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Darby Estates TR 31087Building Address 3 Owner Mailing Address - —7_, I P.O. BOX 1504 ' 3 Z"95 CALLE TAMPICO CRolS�Tr� d0IpITA, CALIFORNIA 92253 J Jq APPLICATION ONLY BUILDING: TYPE CONST. SED OCC. GRP. �� A.P. Number (001 — o5p — 0o;L Zip Tel. Legal Description Tract- 3 og1 Lcr� 1 r 1 1 a ;r. 1 l (ab-ZOE)— soliq 1 q I ot'S Project Description Address 0 19-1Ir 1 e, City Zip Tel. N4.Aw I (14-11 1 122ALt '71on-R&-i-14nn State Lic. i City & Classif.S' oC' �; ':, Lic. # I p Arch., Engr., Designer Lith Nfl bL AHrlracc Tol Lic.# LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I 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 r DATE OWN UILD DECLARATION I hereby affirm that I am ex t fro the Con ctor's License Law for the following reason: (Sec. 7031.5, Business and Professio 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 or the Contrac- tor'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 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). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions 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 buildmg 0r 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). 111, as owner of the property, am exclusively contracting with licnsed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contector'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 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S 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 ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS'COMPENSATIONINSURANCE (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 inn�f any manner so as to become subject to Wor ers' Compensation Laws of California. Date 16- rwner NOTICE TO APPLICANT.. If, alter makr thi artifice of Exemption you should become subject to the Workers' Compensation p i s of th Labor Code, you must forthwith comply with such provisions or this permit shal emed re ked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name 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. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above -mentioned property for inspection purposes. Signature of applic I Date Mailing Address y�� City, State, Zip CAtiUdk-ZO r.;�1 C A C4 WHITE = BUILDING DEPARTMENT Sq. Ft. 2 No. ' No. Dw. Size c7 Stories Units New Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure ` LA ., TOTAL CONTACT INFORMATION NAME: Rq60 i7ot>1-M E51 PHONE: '70) %sq (wp 7t.p 9AG-p it, 1 i ZONE: 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: to mi Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE /U-.2,50 " 10-eL 41- (4 1(P�- IFlah 2 Building -+t -,>.3("15 Address Mailing Address p I M I�,s�. +_ zi61ai l 1 U+fA ' Address P.O. BOX 1504 C 78-495 CALLE TAMPICO ' LA QUINTA, CALIFORNIA 92253 .,,(Aral Q: v �� r�i�3t-� O - qA - I40o State Lic. City & Classif. -4 3 Lic. # Arch., Engr., I 1 Designer p,h k , Address Tel. oko I`H City Zip State V 4 2 3 Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I 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 r I DATE BUIL ER DECLARATION I hereby affirm that I am exempt from 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, after, 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 Contrac- tor'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 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). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions 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, as owner of the property, am exclusively contracting with licensed contractors to construct 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 contractor(s) licensed pursuant to the Contractor's License Law) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S 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 ❑ Copy is filed with the city.' O Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS'COMPENSATIONINSURANCE (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, ananymanner so as to become subject to Workers Compensation Laws of California. Date 'OTICE/ L/Owner NOTICE TO APPL CANT.• I/, after makr t Certifi a of Exemption you should become subject to the Workers' Compensation p ons of a Labor Code, you must forthwith comply with such provisions or this permit shall revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name 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. