5 acres, the Permitee shall -be governed • by the provisions of U. B..C. § 3316; A. A. All erosion and sediment control BMPs proposed by the applicant shall be approved by the City Engineer prior to a.ny onsite.o.r offsite grading, . pursuant to this project. B. The approved BMPs shall remain in effect .for, the entire duration of project construction until all improvements' are completed, and accepted by the City. „ 6. Handicap access and facilities shall. be. provided in accordance with Federal (ADA), State..and local requirements. Handicap accessible parking -shall generally conform to the approved exhibits' for VUP 2003-018. 7. All parking area civil plans and improvements shall be developed in accordance.. with the standards set forth in applicable portions of Section 9.150.080 of the Zoning Code. PROPERTY RIGHTS 8. Prior to issuance of. any permit(s),, the -applicant shall acquire or confer - easements and other property rights necessary for the. construction or proper functioning of the proposed development. Conferred rights shall include irrevocable offers to dedicate. -or grant access easements to the •City for emergency services and for maintenance, construction and reconstruction of essential improvements. 9. The applicant shall. offer for dedication, those easements necessary for the placement of, and access to,' util.ity lines and structures,' drainage. basins, mailbox clusters, and common areas shown on the Village Use Permit. Y Planning Commission Resolution 2003 Village Use Permit 2003-018 Conditions of Approval - RECOMMENDED September 23, 2003 10. Direct vehicular access te Avenida Mendepa from any portion of. the site with frontage along Avenida Mendoza and Ca//e Tampico is restricted,. except for those access points identified on the approved site plan, or as otherwise conditioned in these conditions of approval. 11. The applicant shall furnish proof of easements or written, permission, as appropriate, from owners of any abutting properties on 'which grading,. retaining wall construction, permanent slopes, or other.. encroachments are to occur. 12.. The applicant shall cause no easements to be granted, or recorded, over any portion of the subject property, between the date of approval of this Village Use Permit and the date of final acceptance of the on site and off-site improvements for this Village Use Permit, unless such easements are approved by the City Engineer. IMPROVEMENT PLANS As used throughout these conditions of approval,, professional titles such as, "surveyor", and "architect" refer to persons currently certified or. licensed to practice their respective professions in the State of California. 1.3. Improvement plans shall. be prepared by or ` under the direct supervision of qualified engineers and/or architects, as appropriate, and .shall comply with . the provisions of Section 13.24.040 (Improvement Plans), LQMC. 1.4. The following improvement plans shall be prepared and submitted for review and approval by the City.. A separate set of plans for each line item specified below shall be prepared. The plans shall utilize' the minimum scale specified, unless. otherwise authorized by the City Engineer in writing. Plans. may be prepared at a larger scale if additional detail or plan clarity is desired.. Note: the applicant may be required to prepare .other improvement plans not Listed here pursuant to improvements required by other agencies and utility purveyors. A. Site Development Plan: 1 30' Horizontal Other engineered improvement plans prepared for City approval that are not listed above shall be prepared in formats approved. by the City Engineer prior to commencing 'plan preparation. Y Planning Commission Resolution 2003 - Village Use Permit 2003-018 Conditions of Approval - RECOMMENDED September 23, 2003 . f "Site Development" plans shall normally include all on-site surface improvements, including but not necessarily limited to, finish grades for curbs and gutters, sidewalks, building floor elevations, parking lot improvements and ADA requirements. for the parking lot and access to the building, and show the existing street improvements, out to .at least the center lines of adjacent existing streets. 15. The City r maintains standard plans, details and/or. construction notes for elements of construction.. For a fee, established by City resolution; the applicant. may acquire standard plans, construction notes and/or detail sheets from. the City. . 16. The applicant shall furnish a complete set of -the AutoCAD files of all approved improvement plans on a storage media acceptable to' the City Engineer. 'The, files shall be saved in a standard, AutoCAD format so they may be fully retrievable through a basic AutoCAD program. At the completion of construction, and prior to the final acceptance of -the improvements by the City, the applicant shall update the AutoCAD files in order to reflect the as -built conditions. Where the improvement plans were not produced in a standard AutoCAD format, 'or a file format that can be converted to an AutoCAD format, the City Engineer will accept raster -image files of the plans FIRE PROTECTION 17. Specific fire protection requirements will be determined when final building plans are submitted for review.. Final conditions will be addressed when building plans are submitted. A plan check fee must -be paid to the 'Fire Department at the time building plans are submitted. The following conditions are requested for VUP 2003-01.8: A. Approved super fire hydrants, shall be located . not less than 25 'feet nor more than '165 feet from any portion of the buildings as measured along vehicular travel ways. B. Blue dot reflectors shall be placed in the street 8 inches from centerline to the side that the fire hydrant is on, to identify fire hydrant locations. C. Fire Department connections shall be not less.than 25. feet nor more than . 50 feet from. a fire hydrant and shall be located. on the street side of the buildings, and shall be located at the main street access to the building. Planning Commission Resolution 2003 Village Use Permit 2003-018 Conditions of Approval -RECOMMENDED September 23, 2003 D. The water mains shall be capable "of providing a potential fire. flow of. ' 1500 gpm and the. actual fire flow from any hydrant shall be 1500 gpm for a 2 -hour duration at 20'%psi residual operating pressure. E. Building plans shall be submitted to the Fire Department .for plan .review. to run concurrent with the City plan check. F. Water plans for the fire protection system_ (fire hydrants, fdc, etc.) shall be submitted to the Fire Department for approval prior 'to issuance of a. building permit. G.' The required water. system, including fire hydrants, shall be installed and accepted -by-the appropriate water agency prior to any combustible building material being placed on an individual lot. H. Fire Department street access shall come. to within • 150 feet of .all portions of the 15L floor of all 'buildings,. by path of exterior. travel. I. Any commercial. operation that produces grease -laden- vapors will: require a Hood/duct system for fire protection. (restaurants, drive-through, etc.). 13"6" eleEiF and tffiebSffueted. K. Install. a, KNOX key. box on each commercial. suite. (Contact the fire+ department for an application). L. Install portable fire extinguishers.as required by the California Fire Code. GRADING 18: Prior to occupancy of the project site for any construction, or other purposes, the applicant shall obtain a grading permit approved by the City Engineer. 19. To obtain an. approved *grading permit, -the applicant shall, submit and obtain approval of all of the following: A. A grading plan prepared by a qualified engineer or architect, B. A preliminary. geotechnical ( "soils';) . report 'prepared by a qualified engineer, and Planning Commission Resolution 2003 - Village Use Permit 2003-018 Conditions of Approval - RECOMMENDED September 23, 2003 C. A Fugitive .Dust Control Plan prepared in accordance with Chapter 6. 16, (Fugitive Dust Control), LQMC. D. An approved Best Management Plan that. include storm water pollution prevention and erosion control plans; prepared by a qualified engineer. All grading shall conform to the recommendations contained in the Preliminary Soils Report, and shall be certified as being adequate by a soils engineer, or by an engineering. geologist. The applicant shall furnish security, in a form .acceptable to the City, and 'in an', amount sufficient .to guarantee compliance with the approved Fugitive Dust Control Plan provisions as submitted with its application for a grading permit.. 20. The applicant shall maintain all open graded, undeveloped land to prevent. wind- and water erosion of soils.. All such land shall be planted with interim landscaping or provided With other erosion control measures as approved by the Public Works Departments under the Fugitive Dust Control'Plan. 21. Prior to ' issuance of the main building permit, the applicant shall provide a lot pad certification, stamped and signed by qualified engineers or surveyor. DRAINAGE 22. Nuisance water shall be retained onsite and disposed of via an underground percolation improvement approved by the City Engineer. UTILITIES 23. The applicant shall obtain the approval of the City Engineer for the location of all utility lines within the.right of way and all above -ground utility structures including, but not limited. to, traffic signal cabinets, electrical vaults, water'- valves, atervalves, and telephone stands; to ensure optimum placement for practical and aesthetic purposes. 24. Underground utilities shall be installed- prior to overlying- hardscape. For installation of utilities in existing, improved streets, the applicant shall comply with trench restoration requirements maintained or required by the City Engineer. The applicant shall provide certified reports of all utility trench compaction for approval.of the City Engineer. Planning Commission Resolution 2003 - Village Use Permit 2003-018 Conditions of Approval _ RECOMMENDED September 23, 2003 STREET AND TRAFFIC. IMPROVEMENTS 25. The applicant shall construct a. 6 -foot wide sidewalk along the frontage of Avenida Mendoza from the corner of Calle Tampico, and Avenida Mendoza to the .south project boundary, and conform to City adopted. standards, supplemental drawings and specifications, or as approved by -the City, Enw gineer. Improvement plans for parking and sidealk.areas shall be stamped and signed by qualified engineers. 26. The driveway. approach on Avenida Mendoza shall be per Riverside Standard No. 207 as modified for ADA compliance. Alternatively, -the latest APWA Standard Plan .No. 1.10-0 may be utilized if approved by the City Engineer. 27. Improvements shall be designed and constructed in accordance with City.' adopted standards. PARKING LOTS AND ACCESS POINTS 28. The design of -parking facilities . shall conform to LQMC Chapter 9.150 (Parking) and the latest ADA standards and policies. 29..- The wheelchair ramps in the parking lots shall not encroach 'into the vehicular traffic lanes. . LANDSCAPING .30. Landscape areas shall have permanent irrigation improvements meeting the requirements .of the City Engineer. -Use of lawn.'shall be minimized, with no lawn or spray irrigation within 18 inches of curbs along public streets. 31 On-site landscape, landscape lighting and irrigation plans shall be. submitted for approval by the Community Development Department. Plans shall be in' substantial conformance with the conceptual 'landscaping. as 'approved for the project by Planning Commission.' When plan. checking is complete, the applicant shall obtain the signatures of CVWD and the Riverside County Agricultural Commissioner prior to submitting for final acceptance by the Community Development. Department. QUALITY ASSURANCE 32. The applicant. shall employ. construction quality -assurance. measures which meet the approval of the City Engineer. Planning Commission Resolution 2003 - Village Use Permit 2003-018 Conditions of Approval - RECOMMENDED September 23_2003 .33.. The applicant shall. employ or retain qualified ' engineers, surveyors, or other appropriate professionals as are required to provide the expertise with which to prepare and sign accurate record drawings, and to provide adequate construction supervision. 34. The applicant shall -areange for, and bear the cost. of, all measurement; sampling and testing procedures not' included in the City's inspection program but required by the City as evidence that construction materials and methods employed comply with plans, specifications and other applicable regulations. /35. Upon completion of construction, the applicant shall furnish the :City with reproducible record drawings of all improvement plans which were approved by the City. Each sheet shall be clearly marked "Record Drawing," "As -Built" or "As -:Constructed" and shall be stamped and signed by the engineer , or surveyor certifying to the accuracy -and completeness of the. drawings. The applicant shall have all AutoCAD or raster -image files previously, submitted to the City revised to reflect.the as -built conditions. FEES AND DEPOSITS 36.. The applicant shall pay the ,City's. established fees for plan checking and construction inspection. Fee amounts shall be those in effect when the applicant makes application for plan checking and permits. 37. Provisions shall be made to .comply with the terms and requirements of the City's adopted Art in Public Places program in effect at the time of issuance of building permits. 38. Permit(s) issued under this approval shall be subject to the provisions of the Development Impact Fee program in effect at the time. said permits) are issued. MISCELLANEOUS 39. The applicant shall submit a detailed project area lighting plan. All pole - mounted light standards shall conform to lighting standards as in effect when plans are reviewed. Under canopy lighting for building areas shall incorporate flush lens caps or similar recessed ceiling lighting. The lighting plan shall be submitted for review at the time construction plan check.for.the permanent building permit is made to. Building'and Safety. Planning Commission Resolution 2003 Village Use. Permit 2003-018 Conditions of Approval -RECOMMENDED _ September 23, 2003 40. A comprehensive sign program shall be submitted for review and approval by the Planning ,Commission prior to establishment of any individual tenant -sign ' s for the project. Provisions of the sign program shall, be in compliance wit applicable sections of. Chapter 9.160 of the Zoning Code, 41. All roof -mounted mechanical equipment must be internal to the roof design, or screened as an integral part of the roof structure, in a manner so as not to be visible from surrounding properties and streets. Working drawings showing all such equipment and locations shall be submitted to the Building and Safety Department along with the construction plan submittal for building permits. The method and design must be approved by the Community . Development Department, prior to any issuance of the main structural building permit. 42. The building plans submitted for plan check. shall incorporate the following revisions: A. The dutch -gable roof treatment on the elevation shall be revised. to match the existing roof (e. -g. a hip roof design). BI., Dormer vents shall be replaced with a more compatible roof venting design. C. Add architectural detailing to the north and east stairwell facades, to reduce the wall mass and provide more overall design continuity. D. Roof tile is to be' one-piece: random mudded clay. E. Exterior stucco shall be a smooth finish. F. Windows.in the upper and lower building levels shall be tFue divided , and sh match between the upper and lower trim. 43. Prior to .issuance of a building permit, a detailed landscaping and lighting plan shall be submitted, for ALRC and Planning Commission. review, to better illustrate the landscape materials to be used on' the site, with their location, quantities and size. Lighting shall include any building mounted exterior, lighting, parking area,. landscaping, fountain .and walkway lighting. 44. The south parking area spaces shall be covered with 'a permanent carport structure. Details shall be submitted with the building plan check submittal, and shall be shown on any civil drawings submitted for plan check. re k P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 September 11, 2003 Patrick and Monica Adams 45795 Pueblo Road Indian Wells, CA 92210 SUBJECT:. . ALRC Action; Village Use Permit 2003-018 Dear Mr:/Mr.'s Adams.: (760) 777-7000 FAX (760) 777-7101 This is to formally notify you that on September 3, 2003, the Architecture and Landscape Review Committee (ALRC) did recommend to the Planning Commission approval of the subject item, by adoption of Minute Motion 2003-039. This action was taken subject to the following recommendations of the ALRC: 1. The dutch -gable roof -treatment on the elevation is to be revised to match the existing roof (e.g. a hip roof design). 2. Dormer vents shall be replaced with a more compatible roof venting design.- 3. esign: 3. Add architectural detailing to the south and west stairwell facades, to reduce the wall mass and provide more overall design continuity. 4. Roof the is to be one-piece random mudded clay. 5. Exterior stucco shall be.a smooth finish: 6. Windows in the upper and lower building levels shall be true'divided light patterns, and shall match between the upper and lower trim. 7. Prior to issuance of a building permit, a detailed landscaping and lighting plan shall be submitted, for ALRC and Planning Commission review, . to better illustrate the landscape materials to be used on the site, with their location, quantities and size.. Lighting shall include .any building mounted exterior lighting, parking area, landscaping, fountain and walkway lighting. These recommendations will be forwarded to the Planning Commission as approval conditions, and will likely affect your current plan check. 