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above -mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT APPLICATION ONLY BUILDING: TYPE CONST. SrCD OCC. GRP. A.P. Number (M - u�J �- aO2 Legal Description t rq OA, S, 1 r✓ "�1 Project DescriptionVira Sq. Ft. O No. No. Dw. Size Stories ' Units NewX Add Alter Repair❑ Demolition Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. ao Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. a /� Grading ' Driveway Enc. z Infrastructure f'LS:'t A QUIN 1A TOTAL CONTACT INFORMATION NAME: gyti p ID Vt 24 PHONE:" 11jpto- !J(,dq - (Li0c1 1 (d0 - V - FSt0W` ZONE: 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: D - e er Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE PLEASE COMPLETE THIS INFORMAT-ON c • RECORDING REQUESTED BY: F1RST AMERICAN TTTLE CO1$PAN K AND WHEN RECORDED MAIL TO: FIRST AMERICAN TITLE COMPANY 1250 Corona Pointe Ct., Ste 20: Corona, CA 92879 DOC # 2014-0297370 08/106/2014 02:07P Fee:14.00 Page 1 of 5 Recorded in Official Records County of Riverside Larry W. Ward. ,Assessor, County Clerk &'Recorder I IIIIII �IIIIII III �IIIIII �III� IIII III��I III IIIIf IIII IIII � r f GO!T LdA RL:Wa MCHfT fJ4N TRACT MAP 3/0J-� SUBDIVISION GUARANTEE Tltle of Document THS A M rnus RECORU IN S.E P-L THIS PAGE ADDED TO PROVIDE ADEQUATE SPACE FOR RECORDING INFORMATION ($3:00 Additional Recording Fee Applies) ACR 238P-AS4RE0 (Rev. 02/2003) r Form No.14 CLTA Subdivision Guarantee (4-10-75) Fee: $150.00 No.: Tract Map No. 31087 Subdivision: SUBDIVISION GUARANTEE First American Title Insurance Company a corporation GUARANTEES Order Number: NHSC- 4494857 Page Number: 1 The County of Riverside and any City within which said subdivision is located in a sum not exceeding $101000.00. That, according to those public records which, under the recording laws, impart constructive notice of matters affecting the tide to the land included within the exterior boundary shown on the map of the above referenced subdivision, the only parties having any record title interest in said land whose signatures are necessary, under the requirements of the Subdivision Map Act, on the certificates consenting to the recordation of said map and offering for dedication any streets, roads, avenues and other easements offered for dedication by said map are: Adorn Ventures LLC, a Delaware limited liability company (owner) Silvergate Bank, beneficiary under deed of trust recorded May 15, 2014 as Instrument No. 2014-0178234 of Official Records The map hereinbefore referred to is a subdivision of: BEING A SUBDMSION OF LOT 24 AS SHOWN ON RECORD OF SURVEY FILED IN BOOK 15, PAGE 32 OF RECORDS OF SURVEY, BEING ALSO A. PORTION OF THE NORTH 1/2 OF THE SOUTHWEST 1/4 OF SECTION 18, TOWNSHIP 5 SOUTH, RANGE 7 EAST, SAN BERNARDINO MERIDIAN Dated: 07/28/2014 First American Title Insurance Company i 09nllis J Gilmore pne'sident ?(� GifG�ctD Jeiirey S Robinson secretary First American Title Insurance Company DARBY ESTATES ADRESS APN LOT ADRESS APN LOT 43-330 CROISETTE COURT 609-052-002 1 CROISETTE COURT 609-052-0025 A 43-360 CROISETTE COURT 609-052-002 T, 2 LANDSCAPE / PUE 609-052-0025 B 43-390 CROISETTE COURT 609-052-002 3 LANDSCAPE / PUE 609-052-0025 C 43-420 CROISETTE COURT 609-052-002 4 LANDSCAPE / PUE 609-052-0025 • D 43-450 CROISETTE COURT 609-052-002 5 43-480 CROISETTE COURT 609-052-002 6 43-510 CROISETTE COURT 609-052-002 7 43-540 CROISETTE COURT 609-052-002 8 43-570 CROISETTE COURT 609-052-002 9 43-575 CROISETTE COURT 609-052-002 10 43-545 CROISETTE COURT 609-052-002 11 43-515 CROISETTE COURT 609-052-002 12 43-485 CROISETTE COURT 609-052-002 13 43-455 CROISETTE COURT 609-052-002 14 43-425 CROISETTE COURT 609-052-002 15 43-395 CROISETTE COURT 609-052-002 16 43-365 CROISETTE COURT .609-052-002 17 43-335 CROISETTE COURT 609-052-002 18 43-305 CROISETTE COURT 609-052-002 19 I] RETENTION BASIN 609-052-002 E 7/21/2014 BTH •1k ;ice, ��) — -CITY OF LA QUINTA - PUBLIC WORKS DEPARTMENT GREEN SHEET PUBLIC WORKS CLEARANCE FOR RELEASE OF BUILDING PERMIT Form updated & effective 9/25/2009 Green Sheet approvals are forwarded to the Building & Safety• Department directly by Public Works. Please DO NOT submit the Green Sheet. (Public Works 'Clearance) " Pac'ket to the Public Works Department until ALL requirements listed below are complete. Incomplete applications or applications which cannot be processed will be returned to applicant. Date: 10 / 13/_U Developer: JMpm Ue 4uCe. . LL Tract No.: 3 1•0 87 Tract Name: C)af`li t. F44- i 5 Lbt No.(s):Ili u Address(s): q_3 -H55 43- ko't5 N3- 3`l5 Croi Sei{z°e&Phone Number. (-7& /,to 6 The following are the requirements for Public Works Clearance to authorize issuance of a building permit from the Building & Safety Department: ❑ CUSTOM HOMES: PROVIDE ITEMS #2, #3, #4, #5 & #7 BELOW ❑ TRACT HOMES: PROVIDE ITEMS #1, #2, #3 & #5 BELOW ❑ COMMERCIAL BUILDINGS/OTHER: PROVIDE ITEMS #1, 92, #3, #5 & #7 BELOW ❑ WALLS, SIGNS, OTHER: PROVIDE ITEM #6 BELOW r rA Attach Pad Elevation Certificates in- compliance with the approved- design elevation for building pad (maximum allowable deviation of +/- 0.1. foot). Pad Elevation Certificates must be current (within 6 months of current date). If a precise grading plan creates the pad for approval, please withhold green sheet submittal until a Pad Elevation Certificate can be provided. Attach geotechnical certification of grading plan compliance including compaction reports from a licensed Soils Engineer. Recently rough graded residential developments which have a previously approved geotechnical certification are exempt from this requirement. . 