4 Please be advised that this project is'scheduled for Planning Commission review on September 23, 2003, at 7:00 p.m. in the La Quinta City Council Chambers. Your attendance is required to answer any questions that the Planning Commission may have on the project. Should you have any questions regarding this information, please do not hesitate to contact me -at 777-7069. Very truly yours, JERRY HERMAN COMMUNITY DEVELOPMENT DIRECTOR Wallace'Nesbit Associate Planner W N/wn Encl. c: Buil.ding__and.Safety_Department 1° 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 GEOTECHNICAL INVESTIGATION PROPOSED COMMERCIAL/OFFICE BUILDING " SWC CALLE TAMPICO & AVENIDA MENDOZA LA QUINTA, CALIFORNIA x:4°3. ,: • { ' Sla dden Engineering. . ' 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 ' 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 October 27, 2003 Project No. 544-3429 ' ..03-10-693 Mr. Patrick Adams 45-795 Pueblo Road Indian Wells, California 92210 Project: Proposed Commercial/Office Building ' SWC Calle Tampico & Avenida Mendoza La Quinta, California Subject: Geotechnical Investigations Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed commercial/office building to be located on the southwest corner of Calle Tampico and Avenida Mendoza in the City of La Quinta, California. The -investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed commercial structure and the related site improvements.. , This report presents the results of our field investigation and laboratory testing along with. conclusions and recommendations for foundation design and site preparation. This report completes our original scope'of services as outlined within our proposal dated September 10, 2003. We appreciate -the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned Respectfully submitted, SLADDEN ENGI E ING y QPpFESSlplV, AND h' 2 c Brett L. Anderson . m m r ' Principal Engineerw. cz. No. C 453891 i a" Exp. 9/30106 '• , S , CIVIL P \P .•"r. SER/pc FOFCAL\ 0 ' Copies: 4/1\4r. Patrick Adams t Sladden Eneineerine GEOTECHNICAL INVESTIGATION PROPOSED COMMERCIAL/OFFICE BUILDING SWC CALLE TAMPICO & AVENIDA MENDOZA LA QUINTA, CALIFORNIA October 27, 2003 TABLE OF CONTENTS INTRODUCTION...............................:....................................................................................... 1 SCOPEOF WORK............:........................................................................................................ 1 PROJECTDESCRIPTION..............................:......................................................................... 1 SUBSURFACE CONDITIONS................................................................................................. 2 CONCLUSIONS AND RECOMMENDATIONS...................................................................... 2 FoundationDesign.............................................................................................................. 3 Settlements.............................................:...................................................,........................ 3 LateralDesign....................................................................................:................................ 3 RetainingWalls .......................................... :................... :.................................................... 4 ExpansiveSoils.................................................................................................................... 4 ConcreteSlabs-on-Grade..............:...................................................................................... 4 SolubleSulfates...........:..................................................................:..........:.........:................ 4 Tentative Pavement Design...! ............................ :.......:........:........................:...................... 4 Shrinkageand Subsidence.................................................................................................. 5 General Site Grading........................................................:. 1. Clearing and Grubbing.......................::.......................:..........:....................I............. 5 2. Preparation of Building and Foundation Areas ...................................................... 5 3. Preparation of Surfaces to Receive Compacted Fill ................................................ 5 4. Placement of Compacted Fill.....................:.............................................................. 5 5. Preparation of Slab and Paving Areas..................................................................... 6 6. Testing and Inspection ........................................... :.................................................. 6 GENERAL............:...................................................................................................................... 6 APPENDIX A - Site Plan and Boring Logs Field Exploration APPENDIX B - Laboratory Testing Laboratory Test Results APPENDIX C - 1997 UBC Seismic Design Criteria T October 27, 2003 -1- Project No. 544-3429 ' 03-10-693 INTRODUCTION This report presents the results of our Geotechnical Investigation performed in order to provide recommendations for site preparation and the design and construction of the foundations for the proposed commercial/office building. The project site is located on,the southwest corner of Calle Tampico and Avenida Mendoza in the City of La Quinta, California. The preliminary plans indicate that the proposed project will include a commercial building and various associated site improvements. The associated .site improvements are expected to include paved driveways and parking lots, concrete walkways, landscape areas and various underground utilities. SCOPE OF WORK ' The purpose of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, engineering analysis ' and the preparation of this report. Evaluation of environmental issues or hazardous wastes was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We make no other warranty, either express or implied. PROJECT DESCRIPTION The project site is located on the southwest corner of Calle Tampico and Avenida Mendoza in the City of La Quinta, California. The project site consists of a rectangular shaped parcel that is presently vacant. The preliminary plans indicate that the project will include a commercial/office building along with various associated site improvements. It is our understanding that the proposed commercial structure will be of relatively lightweight wodd-frame or reinforced masonry construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The associated site improvements willinclude paved driveways and parking areas, concrete walkways, landscape areas and various underground utilities. The project site is presently vacant and the ground surface is covered with sparse short grass and weeds. The site and adjacent properties are fairly level throughout. Calle Tampico and Avenida Mendoza are paved adjacent to the site. There are existing overhead and underground utilities. along the adjacent streets and property lines. There is an existing residence south of the site and an existing commercial building west of the site. Based upon our previous experience with lightweight wood -frame structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than to 3.0 kips per linear foot. A ' site plan provided by the client was utilized for our investigation. Grading is expected to include relatively minor cuts and fills to match the nearby elevations and to construct a slightly elevated building pad to accommodate site drainage. This does not include removal and recompaction of the ' foundation bearing soils within the building areas. If the anticipated foundation loading or site grading varies substantially from that assumed; the recommendations included in this report should. be reevaluated. Sladden Eneineerinp October 27, 2003 -2 Project No. 544-3429 ' 03-10-693 SUBSURFACE CONDITIONS The near surface soils observed within our borings consist primarily of fine-grained sandy silts and ' clayey silts. The site soils were fairly consistent in composition and stratigraphy within our borings. In general, the site soils appeared somewhat loose throughout the depth of our borings but laboratory test results and sampler penetration resistance (as measured by field blowcounts), suggest that the site soils become somewhat firmer with depth. Relatively undisturbed samples indicated dry density varying from 84 to 102 pcf. The site soils were found to be somewhat dry throughout the depth of our borings. Moisture content varying from 3.6 to 16.3 percent was ' determined for the samples obtained. Laboratory classification testing indicates that the near surface soils consist primarily of a somewhat inconsistent combination of sandy clayey silts. Expansion testing indicates that the majority of the ' near surface soils are considered moderately expansive and fall within the "low" expansion category in accordance with the Uniform Building Code classification system. Consolidation testing indicates that the near surface sandy silts are potentially compressible and may be susceptible to ' hydroconsolidation and/or compression related settlements. Groundwater was not encountered within our borings that extended to a maximum depth of ' approximately 50 feet below the existing ground surface' Groundwater should not be a factor in foundation design or construction. CONCLUSIONS AND RECOMMENDATIONS Based upon our field and laboratory investigation, it is our opinion that the proposed commercial development is feasible from a soil mechanic's standpoint provided that the recommendations ' included in this report are considered in building foundation design and site preparation. Due to the somewhat loose and compressible conditions of the near surface soils, remedial grading including overexcavation and recompaction is recommended for the proposed building areas. We recommend that remedial grading within the proposed building areas include overexcavation and recompaction of the primary foundation bearing soils. Specific recommendations for site preparation are presented in the Site Grading section of this report. ' Groundwater was not encountered within our borings that extended to a depth of approximately 31 feet below the existing ground surface. Due to the depth to groundwater, specific liquefaction analyses were not performed. Based upon the depth to groundwater the potential for liquefaction and the related surficial affects of liquefaction impacting the site are considered negligible. The site is located within an active seismic area of Southern California within approximately 12.7 kilometers of the San Andreas Fault system. Strong ground motion resulting from earthquake ' activity along the nearby San Andreas or San Jacinto fault systems is likely to impact the site during the anticipated lifetime of the structure. Structures should be designed by professionals familiar with the geologic and seismic setting of the site. As a minimum, structure design should conform to Uniform Building Code (UBC) requirements for Seismic Zone 4. Pertinent seismic design criteria as outlined in the 1997 UBC, is summarized in Appendix C of this report. October 27, 2003 -3- Project No. 544-3429 ' 03-10-693 ' Caving did occur to varying degrees within each of our exploratory borings and the surface soils may be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the ' materials encountered, we anticipate that'the subsoils will conform to those described by CalOSHA as Type B or C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The majority of the surface soils encountered during our investigation were found to be generally non -expansive. Laboratory testing indicated an Expansion Index of 26 for the near surface sandy silts which correspond with the "low" expansion category in accordance with UBC Standard 18-2. If imported soils are to be used during grading, they should have an Expansion Index of less than 20. The following recommendations present more detailed design criteria, which have been developed on the basis of our field and laboratory investigation. 1f Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly ' compacted soil may be expected to provide satisfactory support for the proposed commercial structure. Overexcavation and recompaction should be performed as described in the Site Grading Section of this report. ' Footings should extend at least 18 inches beneath lowest adjacent grade. Isolated square or rectangular footings at least 2 feet square may be designed using an allowable bearing value of 1800 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing value of 1500 pounds per square foot. Allowable increases of 200 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 2500 psf. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. ' Care should be taken to see that bearing soils are not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the building areas should be rapid and complete. ' The recommendations made in the preceding paragraphs are based on the assumption that all footings will be supported upon properly compacted soil. All grading shall be performed under the testing and inspection of the Soils Engineer or his representative. Prior to the ' placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements may result from the anticipated foundation loads. These ' estimated ultimate settlements are calculated to be a maximum of 1 inch when using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement. Lateral Design: Resistance to lateral loads may be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of ' the foundations. A coefficient of friction of 0.42 between soil and concrete may be used with dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native soils. Sladden Enzineerinz r, October 27, 2003 -4- Project No. 544-3429 ' 03-10-693 Passive earth pressure should be ignored within the upper 1 foot except where confined (such ' as beneath a floor slab). When used in combination either the passive resistance or the coefficient of friction should be reduced by one-third. ' Retaining Walls= Retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soils with level ' free -draining backfill conditions. For walls that are restrained, "at rest" pressures should be utilized in design. At rest ' pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soils with level free -draining backfill conditions. Expansive Soils: Due to the prominence of slightly expansive soils on the site, special ' expansive soil design criteria should not be a controlling factor in the design of foundations and concrete slabs -on -grade. Because the mixing and blending associated with the recommended remedial grading may change expansion potential, final design criteria should ' be established by the Structural Engineer based upon post grading expansion test results. Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain ' by recompacted soils as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor barrier. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining ' uniform concrete curing. Reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be ' required. However, reinforcement will have a beneficial effect in containing cracking due to concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be ' determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soils were determined to be 140 parts per million (ppm). The test results indicate that the surface soils are generally ' considered non -corrosive with respect to concrete and the use of Type V cement or special sulfate resistant concrete mixes should not be necessary. Appropriate concrete mix designs should be established based upon post grading test results. Tentative Pavement Design: All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site Grading Section of this report. ' The following preliminary pavement sections are based upon a design R -Value of 50 and the recommended pavement design section corresponds with the typical minimum pavement section as determined by the City of La Quinta. ' Onsite Driveways and Parking Areas (Traffic Index = 6.0) Use 3.0 inches of asphalt on 4.5 inches of Class 2 base material ' Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. Sadden Fneineerine October 27, 2003 -5- Project No. 544-3429 ' 03-10-693 The recommended sections should be provided with a uniformly compacted subgrade and ' precise control of thickness and elevations during placement. Shrinkage and Subsidence: Volumetric shrinkage of the material, which is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage ' should vary from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be between 0.2 and 0.3 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses, which will occur due to the stripping of the organic material from the site, the removal of deleterious materials and the removal of debris, trees and other subsurface obstructions. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta, California. The following recommendations have been developed on the basis of our field and laboratory testing= 1. Clearing and Grubbing= Proper clearing of any existing vegetation, debris, foundations, slabs, pavements and underground utilities will be very important. All surfaces to, receive compacted fill should be cleared of roots, vegetation, debris, and other unsuitable materials that should be removed from the site. Soils that are disturbed due to site clearing should be replaced as controlled compacted fill under the direction of the Soils Engineer. ' 2. Preparation of Building ' and Foundation Areas: Building areas should be overexcavated to a depth of at least 3 feet below existing grade or 2 feet below the bottom of the footings, whichever is deeper. The exposed surface should be scarified, . ' moisture conditioned and compacted so that a minimum of 90 percent relative compaction is attained. Once deleterious materials are removed, the native material may be placed as controlled compacted fill. Overexcavation should be observed by a ' representative of Sladden Engineering and compaction should be verified by testing. 3. Preparation of Surfaces to Receive Compacted Fill: Other areas to receive compacted fill should be brought to near optimum moisture content and compacted to "a minimum of 90 percent relative compaction. 4. Placement of Compacted Fill: Fill materials consisting of on-site soils or approved imported granular soils, should be spread in thin lifts, and compacted at near optimum moisture content to, a minimum of 90 - percent relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order ' to provide sufficient time for the proper evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site, which comply t with the project specifications. Approval by the Soils Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Sladden Eneineerine i October 27, 2003 -6- Project No. 544-3429 i03-10-693 iOur observations of the material encountered during.our investigation indicate that compaction will be most readily obtained by means of heavy rubber-wheeled iequipment and/or vibratory compactors. 5. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or concrete slabs-on-grade, should be underlain by a minimum compacted fill i thickness of 12 inches. This may be accomplished by a combination of scarification and recompaction of the surface soils and placement of the fill material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum iof 90 percent relative compaction. 6. Testing and Inspection: During grading tests and observations should be performed by the Soils Engineer or his representative in order to verify that the grading is being ' performed in accordance with the project specifications. Field density testing shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent of the maximum dry density as ' obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. iGENERAL The findings and recommendations presented in this report are based upon an interpolation of the i soil conditions between the exploratory boring locations and extrapolation of these conditions throughout the proposed building area. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. iThis report is considered to be applicable for use by Mr. Patrick Adams for the specific site and project described herein. The use of this report by other parties or for other projects is not ' authorized. The recommendations of this report are contingent upon monitoring of the grading operation by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operation and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order i to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. i We recommend that a pre-job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. 1 1 1 ,Sladden Envineerinn 1 1 f APPENDIX A FIELD EXPLORATION ' For our field investigation, 3 exploratory borings were excavated on September 18, 2003, using a truck mounted hollow stem auger rig (Mobile B61) in the approximate locations indicated on the site plan included in -this appendix. Continuous logs of the materials encountered were prepared on the ' site by a representative of Sladden Engineering. The boring logs are included in this appendix. Representative undisturbed samples were obtained within our borings by driving a thin-walled steel 1 ' penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded in 6 inch increments and blowcounts are indicated on the boring logs. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches' in diameter with ani inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. 1 t 1 1 Sladden Engineering .•. •: , m N. I- :;...:: - ',\. •• /'-fidp .moi , , i \_.. N 3-1 n \ •r Ir J \ , \ i \ . • \ . %ii~/ -p `I" Well V. 'lY.'`'u • Ire t , ` \ \., d ,31 Wraler r 5-f {_ \ l l \i+ - •j' N,P. ''" o.A, j • 'a%C' % o° r C _ \l \ ,,yy IPS _- .. _71: t' ,! ,'i - ., .i - ll.'s\ \/•> .•.. . 4 `Z :I > " :;:•_. 'n :' _ ! F • , ,' ti o el `4Water well t' J : E -6— -4 ao , t 1 __. W e_tt l' 6 - )•_:.;: , lam- .: ;:j i :. .. I' '; ' -__ ' i °1. !', .• \ j:.;:._'''. • , I ,. I I r cl •lam I _ r , elei .%' ; I — I ` •` --38 "r 6 - .sir !k`'' . , , . :'I J / 1 - • •, 1 V i r 7 to AV u J!.., nta: 30 .•i \ I I• Q I I , j v✓, l r Q \ I i \/', \ n •I \ Ute;.; \ . I \ I, `, T 13, t - - .Z ., , :%^''.i,,` ~ice:/:" .'•$: '' 'i' :U-?:. ; .{ •, .:. -,-,._____•,.. _._...__- .._-.---- ........ .. ,._..... ........ .,.,,... ..o r------Iwwn xale:I 2-%,UUU DUail: 13.11 Datum: WGSM Vicinity Map North ' t: Proposed Office Buil{ S. W.C. Calle Tampico & Aven La (?Uinta, Californ Sladden Enc ineerir V;'- Project Number: 544-3429 I N r CALLS TAMP/CU Z Fb otlo. 7c, I .. 1Y.6 Fa II' : : ♦ A ..' , s _ ..:, ] .d N ... ? , I • I ,iSTNG PES\OENTIgL • 5' 711E C I Y P,D, p S'A•- • - 1 lop .1of • , ham Ir. • GL. ` i r Boring Location Map North' Approximate Boring Locations Proposed Office BuildingS. W.C. Calle Tampico & Avenida Mendoza La Quinta, California. Sladden Engineering Project Number: 544-3429 1 Date: 10-27-03 Proposed Office Building S.W.C. Calle Tampico and Avenida Mendoza / La Quinta, California , Date: 9-18-03 Borin No. I Job No.: 544-3429 o ° DESCRIPTION REMARKS a 0 coo voa , d o U. oArtificial Artificial fill is over 6 feet deep _ Fill; Sandy Silt: ML , _ Brown, slightly clayey Debris starting at 2' below existing grade 11/50-5" --- _ 3.6 74% passing #200 - ' -Recovered Sample Debris Refusal « 6' _ No Bedrock - No Groundwater ti 10 } 15 20 2s 30 35 , 40 ; 45 { 50 Note: 'rhe stratification lines ss represent the approximate ' boundaries'between the soil types; the transitions maybe gradual. r Proposed Office Building S.W.C. Calle Tampico and Avenida Mendoza / La Quinta, California Date: 9-18-03 Borine No. 2 Job No.: 544-3429 3 W o o DESCRIPTION °a; 0 REMARKS' W E U M ri a o o U 0 _ Sandy Silt: Brown, clayey ML s" 5/6/7 91 3.1 --- 57% passing #200 r 10 5/8/11 Clayey Silt: Brown with thin ML 97 3.1 -, 72% passing #200 interbedded silty sand layers 15 5/13/16 Silty Clay: Brown CL 91 12.4 -- 94% passing #200 - 5/11/15, 97 13.6 --- '94% passing #200 25 _ 5/8/9 Clayey Silt: Brown, sandy, ML 84 8.7 0 81 /o.passing #200' . 30 Clayey Silt: Brown, ML 5/9/13 slightly sandy 91 7:5 87% passing #200 -Recovered Sample Total Depth = 31.5' _ No Bedrock 35' No Groundwater 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; Y, the transitions may be gradual. Proposed Office Building S.W.C. Calle Tampico and Avenida Mendoza / La Quinta, California Date: 9-18-03 orinLy No. 3 Job No.: 544-3429 _ i DESCRIPTION ° A .14 REMARKS a.w c o C4 q ri U m a o o V 0 _ Clayey Silt: Brown, sandy ML 5 _ 5/6/7 102 3.6 78% passing #200 :5/8/11 10 Sandy Silt: Brown with thin ML - interbedded clayey silt layers 92 4.2 - 66% passing #200 15 _ 5/13/16 Silt Clay: Brown, with thin Y Y CL 85, 16.3 --- ° 96 /o passing #200 _ interbedded very silty sand layers k 20 5/11/15 Silty Clay: Brown CL 88 11.7 --- 96% passing #200 - ® Recovered Sample Total Depth = 21.5' No Bedrock No Groundwater 25 30 _ 35 I 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. f ' APPENDIX B LABORATORY TESTING ' Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of ' soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. ' CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and ' measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. ' Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density .determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this ' appendix. The maximum densities are compared. to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the. Boring Logs, and is useful in estimating the strength and compressibility of the soil. ' Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for ' developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The. results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. ' SOIL MECHANIC'S TESTING ' Direct Shear Testing: Two bulk samples were selected for Direct Shear Testing. 'This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled ' test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: Two bulk samples were selected for Expansion testing. Expansion testing was ' performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per ' square foot and allowed to reach equilibrium, At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Consolidation Testing: Six relatively undisturbed samples were selected for consolidation testing. ' For this testing one -inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. Sladden Engineering Maximum Density/Optimum Moisture ASTM D698/D1557 ' Project Number: 544-3429 October 23, 2003 Project Name: Calle Tampico L.Q. ASTM D-1557 A ' Lab ID Number: Rammer Type: Machine Sample Location: Bulk 1 @ 0-5' ' Description: Silty Sand Maximum Density: 110 pct Optimum Moisture 14% Sieve Size % Retained ' 3/4" 3/8" #q 145 140 135 -....! 1..-•- ----- Zero Air Voids Lines, ..:_..- =2.65; 2,70, _ ---- I _.. 130 I-----' sg 2,75 i7X - .1 1 ' ---- • , A 120 - -- 11s i I i - 110 l05 -- . . . . , 100 i I ; -- ---- ; - 0 5 10 15 20 25 Moisture Content, Max Dmity Sladden Engineering Revised 12/03/02 �.8 1.6. F-, 1.4 O O 1.2 v� a 1.0 .8 N � .6 .4 2 0 DIRECT SHEAR TEST 0 .2 .4 .6 .8 1.0 1.2 1.4 1.6 1.8 NORMAL LOAD (KIPS / FOOT2 ) 0=25° c = 270 psf where 0 =. Shear Angle C = Cohesion Boring I @ nr,,..,, A nf�,.a One Dimensional Consolidation ' ASTM D2435 & D5333 Job Number: 544-3429 October 23, 2003 Job Name: Calle Tampico L. p Q Initial Dry Density, pcf:` 81.8 Sample ID: Boring 2 @ 5' Initial Moisture, %: 3 Soil Description: Sandy Silt Initial Void Ratio: 1.039 Specific Gravity: 2.67 Hydrocollapse: 0.6% @ 0.720 ksf 1 Change in Height vs Normal Presssure Diagram —0 Before Saturation - A After Saturation —0 Rebound Hydro Consolidation 0.0 1.0 2.0 3.0 4.0 5.0 6.0, > 7.0 Consolidation Sladden Engineering Revised 11/20/02 I ' 0 ' -1 -2 -3 -4 -5 ' -6 ' -7 -8 ' -9 ' -10 0.0 1.0 2.0 3.0 4.0 5.0 6.0, > 7.0 Consolidation Sladden Engineering Revised 11/20/02 0 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-3429 October 23, 2003 Job Name: Calle Tampico L.Q. Initial Dry Density, pcf: 104.6 Sample ID: Boring 2 @ 10' Initial Moisture, %: 1 3 Soil Description: Sandy Silt Initial Void Ratio: 0.593 I 0 Specific Gravity: 2.67 Hydrocollapse: 1.0% @ 0.720 ksf % Change in Height vs`Normal Presssure Diagram ..... ..... ........ __.._... - - - - ---- _ 0 Before Saturation -A —After Saturation - 9 Rebound G Hydro Consolidation 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 o Consolidation Sladden Engineering Revised 11/20/02 C n I .a One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-3429 Job Name: Calle Tampico L.Q. Sample ID: Boring 3 @ 5' Soil Description: Sandy Silt L 0 -1 -2 -3 -4 -5 -6 -7 -8 -9 -10 October 23, 2003 Initial Dry Density, pcf: 100.4 Initial Moisture, %: 4 Initial Void Ratio: 0.660 Specific Gravity: 2.67 % Change in Height vs Normal Presssure Diagram iI —0 Before Saturation 6 After Saturation . ! —8 Rebound, 0 Hydro Consolidation 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Sladdcn Engineering Revised 11/20/02 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: .544-3429 October 23, 2003 Job Name: Calle Tampico L.Q- Initial Dry Density, pcf- 92.3 Sample ID: Boring 3 @ 10' Initial Moisture, %: 4 Soil Description: Sandy Slit Initial Vold Ratio: 0.806 Specific Gravity: 2.67 Hydrocollapse: 0.2% @ 0.575 ksf % Change in Height vs Normal Presssure Diagram Before Saturation 6 After Saturation 0 Rebound 9 -Hydro Consolidation I 0 -2 -3 4 -5 -6 -7 -8 -9 -10 0.0 0.5. 1.0 1.5 2.0 2.5 3-0 3.5 4.0 4.5 5.0 tion Sladden Engineering Rcviscd 11/20/02 Gradation ASTM CI 17 & C136 Project Number: 544-3429 October 23, 2003 Project Name: Calle Tampico L.Q. Sample ID: Bulk 1 @ 0-5' Sieve Sieve Percent, Size, in Size, mm Passing 1" 25.4 100 3/4" 19.1 100 1/2" 12.7 100 3/8" 9.53 100 #4 4.75 95 #8 2.36 93 #16 1.18 91 #30 0.60 90 #50 0.30 86 #100. 0.15 73 #200 0.074 44 J 100 ...... - — .. , :.... i_.... -.. _ , 90 80 i .. I I 70 t._..i......_.°._. 1. ._.+......_ ....-.._ I 1 11 11 i 6° . , - i 50 40 I' ._.... 7 _ - 1- . 30 20 - — -.—._ 10 IiI I l t i. - -i ! ° 1 11 I 1 TFr - 100.0 10.0 1.0 0.1 0.0 0.0 i Sieve Size, mm Gradation ten- ,+ `- Sladden Engineering Rcvised 11/20/02 Gradation ASTM C 117 & C136 Project Number: 544-3429 Project Name: Calle Tampico L.Q. Sample ID: Boring 1 @ 5' Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100 3/4" 19.1 100 1/2" 12.7 100 3/8" 9.53 100 #4 4.75 75 #8 2.36 67 916 1.18 56 #30 0.60 49 #50 0.30 44 #100 0.15 36 #200 0.074 24 Gradation October 23, 2003 100 --- 1` I T I I ! I ; 70 IT i I ii: 1 i f 0 60 ..!....I !! _ 30 , 20 I r . I 0 ! -11-FI I lillll--- I•--I.:l; 100.0 10.0 r.o 0.1 0.0 0.0 Sieve Size, mm Sladden Engineering Revised i uioroi Expansion Index ASTM D 4829/tJBC 29-2 Job Number: 544-3429 Date: 10/23/03 Job Name: Calle Tampico L.Q. Tech: Jake Lab ID: Sample I.D: Boring 1 @ 0-5' Soil Description: Silty Sand ' Wt of Soil-+- Ring: 555.0 Weight of Ring: 179.0 Wt of Wet Soil: 376.0 Percent Moisture: 12% Wet Density, f: 113.9 Dry Densti , ef: 101.7 Saturation: 49.4 , Expansion. Rack # Date/Time 10/21/03 3:40 p.m. Initial Reading 0.500 Final Reading 0.526 ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE _ SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 ,TO: SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE A DATE: 9/25/03 BUENA PARK, CA. 90621 ' M P.O. No. • Chain ofCustody Shipper No. ' ATTN: BRETT/DAVE '. " Lab. No. A-3 846 ' Specification: r Material: SOIL , PROJECT: #544-3429 ' BULK 1 @ 0-5' 'ANALYTICAL REPORT ' CORROSION SERIES - SUMMARY OF DATA „ pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN., RESISTIVITY per cA. 417 per CA.' 422 per CA. 643 'ppm ppm ...ohm -cm ` 7.1 14.0 100'1 _ 876 r R SPE TFULLYS MI D ORM x2 41 POPP B IDG Cbief emist x' October 27, 2003 -12- Project No. 544-3429 '03-.10-693 ' 1997 UNIFORM BUILDING CODE INFORMATION The International Conference of Building Officials*1997 Uniform Building Code contains substantial' revisions and additions to the earthquake engineering section summarized in Chapter 16. Concepts . contained in the 1997 code that will be relevant to construction of the proposed commercial structures are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. 1 Fault Zone Approximate Distance From Site Fault Type (1997 UBC) San Andreas 12.7 km A San Jacinto 30.2 km A ' Based on our "field observations and understanding of local geologic conditions, the soil profile type , judged applicable to this site is SD, generally described as stiff or dense soil. The site is located ' within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. 1 , 1 Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, Na Factor, N„ Ca C,. San Andreas i 1.0 1.1 0.44 Na ` . 0.64 N,, San Jacinto 1.0 1.0 '0.44 Na 0.64 Nv t s r 4r 1 * * ' * E Q F A U L T i * * * Version 3.00 - DETERMINISTIC ESTIMATION OF ' PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 544-3429 ' DATE: 09 -25 -2003 - JOB NAME: S.W.C. Calle Tampico & Avenida Mendoza La Quinta, California CALCULATION NAME: Test Run Analysis ' FAULT -DATA -FILE NAME, CDMGFLTE.DAT ; SITE COORDINATES:• ti SITE LATITUDE: 33.6776 SITE LONGITUDE: 116.3065 t SEARCH RADIUS: _100 mi ATTENUATION RELATION: 5) Boore et al. (1997)'Horiz. - SOIL' (310) UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0, DISTANCE MEASURE: cd_2drp ' SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km) 0,0 --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- ' Page 1 ------------------------------------------------------------------------------- I (ESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE I ------------------------------- ' ABBREVIATED I DISTANCE I MAXIMUM I PEAK IEST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE (INTENSITY I I MAG.(Mw) I ACCEL. g IMOD.MERC. SAN ANDREAS - Coachella 1 7.9( 12.7)1 7.1 1 0.295 1 IX SAN ANDREAS - Southern 1 7.9( 12.7)1 7.4 1 0.346 1 IX SAN JACINTO-ANZA ' 1 18.8( 30.2)1 7.2 1 0.168 1 VIII ' BURNT MTN. 1 19.0( 30.5)1 6.4 1 0.109 1 VII SAN JACINTO-COYOTE CREEK 1 .19.1( 30.8)1 6.8 1 0.134 1 VIII SAN ANDREAS - San Bernardino 1' 19.6( 31.6 1 7.3 1 0.171 1 VIII EUREKA PEAK 1 20.1( 32.3)1 6.4 1 0.104' I VII PINTO MOUNTAIN 1 31.3( 50.4)1 7.0 1 0.102 1 VII SAN JACINTO - BORREGO 1 33.6( 54.1)1 6.6 1 0.078 1 VII EMERSON So. - COPPER MTN. 1 33.9( 54.6)1 6.9 1 0.091 1 VII LANDERS 1 34.1( 54.9)1 7.3 1 0.112 1 VII SAN JACINTO-SAN JACINTO VALLEY 1 35.4( 56.9)1 6.9 1 0.088 1 VII PISGAH-BULLION MTN.-MESQUITE LK "1 36.2( 58.2)1 7.1 1' 0.096 1' VII EARTHQUAKE VALLEY 1 37.7( 60.7)1 6.5 1 0.068 1 VI ' NORTH FRONTAL FAULT ZONE (East) 1 38.6( 62.2)1 6.7 1 0.090 1 VII ELSINORE-JULIAN 1 41.1( 66.2)1 7.1 I 0.087 1 VII BRAWLEY SEISMIC ZONE 1 41.4( 66.6)1 X6.4 1 0.060 1 VI JOHNSON VALLEY (Northern) 1 44.9'( 72.3)1 6.7 1 0.066 1. VI ELSINORE-TEMECULA 1 45.6( 73.4)1 6.8 1 0.069 1 VI CALICO - HIDALGO 1 47.1( 75.8)1. 7.1 1 0.079 I VII ELMORE RANCH 1 48.5( 78.1)1 6.6 1 0.059 1 VI ' ELSINORE-COYOTE MOUNTAIN 1 49.3( 79.4)1 6.8 1 0.065 1 VI NORTH FRONTAL FAULT ZONE (West) 1 50.1( 80.7).1 7.0 1 0.086 1 VII LENWOOD-LOCKHART-OLD WOMAN SPRGSI 50.4( 81.1)1 7.3 1 0.083 1 VII SUPERSTITION MTN. (San Jacinto) 1 52.2( 84.0)1 6.6 1 0.056 1 VI SUPERSTITION HILLS (San Jacinto)( 53.3( 85.7)1 6.6 1 0.055 1 VI HELENDALE - S. LOCKHARDT 1 57.8( 93.0)1 7.1 1 0.067 1 VI SAN JACINTO-SAN BERNARDINO 1 58.4( 94.0)1 6.7 1 0.054 I VI ' ELSINORE-GLEN IVY 1 60.0( 96.5)1 6.8 1 0.056 1 VI CLEGHORN 1 66.4( 106.9)1 6.5 I 0.044 1 VI IMPERIAL 1 67.7( 109.0)1 7.0 1 0.056 1 VI LAGUNA SALADA 1 70.2( 113.0)1 7.0 1 0.055 1 VI ' CHINO -CENTRAL AVE. (Elsinore) 1 73.3( 117.9)1 6.7 1 0.055 1 VI CUCAMONGA 1 73.7( 118.6)1 7.0 1 0.064 1 VI ROSE CANYON 1 73.9( 118.9)1 6.,9 1 0.050 1 VI NEWPORT-INGLEWOOD (Offshore) 1 73.9( 119.0)1 6.9 1 0.050 1 VI WHITTIER 1 77.5( 124.7)1 6.8 1 0.046 1 VI SAN ANDREAS - Mojave 1 82.8( 133.3)1 7.1 1 0.051 11 VI SAN ANDREAS - 1857 Rupture 1 82.8( 133.3)1 .7.8 1 0.073 1, VII - ' SAN JOSE 1 85.1( 136.9)1 6.5 1 0.044 1 VI DETERMINISTIC ----------------------------- SITE PARAMETERS T .t Page----------------------------*--------------------------------------------- 1 JESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE I------------------------------- . ' ABBREVIATED I DISTANCE i MAXIMUM I PEAK (EST., SITE FAULT NAME I mi (km) 1EARTHQUAKEI SITE (INTENSITY I I MAG.(Mw) I ACCEL. g 1MOD.MERC. ' SIERRA MADRE 1 88.0( 141.6)1 7.0 1 0.056 1 VI CORONADO BANK 1 89.0( 143.2)1. 7.4 1 0.056 1 VI. GRAVEL HILLS - HARPER LAKE 1 89.7( 144.4)1 6.,9 1 0.043 1 VI ELYSIAN PARK THRUST 1 89.9( 144.6)1 6. 7 1 0.047 1' VI ' NEWPORT-INGLEWOOD (L.A.Basin) 1 93.1( 199.9)1 6.9 1 0:042 1 VI' COMPTON THRUST 1 96.3( 154.9)1 6.8 1 0.047 1 VI ` CLAMSHELL-SAWPIT 1 96.7( 155.6)1 6.5 1 0.040 1 V ' PALOS VERDES 1 97.7( 157.3)1 7,.1 1 0.045 1 VI z -END OF SEARCH- -48 FAULTS FOUND WITHIN THE SPECIFIED'SEARCH RADIUS. THE SAN ANDREAS - Coachella FAULT IS CLOSEST TO THE SITE. . IT IS ABOUT 7.9 MILES (12.7 km) AWAY. LARGEST MAXIMUM -EARTHQUAKE SITE.ACCELERATION^ 0.3455 g 1 S r , ' d ' 1100 ' 1000 ' 900 800 ' 700 ' 600 500 ' 400 ' 300 CALIFORNIA FAULT MAP S.W.Q. Calle Tampico & Avenida Mendoza DIP -SLIP FAULTS 5) Boore et al. (1997) Horiz. - SOIL (3 10) M=5 M=6' M=7 M=8 1 Q .001 •1. o }, c a U Q .001 I MAXIMUM EARTHQUAKES S.W.C. Calle Tampico & Avenida Mendoza OE EARTHQUAKE MAGNITUDES & DISTANCES S.W.C. Calle Tampico & Avenida Mendoza { • 7.75 7.50 7.25 7.00 6.75 6.50 .1 10 100 Distance (mi) : ICBO Evaluation Service, Inc. Accredited by the American National Standards Institute 5360 WORKMAN MILL ROAD . WHITTIER, CALIFORNIA 90601-2295 A subsidiary corporation of the International Conference EVALUATION REPORT Copyright © 2000 ICBG Evaluation Service, Inc. rnmg %,a[egory: bKYLI1UHT5 AND SMOKE VENTS (232) ODL PLASTIC AND GLASS SKYLIGHTS ODL INC. 215 EAST ROOSEVELT AVENUE ZEELAND, MICHIGAN 49464 1.0 SUBJECT ODL Plastic and Glass Skylights. 2.0 DESCRIPTION 2.1 Materials: 2.1.1 Acrylic Plastic: Domes are formed from single sheets of CC2 acrylic plastic. Optix acrylic sheets (ER -5411), Lucite CP acrylic resins (ER -4900) or Plexiglass MC or V acrylic sheets (ER -1084) are used. Single- and double -glazed units are available in skylight series TS, OS, CC, OC, IF, WO, PY, SF, PF and EC. EZ Tube skylights incorporate single -glazed domes. These units are illustrated in Figures 1, 2 and 5. 2.1.2 Glass: The series GC, GL, NC and GS glass units are double -glazed with a 1/8 -inch -thick (3.2 mm) tempered glass outer face, 1/2 -inch (12.7 mm) air space and 1/4 -inch -thick (6.4 mm) laminated glass inner face. The laminated glass consists of two plies of 0.110 -inch -thick (2.79 mm) annealed glass and a 0.030 -inch -thick (0.76 mm) polyvinyl butyral inter- layer. The DF and DV series glass units are double -glazed with 1/8 -inch -thick (3.2 mm) tempered glass inner and outer faces, and a 5/8 -inch (15.9 mm) air space. These units are illustrated in Figure 3. 