3. Attach recorded final map or title information/grant deed showing proposed building locations are legal lots. 4. Complete the attached < 1 acre per lot or infill project Fugitive Dust Control project information form, PM10 plan & agreement or provide alternative & valid City approved PM10 plan set reference number or hard copy plan. PM10 plans for.commercial & residential developments (beyond 1 lot) are submitted separately with grading plans & are subject to additional requirements. A current PM 10 certification number is required. 5. Attach a copy of the rough or precise grading plan to the,Public Works Department showing building location(s) for pad elevation verification. AO flood zone developments will require an approved flood plain development plan. 6. Attach supporting documentation for wall plan, monument sign, grease trap or special facility installations. 7. Complete and sign the attached water quality management plan (WQMP) exemption form, if applicable. PW approved building construction projects require either a WQMP or a completed WQMP exemption form. Approved maps/plans may be viewed at the following link: http://www.la-guinta.org/PlanCheck/m search.aspx I have reviewed and confirmed the requirements listed above as presented and find the improvements to be sufficiently complete for construction of the proposed buildings/structures/walls/signs on the subject lot(s). Pursuant to my findings, the above project may be released for building permit issuance. This section completed by City. staff. / Recommended by: Date:. l 0/_2—/^7 / 114 Public Works Distribution: ( ) Green Sheet to ;Building & Safety ( ) Green Sheet to Planning Department Declined for approval for reason(s) as follow(s), please correct and resubmit: TAChecklists - Forms & Applications\Forms & Applications\GREEN SHEET cover & PM10 less than 1 Acre Revised 10-02-12.doc City of La Quinta - PM 10 Fugitive Dust Control Project Information Construction Phase PM 10 Aareement (< 1 acre/lot or Inf ill Project) Project Information Project Contractor: Project Phase (check one) ❑ Construction 0- Demolition Project Name: angjoc s 19__ Project Tract/Lot Numbers: Project, Street Address: LO+ L9 3' b o C f 0 L-t�-4 CSC I C A = 2' 1"5 3 � r Total Acres in Active Construction (< 1 acre per Lot): . Anticipated Start Date: //_/_t Anticipated Completion Date:.3 PM10 Contact Information Please note: Dust control is required 24 hours a day, 7 days a week, regardless of construction status. Person listed below is responsible for dust control during business and non -business hours. Name: Title: v i l e 2 J G ► O Company Name: G 14A Mailing Address: 3C> 87 C)n,2 Pa l,rr1 Q . S+e-- C City, State, ZIP Code: C Ct �' >° Q e CA - o1 q �i Primary Phone #: -7 1q ,06 A- G� O Fax #: 7&0 39-2-63.3 3 24 Hour Emergency Phone#: 76 a"L L -4SSs` Cell Phone #: -7 G 0 95 o ?,C s Email Address: Noe- Aa Ca. cl Gom PM 10 Certificate #: (/ ! j — Q o7 The above stated property owner (or authorized representative): ❖ Shall act as his/her acknowledgement of dust control requirements and their enforceability, pursuant to SCAQMD' Rules 403, 403.1, 401, 402, 201, 203 and PERP; ❖ Shall constitute an 'Agreement to comply with all project conditions as identified in the approved dust control plan. ❖ Acknowledges that dust control is required twenty-four. (24) hours a day, seven (7) days a week, throughout the period of project performance, regardless of project size or status; ❖ Shall ensure that each and every contractor, subcontractor and all other persons associated with the project shall be in continuous compliance with all requirements of the approved dust control plan; ❖ Shall take all necessary precautions to minimize dust, even if additional measures beyond those listed in the dust control plan are necessary,; ❖ Shall authorize representatives of City/County to enter the property for inspection and/or abatement purposes; ❖ Shall hold harmless the City/County and its representatives from liability for any actions related to this dust control plan or any City/County initiated abatement activities. Signature of Property 0 or oriz Representative Date to den n inerin 45090 Golf Center Parkway, Suite F, Indio, CA. 92201 (760) 863-0713 Fax (760) 863-0947 6782 Stanton Avenue, Suite C. Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 ,(951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 . October 13, 2014 Project No. 54.4-13266 14-10-401 Adorn Ventures, LLC c/o GHA Companies 30-875 Date Palm Drive, Suite C Cathedral City, California 92234 Project: Darby Estates — Tract 31087 Darby Road La Quinta, California Subject: Expansion Potential Ref: Geotechnical Update prepared by Sladden Engineering dated January 17, 2014; Project No. 544-13266, 14-01-013 Geotechiucal Investigation report prepared by Sladden Engineering dated October 29, 2003; Project No. 544-3455; 03-1.0-700 This .letter has been prepared to' provide formal confirmation that the surface soil (including native and import 'soil) throughout the site is non -expansive.. Laboratory testing indicated an expansion index of zero (0) for the native and import soil. If you have questions regarding this letter, please contact the undersigned. . Respectfully submitted, SLADDEN ENGINEERJING PSON 845389 rn r. Brett L. Anders n 9f3011� m j Ac� Principal Engineer ' ..�5\ L-PIGBdEERING Letter/gvm Copies: 4/ Adorn Ventures, LLC c/o GHA Companies I 0-0 04- ` CITY OF LA QUINTA - PUBLIC WORKS DEPARTMENT GRE "ET PUBLIC WORKS CLEARANCE FOR RELEASE OF BUILDING PERMIT Form updated & effective 9/25/2009 Green Sheet approvals are forwarded to the Building & Safety Department directly by Public Works. Please DO NOT submit the Green Sheet (Public Works Clearance) Packet to the Public Works Department until ALL requirements listed below are complete. Incomplete applications or applications which cannot be processed will be returned to applicant. Date: / / Developer: � dOYYI V API I U��1 I-L C Tract No.:3lQ'9� Tract Name: Dnckp, rJ6,+eSLot No.(s): I — g Address(s): 5eQ— A f t4Cird Addde,55 L5± Phone Number: (ZA) fdq�� dd S The following are the requirements for Public Works Clearance to authorize issuance of a building permit from the Building & Safety Department: ❑ CUSTOM HOMES: PROVIDE ITEMS #2, #3, #4, #5 & #7 BELOW -T!r TRACT HOMES: PROVIDE ITEMS #1, #2, #3 & #5 BELOW ❑ COMMERCIAL BUILDINGS/OTHER: PROVIDE ITEMS #1, #2, #3, #5 & #7 BELOW ❑ WALLS, SIGNS, OTHER: PROVIDE ITEM #6 BELOW ttach Pad Elevation Certificates in compliance with the approved design elevation for building pad (maximum allowable deviation of +/- 0.1 foot). Pad Elevation Certificates must be current (within 6 months of current date). If a precise grading plan creates the pad for approval, please withhold green sheet submittal until a Pad Elevation Certificate can be provided. Attach geotechnical certification of grading plan compliance including compaction reports from a licensed Soils Engineer. Recently rough graded residential developments which have a previously approved geotechnical certification are exempt from this requirement. �3? Attach recorded final map or title information/grant deed showing proposed building locations are legal lots. 4. Complete the attached <1 acre per lot or infill project Fugitive Dust Control project information form, PM10 plan & agreement or provide alternative & valid City approved PM10 plan set reference number or hard copy plan. PM10 plans for commercial & residential developments (beyond 1 lot) are submitted separately with (��grading plans & are subject to additional requirements. A current PM10 certification number is required. / Attach a copy of the rough or precise grading plan to the Public Works Department showing building location(s) for pad elevation verification. AO flood zone developments will require an approved flood plain development plan. 6. Attach supporting documentation for wall plan, monument sign, grease trap or special facility installations. 7. Complete and sign the attached water quality management plan (WQMP) exemption form, if applicable. PW approved building construction projects require either a WQMP or a completed WQMP exemption form. Approved maps/plans may be viewed at the following link: http://www.la-guinta.org/PlanCheck/m search.aspx I have reviewed and confirmed the requirements listed above as presented and find the improvements to be sufficiently complete for construction of the proposed buildings/structures/walls/signs on the subject lot(s). Pursuant to my findings, the above project may be released for building permit issuance. This section completed by City staff. QU V v,4 Recommended by: Date: YS /Z/ 1 Pllec(S!% 5►'R-('AJ Public Works Distribution: ( ) Peen Sheet to Building & Safety ( ) Green Sheet to Planning Department Declined for approval for reason(s) as follow(s), please correct and resubmit: TAChecklists - Forms & Applications\Forms & Applications\GREEN SHEET cover & PM10 less than 1 Acre Revised 10-02-12.doc City of La Quinta - PM 10 Fugitive Dust Control Project Information t Construction Phase PM 10 Aareement (< 1 acre/lot or Inf ill Proiect) Project Information Project Contractor: N }� Project Phase (check one) 2 Construction ❑ Demolition Project Name: Project Tract/Lot Numbers: LdfS 13 + 1�1 Project Street Address: Lo�-l3 `2)b5 CVot.S Total Acres in Active Construction (< 1 acre per Lot): Anticipated Start Date: / / Anticipated Completion Date: PM10 Contact Information Please note: Dust control is required' 24 hours a day, 7 days a week, regardless of construction status. Person, listed below is responsible for dust control during business and non -business hours. Name: OL T r Title: V1CFI Ide-n Company Name: 6 N A C_ATef r4-S _n C Mailing Address: ,3© S 75 [3_-,'f 'e_ lRaf City, State, ZIP Code: ca+ Il e'4 ra l C C /4 <? 