2.1.3 Gasketing Materials: Vinyl gasketing with nonmigrat- ing plasticizers and butyl gasketing are used to seal all glaz- ing. 2.1.4 Frame Materials: Type 6035-T5 aluminum is used for all extruded frame aluminum members, with a minimum 1/16 -inch (1.6 mm) thickness. All corners are either continu- ously welded or are reinforced with zinc alloy angles attached with two 1/2 -inch -long (12.7 mm), No. 8, Type AB sheet metal screws. Aluminum retainers are used to secure the glazing to the base frame. The retainers are attached to the base frame using minimum 3/8 -inch -long (9.5 mm), No. 8, Type AB pan - head or hexhead TEK screws, except in the IF and PY series, in which the retainer is an integral part of the base frame. The DF and DV series feature 35/8- or 51/2 -inch -high (92 or 140 mm) ponderosa pine frames and 0.06 -inch (1.52 mm) 6063 T6 aluminum retainers. 2.1.5 EZ Tube Skylights: EZ Tube skylights are tubular sky- lights consisting of a dome, self flashing curb, adjustable tubes, extension tubes, and diffuser. See Figure 5. Model SCA uses a 1/8 -inch -thick (3.2 mm) polyethylene curb. Mod- els SCF and SCM use a 1/16 -inch -thick (1.6 mm) aluminum curb. Model SCF incorporates a dome retainer, illustrated in Figure 5. The tubes have a 0.020 -inch -thick (0.51 mm) reflec- of Building Officials ER -3933 Reissued September 1, 2000 tive film interior finish that has a Class I flame -spread classifi- cation and a smoke -developed rating not exceeding 450 when tested in accordance with UBC Standard 8-1. The dome is attached to the curb with four field -installed 3/4 -inch - long (19.1 mm), No. 8,3/8 -inch -diameter -head (9.5 mm), pan - head stainless steel screws. 2.2 Skylight Styles: Skylight models, sizes, dome thicknesses, dome rises, and fastener requirements are described in Table 1. EZ Tube sky- light models are described in Table 2. 2.2.1 Mounting Options: 2.2.1.1 Curb -mounted: These skylights are designed for mounting on nominal 2=inch7wide wood curbs supported on wood framing. The curb must allow the plastic portion of plas- tic skylights to be a minimum of 4 inches (102 mm) above the plane of the roof. Roof slope for plastic skylights is 3:12 (25% slope), minimum. The minimum roof slope for glass skylights is 15 degrees from the horizontal, and these units must be mounted a minimum of 4 inches (102 mm) above the plane of the roof when the roof slope is less than 45 degrees from the horizontal. Roof coverings are removed 12 inches (305 mm) beyond openings, and reset afterthe skylight is in place. Curbs are attached to roof framing using No. 10, 11/2 -inch - long (38 mm) wood screws, or nails providing equivalent with- drawal resistance. The curb must be flashed with minimum No. 26 gage [0.019 inch (0.48 mm)] galvanized steel set in mastic. Flashing installation must comply with Section 1508 of the code. To attach the skylight, a 1/2 -inch (12.7 mm) bead of mastic is applied to the top of the curb. The aluminum sky- light frame is then fastened directly to the wood curb with ei- ther 11/2 -inch -long (38 mm), No. 10 wood screws or 11/2 -inch (38 mm), No. 11 gage roofing nails through each nail hole in the mounting flange. Fasteners are aluminum or stainless, aluminized or galvanized steel. The curb -mounted option is illustrated in Figure 4. 2.2.1.2 Self -flashing Curb: These skylights are designed for mounting directly to minimum 1/2 -inch -thick (12.7 mm) wood roof decking. Openings in the roof deck must be sup- ported by framing. Self -flashing curb skylights have an inte- gral aluminum base frame, eliminating the need for a jobsite- built wood curb. The acrylic plastic and glass glazing portions of the skylights must be a minimum of 4 inches (102 mm) above the plane of the roof. Roof coverings are removed 12 to 18 inches (305 to 457 mm) beyond the openinfq, and reset after the skylight is in place. A band of mastic, /4 inch (6.4 mm) thick by 4 inches (102 mm) wide, is applied around the opening, 1/2 inch (12.7 mm) away from the opening. The sky- light is then pressed onto the mastic and is fastened through the wood deck to the framing with 11/2 -inch -long (12.7 mm), No. 10, Type AB panhead or hexhead TEK screws formed from aluminum or stainless, aluminized or galvanized steel. A 4- to 6 -inch (102 to 152 mm) band of mastic is applied Evaluation reports ofICBO Evaluation Service, inc., are issued solely to provide information to ClassAl members ofICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBG Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does notpossess test facilities to make an independent verification. There is no warranty byICBO Evaluation Service, Inc., express or implied, as to any "Finding"or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 7 'Page 2 of 7 ER -3933 ' ; r around the curb/base, covering the flange -to -deck juncture.'. The self -flashing curb option is illustrated in Figure 4: 2,2.1.3, Model DF and DV Skylights: These skylights are-' -• ." designed for mounting directly to minimum . 1/2 -inch -thick • ', (12.7 mm) wood roof decking with four field -installed mount- ing brackets, located on the sides of the frame, in the notches provided. Openings in the roof deck must be supported by. - LIVE OR SNOW LOAD WIND UPLIFT LOAD MODEL r (Pso 0 (PSQ. .i CC, EC, GC, GL, GS, IF, 20 ti;F _• 2 ,, •* :, 20 NC, OC, OS, PY, TS, WO,. SF, PF DV & DF 2828 .. 150 ' c, y , , `. -- 50 DV & DF 2840, 2852 r -',f,85 . ' ' 30 EZ Tube' .7-;% r , s framing. The brackets must be attached to the frames with For Sl: ( psf= 47.88 Pa. - . z two 1 -inch -long (25.4 mm), No. 10, oval -head, stainless steel ` ." screws in each bracket, and through the,decking to framing, 1 2.4 Identification: with two 11/2 -inch -long (38 mm), No. 10, oval -head; stainless - ,steel screws in each bracket. Flashing supplied by ODL In All skylights are labeled with the manufacturer's name (ODL corporated is then installed. , ` Incorporated) and address, model number, evaluation report ` number (ICBG ES ER -3933) and a safety label complying 42.2.1.4 EZ Tube: The skylights are prepackaged foe field- with Class 1, ANSI Z 35.1-1972. Plastic skylights are also Ia- installation, with all components, -attachments and instruc- beled with the CC2 classification and thickness of the outer tions in the shipping carton. A 101/2 -or 141/2 -inch -diameter dome. Glass skylights are labeled in accordance with Section ! ` (267 or.368 mm) hole is cut in the minimum 1/2 -inch -thick 2402 of the code. - (12.7 mm) roof sheathing and minimum 1/2 -inch -thick (12.7 3.0 EVIDENCE SUBMITTED mm) gypsum wallboard ceiling below the attic space. The, , skylight base is attached to the roof sheathing with six No. 10 ' Data in accordance with the ICBO ES Acceptance Criteria for ' by 2 -inch -long (51 mm) stainless steel sheet -metal screws. ;r Plastic Skylights (AC16)„ dated April 1997; the ICBO'ES The 10- or 14 -inch -diameter (254 or 356 mm) reflective tube Acceptance Criteria for Sloped Glass Glazing in Solariums; is then inserted into the base; and a foam sealant tape is ap-' Patio Covers and Prefabricated Skylights (AC17), dated April plied between the base and the aluminum tube. The EZ Tube , 1991; and the ICBO ES Acceptance Criteria for Skylights with terminates at the ceiling into a ceiling ring installed with four +Plastic Frames (AC79), dated April 1994. No. 6 by 1 -inch -long (25 mm) drywall screws. The light diffus- 4.0 FINDINGS er is then twisted onto the ceiling ring. Installation details are illustrated in Figure 5. Minimum and maximum roof slopes are That the ODL skylights described in this report comply, 1/4:12 and 12:12 (2% slope and 100% slope), respectively. with,the 1997 Uniform'Building CodeTm,'subjectAo the following conditions: '! 2.2.2 Operating.Options: . , 4.1- The skylights are manufactured and'installed in - + accordance with this report and the manufactur- ' 2._2.2,1 Fixed: Nonopenable skylights. , `er's instructions. 4.2 The roof live, snow and wind uplift loads are as set 2.2.2.2 Openable: Each openable skylight has a removable forth in Section 2.3 of this report. insect screen. The operating mechanism is a lock -chain Sys- 4.3 ° Skylight'dimensions are as set forth in Table 11. tem of hardened steel with zinc die-cast cover and hardware. The handle should be located at the lowest point in the open- 4.4 Skylights are used only on wood roof construction. ` ing• • 4.5 The plastic skylights are installed in accordance The operating mechanism for openable "IF" skylights is a' z.` with Section 2603.7 of the code. double -screw system made of 6063T 6 anodized aluminum. 4.6 The glass skylights are installed in accordance Large openable units have stabilizer springs mounted on the with Section 2409 of the code. 31 .sides. _ _ • r ,, - 4.7 EZ Tube'skylights are"limited to installation in'R-3 . occupancies with nonrated roof coverings and '2.3 Allowable Loads: ` a'. maximum roof slopes of 12:12 (100% slope). The roof live, snow and wind uplift loads are as follows: ; y This report is`subject to re=examination in two years. • .. r ` ' \ r `',. a , may" ' ,. j r. r• F • .r .max ' .. a - , 00 a' P ' - ` ! . - _ • r • ! . .., a ., , wc{4 ., i . .. + . ` Page 3 of 7 ER -3933 TABLE 1 -PLASTIC AND GLASS SKYLIGHTS MODELBASE NUMBER INSIDE CURB DIMENSIONS (Inches) , OUTER DOME THICKNESS (Inch) DOME RISE (Inches) NUMBER OF SKYLIGHT TO CURBIDECK FASTENERS IF TS CC EC OS OC SERIES DESIGNATION GL WO GC GS NC PY DF DV SF PF 2020 141/2 x 141/2 0.125 5 4 X 2028 141/2 x 221/2 0.125 5 6 2052 141/2 x 4642 0.125 6 12 2424 19 x 19 21 x 21 0.125 0.100 5 5 8' 8 X X 2436 21 x 33 0.100 5 10 X 2448 21 x 45 0.100 5 12 X 2828 221/2 x 221/2 221/2 x 221/2 0.125 0.100 5 5 8 8 X X X X X X X X X X X X X. X X 2840 221/2 x 351/4 221/2 x 341/2 0.125 0.100 6 5 10 10 X X X X X X X X X X 2852 221/2 x 461/2 221/2 x 461/2 0.125 0.100 6 5 12 12 X X X 'X X X X X X X X X X 3636 301/2 x 301/2 301/2 x 30!/2 0.125 0.100 6 6 12 12 X X X X X X X X X X X 3648 33 x 45 0.125 6 14 3652 301/2 x 461/2 301/2 x 461/2 0.125 0.125 7 6 14 14 X X X X 3663 301/2 x 581/4 0.187 7 18 3676 301/2 x 683/4 0.187 8 20 3696 301/2 x 901/2 0.250 - 36 X 4040 341/2 x 341/2 0.100 6 12 X 4042 341/2 x 461/2 0.125 6 12 X 4242 371/2 x 371/4 0.125 7 12 X 4252 37 1/4 x461/2 0.125 7 16 4280 40 x 78 0.187' 8 20 4364 381/4 x 591/4 0.187 • 8 16 4848 46 x 46 45 x45 0.125 0.125 7 8 16 16 X X 4896 48 x 96 0.187 11 22 5252 461/2 x 461/2 461/2 x 461/2 0.125 0.125 7 8 16 16 X X X X X X X 5276 461/2 x 693/4 0.187 8 20 5296 3642 x 891/2 0.187 13 36 x 6060 551/4 x 551/4 0.187 8 20 6476 591/4 x 693/4 0.187 10 247676 lxx 691/2 x 691/2 0.187 10 36 TABLE 2 -EZ TUBE SKYLIGHTS MODEL NUMBER INSIDE DIAMETER OF CURB (inches) OUTER DOME THICKNESS (inch) NUMBER OF SKYLIGHT -FLASHING -TO -DECK FASTENERS EZ 14 SCF EZ 14 SCM 141/2 0.100 6 EZ l0 SCF EZ 10 SCM 101/2 0.100 6 , EZ 10 SCA 101/2 0.100 6 CUTER ACRYLIC DOME 24303 OUTER ACRYLIC DOME ELASTOMERICBULB SEALS • 12147 ALUMINUM CURB - 20043 ALUMINUM CURB 22013 . ALUMINUM CURB 20043 EMOVABLE INSE CT SCREEN 11201 WO . -IF &! PY OUTER DOME 12146 INNER SHEET SCREEN 11201 OUTER ACRYLIC DOME 12146 ALUMINUM RETAINER 12079 INNER ACRYLIC SHEET 12142 98 X 3/8' PAN HD. SS. SCREW ALUMINUM RETAINER 12079 BASE 15112 08 X 3/8' PAN HD. SS. SCREW OPERATOR 12033 ALUMINUM DOME BASE 15112 ALUMINUM CURB 15110 cc OC PYRAMID DOME 3 17292 1/8- PRIZMATIC SHEET PYRAMID DOME 2 17293 (2) 17292 P-12 PATTERN PYRAMID DOME 1 - . CLEAR ACRYLIC 12142 - 17292 P-12 PATTERN SILICONE SEALANT CREY_FlW 17297 (SEE CHART) RETAINER, ALUMINUM RETAINER. 5/8' TWIN WALL 17239 17236 17-98 ACRYLIC GASKET GASKET 14259 14259 IS-- 3/8' PAN HD SCREW 118 - 3/8' PAN HD SCREW BASE 12854 BASE 12954 PF SF FIGURE 1-ODL CURB -MOUNTED PLASTIC SKYLIGHTS CAP. WELONENT CAP WELOMENT 13821 14897 DOME BASE 13805 SCREEN 13088 _ BOOT . 15258 BOOT HANDLE 15258 .WOOD CURB 16710 WOOD CURB 16710 " DF OPERATOR oV 11531 For SI: 1 inch = 25.4 mm. FIGURE 3--ODL GLASS SKYLIGHTS ' Page 5 of 7 'ER -3933 • OUTER ACRYLIC DOME 12146 INNER ACRYLIC SHEET 12142 OUTER DOME 12147 " ' ALUMINUM RETAINER 12079 INNER -FLAY SHEET 11034 ^ RETAINER. 12079 - 118 X 3/B• PAN MD. SS. SCREW ' 118 x 3/8' MD. SS. SCREW " GASKET ALUMINUM CURB 15150 01111E BASE 15112 SCREEN 11201 " OPERATOR 12033 TS - ALUMINUM CURB 15109 OS For SI: 1 inch = 25.4 mm. FIGURE 2-0DL SELF -FLASHING SKYLIGHTS - OA" pDau1I 41111 WM0 run t6i0[ IIAIA11T " no w urttE + v1".• r itte I'm _ IllalOaw trq[0 v® IfAf IIT10O OmI uLO G L IIn00 amc nnffla T " 11 3W ►011 111 fi 0Ev mC aII tm ' - ao an - GC GL fame[ carr ' KY1M01 IITap am . 1/11' 110"T06 C AII TDfQO OITEO lltt 0r DWAAT= nAII fIQ Vr T000 0170 Utt f710a[ IMAMIT . II.• L IMTEO UNIN Lltt IITrOC K=Wr UAWTE0 00011 A rllIlA 6Ta10011 !OA am]- . IInI7a amIm 0-318 . 107. ff Z[V ' 1-5111 001[ MII - "4011 0011 .2 A M= alwuw cullsalwww Dao - o Is7711 13N vosmr 1191 ^ GS NC . 7/8' INSULATINGCLASS 7/8' INSULATING Goss " CAP. WELONENT CAP WELOMENT 13821 14897 DOME BASE 13805 SCREEN 13088 _ BOOT . 15258 BOOT HANDLE 15258 .WOOD CURB 16710 WOOD CURB 16710 " DF OPERATOR oV 11531 For SI: 1 inch = 25.4 mm. FIGURE 3--ODL GLASS SKYLIGHTS Opening Preparation from top Curb Mounting caulk — skyllot curb wooden curb Curb Mounting For Sl: I inch = 25.4 mm. Curb Mounting Self -flashing Preparation FIGURE 4—INSTALLATION DETAILS Page 7 of 7 ER-3933 CLEAR' DOME W/ CASKET CLEAR DOME W/ GASKET DOME RETAINER ASPHALT SHINGLE FLASHING J METAL FLASHING ADJUSTABLE TUBE JSTABLE TUBE CONNECTING TUBE NECTING TUBE ADJUSTABLE TUBE !U STABLE TUBE TRIM RING :DIFFUSER TRIM RING DIFFUSER . EZ 10 SCA EZ 10 SCF'(SHOWN) EZ 10 SCM (NO RETAINER) CLEAR DOME W/ GA WASHER le K 3/8 C.D. f • (Bo mED suuw) i DOME RETAINER { i METAL FLAS J ADJUSTABLE TUBE —", stat, /B x 3/4- pm HO PNILPS" E GASKET OONE RUNNER CAS MODEL SCFCONNECTING TUBE MASHER 08 z 3/8 OIL ADJUSTABLE TUBE ' . /'• `' (BONDED SEMM) _ , TRIM RING DIFFUSER 1 j EZ 14 SCF (SHOWN) SCREW b X DMIE EZ 14 SCM (NO RETAINER) Rpm ND gmuM vs CASKET MODEL SCM For SI: I inch = 25.4 mm. FIGURE 5—EZ TUBE SKYLIGHTS , I TITLE 24 -REPORT Title 24 Report for: 2nd Floor Res. In The Avenida Mendoza Bldg. I L51A26-ki(;nida_Mendoza La Quinta, CA Project Designer: Report Preipared BY: Marc Farmer Energy and Duct Systems 40492 Clark Drive Hemet, CA 92544 (909) 925-0100 CITY OF LA QUINTA BUILDING & SAFETY DEPT. Job Number: 'APPROVED 03-135res FOR CON I Date: 2/16/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 03-135res User Number. 1268 OWICIEW con TABLE OF CONTENTS r Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Checklist 6 Form C -2R Computer Method Summary 8 Form ENV -3 Proposed Construction Assembly 12 HVAC System Heating and Cooling Loads Summary 14 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R 4 2nd Floor Res. In The Avenida Mendoza Bldg. 2/16/2004 Project Title Date 51-025 Avenida Mendoza La Quinta - - Project Address _ Building Permit # Energy and Duct Systems w (909) 925-0100 Plan check / Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1,009 ftz Average Ceiling Height: 8.0 ft Total Conditioned Slab Area: 0 ft2 Building Type: (check one or more) X❑ Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (North) 0 deg Floor Construction Type: ❑ Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 2 ❑ Raised Floor Component RA Wall Demising R-21 Shear Wall Solid Wood Door R-38 Roof (R.38.2(4.24) Tile Roof . FENESTRATION Shading Devices Type Const. Area Frame Assembly Location/Comments Type U -Value (attic, garage, typical, etc.)_ Wood 0.086 Exterior Wall Wood 0.057 Exterior Wall None 0.387 Exterior Door Wood 0.024 Exterior Roof ❑ X❑ ❑ x❑ Rear (South) Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins S U -Factor SHGC Shading Yes / No Yes / No Left (East) 18.0 - 0.72 0.40 Bug Screen ❑ X❑ ❑ x❑ Rear (South) 66.0 0.72 0.40 Bug Screen ❑ x❑ ❑ X❑ Right (West) 60.0 0.72 0.40 Bug Screen ❑ X❑ ❑ x❑ ❑ ❑. ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑. ❑ Run Initiation Time: 02/16/0413:34:47 Run Code: 1076967287 EnegyPro 3.1 By Ener oft User Number: 1268 Job Number: 03-135res Pa a:3 of 14 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R 2nd Floor Res. In The Avenida Mendoza Bldg. 2/16/2004 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution, Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Fumacp 80% AFUE Ducts in Attic 80 Setback HVAC System Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location/ heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic _80_ Setback w%' C_System WATER HEATING SYSTEMS Rated 1 Tank Energy Facts 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) , Efficiency Loss (%) R -Value AQUASTAR 240 FXNG Instant Gas Standard 1 165,000 0 082 0 n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. RFMARKS 'OMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owne er usin & Pr ns code) Documentation Author Name: Z, Name: Marc Farmer I nie/Firm: Title/Firm: Energy and Duct Systems Address: Address: 40492 Clark Drive Telephone: Lic. #: (signature) Enforcement Agency Name: Title/Firm: Address: Telephone: (date) Hemet, CA 92544 Telephone: 909 925-otoo — (sigVat(date) JEnergyPro 3.1 By EnergySoff User Number. 1268 Job Number. 