2- 23 q Primary Phone #: 76d+(,9-�Ya Fax #: `76 0 322 - b33,3 24 Hour Emergency Phone# Cell Phone #: Email Address: e Q CO , CO PM 10 Certificate -#:- The above stated property owner (or authorized representative): ❖ Shall act as his/her acknowledgement of dust control requirements and their enforceability, pursuant to SCAQMD Rules 403, 403.1, 401, 402, 201, 203 and PERP; ❖ Shall constitute an Agreement to comply with all project conditions as identified in the approved dust control plan. •3 Acknowledges that dust control, is required twenty-four. (24) hours a day, seven (7) days a week, throughout the period of project performance, regardless of project size or status; Shall ensure that each and every contractor, subcontractor and all other persons associated with the project shall be in continuous compliance with all requirements of the approved dust' control plan; Shall take all necessary precautions to minimize dust, even .if additional measures beyond those listed in the dust control plan are necessary; ❖ Shall authorize representatives of City/County to enter the property for inspection and/or abatement purposes; ❖ Shall hold harmless the City/County and its representatives from liability for any actions related to this dust control plan or any City/County initiated abatement activities. Signature of Proper Authorized Representative Date � H E I TE C , C ❑ N S U t_ T 1 N G WO# 130902 August 14, 2014 City of La Quinta Community Development Dept. 78495 Calle Tampico La Quinta, CA 92253 Attn: Building Division Re: Tract 31087 Dear Sir or Madam: I hereby certify that the pad & contour elevations of the following lots are in substantial conformance with the approved Rough Grading Plan. LOT # DESIGN PAD ACTUAL PAD 5-. 120.8 120.8 6 121.2 121.2 7 121.5 121.5 8 121.8 121.8 9 122.2 122.2 10 122.6 122.6 11 123.0 123.0 12 122.4 122.4 13 121.9 121.9 14 121.5 121.5 15 121.0 121.0 16 120.5 120.5- 17 120.1 120.1 18 119.6 119.E 19 119.1 119.1 Sincerely, l Michael D. Hacker, PE �Z�I*OFESS�� ,�c�P PE1 D. C 55606 m m * EXF 12-31-2014 OVIL 9 0FCALIF 42-575 Melanie Place • Suite H • Palm Desert, CA 9221 1 760.340.9050 • Fax 760.340.4080 www.heitecinc.com Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (766) 863-0713 Tax (760) 863-0727 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont; CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (95.1) 766-8778 June 26, 2014. Adom Ventures, LLC c/o GHA Companies 30-875 Date Palm Drive, Suite C Cathedral City,. California 92234 Project: Darby Estates -Tract 31087 Darby Road La Quinta, California Subject: Report of Observations and' Testing During Rough Grading Final for Lots 6-19, Interim Lots 1-5 Project No. 522-13266 14-07-264 Ref: Geotechnical Update prepared by Sladden Engineering dated January 17, 2014; Project No.544-13266,14-01-013 . Geotechtiical Investigation report prepared by Sladden Engineering dated October 29, 2003; Project No. 544-3455, 03-10-700 This report provides a summary of our field observations along with the results of in -place density testing performed at the subject site (Tract No. 31087) during the rough grading of the building pads for :the proposed residential development. The project site is located along Darby Road (identified as Tract No. 31087) in the City of La Quinta, California. This report provides final certification for Lots 6-19. Lots 1-5 were left low and will be completed at a later date. During' rough grading over -excavation and re -compaction was performed throughout the building areas. Near surface soil was removed to a depth of at Ieast 2 feet below existing grade or the bottom of the footings whichever was deeper. Remedial grading extended laterally, a minimum of five feet beyond the approved building setbacks. The exposed surface was then scarified, moisture conditioned, and compacted to at least 90 percent relative compaction.. The previously removed soil and stockpile 'import soil was placed in thin lifts and compacted to at least 90 percent relative compaction. Field testing was performed on June 11, 2014 through June 18, 2014. Testing indicates that a minimum of 90 percent relative compaction was attained in the areas tested. The passing test results indicate compliance with the project specifications at the tested locations and depthsbut are no guarantee or warranty of the contractors work. Field Testing: In -place moisture/density tests were performed using a nuclear density -gauge in accordance with ASTM Test Method D 6938-08, A total of 93 field density tests were performed. Test results are summarized on the attached data sheets. The approximate test locations are indicated by lot number.. June 26, 2014 72- Project No. 522-13266 14-06-247 Laboratory Testing: The moisture -density relationships for the tested materials were determined in the laboratory in accordance with ASTM Test Method D 1557-91. Footings should extend at least 12 inches beneath lowest adjacent grade.. Isolated square or rectangular footings at least 2 feet square may be designed using an allowable