03-135res PageA of 14 Certificate of Compliance: Residential (Addendum) CF -1 R rr 2nd Floor Res In The Avenida Mendoza Bldg. 2/16/2004 Project Title Date -Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local " enforcement aaencv determines the adeouacv of the iustification. and may refect a building or desiqn that otherwise complies 3ased on the adequacy of the special justification and documentation submitted. Plan Field The HVAC System, "HVAC System" has R-8.0 Heating Duct Insulation. Insulation levels above R4.2 must be verified. The HVAC System "HVAC System" has R-8.0 Cooling Duct Insulation. Insulation levels above R-4.2 must be verified. a HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -GR. Plan Field e t Run Initiation Time: 02/16/0413:34:47 Run Code: 1076967287 EnergyPro 3.1 By Energysoft User Number: 1268 Job Number: 03-135res Page:5 of 14 HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -GR. Plan Field e t Run Initiation Time: 02/16/0413:34:47 Run Code: 1076967287 EnergyPro 3.1 By Energysoft User Number: 1268 Job Number: 03-135res Page:5 of 14 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked vWh an asterisk (7 may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures ❑ '§150(.): Minimum R-19 ceiling insulation. © §150(b): Loose fill insulation manufacturers labeled R -Value. ❑§150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does ' not apply to exterior mass walls). ❑ ' §150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. ❑§150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. ❑X §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ® §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltrabon Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ § 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ § 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑% § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §11D-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. © §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. a§150(): Setback thermostat on all applicable heating and/or cooling systems. FX §1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (RA or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemaltextemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135res Page:6 of 14 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an . asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) FXJ I150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 63; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181 A, or UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities avid support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with doth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. t 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a'coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material ❑ §114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 36" of pipe between fitter and heater for future solar, cover for outdoor pools or ' spas. ` a. At least 36" of pipe between filter and heater for future solar heating. " b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooling appliances with pilot < 150 Btutho ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures ® §150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumenstwatt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. Computer Method Summary ® R-13 Wall Demising R_esidpncP (Part 1 of 3) C -2R 2nd Floor Resta The Avenmrig Mendoza Project Title 51-n25 Aven0ria Mendoza La_Q,jbnta Bldg ® 2/16/2004 Date Project Address ® ❑ Building Permit # F-nprgy and Duct Sv. ct m- ❑ (909) 925-0100 IX Docum tation Author ' 3R Roof (R 38 2x4 24) Tile Roof Residence Telephone Plan Check/Date Como, der Performan .P Compliance Method (Package or Computer) 15 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance ❑ (kBtu/sf-yr) Design Design Margin ❑ Space Heating 2.74 3.13 -0.39 Space Cooling 41.13 47.52 -6.39 Domestic Hot Water 21.07 11.76 9.31 ❑ Totals 64.94 62.41 2.53 Percent better than Standard: 3.9% Total Conditioned Floor Area: 1,009 ft2 Floor Construction Type: ❑ Raised Floor ❑ Slab Floor Building Type: Single Fam Detached Building Front Orientation: (North) 0 deg Total Fenestration Area: 14.3% Number of Dwelling Units: 1.00 Total Conditioned Volume: 8,072 ft 3 Number of Stories: 2 Total Conditioned Slab Area: 0 ft 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area HVAC System 1 OOg R 072 n_ rnnditinned Setback n OPAQUE SURFACES Act Type Area U -Fac. Azm. Tilt Wall 400 0A86 -0 90 Wall 22a 0 0197 gn _9Q Door 24 0 387 go _90_ !81211— W4 0.057 180 90 -Wall 210 0.057 270 —90 Roof 1 Ong 0.024 a 0 Solar Gains Y / N Form 3 Reference Location / Comments ❑ ® R-13 Wall Demising R_esidpncP ®❑ R-21 Shear Wall Residenrw ® ❑ snlid Wood Door Residence ® ❑ R-21 shear Wall Residenrp ® ❑ R-21 Shear Wail Resid nrp IX 3R Roof (R 38 2x4 24) Tile Roof Residence ❑ R ❑ ❑ ❑ ❑ ❑ H❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑❑H Run Initiation Time: 02/1610413:34:47 Run Code: 1076967287 J EneravPro 3.1 By EnerpvSoft User Number: 1268 Job Number: 03-135res. Page:8 of 14 - Computer Method Summary (Part 2 of 3) C -2R 2nd Floor Res. In The Avenida Mendoza Bldg. 2/16/2004 Project Title Date FENESTRATION SURFACES U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments 1_ Window left (Fast) 1 a 0 0 720 040 90 00. Double Mtl 1 ow F(2) Recidence 2 Window Rear (South) 66.0 0.720 0.40 180 90 Double Mtl Low E(2) Residence 3 Window Right (West) 60.0 0.720 0.40 270 90 Double Mtl Low E(2) Residence INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Buq Screen 0.76 3 Bug Screen 0.76 Run Initiation Time: 0211610413:34:47 Run Code: 1076967287 EneravPro 3.1 By Eneraysoft User Number: 1268 Job Number: 03-135res Page:9 of 14 e • Computer Method Summary (Part 3 of 3) C -2R 2nd Floor Res. In The Avenida Mendoza Bldg. 2/16/2004 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick.. Heat Inside Location Type (so (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPFxducts/attic, etc.) R -Value Type Comments Central Fumace 80 6 AFUE Ducts in Attic 8.0 Setback HVAC System Pipe Insul. Hydronic Piping Pipe System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, . Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 8.0 Setback HVAC System WATER HEATING SYSTEMS Rated' Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap: or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. AQUASTAR 240 FXNG Instant Gas Standard 1 165000 0 0.82 0 n/a For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS Run Initiation Time: 02/16/04 13:34:47 Run Code: 1076967287 EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135res Page: 10 of 14 t Computer Method .Summary (Addendum) C -2R 2nd Floor Res. In The Avenida Mendoza Bid -g. 2/16/2004 +' Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local -_ _ _ .I _ _ ________ _sate_ :..-.a:a....a:.... --.4-- s:e..f 6..:Liinn _ Ancinn th2f nfharwica rmmnliec based on the adequacy of the special justification and documentation submitted. Plan Field The HVAC System "HVAC System" has R-8.0 Heating Duct Insulation. Insulation levels above R-4.2 must be verified. The HVAC System "HVAC System" has R-8.0 Cooling Duct Insulation. Insulation levels above R-4.2 must be verified. G HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -611. plan Field Run Initiation Time: 02/16/0413:34:47 Run Code: 1076967287 EnergyPro 31 By EnergySoft User Number: 1268 Job Number: 03_135res Pagel 1 of 14 - r DROPOSE® CONSTRUCTION ASSEMBLY ENV -3 PROJECT NAME DATE 2nd Floor Res. In The Avenida Mendoza Bldg. 2/16/2004 COMPONENT DESCRIPTION DESCRIPTION 4MING OUTSIDE SURFACE AIR FILM 1 Gypsum or Plaster Board 2 Insulation, Mineral Fiber, R-13 3 ASSEMBLY NAME R-13 Wall Demisin 0.37 6 ASSEMBLY Floor 0.54 7 TYPE (check one) X Wall LU W Ceiling / Roof INSIDE SURFACE AIR FILM F N FRAMING MATERIAL Wood p Z FRAMING %o 15 o Framing 5.8 TOTAL HC 15% (16" o.c. Wall) 12% (24" o.c. Wall) 10% (16" o.c. Floor/CeiL) SKETCH OF ASSEMBLY 7% (24" o.c. Floor/Cell.) SUBTOTAI R VALUE DESCRIPTION 4MING OUTSIDE SURFACE AIR FILM 1 Gypsum or Plaster Board 2 Insulation, Mineral Fiber, R-13 3 Gypsum or Plaster Board 4 0.37 6 2.08 6 0.54 7 ASSEMBLY U VALUE 8 9 INSIDE SURFACE AIR FILM SUBTOTAI R VALUE THICK- NESS (in.) 4MING ❑ © ❑ El El El El El 0.170 0.500 3.500 0.500 3.465 0.450 0.450 0.37 0.62 2.08 0.26 SUBTOTAI R VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.450 0.450 12.999 3.465 0.450 0.450 0.37 0.62 2.08 0.26 0.54 Fr% / 100 ASSEMBLY U VALUE 0.6801 0.680 14.75 5.22 KG Kr A 'HEAT CAPACITY (Optional) WALL WEIGHT (lbs/sf) SPECIFIC HEAT (Btu/F4b) HC (A X B) (Btu/F-sf) [ 0.0678 X 0.85 ] 2.08 0.26 0.54 1.68 0.37 0.62 2.08 0.26 0.54 Fr% / 100 ASSEMBLY U VALUE 5.8 TOTAL HC 1 7 'NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. [ 0.0678 X 0.85 ] + 0.1918 C X 0.15 = 0.086 1 / Rc 1 - (Fr% / 100) 1 / Rf Fr% / 100 ASSEMBLY U VALUE EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135res Page:12 of 14 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 4' PROJECT NAME DATE 2nd Floor Res. In The Avenida Mendoza Bldg. 2/16/2004 COMPONENT DESCRIPTION DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Stucco 2 Membrane, Vapor -Permeable Fett 3 plywood 4 Insulation, Mineral Fiber, R-21 6 ASSEMBLY NAME R-21 Shear Wall 0.31 7 0.371 8 2.08 ASSEMBLY Floor INSIDE SURFACE AIR FILM 0.680 23.00 TYPE (check one) Wall W p W Ceiling / Roof 14.3 FRAMING MATERIAL Wow 0 FRAMING % 15 % o Framing /o 16% (16" o.c. Wall) 12% (24" o.c. Wall) 10% (16" o.c. Floor/Ceil.) SKETCH OF ASSEMBLY 7% (24" o.c. Floor/Ceil.) SUBTOTAI R -VALUE DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Stucco 2 Membrane, Vapor -Permeable Fett 3 plywood 4 Insulation, Mineral Fiber, R-21 6 Gypsum or Plaster Board 6 0.31 7 0.371 8 2.08 9 0.54 INSIDE SURFACE AIR FILM SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0. 1751 0.175 0.060 0.060 0.465 0.465 21.000 5.445 0.4501 0.450 0.31 2.63 0.371 0.98 2.08 0.26 0.54 0.680 0.680 23.00 7.44 R4 RI 'HEAT CAPACITY (Optional) WALL WEIGHT (lbs/sf) SPECIFIC HEAT (Btu/F4b) HC (A X B) (Btu/F-sf) 8.46 0.20 1.69 0.06 0.35 0.02 1.06 0.29 0.31 2.63 0.371 0.98 2.08 0.26 0.54 14.3 TOTAL HC 3.5 'NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. 1 / Rc 1 - (Fr% / 100) 1 / Rf Fr% / 100 ASSEMBLY U -VALUE 1 EnergyPro 3.1 By EnergySofl User Number: 1268 Job Number: 03-135res Paae:13 of 14 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE 2nd Floor Res. In The Avenida Mendoza Bldg. 2/16/2004 SYSTEM NAME FLOOR AREA HVAC System 1,009 Number of Systems 1 Heating System Output per System 71,000 Total Output (Btuh) 71,000 Output (Btuh/sgft) 70.4 Cooling System Output per System 40,000 Total Output (Btuh) 40,000 Total Output (Tons) 3.3 Total Output (Btuh/sgft) 39.6 Total Output (sgftrTon) 302.7 Air System CFM per System 1,500 Airflow (cfm) 1,500 Airflow (cfm/sgft) 1.49 Airflow (cfmrron) 450.0 Outside Air 0.0 Outside Air (cfm/sqft) 0.00 Note: values above aiven at ARI conditions 26.0 OF 69.5°F Outside Air 0 cfm Supply Fan 1500 cfm 69.5 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM I Sensible 20,&931 2159 0%AFUE 12.0 SEER 3-1/2 ton Sys 23,490 14,120 71,000 Total Adjusted System Output141-201 71,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am am Temperatures at Time of Heatina Peak) 69.5°F 114.0°F Heating Coil k Return Air Ducts 4 Supply Air Ducts 113.50F ROOMS 70.0 of I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.6°F 78.6/68.1OF 78.6/68.1OF 63.9/63.0OF OSupply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 64.5 / 63.2 of 1500 cfm 60.3% R.H. ROOMS 78.6/68.10F 78.0 f /67.9°F 3.1 User Number: 1268 Return Air Ducts Job Number: 03-135res 14 of 14 i INSULATION CERTIFICATE Number and Street City County Subdivision LorNwuber Description .of Installation 1. ROOF Material Brand Narne ` Tbiekness (inches) Thermal Resistance (R -Valise) 2. CEILING Baa or Blanket Type . Brand Name Thiclnress (inches) Thermal Resistance (R -Value) Loose Fill Type Brand Contractor's nun installed Nyeighdit' lb I dRiimttrn thickness inches Marntfactttrer's installed weight per square foot to achieve Thermal Resistance (R -Value) r 3. EXTERIOR WALL Frame Type A. Cavity Insulation, Material Brand Name Tlriclniess (inches) B . Exterior Foam Sheathing .Thermal Resistance (R -Value) Material Brand Name Tliclntess (inches) Thermal Resistance (R -Value) 4. RAISED FLOOR Material Brand Name Thiclaless (inches) Thermal Resistance (R -Value) 5. SLAB FLOOR/PERIMETER Material Brand Name Thiclnness (inches) Thermal Resistance (R -Value) Perimeter Insulation Depth (inches) 6. FOUNDATION WALL J Material Brand Narne Tlniclaiess (inches) Thernnal Resistance (R -Value) Declaration I hereby certify that the ab6ve uvulation was installed in the building at the above location in conformance v ith the cturent Ener D' Efficiency S1undu7rls for residential buildings (Title 24, Part 6, California Code of Reoulatioru) as indicated on the Certificate of CompliAnce,'where applicable. Item f1s Sr -.nature, Date Installing Subi:o N- . J ' Item tls Sre nature, Date Item #s Signature, Date O ntra—or k o. ;rine) OI'1, General Contractor (Co. Naive) OR Owner Installing Subcontractor (Co. Name) OR General Contractor (Co. Narne) OR O%Vner Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner TITLE 24 REPORT Title 24, Report for: Avenida Mendoza Commercial Building a 11 u i F ta, CA Project Designer: Report Prepared By: Marc Farmer Energy and Duct Systems 40492 Clark Drive Hemet, CA 92544 (909) 925-0100 CITY OF LA QUANTA Job Number: BUILDING & SAFETY DEPT. APPROVED, 08-135 FOR CONSTRUCTION DATE BYZ!l Date: 2/16/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 03-135 User Number. 1268 office"CAPY TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Nonresidential Performance Title 24 Forms 3 Form ENV -3 Proposed Construction Assembly. 11 Form ENV -MM Envelope Mandatory Measures 12 Form MECH-MM Mechanical Mandatory Measures 13 HVAC System Heating and Cooling Loads Summary 15 r EnergyPro 3.1 By EnergySoft Job Number: 03135 User Number. 1268 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PERF -1 NAME Avenida Mendoza Commercial Buildir ADDRESS 51-025 Avenida Mendoza La Quinta _ DESIGNER - ENVELOPE ATION AUTHOR Energy and Duct 925-0100 DATE 2/16/2004 GENERAL INFORMATION This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a Building using the performs a liance approach. DOCUMENTATION AUTHOR Marc Farmer DATE OF PLANS DATE - L - 6 04 The Principal Designers hereby certify that the proposed building de gn represented K the constA ion documents and modelled BUILDING CONDITIONED FLOOR AREA 3,023 sq.Fc. CLIMATE ZONE 15 BUILDING TYPE ® NONRESIDENTIAL HIGH RISE RESIDENTIAL [:] HOTELJMOTEL GUEST ROOM PHASE OF CONSTRUCTION ® NEW CONSTRUCTION ADDITION [:] ALTERATION Ej EXISTING + ADDITION STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a Building using the performs a liance approach. DOCUMENTATION AUTHOR Marc Farmer SIGNATURE I DATE - L - 6 04 The Principal Designers hereby certify that the proposed building de gn represented K the constA ion documents and modelled for this permit application are consistent with all other forms and worksheets, specifications, and other calculations submitted with thi permit application. The proposed building as designed meets the energy efficiency requirements of the State Building Code, Title 24, Part 6. ENV. LTG. MECH. 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed as a civil engineer, mechanical engineer, electrical engineer or architect. ❑ El [1 2. 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. ❑ ❑ ❑ 3. 1 affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pusuant to Business and Professions Code Sections 5537, 5538, and 6737.1. (These sections of the Business and Professions Code ae printed in full in the Nonresidential Manual.) ENVELOPE COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures ENVA Required Forms PRINCIPAL ENVELOPE DESIGNER - NAME SIGNAT LIC. NO. DATE G LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures Lighting Compliance Not In The Scope Of 11115 OULKIIIIIa! Required Forms PRINCIPAL LIGHTING DESIGNER - NAME SIGNATURE LIC. NO. DATE MECHANICAL COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures MECH-1 MECH-2 MECH-3 Required Forms PRINCIPAL MECHANICAL DESIGNER - NAME SIGNATURE LIC. NO. DATE Run Initiation Time: 02/16/0412:29:16 Run Code: 1076963356 nergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135 Page:3 of 16 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 PERF -1 DATE -Avenida Mendoza Commercial Building 1 2/16/2004 ANNUAL SOURCE ENERGY USE SUMMARY kBtu/s ft- r ENERGY COMPONENT Standard Design Proposed Design . Compliance Margin Space Heating Space Cooling Indoor Fans Heat Rejection Pumps &Misc. Domestic Hot Water Lighting Receptacle Process TOTALS: TOTALS: Percent better than Standard: 1.03 1.55 -0.53- yyate nea my ' - ' ^._ LIF. -.'}C' t•Q T S - -- _.. 4 - 61.53 44.76 16.77 SpaCBC0o0" 20.84 20.24 0.604- QMoor Fans ..ATC' .7t Ate. T I or ,' s l _ = 0.00 0.00 0.00 MadR*dll" 0.00 0.00 0.00 " "" ` 6.55 6.45 0.10 38.31 38.31 0.00 25.x1 25.41 0.00 RstaplaUe 0.00 0.00 0.00 "°`a'a. 153.66 - 136.72 - _ 16.94 0 rte- ,,.,,i^' 10 20 30 40 Ursa -60- _ a - process) 11.0% ( 11.0% excluding BUILDING C MPLI S GENERAL INFORMATION Building Orientation North 0 deg Conditioned Floor Area 3,023 sqft. Number of Stories 2 Unconditioned Floor Area 0 sqft. Number of Systems 3 Conditioned Footprint Area 2,032 sqft. Number of Zones 2 Orientation Gross Area Glazing Area Glazing Ratio Front Elevation North 960 sqft. 212 sqft. 22.1% ++ Left Elevation (East) 690 sqft. 204 sqft. 29.6% Rear Elevation South 800 sqft. 72 sqft. 9.0% sqft- 144 sgft. 18.7% Right Elevation (West n3220 Total sqft. 6321s0. Roof 991 sgft. 1 sqft. Standard Proposed LEEDS Energy & Atmosphere Credit ' Lighting Power Density 1.300 wisgft. 0.200 wisgft. Savings vs. Title 241 13.21% Prescriptive Env. Heat Loss 585 Btum 644 arum Energy Performance Credit2 2 Points Prescriptive Env. Heat Gain 65,286 Btum-F 66,538 Btu/n-F 1. excludes process and receptacle 2 see LEED table 8-c or 84 Remarks: " ' r Run Initiation Time: 02/16/0412:29:16 Run Code: 1076963356 EnergyPro 3.1 By Energysoft User Number: 1268 Job Number: 03-135 PageA of 16 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 of 3 PERF -'I justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Plan Field The Construction Assembly R-13 Wall Demising has an Outside Absorptivity of 0.00. The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Authorized Signature or Stamp Run Initiation Time: 02/1610412:29:16 Run Code: 1076963356 EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number. 03-135 Page:5 of 16 G\W ENVELOPE COMPLIANCE SUMMARY Performance ENV -1 PROJECT NAME Avenida Mendoza Commercial Building I Type DATE 2/16/2004 OPAQUE SURFACES Glazing Type Location ! Comments 1 Window 35 0.720 45 0.40 Double Mtl Low E(2) # Surface Framing Type Type Act. Area U -Fac. Azm. Tilt Solar Gains y/N Form 3 Reference Location I Comments 1 Wall Wood 45 0.059 45 90 X I I R-21 Wall .21.2x6.16 1st Floor 2 Wall Wood 307 0.059 0 90 X I I R-21 Wall .21.2x6.16 1st Floor 3 lWall Wood 336 0.059 90 90 X I I R-21 Wall .21.2x6.16 1st Floor 4 Wall Wood 328 0.059 180 90 x I I R-21 Wall .21.2x6.16 1st Floor 5 Wall Wood 424 0.059 270 90 x I I R-21 Wall .21.2x6.16 1st Floor 6 Wall Wood 44 0.059 45 90 X I I R-21 Wall .21.2x6.16 2nd Floor 7 Wall Wood 352 0.059 0 90 X11 I R-21 Wall .21.2x6.16 2nd Floor 8 Wall Wood 150 0.059 90 90 x1l I R-21 Wall .21.2x6.16 2nd Floor 9 Wall Wood 400 1 0.086 180 30 R-13 Wall Demising 2nd Floor 10 lWall[Wood 202 0.059 270 1 90 X11 I R-21 Wall .21.2x6.16 2nd Floor 11 Roof Wood 990 0.024 0 1 0 x1l I R-38 Roof R.38.20.24 2nd Floor EXTERIOR SHADING # Exterior Shade Type SHGC Window Hgt. Wd. Overhang Left Fin Len. H t. LExt.RExt. Dist. Len. H t. Right Fin Dist. Len. H t. 1 None 0.76 2 None 0.76 3 None 0.76 4 None 0.76 5 None 0.76 6 None 0.76 7 None 0.76 8 None 0.76 9 None 0.76 FENESTRATION SURFACES None 1.00 Site Assembled Glazing Check box if Building is — 100,000 sgft of CFA and — 10,000 sgft vertical glazing then NFRC Certification is required. Follow NFRC IMSR ProrPdurx and suhmit NFRC I ahel CPrtifirata Form # I Type Area U -Fac. Act. Azm. SHGC Glazing Type Location ! Comments 1 Window 35 0.720 45 0.40 Double Mtl Low E(2) st Floor 2 Window 93 0.720 0 0.40 Double Mtl Low E(2) st Floor 3 Window 144 0.720 90 0.40 Double Mtl Low E(2) st Floor 4 Window 72 0.720 180 0.40 Double Mtl Low E(2) t Floor 5 Window 96 0.720 270 0.40 Double Mtl Low E(2) t Floor 6 Window 36 0.720 45 0.40 Double N tl Low E(2) d Floor 7 [Window 48 0.720 0 0.40 Double Mtl Low E(2) Floor Ind 8 indow 60 0.720 90 0.40 Double Mtl Low E 2 d Floor 9 Window 48 0.720 270 0.40 Double Mtl Low E 2 d Floor 10 Skylight 1 0.650 0 0.68 Skylights Alum. Plastic Bubble 2nd Floor EXTERIOR SHADING # Exterior Shade Type SHGC Window Hgt. Wd. Overhang Left Fin Len. H t. LExt.RExt. Dist. Len. H t. Right Fin Dist. Len. H t. 1 None 0.76 2 None 0.76 3 None 0.76 4 None 0.76 5 None 0.76 6 None 0.76 7 None 0.76 8 None 0.76 9 None 0.76 10 None 1.00 Run Initiation Time: 02/16/0412:29:16 Run Code: 1076963356 EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number. 03135 Page:6 of 16 CERTIFICATE OF COMPLIANCE Perfdmance.:. MECH-1 PROJECT NAME ,r DATE , a Avenida Mendoza Commercial Building 2/16/20b4 ' _LSYSTEM FEATURES r MECHANICAL SYSTEMS ' SYSTEM NAMENOTETO . DHW Heater. _ u - 1st Flr Office HVAC System 2nd Flr Office HVAC System FTEL:D TIME CONTROL Na Programmable Switch Programmable Switch - ELECTRIC HEAT? SETBACK CONTROL Na Heating & C,oIiniq R uired Heating & Cooling Required C: Cooling ISOLATION ZONES Na tY•. „ s Na,., + n/a N: No HEAT PUMP THERMOSTAT? Na Na n/a PIPE INSULATION REQUIRED? ELECTRIC HEAT? Na • . r ; ,. Na n/a ?. FAN CONTROL ` n/a ` Constant Volume '_ Constant Volume' G: Gravity' + VAV MINIMUM POSITION CONTROL?' _ Na . ' - No N: Not Required , SIMULTANEOUS HEAT/COOL? Na. - } No z No less than Col. H on ' HEATING SUPPLY RESET. N ma Constant Te Constant Tem 144e3 ` "`` COOLING SUPPLY RESET Na Constant Temp Constant Tem `, ^ '`" HEAT REJECTION CONTROL y Na Na . ' ..: . Na .:':+'• VENTILATION Na - "Air Balance ` ' ' Air Balance ,.. _ OUTDOOR DAMPER CONTROL Na r Auto - Auto Room ECONOMIZER TYPE Na No Economizer ' No Economizer ' ` • :::;:::;::::.:;: DESIGN O.A. CFM MECH-3, COLUMN 1 - n/a " 92 cfm 14i a¢ . 45 cfm HEATING EQUIPMENT TYPE ' Electric Res : Gas Furnace " v " Gas Furnace ?'<? HEATING EQUIPMENT EFFICIENCY 98% 80%AFUE '.: ,80%AFUE " , COOLING EQUIPMENT TYPE . n/a _ Slit DX ., SSI"d DX COOLING EQUIPMENT EFFICIENCY Na 12.0 SEER / 11-.2 EER -12.0 SEER / 11.3 EER -,80%AFUE ARISTON GL4.0 80%AFUE 12.0 SEEER 2-' 12.0 SEER 3- ...... MAKE AND MODEL NUMBER 1/2 ton Sys 1!2 ton SYS PIPE INSULATION REQUIRED? ,:> Yes `: `' Yes J1. ,, Yes ::::.....; %" F ' PIPEIDUCT INSULATION PROTECTED? Yes ' Yes i, r Yes:,,'*!' HEATING DUCT LOCATION R -VALUE n/a n/a Ducts in Attic a" ;4.2 Ducts in Attic , ; '4.2 COOLING DUCT LOCATION R -VALUE n/ n/a,. Ducts in Attic =4.2 Ducts in Attic ' 4.2 VERIFIED SEALED DUCTS IN ` '. "S '., CEILINGIROOF SPACE 1 ` Na No No CODE TABLES: Enter code from table below into columns above. - - I TIME CONTROL HEAT PUMP THERMOSTAT? ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? H: Heating` Enter Number of VAV MINIMUM POSITION CONTROL? O: Occupancy ,, • C: Cooling SIMULTANEOUS HEAT / COOL? Y: Yes } HEAT AND COOL SUPPLY RESET? N: No V: VFD 1 1. . HIGH EFFICIENCY? ' . ' . PIPE INSULATION REQUIRED? VENTILATION ' PIPE/DUCT INSULATION PROTECTED? + B: Air Balance SEALED DUCTS IN CEILING/ROOF SPACE. : Air I TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL S: Prog. Switch. r , H: Heating` Enter Number of I: Inlet Vanes O: Occupancy ,, • C: Cooling Isolation Zones., P: Variable Pitch + Sensor B: Both - V: VFD 1 1. . M: Manual Timer ' . ' . O: Other' C: Curve VENTILATION OUTDOOR DAMPER ECONOMIZER O.A CFM B: Air Balance A: Auto ' : Air Enter Outdoor Air C: Outside Air Cert., G: Gravity' + : Water CFM. M: Out. Air Measure ; . N: Not Required , Note: This shall be no D: Demand Control `wy . EC: Economizer - less than Col. H on ' N: Natural Control See Section. MECH3. 144e3 Run Initiation Time: 02/16/0412:29:16 Run Code: 1076963356 EnergyPro 3.1 ' By EnergySoft User Number. 1268 Job Number: 03.135. Page:7 of 16 MECHANICAL EQUIPMENT SUMMARY Part 1 of 2 MECH-2 PROJECT NAME Avenida Mendoza Commercial Building DATE 2/16/2004 CHILLER AND TOWER SUMMARY BHP Efficiency Tons PUMPS BHP Motor Eff. Equipment Name Equipment Type Qty. Tot. Qty GPM BHP Motor Eff. Drive Eff. Pump Control 80% AFUE 12.0 SEER 3- 1/2 ton Sys Constant Volume Blow -Through 1,500 0.75 77.0% 100.0% none DHW / BOILER SUMMARY Energy Factor or Recovery Efficiency StandbyTANK Loss or Pilot INSUL. System Name System Type Distribution Type Qty Rated Input (Gals.) Vol. Ext. R -Val. RISTON GI -4.0 Storage Elec. Standard 3 5,120 4 0.94 n/a n/a CENTRAL SYSTEM RATINGS HEATING COOLING System Name System Type Qty. Output Aux. kW Eff. Output Sensible Eff iciency Economizer Type 80% AFUE 12.0 SEEER 2- 1/2 ton Sys Split DX 2 51,000 0.0 80%AFUE 29,400 20,58012.0 SEER / 11.2 EER No Economizer 18/2 ton S E 12.0 SEER 3 Split DX 1 71,000 0.0 80% AFUE 40,000 28, 12.0 SEER / 11.3 EER No Economizer RI IPPI V FAN I F-RF:Tl IRN FAN System Name Fan Type Motor Location CFM BHP Motor Eff. Drive Eff. CFM BHP Motor Eff. Drive Eff. 80% AFUE 12.0 SEEER 2- 1/2 ton Sys Constant Volume Draw -Through 1,270 0.33 77.0% 100.0% none 80% AFUE 12.0 SEER 3- 1/2 ton Sys Constant Volume Blow -Through 1,500 0.75 77.0% 100.0% none EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-M Page:8 of 16 x MECHANICAL EQUIPMENT SUMMARY Part 2 of P -Mrs Mrs ZONE TERMINAL SUMMARY • .• MM EMM M EMMM MMM ■MMM MM AMM M MMEMMM MMM EMMM ■MMM MM ■__. ----EXHAUST FAN SUMMARY -3 p 1 EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135 Page:9 of 16 MECHANICAL VENTILATION MECH-3 NAME Avenida Mendoza Commercial Buildin DATE 2/16/2004 MECHANICAL VENTILATION RA a a o 0 0© o a o 0 VAV MIN. RATH C Minimum Ventilation Rate per Section 121, Table 1-F. E Based on Expected Number of Occupants or at least 50% of Chapter 101997 UBC Occupant Density. I Must be greater than or equal to H, or use Transfer Air. Design Outdoor Air includes ventilation from Supply Air System & Room Exhaust Fans. K Must be greater than or equal to (H minus 1), and, for VAV, greater than or equal to (H -J). EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135 Page: 10 of 16 1 AREA BASIS OCCUPANCY BASIS ZONE/SYSTEM COND. AREA (SF) CFM PER SF MIN. CFM (B x C) NO. OF PEOPLE CFM PER PERSON MIN. CFM (ExF) 1st Floor 2,032 0.15 305 1 st Fir Office HVAC System Total 2nd Floor 991 0.15 149 2nd Fir Office HVAC System Total VAV MIN. RATH C Minimum Ventilation Rate per Section 121, Table 1-F. E Based on Expected Number of Occupants or at least 50% of Chapter 101997 UBC Occupant Density. I Must be greater than or equal to H, or use Transfer Air. Design Outdoor Air includes ventilation from Supply Air System & Room Exhaust Fans. K Must be greater than or equal to (H minus 1), and, for VAV, greater than or equal to (H -J). EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135 Page: 10 of 16 1 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 R -VALUE a PROJECT NAME DATE 1 Avenida Mendoza Commercial Building 2/16/2004 Insulation, Mineral Fiber, R-13 3 jGypsurn or Plaster Board COMPONENT DESCRIPTION 0.37 5 2.08 6 0.54 ASSEMBLY NAME R-13 Wall Demising ASSEMBLY U -VALUE 8 9 ASSEMBLY Floor INSIDE SURFACE AIR FILM 0.680 TYPE X Wall (check one) 5.22 Lu Ceiling / Roof Lu uu NFRAMING MATERIAL Wood 0 Z FRAMING % ° 15 o Framing °k 15% (16" o.c. Wall) 12% (24" o.c. Wall) 10% (16" o.c. Floor/Ceil.) SKETCH OF ASSEMBLY 7% (24" o.c. Floor/Ceil.) R -VALUE DESCRIPTION kMING OUTSIDE SURFACE AIR FILM 1 Gypsum or Plaster Board 2 Insulation, Mineral Fiber, R-13 3 jGypsurn or Plaster Board 4 0.37 5 2.08 6 0.54 7 ASSEMBLY U -VALUE 8 9 INSIDE SURFACE AIR FILM R -VALUE THICK- NESS (in.) kMING ❑ © ❑ 0.170 0.500 3.500 0.500 3.465 0.450 0.450 0.37 0.62 2.08 0.26 R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.4501 0.450 -,12.999 3.465 0.450 0.450 0.37 0.62 2.08 0.26 0.54 Fr°% 1100 ASSEMBLY U -VALUE 0.680 0.680 14.75 5.22 KC KT 'HEAT CAPACITY (Optional) WALL WEIGHT (lbs/sf) SPECIFIC HEAT (Btu/F4b) HC (A X B) (Btu/F-sf) [ 0.0678 X 0.85 ] 2.08 0.26 0.54 1.68 0.37 0.62 2.08 0.26 0.54 Fr°% 1100 ASSEMBLY U -VALUE 5 $ TOTAL HC 1 7 *NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. [ 0.0678 X 0.85 ] + [ 0.1918 x 1 / Rc 1 - (Fr% / 100) 11 Rf • Fr°% 1100 ASSEMBLY U -VALUE I EneravPro 3.1 By EneravSofl User Number: 1268 Job Number: 03135 Paae:11 of 16 1 ENVELOPE MANDATORY MEASURES ENV -MAO it PROJECT NAME Avenida Mendoza Commercial Buildin i4 DATE 2/16/2004 DESCRIPTION Designer Enforcement X§118(.) Installed Insulating Material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20, Chapter 4, Article 3. 0 § 118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. 0 §11117(a) All Exterior Joints and openings in the building that are observable sources of air +t . leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. 1 X] §116(b) Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). a§ 116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1-E. of the Standards. Manufactured fenestration products must be labeled for U -value according to NFRC procedures. 0 § 118(e) Demising Walls in Nonresidential Buildings: The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R-11 between framing members. t r _ EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135 Page:12 of 16 MECHANICAL MANDATORY MEASURES Part2 of MECH®MM • PROJECT NAME Avenida Mendoza Commercial Buildi DATE 2/16/2004 Description Designer Enforcement Ventilation FXJ§ 121(e) Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. § 122(f) Gravity or automatic dampers interlocked and closed on fan shutdown shall be provided on the outside air intakes and discharges of all space conditioning and exhaust systems. § 122(f) All gravity ventilating systems shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside, except for combustion air openings. § 121(f)l Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau (NEBB) Procedural Standards (1983), or Associated Air Balance Council (AABC) National Standards (1989); or §121(f)2 Outside Air Certification: The system shall provide the minimum outside ai r as shown on the mechanical drawings, and shall be measured and certified by the installing licensed C-20 mechanical contractor and certified by (1) the design mechanical engineer, (2) the installing licenced C-20 mechanical contractor, or (3) the person with overall responsibility for the design of the ventilation system; or § 121(f)3 Outside Air Measurement: The system shall be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a continuous basis and displaying that quantity on a readily accessible display divice; or F] § 121(f)4 Another method approved by the Commission. Service Water Heating Systems § 113(b)2 If a circulating hot water system is installed, it shall have a control capable of ` automatically turning off the circulating pump(s) when hot water is not required. § 113(b)3B Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. § 113(b)3C Lavatories in restrooms of public facilities shall be equipped with one of the following:, ` Outlet devices that limit the flow of hot water to a maximum of 0.5 gallons per minute- Foot actuated control valves, and outlet devices that limit the flow of hot water to a . maximum of 0.75 gallons per minute. Proximity sensor actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.25 gallons/cycle (circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.50 gallons/cycle (non -circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.75 gallons/cycle (foot switches and proximity sensor controls). EnergyPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135 Page:14 of 16 i HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Avenida Mendoza Commercial Building 2/16/2004 SYSTEM NAME FLOOR AREA Ist Fir Office HVAC System 2,032 [ENGINEERING CHECKS ISYSTEM LOAD Number of Systems 2 Heating System Output per System 51,000 Total Output (Btuh) 102,000 Output (Btuh/sgft) 50.2 Cooling System Output per System 29,400 Total Output (Btuh) 58,800 Total Output (Tons) 4.9 Total Output (Btuh/sqft) 28.9 Total Output (sgft/Ton) 414.7 Air System CFM per System 1,270 Airflow (cfm) 2,540 Airflow (cfm/sgft) 1.25 Airflow (cfm/Ton) 518.4 Outside Air (%) 3.6 Outside Air (cfm/sgft) 0.05 Note: values above given at ARI conditions 26.0 OF Outside Air — 0 92 cfm 69.2 of 67.7 OF Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM I Sensible 4, 49,488 5,473 1,127 41,559 0 2,474 2,078 0 0 92 3,123 -422 92 4,211 0 0 2,474 2,078 57 56 5,0511 49 926 80% AFUE 12.0 SEEER 2-1/2 ton Sys 33,537 23,836 102,000 Total Adjusted System Output 537 23 836 102 000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Jul 4 1 Jan 12 am 105.4 of Heating Coil -Q$ Supply Fan 2540 cfm 105.4 of - Supply Air Ducts 104.6 of ROOMS 70.0 of in Retum Air Ducts 4 DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.6OF 80.1 /70.3 OF 67.7/66.1OF 67.7/66.1OF O Supply Air Ducts Outside Air 92 cfm Cooling Coil Supply Fan 68.6/66 . 4of 2540 cfm ROOMS 78.9/70.1 OF !% Return Air Ducts `i 67.0% R.H. 78.0/69.8OF I EnerovPro 3.1 By EneravSoft User Number: 1268 Job Number. 03-135 Paae:15 of 16 1 i HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Avenida Mendoza Commercial Building DATE 2/16/2004 SYSTEM NAME FLOOR AREA 2nd Flr Office HVAC System 991 Number of Systems 1 Heating System Output per System 71,000 Total Output (Btuh) 71,000 Output (Btuh/sgft) 71.6 Cooling System Output per System 40,000 Total Output (Btuh) 40,000 Total Output (Tons) 3.3 Total Output (Btuh/sgft) 40.4 Total Output (sgft/Ton) 297.3 Air System CFM per System 1,500 Airflow (cfm) 1,500 Airflow (cfm/sqft) 1.51 Airflow (cfm/Ton) 450-0 Outside Air (%) 3.0 Outside Air (cfm/sgft) 0.05 Note: values above oiven at ARI conditions 26.0 OF 68.1 of Outside Air O 45 cfm Supply Fan 1500 cfm 69.4 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM I Sensible 30,3221 2 668 22 264 AFUE 12.0 SEER 3-1/2 ton Sys 23,981 14,229 71,000 Total Adjusted System Output 981 14,229 71,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Jul 4 pm Jan 12 am i Temperatures at Time of Heating Peak) 68.10F n 112.60F I1I Heating Coil k Retum Air Ducts 4 Supply Air Ducts 112.OoF ROOMS 70.0 of COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.6OF 79.8/69.1OF 79.8/69.1OF 64.8/63.9OF O Supply Air Ducts Outside Air 45 cfm Supply Fan Cooling Coil 65.6 / 64.2 of 1500 cfm 62.5% R. H. ROOMS 78.8/68.8 OF 78.0/68.6OF Return Air Ducts 1E . EnergvPro 3.1 By EnergySoft User Number: 1268 Job Number: 03-135 Page: 16 of 16 J d STRUCTURAL CALCULATIONS'-' PREPARED FOR: , THE ADAMS BUILDING , ARCHITECTURAL DESIGN - ' DAVID LILIEHOLM a . CITY OF LA QUANTA . BUILDING & SAFETY DEPT; APPROVED FOR CONSTRUCTIO lzdDeqj c_ DATE'¢ Z 4-94 BYvz;p YI r PREPARED BY:t /. ALATORRE & ASSOCIATES ' ,CIVIL & STRUCTURAL ENGINEERING 1520 SAN JCINTO AVE, SUITE 1 ' SAN, JACINTO, CA 92583 FAX: (909) 654-8681 PHONE: (909) 487-1722 AUGUST 2003 t . v con OBJECTIVE: , To provide the calculations, member sizes and connections of the structural system to be used for the dwelling. The structural systems under consideration are: the vertical (gravity) load system and the lateral load system. DESIGN CRITERIA. + General design requirements for vertical and lateral loads by UBC 97, design loads per ANSI/ ASCE 7-88; Steel members per AISC Design Manual WSD Manual-, Concrete members per ACL GENERAL ANALYSIS METHODS: In general the design methods consider the UBC requirements for both vertical and lateral ' loading. The lateral analysis performed considers the static load method, and distributes seismic loads according to UBC -97 Section 1630, each wall is then analyzed to establish I he governing lateral load (wind or seismic) specific for that wall's loading condition: the ' (,ross overturning moment is -calculated based on the "governing" force and then the net resisting moment is established according to wind and seismic conditions of the UBC 97 to finally obtain the net overturning moment used in determining the holdown, requirements. The shear panels configurations, nailing and materials required is based on UBC -97 Table 23-11-H for horizontal diaphragms UBC -97 Table 23-11-1-1 and/or UBC -97 Table 23-11-1- 2 for shear walls. IBeams,"posts and other vertical carrying members conform to applicable chapters 617 UBC -97, and AIS( as well as, ACI as required. Similarly masonry is designed according to UBC -97 Chapter 21 and MIA (Masonry Institute of America)_: oQ 0ESS/ J. pN 32 1 E .6 M CIV1\- 9lF OF C Al F P ' - ,_' ', L 4 . .' ( O 1 t f " .. ' . , v. ' S COMPANY PROJECT Alatorre & Assoc. Civil Engineers La Quinta WoodWorks® 1520 S. San Jacinto Ave Suite 1 Gravity Analysis as noted San Jacinto CA 92583 Hip_1_Full 1PHONE: (909) 487-1722 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1442 Total Start End Start End Load? DLO Dead Triangular 0.0 320.0 0.00 24.00 No LLO Wind Trian ular 0.0 320.0 0.00 24.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 24' Dead 1604 Value 3031 Live 734 Shear 1442 Total 2337 247 4474 Bearing: fb = 1426 Fb' = 2987 fb/Fb' = 0,48 . Live Defl'n 0.40 = Length 1.0 L/360 1.3 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x15" Pitch: 5.0/12;, Total length: 26, Self Weight of 18.26 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS -1997: (stress --psi, and in) Criterion lAnalysis Value Design Value Anal sis/Desi n Shear fv @d = 76 Fv' = 247 fv/Fv' = 0.31 Bending(+) fb = 1426 Fb' = 2987 fb/Fb' = 0,48 . Live Defl'n 0.40 = L/780 0.87 = L/360 0.46 Total Defl'n 1.38 = L/226 1.73 = L/180 0.80 ADDITIONAL DATA: , FACTORS: F CD CM Ct CL CF' CV Cfu Cr' LCH Fb'+= 2400 1.30 1.00 1.00 1.000 1.00 0.957 1.00 1.:00 2 Fv' = 190 1.30 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load 1.30 Bending(+): LCH 2 = .60+W, M = 22834 lbs -ft Shear LCH 2 = .6D+W, V = 4528, V@d = 3910 lbs Deflection: LCH 2 = .6D+W EI=2594.49eO6 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1 /3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 6. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT Wood, Workso Alat0 S. S Assoc. Civil Engineers 1520 S. San Jacinto Ave Suite 1 San Jacinto CA 92583 PHONE: (909) 487-1722 juRe 6,29M 13:11;30 mmp-!=a Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ftj Pattern Shear 527 Total Start End Start End Load? DLO Dead Triangular 0.0 208.0 0.00 13.50 • No LLO wind Triangular 0.0 208.0 0.00 13.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 13'-6' I Dead 499 Value 1021 Live 268 Shear 527 Total 768 247 1549 Bearing: Eb = 562 Fb' = 3120 fb/Fb' = 0.18 Live Defl'n 0.08 = Length 1.0 L/360 l,n Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x10-1/2" Pitch: 5.0/12;, Total length: 14'-7.5-, Lateral support: top= full, bottom= at supports; Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 36 Fv' = 247 fv/Fv' = 0.15 Bending(4) Eb = 562 Fb' = 3120 fb/Fb' = 0.18 Live Defl'n 0.08 = <L/999 0.49 = L/360 0.16 Total Defl'n 0.24 = L/723 0.97 = L/180 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCN Fb'+= 2400 1.30 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.30 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.30 Bending(+): LCN 2 = .6D+W, M = 4411 lbs -ft Shear LCN 2 = .6D+W, V = 1576, V@d = 1305 lbs Deflection: LCN 2 = .6D+W EI= 889.9leO6 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D --dead L=Live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1 /3 points of a span (NDS Table 5.3.2), 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 6. SLOPED BEAMS: level bearing is required for all sloped beams. MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in).: EGA 10'-6" 1 Dead 986 COMPANY PROJECT 2017 `n / r Wood O ks" Alatorre & Assoc. Civil Engineers 1520 S. San Jacinto Ave Suite 1 Shear V V 1 San Jacinto CA 92583 ' 1516 SOF11VARf tOR WOOD OISIQ.A• PHONE: (909) 4871722 Bearing.: Design Check Calculation Sheet - 863 Fb' = Sizer 2002a LOADS: ( lbs, psf, or plf ) - Load Type Distribution Magnitude Location (ftl Pattern L/360 Start End Start End Load? . DLO Dead Triangular 0.0 208.0 0.00 10.50 No LLO wind Triangular 0.0 208.0 0.00 10.50 No DLI Dead Triangular 0.0 320.0 X0.0 0.00 10.50 No LL1 Wind Triangular 320.0 0.00 10.