bearing pressure of 1800 pounds per square foot. Continuous footings at least 12 inches wide may be designed using, an allowable bearing pressure 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. Resistance to lateral loads can 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 0.45 between soil. and concrete may be used with dead load forces only. A passive earth pressure of. 300 pounds per square foot, per foot of depth, may be used for the sides of footings that are placed against properly compacted native soil. If there are any questions regarding this report or the testing summarized herein; please contact the undersigned. Respectfully submitted SLADDEN ENGINEERING BREV L. ANDERSON Brett Anderson. No. C46309 g130l14 Principal Engineer =P ENOINEERINO Grading/mr Copies 4 / Adorn Ventures, LLC c/o GRA Companies Sdadden Enmineerink TEST RESULTS Project Name: Darby Estates PROJECT NO: 522-13266 Location:. La Qulnta, California REPORT NO:.14-06-247 Test No. Date Tested Location Elevation In place In place Compaction Density Building Pads 1 06/11/14 Lot2 & 3 7.0' BPG 120.4 10.3 96 125.0 2. 06/11/14 Lot 5 & 6 7.0' BPG 119.6 9.8 96 125.0 3 06/11/14 Lot 8 7.0' BPG 113.6 8.6 91 125.0 4 06/11/14 Lot 8 5.0' BPG 118.1 10.5 94 125.0 5 06/11/14 Lot 6 & 7 5.0' BPG 121.4 11.3 97 125.0 .6 06/11/14 Lot 5 5.0' BPG 117.3 9.5 94 125.0 7 6/12/2014 Lot 10. 6.0' BPG 115.4 10.3 92 125.0 8 .6/12/2014 Lot 10 7.0' BPG 120.1 9.8 96 125.0 9 6/12/2014 Lot 7 5.0' BPG 120.6 9.6 96 125.0 10 .6/12/2014 Lot 3 5.5' BPG 121.3 11.4 97 125.0 11 6/12/2014 Lot 10 5.0' BPG 118.7 1:0.5 95 125.0 12 6/12/2014 Tree Demo Lot 1 & 2 7.0' BPG 103.9 12.4 97 107.0 13 6/12/2014 Tree. Demo Lot 1 & 2 5.0' BPG 104.7 13.1 98 107.0 14 6/13/2014 Lot 11 5.5' BPG 112.3 10.3 96 117.6 15 6/13/2014 Lot 14 5.5' BPG 114.6 11.4 98 117.0 16 6/13/2014 Lot 4 5.0' BPG 113:8 9.6 97 117.0 17 6/13/2014 Lot 3 8.0' BPG 110.9 10.9 95 117.0 .18 6/13/2014 Lot 1 6:0' BPG 11317 11.1 97 1.17.0 19 6/13/1014 Lot.1 4. 5' BPG 114.1 9.8 98 117.0 20 6/13/2014 Tree Demo Lot 1 & 2 3.0' B'PG 105.9 12.4 99 .107.0 21 6/13/2014 Lot 10 3.0' BPG 119.1 10.7 95 125.0 22 .6/13/2014 Lot 9 5.0' BPG. 117.8 - 9.1 94 125.0 23. 6/13/2014 Lot 9 3.0' BPG. 120.1 11.3 96 125.0 24 6/16/2014 Lot 5 5.0' BPG 114.5 10.3 92 125.0 25 6/16/2014 Lot 5 3.0' BPG 120.3 9.8 96 125.0 26 6/16/14 Lot 7 5,0' BPG 121.9 9.6 98 125.0 27 6/16/2014 Lot 7 3.0' BPG 119.6 10.3 96 125.0 28 6/16/2014 Lot 12 5.0' BPG 116.7 11.3 93 125.0 29 6/16/2014 Lot 12 3.0' BPG 117.4 9.4 94 125.0 30 6/16/2014 Lot 14 5.0' BPG 121.9 11.4 98 125.0 31. 6/16/2014 Lot 14 3.0'. BPG. 113.7 10.6 91 125,0 32 . 6/16/2014 Lot 16 5.0' BPG 117..6 11.1 94 125.0 33 6/16/2014 Lot 16. 3.0' BPG 122.3 10.8 98 125.0 34 6/16/2014 Lot 18 5.0' BPG 121.4 9.9 97 125.0 35 6/17/2014 Lot 17 4.0' BPG 113.6 8.4 91 125.0 36 6/17/2014 Lot 17 2.0' BPG 116.9 9.8. 94 125.0 37 6/17/2014 Lot 19 4.0' BPG 115.2 10.3 92 125.0 38 6/17/2014 Lot 19 10' BPG 120.3 9.6 96 125.0 39 1. 6/17/2014 Lot 1 6.0' BPG 117.4 8.5 94 125.0 June 26, 2014 Sladden Engineering - Project Name: 'Darby Estates 'TEST RESULTS PROJECT NO.522-13266 Location: La Quinta, Californla REPORT NO;14-06-247 Test No. Date Tested Location Elevation In place Compaction Density Building Pads 40. 6/17/2014 Lot 3 6.0' BPG 112.9 10.3 90 125.0 41 6/17/2014 Lot 6 PG 121.2 10.1 97 12-5.0 42 6/17/2014 Lot 7 PG 115.5 9.6 92 125.0 43 6/17/2014 . Lot 8 PG 11-8.4 10.0 95 125.6 44 .6/1.7/2014 Lot 9 PG 119.6 8.4 96 125.0 45 6/17/2014 Lot 10 PG 116.4 10.8 93 125.0 46 6/17/2014 Lot 11 PG 121.4 9.6 97 125,0 47 6/17/2014 Lot 12 PG 115.9 8.4 93 125.0 48 6/17/2014 Lot 13 PG 123.6 8.5 99 125.0 49 : 6/17/2014 Lot 14 PG 120.3 9.3 96 125.0 50 6/17/2014 Lot 15 PG 119.8 9.8 96 125.0 51 ..6/18/2014 Lot 16 PG 114.E 10.3 92 125.0 52 6/18/2014 Lot 17 . PG 117.8 9.8 94 125.0 53 - 6/18/2014 Lot 18 PG 115.9 - 11.6 93 125.0 54 6/18/2014 Lot 19 PG 113.4 10.4 91 125.0 55 . 6/18/2014 Crolsette Court SG 11-8.6 10.9 95 125.0 56 6/18/2014 Crolsette Court SG' 121.4 11.6 97 125.0 57 6/18/2014 Crolsette Court SG 118.9 9.8 95 125.0 58 6/18/2014 Croisette Court SG 120.3 9.1 96 125.0 59 6/18/2014 Croisette Court SQ 122.6 10.3 98 125.0 60 6/18/2014 Croisette Court SG' 120.9 11.6 97 125.0 BPG'= Below Pad Grade PG - Pad Grade. SG = Subgrade June 26, 2014 Sladden Englneering. May 17,2019 To Whom It May 0.(?ncern..;, This is to verify 'that Spates 'Fabricators-, Inc. of Thermal, CA 'is a SUbscrib6r.ih the Products Inspection. Timber Produ and Gbneral- Testing and Inspection (GTI) 'Truss Quality Auditing Program- since June, 1990, The TP and GTI Truss Quality Auditing - .Programs are recognized by International Accreditation. Service, (IAS) With the assigned :number of,AA-664.. TP and the GTI qualityV6 :assurance Mdtl(s have .'been rec6gniied'in the'West.by:the truss industry and .code :jurisdictions since 1969, TP currently audits truss. manufacturing facilities nationwide. TP,: is conducting unann0Unced.,jhir*d Party audits 'd.tSpate8 Fabricators, Inc.. bf"Thermal, -GA. This facility is currently ingoodstanding,. in'the TP Tfuss'Ouality:Atjditing'PrograM. Sp,�Ws Fabricators, Inc.: personnel ore authorized 'to :apply the GTI quality -mpr:k-'to trusses that, are manufactured in accordance: with the latest revision of the ANSVITPI Standards.. All stamping takes place at the. 