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in).: EGA 10'-6" 1 Dead 986 Value 2017 Live 530 Shear 1041 Total 1516 247 3058. Bearing.: Eb = 863 Fb' = 3120 fb/Fb' = 0.28 Live DeEl'n 0.07 = Len th 1.0 L/360 1,n Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x10-1/2" Pitch: 5.0/12;, Total length: 11'-4.5-, Lateral support: top= full, bottom= at supports; Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS -1997: ( stress --psi, and in Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 68 Fv' = 247 fv/,Fv' = 0.27 Bending(f) Eb = 863 Fb' = 3120 fb/Fb' = 0.28 Live DeEl'n 0.07 = <L/999 0.38 = L/360 0.19 Total Defl'n 0.23 = L/606 0.76 = L/180 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCH Fb'+=•.2400 -1.30 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.30 1.00 1.00 - 2 , Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 •1.00 ' 2 Custom duration factor for Wind load = 1.30 + Bending(+): LCH 2 = .6D+W, M = 6774,1bs-ft' Shear LCH 2'= .6D+W, V = 3111, v@d =. 2423 lbs Deflection: LCH 2 = .6D+W - EI= 889.9leO6 lb -int Total Deflection = 1:50(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction .CLd=concentrated) (All LC's are listed in the Analysis output) COMPANY PROJECTS Alatorre & Assoc. Civil Engineers . r WoodWorks® 1520 S: San Jacinto Ave Suite 1 + . San Jacinto CA 92583 sornvaxrroxWOOD ocsic'r PHONE: (909)487-1722• june 6,20M 1&28i RB -6-N-7 Design Check Calculation Sheet , Sizer 2002a kDS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] . Patte_n Shear 560 Total Start End Start End Load? DLO Dead Triangular 0:0 160.0 0.00 17.50 No LLO Wind Triangular 0.0 160.0 0.00 17.50• 1 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in):. p IT -6" Dead 467 r' 933 Live 280 Shear 560 Total 747 110 1493 Bearing: fb = 726 Fb'= 1755 fb/Fb' = 0.41 Live Defl'n. 0.16 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Lateral support: top= full, bottom= at supports; Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Analysis/Design - Shear fv @d = 37 Fv' = 110 fv/Fv' = 0.34 Bending(+) fb = 726 Fb'= 1755 fb/Fb' = 0.41 Live Defl'n. 0.16 = <L'/999 0.58= L/360 0.28 Total Defl'n 0.56 = L/372 1.17 = L/180 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu­ Cr LCN Fb'+= 1350. 1.30 1.00 1.00 1.000 1.00 1.000 1.00 i.00 2 Fv' = 85 1.30 1.00 1.00 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2' Cus torn duration factor.for Wind load = 1.30 - Bending(+): LCR 2 = .6D+W, M = 5003 lbs -ft Shear LCN 2 = .6D+W, V = 1493, V@d = 1299 lbs Deflection: LCN 2 = .6D+W EI= 628.73eO6 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' COMPANY PROJECT Alalorre & Assocites La Quinta Works - Phone 909-487-1722 Gravity Analysis as noted Wood 5 11r-'Apf. ON July 23, 2003 12:31:13 Hip_l_Full.wwb Design Check Calculation Sheet Sizer 2002a LOADS: 1 lbs, psf, or plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): 0. R' E": ---d Tpe Dj st ri. I-, li-C. j :I n q mi. ud e Location f. J t Ph ern L. V @'j T eaI Start End Start Load? L L ='b Tri A ng u 1. P. r0.002. h 0 0 I•Jo 4r' -nd T 17 j, A P r 0.0 :3 0. 0 o. nn n n 4, MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): 0. R' E": ---d 22 .'9 Va I Lfe De s ij: r, V-3 I Ll 'Z! Anal w; i-.3 / Des i j r, L. V @'j T eaI Fv 247 Ev/ FV 0.17 L L ='b 12.'.;1 h .i fb/Fbl 0.46 L/'787 'U L/360 1. Glulam-Simple, VG West.DF, DF, 24F -V4, 8-3/4x15" Slope: 22.6 deg;, Total length: 30'-4", Self Weight of 31.17 plf automatically included in loads; Lateral support: top= full, bottom= at supports: Load combinations: ASCE 7-98; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Cri_.!ri.,r. Ai'13 I V --j i --i' Va I Lfe De s ij: r, V-3 I Ll 'Z! Anal w; i-.3 / Des i j r, L. V @'j -13 Fv 247 Ev/ FV 0.17 ='b 12.'.;1 h 2'188 fb/Fbl 0.46 L/'787 L/360 0.46 T L I Dc 1 1.66 L/219 2.02 = L/180 0- J2 ADDITIONAL DATA: CM Cf., CV Cf Ll r += 00 ].3n 1..n0 1.00 1.000 1. 0") 0. 894 1.00 1.'00 J..'10 1.. 00 d ij rL.- i.!:• n fa: c, r ',: r r ndin-t(+?:1',+ W M = 34417P Ibs-.r. V .3 4 , V@C.j = :3713 Its I., + 1 '1 4 4 6-2 e 0 1. 1.-, - i. n " - , I j, 1. 0 De id i..!:, A d 1) e 1. e T. j. O 1) + L, i.: a d i.=) i e lq=,,jj nd T j mr, >i i s. t r u j n CLL=c=>ncenr rated are .1 isted i.n the Annlysi.s t:,urpjz.j DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NOS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 6. SLOPED BEAMS: level bearing is required for all sloped beams. MEUP/ Typical Roof Rafter (lNumbe`h`' 11 7/8" TJI®/Pro(TM)-150 @ 24" o/c 6.05 Serial Number.,T1,Bearn(11,1' Page;7/23/2003 ngin Verso .oSPZ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 512 Roof Slope5M2 t 20' ;u All dimencinns are hnriznntal. Prndr.ir-t niapram ist Cnncepf,ial. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 16.0 Live at 125 % duration, 16.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.75" 320 / 347 10 / 667. R1: Blocking 1 Ply TJIS/Pro(TM)-150 2 Stud wall 3.50" 1.75' 320 / 347 / 0 / 667 R1: Blocking 1 Ply TJIS/Pro(TM)-150 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): R1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 653 -647 1775 Passed (36%) Rt. end Span 1 under Roof loading Vertical Reaction (lbs) 653 653 1181 Passed (55%) Bearing 2 under Roof loading 'Moment (Ft -Lbs) . 3196 3196 4706 Passed (68%) MID Span 1 under Roof loading Live Load Defl (in) 0.478 1.061 Passed (U533) MID Span 1 under Roof loading Total Load Defl (in) 0.996 1.414 Passed (U256) MID Span 1 under Roof loading f-Beflection Criteria: STAN DARD(LL:U240,TL:L/180). llowable moment was increased for repetitive member usage. racing(Lu): All compression edges (top and bottom) must be braced at 2'5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 'Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY!. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. 1 Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -(Minimum cut length) _ (Overall horizontal length) x 1.083 + 4 15/16" ' PROJECT INFORMATION: La Quinta 1 ' c• rLn:,t n 2002 liy Trus Joist, a Weyerhaeuser Business '-:ii- and TJ-E am5 ar- r-aistered trademarks of 9'rus Joist. _- .:•istTM, Pro" and Ti -Pr-:" are 'trademarks of. Trus Joist. 1.. .. 1. .. .. ... v .'a .... v, AI ov\ M n,-.•v.o.. v1 .\n\ -.v\ i.\L.v !\'!\ 1 1 . c1.n1...\ v !1••.... v\ DD 1 v...a OPERATOR INFORMATION: Alejandro Alatorre PE Alatorre & Assoc. 1520 S. San Jacinto Ave. Suite 1 San Jacinto, CA 92583 Phone: 909-487-1722 Typical Floor Joist 14' TJI®/Pro(TM -350 16" o/c 6.05 Srial Mumber: )User, 1 ,TJ,Beamlrml aoe1 Engine 0Ve on: 1.5 P2 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ' 20' Prndiirt niagrann i%Cnnr-epfiisd. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead,'20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/DeadlUplift/Total 1 Stud wall 3.50" 3.50" 667 / 467 / 0 / 1133 Al: Blocking 1 Ply TJI®/Pro(TM)=350 2 Stud wall 3.50" 3.50" 667/461/0/1133 A1: Blocking 1 Ply TJI®/Pro(TM)-350 '-See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1110 -1100 1710 Passed (64%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1110 1110 1615 Passed (69%) Bearing 2 under Floor loading 'Moment (Ft -Lbs) 5433 5433 6380 Passed (85%) MID Span 1 under Floor loading Live Load Defl (in) 0.367 0.490 Passed (U640) MID Span 1 under Floor loading Total Load Defl (in) 0.624 0.979 Passed (U377) MID Span 1 under Floor loading TJPro 42 30 Passed Span 1 1 Deflection Criteria: STAN DAR D(LL: U480,TL: U240). -Allowable moment was increased for repetitive member usage. Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Concentrated load requirements for standard non-residential floors have been considered. ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: La Quinta Alejandro Alatorre PE 1 Alatorre & Assoc. 1520 S. San Jacinto Ave. Suite 1 San Jacinto, CA 92583 Phone: 909-487-1722 rof riyhE e 200? IvryTrus Joist, a Weyerhaeuser Business TJI2l 2tn•d TJ-B•_ar"(9 aro regist-r•=d trademarks of Trus Joist. _-i c•istTM, i'r .TM and TJ-ProTM aro trademarks of Tru.? Joist. I. u Al9torre & Assoc. Civil Engineers Title: La Quinta ,lob # 1520 S. San Jacinto Suite 1 Dsgnr: A. Alatorre PE Date: 3:29PM. 6 JUN 03 Ph. (909) 487-1722 & (949) 768 4326 Description : Two Story Residence Fax 909-654-86818 & 949-215-9196 Scope : Gravity analyis and as noted Re' `60100 User KW -060902. Ver 5.6 1, 25-Oct-2002Timber Beam 8c Joist Page 1 (c) )1983-2002 E14ERCALC Engineering Software c:%documents and settingslusertmv document Description Roof Framing: RB1 to R69 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 67MA I RBI RB2 RB3 R84 RBS RB8 RB9 Timber Section 998.40 998.40 6x12 4x6 4x6 4x10 4x10 4x6 4x6 Beam Width in 446.80 5.500 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 1,173.80 11.500 5.500 5.500 9.250 9.250 5.500 5.500 Le: Unbraced Length ft LL 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Tlmber Grade Max. DL+LL Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 1,080.40 1,350.0 1,000.0 1,000.0 1,000.0 1,000.0 1,000.0 1,000.0 Fv - Basic Allow psi Deflection OK 85.0 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi UDefl Ratio 1,600.0 1,700.0 1,700.0 1,700.0 1,700.0 1,700.0 1,700.0 Load Duration Factor Center LL Defl in 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type 677.4 Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status -0.496 -0.113 No No No No No No No Center Span Data 3.000 3.000 4.960 4.960 2.580 2.360 UDefl Ratio Span ft 636.5 14.00 6.00 6.00 10.00 10.00 5.00 5.00 Dead Load #/ft 0.062 320.00 160.00 160.00 208.00 208.00 104.00 104.00 Live Load #/ft 0.062 320.00 160.00 160.00 208.00 208.00 104.00 104.00 Point #1 OL lbs UDefl Ratio 467.00 467.00 LL lbs 467.00 467.00 @X ftj 3.000 1.500. j Cantilever Span Span ftl 2.00 2.00 Uniform Dead Load#/ft 208.00 208.00 Uniform Live Load #/ft 208.00 208.00 Results Ratio = 0.9243 0.6057 0.6057 0.8075 0.8075 0.7339 0.7102 Mmax @ Center in -k 188.16 17.28 17.28 59.93 59.93 20.94 18.32 @ X = ft 7.00 3.00 3.00 4.92 4.92 3.00 1.50 Mmax @ Cantilever in -k 0.00 0.00 0.00 -9:98 -9.98 0.00 0.00 fb : Actual psi 1,552.1 979.3 979.3 1,200.7 1,200.7 1,186.5 1,038.2 Fb:Allowable psi 1,679.2 1,616.8 1,616.8 1,487.0 1,487.0 1,616.8 1,616.8 Bending OK Bending OK :Bending OK tv : Actual psi 91.8 63.4 63.4 Fv : Allowable psi 106.3 118.8 118.8 Shear OK Shear OK Shear OK Bending OK Bending OK 85.6 85.6 118.8 118.8 Shear OK Shear OK Bending OK Bending OK 77.1 84.3 118.8 118.8 Shear OK Shear OK Reactions @ Left End DL lbs 2,240.00 480.00 480.00 998.40 998.40 446.80 586.90 LL lbs 2,240.00 480.00 480.00 1,040.00 1,040.00 446.80 586.90 Max. DL+LL lbs 4,480.00 960.00 960.00 2,038.40 2,038.40 893.60 1,173.80 @ Right End DL lbs 2,240.00 480.00 480.00 1,497.60 1,497.60 540.20 400.10 LL lbs 2,240.00 480.00 480.00 1,497.60 1,497.60 540.20 400.10 Max. DL+LL lbs 4,480.00 960.00 960.00 2,995.20 2,995.20 1,080.40 800.20 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.248 -0.057 -0.057 -0.108 -0.108 -0.042 -0.038 UDefl Ratio 677.4 1,273.1 1,273.1 1,112.8 1,112.8 1,434.0 1,577.4 Center LL Defl in -0.248 -0.057 -0.057 -0.119 -0.119 -0.042 -0.038 UDefl Ratio 677.4 1,273.1 1,273.1 1,006.3 1,006.3 1,434.0 1,577.4 Center Total Defl in -0.496 -0.113 -0.113 -0.227 -0.227 -0.084 -0.076 Location ft 7.000 3.000 3.000 4.960 4.960 2.580 2.360 UDefl Ratio 338.7 636.5 636.5 528.5 528.5 717.0 788.7 Cantilever DL Defl in 0.062 0.062 Cantilever LL Defl in 0.062 0.062 Total Cant. Defl in 0.125 0.125 UDefl Ratio 384.4 384.4 ` A|mtnrne&Associates nue :uaoumta xouw -- Civil Engineers ps Date: /:npw. crOCT oa 1530 S. San Jacinto Ave. Ste #1 "=°""v""'' ' Two Story Residence San Jacinto, CAV2S83 Scope: orawtvanalyisand annoted Fax:909'854'8681 PH:909487'1722 .- Oct. 2002 Uem p ^ij - --- ' '/`/ e/ Beam o^ Joist u"==m o ^'~' `'' '' . ! .x Doacription Roof Framing: RB10 to RB16. Rev. Rev 27. 03 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Section U4 U4 4x12 6x12 6.75xI5.0 6.75xI5.0 5.125x12.0 Beam Width m| aaoo 3.500 aauo 5.500 sJso 6.750 5.125 Beam Depth in 3.500 3.500 11.250 11.500 15.000 15.000 12.000 Le: Unbraced Length ft 400 4.00 4.00 4.00 4.00 4.00 4.00 TImber Grade Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Elastic Modulus ksi 1,700.0 1,700.0 1,700.0 1,600.0 1,900.0 1,900.0 1,900.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Sawn Glul-am Glul-am Glul-am Repetitive Status No No No No No No No Center Span Data Dead Load #/ftj 104.00 104.00 160.00 100.00 100.00 100.00 100.00 Live Load # 104.00 104.00 160.00 200.00 200.00 200.00 200.00 Point #1 DL lbs 1,604.00 6,062.00 6,062.00 460.00 LL lbs 1,604.00 6,062.00 6,062.00 484.00 Point #2 DL lbs 2,240.00 2,240.00 249.00 LL lbs 2,240.00 2,240.00 273.00 ReSLJltS Ratio 0.7044 0.8383 0.7464 0.6389 0 93 89 0.9389 0.45 09 maxvgc me x Fb: Allowable psi 1,875.0 1,875.0 1,361.4 1,679.2 2,986.3 2,986.3 2,980.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Fv : Allowable psi 118.8 118.8 118.8 106.3 193.8 193.8 193.8 Shear OK Shear OK OK OK ar OK ____ - ' Alatorre & Assoc. Civil Engineers Calculations are designed to 1997 NDS and 1997 UBC Requirements 1520 S. San Jacinto Suite 1 Ph. (909) 487-1722 & (949) 768 4326 ' Fax 909-654-86818 & 949-215-9196 Title : La Quinta Job # Dsgnr: A. Alatorre PE Date: 3:29PM. 6 JUN 03 Description : Two Story Residence i Scope : Gravity analyis and as noted use:: KW.060902, ver 5.6.1, 2s-Oct.2002Timber Beam Joist Page 1 ' tc) i 983.2002 E14ERCALC Engineering Software cadocuments and settingstuseAmy documentsy Description Roof Framing: R617 to RB23 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I ISI RB17 RB18 R819 RB20 RB21 RB22 RB23 Timber Section 249.26 4x6 6x10 6x12 4x12 4x8 4x12 4x6 Beam Width in 3.500 5.500 5.500 3.500 3.500 3.500 3.500 Beam Depth in 5.500 9.500 11.500 11.250 7.250 11.250 5.500 Le: Unbraced Length ft 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Tlmber Grade 1,857.49 Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 1,000.0 1,350.0 1,350.0 1,000.0 1,000.0 1,000.0 1,000.0 Fv - Basic Allow psi 95.0 85.0 85.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,700.0 1,600.0 1,600.0 1,700.0 1,700.0 1,700.0 1,700.0 Load Duration Factor UDefl Ratio 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Center LL Defl Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status UDefl Ratio No No No No No No No Center Span Data Center Total Defl in -0.106 -0.125 -0.039 -0.005 -0.051 -0.037 Span ft 6.00 9.50 9.50 3.00 r..n mrn 6.50 6.00 6.00 Dead Load #/ft 100.00' 8.00 8.00 8.00 8.00 160.00 213.00 Live Load #/ft 200.00 13.00 13.00 13.00 13.00 160.00 213.00 Point #1 DL lbs 2,007.00 2,007.00 1,018.00 300.00 850.00 LL lbs 2,007.00 2,007.00 1,856.00 600.00 1,700.00 @ X ftj 2.000 8.500 2.000 3.000 4.000 Point #2 DL lbs 300.00 LL Ib 600.00 . @ X ft 2.000 R e S u I t S Ratio = 0.5678 0.8789 0.8194 0.8109 0.3782 0.7572 0.8063 Mmax @ Center in 16.20 77.81 44.06 30.32 18.71 56.06 23.00 @ X = 3.00 2.01 8.47 1.99 2.99 3.98 3.00 fb : Actual psi 918.1 940.6 363.5 410.7 610.2 759.3 1,303.7 Fb : Allowable psi l 1,616.8 1,680.7 1,679.2 1,361.4 1,613.3 1,361.4 1,616.8 Bending OK Bending.OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actualpsi 59.5 93.4 87.1 96.3 31.9 89.9 84.4 Fv : Allowable psil 118.8 106.3 106.3 118.8 118.8 118.8 118.8 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 300.00 1,622.47 249.26 451.33 187.54 763.33 639.00 LL lbs 600.00 1,646.22 273.01 838.17 365.33 1,046.67 639.00 Max. DL+LL lbs 900.00 3,268.70 522.28 1,289.50 552.87 1,810.00 1,278.00 @ Right End DL lbs 300.00 460.53 1,833.74 890.67 164.46 1,046.67 639.00 LL lbs 600.00 484.28 1,857.49 1,656.83 319.17 1,613.33 639.00 Max. DL+LL lbs 900.00 944.80 3,691.22 2,547.50 483.63 2,660.00 1,278.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.035 -0.062 -0.019 -0.002 -0.017 -0.015 -0.075 UDefl Ratio 2,036.9 1,840.0 6,004.3 22,765.9 4,515.7 4,922.5 956.3 ' Center LL Defl in -0.071 -0.063 -0.020 -0.003 -0.034 -0.023 -0.075 UDefl Ratio 1,018.5 1,798.5 5,760.5 12,237.4 2,300.3 3,176.0 956.3 Center Total Defl in -0.106 -0.125 -0.039 -0.005 -0.051 -0.037 -0.151 Location ft 3.000 4.180 5.396 1.632 3.172 3.168 3.000 UDefl Ratio 679.0 909.5 2,940.0 .7,959.1 1,524.0 1,930.6 478.2 ' Alatorre & Associates Title: La Quinta Job # Civil Engineers Dsgnr: A. Alatorre PE Date: 11:46AM, 9 DEC 03 1520 S. San Jacinto Ave. Ste #1 Description : Two Story Residence ' San Jacinto, CA 92583 Scope: Gravity analyis and as noted Fax:909-654-8681 PH:909-487-1722, Rev560100 User: KW -060902, Ver 5.6.1, 25-Oct-2W2Timber Beam 8 Joist Page 1 (c)1983-2002 ENERCALC Engineering Software c:tdocuments and settingstalexlmy documents Description Floor Framing: F61 to FB7. Rev 1 Oct 27, 03. P/C change Floor LL=50 psf ' Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements FB1 FB2 FB3 F84 FBS t FB6 FB7 Timber Section 4x8 08 5.125x16.5 012 10.75x25.5 8.75x24.0 5.125x16.5 Beam Width in 3.500 3.500 5.125 3.500 ' 10.750 8.750 5.125 ' Beam Depth in 7.250 7.250 16.500 11.250 25.500 24.000 16.500 Le: Unbraced Length ft 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Timber G rade Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir, 24F - E Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir, 24F - E Douglas Fir, 24F - E ' Fb - Basic Allow Fv - Basic Allow psi psi 1,000.0 95.0 1,000.0 95.0 2,400.0 155.0 1,000.0 95.0 1,000.0 95.0 2,400.0 155.0 2,400.0 155.0 Elastic Modulus ksi 1,700.0 1,700.0 1,900.0 1,700.0 1,700.0 1,900.0 1,900.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Glul-am Sawn Glul-am Glul-am Glul-am ' Repetitive Status No No No No No No No Center Span Data Span ft 6.00 6.00 12.50 4.50 12.50 12.00 12.00 ' Dead Load Live Load #/ft #/ft 100.00 500.00 100.00 200.00 200.00 200.00 200.00 200.00 - 500.00 1,000.00 1,000.00 1,000.00 1,000.00 1,000.00 Point #1 DL lbs 6,584.00/< 6,059.001 LL lbs 7,634.00 / 8,584.00 ' @ X ft 10.000 7.500 'Ies u Its Ratio = 0.8960 0.8960 0.6729 0.6323 0.9420 0.6447 0.6394 max @ Center in -k 32.40 32.40 281.25 36.45 534.95 736.67 .259.20 ' @ X = ft 3.00 3.00 6.25 2.25 8.60 7.49 6.00 fb : Actual psi 1,056.7 1,056.7 1,209.4 493.7 459.2 877.0 1,114.6 Fb :Allowable psi 1,292.7 1,292.7 2,382.5 1,091.6 906.2 2,237.7 2,382.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK ' fv : Actual Fv : Allowable psi 85.1 95.0 85.1 95.0 104.3 60.1 89.5 99.9 99.1 psi 155.0 95.0 95.0 155.0 155.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ' @ Left End DL lbs 300.00 300.00 1,250.00 450.00 2,566.80 3,472.12 1,200.00 LL lbs 1,500.00 1,500.00 6,250.00 2,250.00 7,776.80 9,219.00 6,000.00 Max. DL+LL lbs 1,800.00 1,800.00 7,500.00 2,700.00 10343.60 12691.12 7,200.00 @ Right End DL lbs 300.00 300.00 1,250.00 450.00 6,517.20 4,986.87 1,200.00 ' LL lbs 1,500.00 1,500.00 6,250.00 2,250.00 12357.20 11365.00 6,000.00 Max. DL+LL lbs 1,800.00 1,800.00 7,500.00 2,700.00 18874.40 16351.87 7,200.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ' Center DL DO in -0.015 -0.015 -0.030 -0.003 -0.015 -0.023 -0.026 L/Defl Ratio 4,665.6 4,665.6 4,977.0 20,660.3 10,062.8 6,273.9 5,625.4 Center LL DO in -0.077 -0.077 -0.151 -0.013 -0.034 -0.050 -0.128 ' L/Defl Ratio Center Total DO in 933.1 -0.093 933.1 -0.093 995.4 -0.181 4,132.1 -0.016 4,423.8 -0.049 2,884.0 -0.073 1,125.1 Location ft 3.000 3.000 6.250 2.250 6.600 6.240 -0.154 6.000 L/Defl Ratio 777.6 777.6 829.5 3,443.4 3,074.5 1,976.0 937.6 I. Alatorre & Associates Title: La Quinta Job # Civil Engineers Dsgnr: A. Alatorre PE Date: 11:45AM, 9 DEC 03 Description : Two Story Residence 1520 S. San Jacinto Ave. Ste #1 ' San Jacinto, CA 92583 Scope: Gravity analyis and as noted Fax:909-654-8681 PH:909-487-1722 Rev560100 User: KW -060902, Ver 5.6.1. 25-Oct-2002Timber Beam Joist Page 1 (c)1983-2002 ENERCALC Engineering Software cAdocuments and settingsWeArny documentsy Description Floor framing: FB8 to FB12. P/C change floor LL=50 psf Timber Member Information Calculations are designed to 1997 Nos and 1997 UBC Requirements FB8 Timber Section FB10 Beam Width ' Beam Depth 5.125x12.0 Le: Unbraced Length 4x10 Timber Grade ' Fb - Basic Allow Fv - Basic Allow 3.500 Elastic Modulus 5.500 Load Duration Factor 12.000 Member Type ' Repetitive Status 4.00 Center Span Data 4.00 Span W ' Dead Load 2,400.0 Live Load 1,000.0 Point #1 DL 1,350.0 155.0 ' @ X X - 95.0 Results 1,900.0 Mmax @ Center 1@X= 1,700.0 1,600.0 fb : Actual 1.000 Fb : Allowable 1.000 fv : Actual t Fv : Allowable Sawn Reactions ' @ Left End DL No LL No Max. DL+LL 1,024.9 @ Right End DL ' LL psi Max. DL+LL 2,387.7 Deflections 1,191.9 Center DL DO L/Defl Ratio Bending OK Center LL Defl 'Ratio Center Total Defl psi Location 128.2 UDefl Ratio 69.4 58.3 FB8 FB9 FB10 FB11 FB12 3.125x13.5 5.125x12.0 4x10 4x10 6x8 3.125 5.125 3.500 3.500 5.500 13.500 12.000 9.250 9.250 7.500 4.00 4.00 4.00 4.00 4.00 )ouglas Fir, 24F - E )ouglas Fir, 24F - E Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch. 2,400.0 2,400.0 1,000.0 1,000.0 1,350.0 155.0 155.0 95.0 95.0 85.0 1,900.0 1,900.0 1,700.0 1,700.0 1,600.0 1.000 1.000 1.000 1.000 1.000 Glul-am Glul-am Sawn Sawn Sawn No No No No No ft 6.00 6.50 6.50 6.50 6.00 #/ft 20.00 20.00 100.00 100.00 #/ft 100.00 100.00 500.00 500.00 lbs 1,250.00 1,200.00 1,604.00 lbs 6,250.00 6,000.00 1,604.00 ft 2.750 4.500 3.000 Ratio = 0.9841 0.8271 0.7304 0.7304 0.8316 in -k 140.09 126.06 38.02 38.02 57.74 ft 2.76 4.50 3.25 3.25 3.00 psi 1,475.8 1,024.9 761.8 761.8 1,119.9 psi 2,354.6 2,387.7 1,191.9 1,191.9 1,346.7 Bending OK Bending OK Bending OK Bending OK Bending OK psi 152.5 128.2 69.4 69.4 58.3 psi 155.0 155.0 95.0 95.0 85.0 Shear OK Shear OK Shear OK Shear OK Shear OK lbs 737.08 434.23 325.00 325.00 802.00 lbs 3,685.42 2,171.15 1,625.00 1,625.00 802.00 lbs 4,422.50 2,605.38 1,950.00 1,950.00 1,604.00 lbs 632.92 895.77 325.00 325.00 802.00 lbs 3,164.58 4,478.85 1,625.00 1,625.00 802.00 lbs 31797.50 5,374.62 1,950.00 1,950.00 1,604.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK in -0.008 -0.007 -0.010 -0.010 -0.040 8,582.0 10,439.5 7,621.3 7,621.3 1,785.9 in -0.042 -0.037 -0.051 -0.051 -0.040 1,716.4 2,087.9 1,524.3 1,524.3 1,785.9 in -0.050 -0.045 -0.061 -0.061 -0.081 ft 2.928 3.536 3.250 3.250 3.000 1,430.3 1,739.9 1,270.2 1,270.2 893.0 Midlurre a Associates Title! La Quinta Job # Civil Engineers Dsgnr: A. Alatorre PE Date: 2:29PM, 9 DEC 03 1520 S. San Jacinto Ave. Ste #1 Description : Two Story Residence San Jacinto, CA 92583 Fax:909-654-8681 PH:909-487-1722 Scope: Gravity analyis and as noted ' Rev. 560100 User. 3--02 EN , CALCer Enoin0«- 2 c 1983-2002 ENERCALC Engineer ng Software Square Footing Design Page 1 Odocuments and settingmalex%my documentsy Description Support for Beams; F63 & F64, Rev 1 10-27-03 & LL 'Genera 11nformatio n Calculations are designed to ACI 31E-05 and 1997 UBC Requirements t Dead Load Live Load 1.700 k 8.500 k Footing Dimension Thickness 2.750 ft 12.00 in Short Term Load 0.500 k # of Bars 3 Seismic Zone 4 Bar Size 4 Overburden Weight . 35.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL & ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 ' Column Dimension 5.50 in Allowable Soil Bearing 1 psf Depth & Width Increases '500:00 Increases Based on Depth Increases Based on Width ' Fig. Base Depth below Surface 1.250 It Increase per foot of width 200.000 psf Increase per foot of depth 500.000 psf when footing is wider than 2.000 ft when footing is below 0.500 ft ' Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.750 in As to USE per foot of Width 0.147 int 200/Fy 10.0050 Total As Req'd 0.404 in2 ' As Req'd by Analysis 0.0006 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % Summary 'Emu Footing OK 2.75ft square x 12.Oin thick with 3- #4 bars Max. Static Soil Pressure 1,528.76 psf Vu: Actual One -Way 9.83 i Ps ' Allow Static Soil Pressure 2,025.00 f Ps Vn'Phi :Allow One -Way 76.03 psi Max. Short Term Soil Pressure 1,594.88 psf -Vu: Actual Two -Way' 30.E I ps Allow Short Term Soil Pressure 2,t '9. 3,25 f Ps Vn'Phi :Allow Two-way 152.05 psi ' Mu : Actual1 .63 k -ft / ft Alternate Rebar Selections... Mn 'Phi :Capacity 5.59 k -ft / ft 3 # 4s 2 # Ss 1 # 6's 1 # Ts 1 # 8's 1 #9s 1 # 10's 1 1 . Alatorre & Associates Title: La Quinta Job # Civil Engineers Dsgnr. A. Alatorre PE Date: 2:29PM, 9 DEC 03 1520 S. San Jacinto Ave. Ste #1 Description : Two Story Residence San Jacinto, CA 92583 Scope: Gravity analyis and as noted Fax:909-654-8681 PH:909-487-1722 Rev: 560100 User. KW -060902, VerCALL.,, 25eering 2 Square Footing Design Page 1 (c)1983-2002 ENERCALC Engineering Software cAdocuments and settingsWex%my documents nwaues Description Support for Beams ; FB5 & FB6, Rev 1, 10-27-03 & LL General Information calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 9.980 k Footing Dimension 5.000 ft Live Load 21.600 k Thickness 24.00 in Short Term Load 0.500 k # of Bars g Seismic Zone 4 Bar Size 4 Overburden Weight 35.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL & ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 5.50 in Allowable Soil Bearing 1,500.00 psf Depth & Width Increases Increases Based on Depth Increases Based on Width Fig. Base Depth below Surface 1.250 ft Increase per foot of width 200.000 psf Increase per foot of depth 500.000 psf when footing is wider than 2.000 ft when footing is below 0.500 ft Reinforcing Rebar Requirement Actual Rebar "d" depth used 20.750 in As to USE per foot of Width 0.349 in2 200/Fy 0.0050 Total As Req'd 1.743 in2 As Req'd by Analysis 0.0004 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % Summary Footing OK 5.00ft square x 24.Oin thick with 9- #4 bars Max. Static Soil Pressure 1,588.20 psf Vu: Actual One -Way 5.40 psi Allow Static Soil Pressure 2,475.00 f Ps Vn'Phi :Allow One -Way 76.03 psi ps Max. Short Term Soil Pressure 1,608.20 psf Vu: Actual Two -Way 23.03 psi Allow Short Term Soil Pressure 3,291.75 psf Vn'Phi : Allow Two -Way 152.05 psi Mu : Actual6 .40 k -ft / ft Aftemate Rebar Selections... Mn ' Phi :Capacity 22.03 k -ft / ft 9 # 4's 6 # 5's 4 # 9s _ 3 # Ts 3 # 8's 2 # 9's 2 # 19s ' Alatorre & Associates Title: La Quinta Job # Civil Engineers Dsgnr: A. Alatorre PE Date: 2:29PM, 9 DEC 03 1520 S. San Jacinto Ave. Ste #1 Description : Two Story Residence San Jacinto, CA 92583 ' Fax:909-654-8681 PH:909-487-1722 Scope : Gravity anatyis and as noted Rev: 560100 User: KW -060902• Ver 5'6.1, 25-0ct-2002 (y19832002 ENERCALC Engineering Software Square Footing Design Page 1 cAdocuments and settingsWeArny documentsy ' Description Support for Beams; FB6 & F67, Rev 1, 10-27-03 & LL ' General Information calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 6.200 k Footing Dimension 4.250 ft Live Load 17.400 k Thickness 12.00 in ' ShortTerm Load 0.500 k # of Bars 5 Seismic Zone 4 Bar Size 4 a [ • Overburden Weight 35.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi ' LL & ST Loads Combine - Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 5.50 in Allowable Soil Bearing , 1,500.00 psf Depth & Width Increases ' Increases Based on Depth Increases Based on Width Fig. Base Depth below Surface 1.250 ft Increase per foot of width 200.000 psf Increase per foot of depth 500.000 psf when footing is wider than 2.000 ft ' when footing is below 0.500 ft Reinforcing , Rebar Requirement Actual Rebar "d" depth used 8.750 in As to USE per foot of Width 0.220 int 200/Fy 0.0050 Total As Req'd 0.935 int ' As Req'd by Analysis Min. Reinf % to Req'd 0.0016 in2 0.0021 % Min Allow °A Reinf 0.0014 Summary•Footing OK ' 4.25ft square x 12.Oin thick with 5- #4 bars Max. Static Soil Pressure 1,486.57 psf Vu: Actual One -Way 26.34 psi `• Allow Static Soil Pressure 2,325.00 psf Vn'Phi : Allow One -Way 76.03 psi ' Max. Short Term Soil Pressure 1,514.26f Ps Vu: Actual Two-Way 79.14 psi Allow Short Term Soil Pressure 3,092.25 psf ' Vn'Phi : Allow Two -Way 152.05 psi Mu : Actual4.26 k -ft / ft Aftemate Rebar Selections.,. ' Mn 'Phi :Capacity 6.01 k -ft / ft 5 # 4's 4 # 5's 3 # 6's 2 . # Ts. 2 #8 s 1 #9S 1 # 10's Alatorre Assoc. Civil Structural Engrs. Ph:909-48.7-1722 Fax-.9 09-654-8681 f REPORT OF STRUCTURAL ENGINEERING CALCULATIONS DATE: 10/27/03 JOB # NAME: La Quinta ' DEAD LOADS ROOF FLOORS LIVE LOADS DESCRIPTION MATERIAL Roof 1st Wind =•20. Covering Tile 10 3 Sheathing Ply 1 2 Undersheathing Gyp 2 1.5 Framing 2x's 2 _ 1.5 Insullation f. glass 0.5 0.5 Miscellaneous 0.5 1.5 TOTAL DL = 16 10 Exterior wall stucco 15 15 Interior wall gyp 10 10 LATERAL FORCE COEFFICIENTS , WIND (Method 2). _ Exp. Ce = C Speed qs= 80 Pres. Cq= 1.3 Imp. 1 _ '1 _ SEISMIC - UBC used 97 Z=0.4 Nv=1.2 Na=1 1=1 .Cv, factor = 0.64 R= 5.5 C t = 0.02 Ca,factor = 0.44 Cv'= 0.768 ` T = 0.217 Omega = 2.8 - Ca = 0.44 Reference Map . P-34 ' t Lateral Analysis UBC 97 Pagel 1st submittal Juully 03 Alatorre Assoc. Civil Structural Engrs. Ph:909-487-1722 Fax:909-654-8681 DESIGN PARAMETRS DATE: 10/27/03 JOB # NAME: La Quinta DESIGN WIND PRESSURES SEISMIC UNIT LOADS DESIGN UNIT SHEARS PER LEVEL IN PLF level PSF level PSF level in x -x axis in y -y axis Roof= 26.22 roof 7.0 roof 360 329 2nd= 24.09 1 st 4.1 1 st 268 268 1 st= 23.35 ' Base Shear. Coef = 0.200 BASE SHEAR (lbs)=' 31324 LATERAL SEISMIC FORCE DISTRIBUTION: Unit Seismc tot area height wght of ievl w*h % dist Fx shear @ level Max "ri"= 1.684 level sf ft lbs, ft*kip coef lbs psf Max area = 282.0 - - roof 2820 24.0 72070 1729680 0.630. 19743 7.0 rho, desgn = 1.5 1 st 2820 .12.0. 84550 1014600. 0.370 11581. 4.1 rho = 1.776 - rho, min = 1.0 Y R . rho, max = 1.5 UBC 1612 = 1.4 GENERAL DESIGN REQUIREMENTS FOR HORIZONTAL DIAPHRAGM CONSTRUCTION Design Unit load Plywood Plywood Regd' Boundary BN- Field FN Diaphgm _ ` level ' plf ., thickness Type framing " Nailing Spacing Nailing Spacing type , ''T { , roof , 141.14 1/2" CDX 2X's 8d 6" o.c. 8d - 10". o. c. UN -Blocked, 1st 105.01 1/2" CDX 2X's 8d, 6"'o.c. 8d 10"o.c. UN -Blocked LateratAnalysis UBC 97 Page 2 1st submittal July 03 wa OCZ y Alatorre Assoc: Civil Structural Engrs. Ph:909-487-1722 Fax:909-654-8681 SHEAR WALLS: GEOMETRICS AND LOADING CONDITIONS DATI DATE: 10/27/03 JOB # NAME: La Quinta min WIND GEOMETRICS SEISMIC DATA # of length of Total ELEVATIONS Sill. % of proj shear shr panel Availabl Top Sill plate tribt ridge area perp trib trib panels in wall shear wall wall ext?=E plate plate below width elev to wind dir width depth in wall. line wall ID ID level int?=1 ft ft ft ft ft ft ft dine ft ft A-2 A-2 R E 24 13 0 18 34 0.75 18 60 4 7 28 B-2 ;B-2 R 1 24 13 0 6 34 0.75 6 24 1 1.4 14 C-2 C-2 R E 24 13. 0 4 34 0.75 4 36 1 6 6 1-2 1-2 R E 24 13 0 5 34 0.75 5 25. 1 6 6 2-2 2-2 R 1 24 13 0 25 34 0.75 25 40 1 14 14 3-2 3-2 R E 23 13 0 25 34 0.75 25 46 3 5 21 A-1 A-1 4 E 12 0 0 18 24 1 18 60 4 7 37.5% B-1 B-1 4 I 1.2 0 0 5 24 1 5 15 1 14 14:' C-1 C-1 4 E 12 0 0 6 24 1 6 40 1 6 6 D-1 D-1 R E 12 0 0 3 16 0.5 3 46 1 6 .6 1-1 1-1 4 E 12 0. 0 5 24 1 5 34 1 6 6 2-1 2-1 4 I. 12 0 0 25 24 1 25 , 40 1 14 14`', 3-1 3-1 4' E 10 0 0 25 24 1 25 36 . 2 10 26 Late Lateral Analysis UBC 97 Page 3 1st submittal Jul) 6Cf , DATE:' 10/27/03 L Alatorre Assoc. Civil Structural Engrs. Ph:909-487-1722 Fax:909-654-8681 SHEAR WALLS: DESIGN LOADS AND SHEAR PANEL TYPE JOB # NAME: La Quinta c Lateral Analysis UBC 97 Page 4 1st submittal July 03 cor t o3 TOTAL- TOTAL. - Rho . UBC 1612.3 Governing Governing Calculated Calculated -Above or Above or Calculated Calculated Design. Amplified. Modified Design. Type of r WIND . - -SEISMIC Contiguos Contiguos WIND '- SEISMIC ' ' Rho ` SEISMIC_ ; SEISMIC Lateral ":; Design'-, Unit shear wall lat.'Load lat. Load" 'WIND SEISMIC lat. Load ° lat. Load factor load .` load load ' lateral to wall':' .ID ' Ib Ib Ib Ib Ib Ib coef lb ° Ib Ib load plf A-2 ' 5329 .7561 0. 0 5329 7561 1.50 .11342 6101, 8101 Seismic • 289. B-2 1776 1008 5329 7561 7105 8569 1.50 12854, 9181 9181 Seismic 656 C-2 1°184 1008. 0 0 1184 1008 1.50 1512 1080 1184 ' :. _Wind 197 r.1-2 ,,1480 875 0 0. 1480; ' 875. 1.50• ' .. 1313 • a• 938 ,° .. 1480,1 :: Wind 247, x 2-27401' 7001 1480 875 , 8882 7876" 1.50 ° 11814. • 8439: 8882. • Wind 634 3-2,. 7667. 8051 ., 0 0 ' a 7667= `°= 8051 - 1.50 12077. 8626, 8626+- Seismic. 411-.y •^ r" A-1 ' {; 7644 4435 -'.5329 - -7561: .12973;', 11996 -•' 1.50 17995. ;,12853• - 12973 Wind .346., B-1 ' 2123 : - :308 14750 13005 " 16873 ,_' ' 13313' " 1.50: " 19969 ': ; 14263 16873 ` Wind ti • '= ;`12051 1 r CD, --11 2353498 1523 ' 1974 ' 2960..-.-,'- 1.50 4440.. 3171h Wind ' --i 79: 679,j; 9 0 966} 1.50 1449 5: 035 1766 , YIu"Seismic. ' { ' "1-1 ' . 2123 ' 698 1480 875 .•4071 -3604 ;, 1573 1.50 2360:1 -1686 ' .,4071 :.., 3604 ' 'Wind t "' 601k , s 10617 4107 8882 7876 19499}-;r 11983 1.50. . 17974:.. - . 12839 19499; Wind 1393 =7 L2=1 3=1 11257 3696 7667 " 8051 18924 z- 11747 1.50 17621 12586. 18924' Wind' 728: c Lateral Analysis UBC 97 Page 4 1st submittal July 03 cor t o3 Alatorre Assoc. Civil Structural Engrs. Ph:909-487-1722 Fax:909-654-8681 SHEAR PANEL TYPE, HORIZONTAL AND VERTICAL HARWARE REQUIREMENTS DATE: 10/27/03 JOB #' NAME: La Quinta SELECTION OF: SELECTION OF VERTICAL HARDWARE STRUT HORZTL Option 1 Option 2 . Option 3 DESIGN Design HARDWR NET NET UPLIFT At between between wall SHEAR Force Option 1 RM OTM NET Foundtn floors floors wall ID PANEL lbs type: Ibs'ft Ibs'ft Ib type: type: type: ID A-2 P-3 1620 LSTA30 3436 18842 2692 HD2A MST48 HD2A A-2 B-2 P-9 5356 MST60 9163 91833 6559 HD8A CMST14 HD8A B-2 C-2 P-2 263 LSTA9 1980 11046 1841 HPAHD22-2P MST37 HD2A C-2 1-2 P-5 474 LSTA9 1980 14303 2384 HD2A MST48 HD2A 1-2 2-2 P-9 2220 ST6224 7187 90511 6465 HD8A CMST14 HD8A 2-2 3-2 P-7 1500 ST2215 1594 18945 3789. HD5A MST60 HD5A 3-2 A-1 P-6 2595 ST6236 2940 26121 3732 HD5A MST60 HD5A A-1 B-1 P-13 15748 HST6 7840 194639 13903 Check CMST12 Check B-1 C-1 P-9 1018 LSTA18 2160 46696 7783 HD10A CMST12 HD10A C-1 D-1 P-1 225 LSTA9 2754 9668 1611 HPAHD22-2P CS16 HD2A' D-1 1-1 P-9 848 LSTA15 2160 41085 6847 HD8A CMST12 HD8A 1-1 2-1 P-13 4875 MST60 7840 226148 16153 Check CMST12 Check 2-1 3-1 P-9 5257 MST60 5000 67785 6779 HD8A CMST14 HD8A 3-1 ALATORRE & ASSOCIATES CIVIL & &I RUCI'URAL ENGINEERING 1520 S. SAN JACINTO AVE., SUITE 3 SAN JACINTO, CA 92583-5152 ( FX (951) 487-1723 PHONE: (951) 487-1722 July 2l ; 2005 Mr. Greg Butler Building & Safety Manager City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 , RE:. Report of Structural Observation _for_the-Office-B.uilding_Iocated,at-the-corner_of Avenida Mendoza and Calle Tampico, City of La Quinta +' Dear Mr. Butler: At the request of Me. R. Kirkland Senior Building Inspector, City of La Quinta and Mr. Patrick Adams, owner I have performed the Structural Observation of the structural components of the building. - I have observed the placement and position of holdowns, anchor bolts, structural panels and horizontal diaphragms size, location and nailing and other incidental hardware, to comply and reflect the specifications set forth in the structural calculations I have prepared and : have found thein to be in accordance to the plans and specifications as required. Should you have, any :3rdrer questions please do not hesnaw to call. respectfully, • _, . n . . AlCjslrlClf4. J . 1 i.tt)r C i ".E. RCE # 32761 Cc. ft%lr. Patrick Adams Q pFESS/pN9 - . O G% "' w C-32761 13 m U4 -4'13 6130%06 m . frFROM :Alatorre and Associates- FAX NO. :19514871723 Jul. 21 2005 11:36AM P2 ALATOZ:RE & ASS0CUTES CIVIL & S')I VC URAL ENGEWERING t{ 1520 & a4N JAM -M AVE., SUM 3 SAN JACL7VYY.?, CA 91583.5152 'FAX: (951) 487-1723 POON& MI) 487-1722 July 2 i, 2005 i Mr. Greg Butler Building 8t Sa ety Manager . City of La Quinta 79-495 Calle Tampico La Quina, CA 92253 RE: Report ofrStruetural Observation for the Office Building located, at the_corner-of- Avenida Ufendoca and Caite Tamliico, Csty, cilia Qumfa_ Dear Mr. F3utfer: .At the request of Me. IL Kirkland Senior Buzzilding Inspector, City of La Quinta and Mr. Patrick Adams, owner I have performed the Struc Ural ot,-,ervation of the, structural components of thc: lwikling. I have observed the placement and position of holdowns,, anchor bolts, structural panels and horizontal diaphragms size, location and nailing and other inciden%1 hardware, to Co -10, a-zd reale the specificatious set forth in the structural calculations I have prepared and i have h,u,.d theist to be in accordance to the plans and. q )ecifications as required. ShOu;d you have anyiLr her qucNiions please civ t h: s:LAC ic; :::ail_ Q pFf:SS/p!Y , OQ'O J. Fey L0 C-32761 fZ„ Ole,;e-oJ.A u1r r_L. w W >3 ^' d Q EXP 6130106 rq !Z(;,E✓ # :ice i b i * * • `P CI0L Cc: Mr. Fa•triek Adams qTF OF p1. F4 FROM :Alatorre and Associates FAX NO. :19514871723 Jul. 21 2005 11:36AM P1 ALA'T'ORRE AN D, ASS OC IA TES 1520 SO SAN JACINTO AVE SUITE 3 SAN JACINTO CA 925'83' 951-487-1722 •P140NE x ' 951-487.1723 FAX FACSIMILE TRANSMITTAL SHEET TO: r'kOM Mi. Patrick Adams Alec Alatorze COWANY: DATE: 7/21/2005 FAX NUMBER: TOTAL NO, OF PAGES, INCLUDING COVRk.- 760-777-7011 3 RE: YOUR REFERENCE NUMBER: - inspecdon ❑ URGENT 13 FOR RE'VIRV, © PLEASE COMMENT D PLEASE REPLY ❑ PLEASE RECYCLE NOT43S/60MMENTS: New Address Effective Aug. 10, 2005 Alatom and Associates 166 E M-ai.n St Suite 3 Lo San Jacinto CA 92583. D S (m 0-'t Phone and Fax.do not change. 1 ' FROM : A 1 a torre and - Associates FAX NO::'': 19514871723 Ju 1. 21 2005 11: 37AN P3 i Alatorre and Associates Invoice & Structural Engineering . 1520 So San Jacinto Ave Suite 3 ' San Jacinto CA 92583 DATE INVOICE # 7/21/2005 50721-01 .TERMS PROJECT Due on receipt Adams DESCRIPTION RATE AMOUNT Structural observation Ave. Mendoza Office Bldg. 350.00 350.00 Please reference this Job Number 05 . on your check. Thank you! Thank you for your business. Total . $350.00 Balance Due $350.00