'truss Manufacturing' facility, Under v I sqppris I ion of,qualified plant p, ers6nnel. If you, have questions :regarding the status ,ofany plant in. the TP/GTI PrQgpM, please contact,meonmy-:cell 208.-818.7869. Sincerely, TIMBER PRODUCTS INSPECTION .i cw Brian 'Hensley Vuss Manager— Western Division /j r Xc: File, 105:SE 124th Avdnue o.. P.O. Boxt,91.9 c 1641 Sigman Road Vancouver, -Washington 98684 Conyers,, Geor.gia 30012 860/449-3840 o FAX: 360/449-3953 770/922-80, . 00 FAX:'776/922=1290 IMES Evaluation Report ESR-1988 Reissued December 1, 2010 This report is subject to re-examination in two years. wwwAcc-es.orct 1. (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HST°", M18SHS-, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 International Building Code® (2009 IBC) ■ 2009 /ntemationa/ Residential Code® (2009 IRC) ■ 2006 International Building Code® (2006 IBC) ■ 2006 International Residential Code® (2006 IRC) ■ 1997 Uniform Building Code TM (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek6TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.2 MiTek® MT18HS-: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high -strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® M18SHSTm: Model M18SHSTm metal truss connector plates are manufactured from minimum No. 18 gage [0.0466-inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/8-inch-long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in'/2-inch-width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek® TL20 and MT20Tm: Models TL20 and MT20Tm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed �, as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other natter in this report, or as to any product covered by the report. r- -® copyright O 2011 Page 1 of 3 ESR-1988 1 Most Widely Accepted and Trusted Page 2 of 3 staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20TM plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1988). TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/inZ/PLATE) LUMBER SPECIES SG I AA I EA I AE EE TL18, MT18, MT18HSTm, M18SHST"', TL20 and MT20Tm Douglas fir-4arch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southem pine 0.55 244 192 171 178 For SI: 1lb/in Z = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 3All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. ESR-1988 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 MTI8HSTm M18SHSTM TL20 AND MT20Tm Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the joint)Z Tension @ 00 0.5 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 90° 0.52 1208 0.5 1671 0.53 2292 0.49 854 Tension values in accordance with T13I-1 with a deviation [see Section 5.4.9 (e) 1] (Maximum Net Section Occurs over the joint) Tension @ 0° 0.59 1349 0.59 1975 0.6 2586 0.59 1035 Tension @ 901 0.53 1214 0.51 1727 0.54 2341 0.49 861 - Shear Values Shear @ 0° 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @ 30° 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.7 1805 0.82 970 Shear @ 90° 0.49 757 0.52 1052 0.39 1012 0.58 686 Shear @ 120° 0.39 608 0.4 802 0.41 1073 0.42 498 Shear @ 150' 0A5 702 0.37 745 0.33 868 0.5 592 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. ZMinimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. 0.125" 0.250" 0.125" 0.375" mm 6.4 mm Q oa�oQa000a U) N �aoaoa000aoa WIDTH MT18, TL18, MT18HS, M18SHS, MT20, TL20 FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) OFFICE COPY DARBY-E-STATES PLAN,, TYPES 1 & 2 ' o 201-3 CODES'W/ 2010 ENERGY FuAg s�T co (p & 8 ''.< r (MISladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845.7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 January 1.7, 2014 Project No. 544-13266 14-01-013 Adorn Ventures, LLC c/o GHA Companies 30-875 Date Palm Drive, Suite C Cathedral City, California 92234 Project: Proposed Residential Development Darby Road — Tract 31087 La Quinta, California CITY OF LA QUID, BUILDING & SAFETY b . APPROVE:, FOR COINSTRUC IOR DA I3 14 BY i� E�d L Subject: Geotechnical Update `ILm� ��f Z—Zl ca, �' Z Ref: Geotechnical Investigation report prepared by Sladden Engineering dated October 29, 2003; Project No. 544-3455, Report No. 03-10-700 As requested, we have reviewed the above referenced geotechnical investigation report as it relates to the design and construction of the proposed residential development. The project site is located on the south side of Darby Road east of Washington Street in the City of La Quinta, California. It is our understanding that the proposed residences will be relatively lightweight wood -frame structures supported by conventional shallow spread footings and concrete slabs on grade. The referenced report includes recommendations pertaining to the design and construction of residential structure foundations and for remedial grading. Based upon our report review and our understanding of the proposed construction, it is our opinion that the structural values and remedial grading recommendations provided in the above referenced report remain applicable. In order to provide firm and uniform bearing conditions, we recommend over -excavation and recompaction of the near surface native soil throughout the building and foundation areas. The building areas should be over -excavated to a depth of at least 2 feet below existing grade or 2 feet below the bottom of the footings, whichever is deeper. The exposed surface should be moisture conditioned and compacted to a minimum of 90 percent relative compaction. If the recommended depth of compaction can be attained by pre -saturation and compaction in -place, over -excavation may not be necessary. Sladden Engineering January 17, 2014 -2- Project No. 544-13266 14-01-013 Footings should extend at least 12 inches be 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. Resistance to lateral loads can 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 0.45 between soil and concrete may be used with dead load forces only. A passive earth pressure of 300 pounds per square foot, per foot of depth, may be used for the sides of footings that are placed against properly compacted native soils. 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 equivalentfluid weight of 55 pcf for native backfill soils with level free -draining backfill conditions. 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 soil. The following presents additional coefficients and factors relevant to seismic mitigation for new construction based upon the 2013 California Building Code (CBC). The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 201.3 CBC, Site Class D may be used to estimate design seismic loading for the proposed structure. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/11/III Site Class (Table 1.613.3.2): D Ss (Figure 1613.3.1): L674g S1 (Figure 1.613.3.1): 0.794g Fa (Table 1613.3.3(1.)): 1.0 Fv (Table 1613,5.3(2)): 1.5 Sms (Equation 16-37 (Fa X Ss)): 1.674g Sml (Equation 16-38 (Fv X S11): 1.192g SDS (Equation 16-39 12/3 X Sms)): 1.116g SM (Equation 16-40 (2/3 X Sml(): 0.794g Seismic Design Category: E Sladden Engineerhnlr January 17, 2014 -3- Project No. 544-13266 14-01-013 If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson � � J((Z", Principal Engineer SER/gvm Copies: 4/GI-IA Companies u�k'rl L. `RS38N No. C45 9. Exp. 9130M 4 CIVIL ENGINEERING Siadrlen Engineering _ :5qq- 132-6( Iq-0/-0/3 La Quinta 14-764&765 6/19/14 Please verify that soils reports contain all of the above information, in addition, to assure continuity between the investigationlreporting stage and the execution stage, please use the following checklist to verify that the conclusions and recommendations in the report cover all the required elements. Only then can we be assured that the construction documents address all of the site soil conditions. Loa Qulnta Geotechnicall Report Checklist Does the "Conclusions and Recommendations" section of the report. address each of the following criteria? "Address" means: (a) the criterion Is -considered significant and mitigation measure(s) noted, or; (b) the criterion is considered insignificant and explicitly so stated. Yes No Criterion ® Foundation criteria based upon bearing capacity of natural or compacted soil. ® Foundation criteria to mitigate the effects of expansive soils E3 Foundation criteria based upon bearing capacity. of natural or compacted.soll. 0 ® Foundation criteria to mitigate the effects of liquefaction. ® Foundation criteria to mitigate the effects of seismically induced differential settlement. JZ ® Foundation criteria to mitigate the effects of long-term differential settlement. ® Foundation criteria to mitigate the effects of varying soil strength. ® Foundation criteria to mitigate expected total and differential settlement, Any "No" answers to the above checklist should be noted as specific required corrections. BRETT L. ANDERW4 No, c45389 . 90114 CIV131t EMGMEEFtING Bin # City of La Quinta Building SL Safety Division h 2,0 P.O. Box I504, 78-495 Calle Tampico lJ La Quinta, CA 92253 - (760) 777-7012. Building Permit Application and Tracking Sheet Permit # Q- Project Address: ' � � Owner's Name: UMh P-� � L� A. P. Number: Address: �D v o Legal Description: City, ST, Zip: A IN,, f�� A Contractor: ele hone: TP V 0 Address: Q g a Project Description: -e_ Y City, ST, Zip: T / — ele h ne• P o . l� IV Gi Y1 O State Lic. # : City Lic. Arch., Engr., Designer: �� -fit- Address: City., ST, Zip: G! Telephone - e : P S 3 State Lic. #• Name of Contact Person: b n Co tructi n s o Ty� / P Y: pe: c Y P ew O cu anc Project ect nPa (circle cle oneri ): : Alter r Demo Add' Repair Sq. Ft.: #Stories: #Units: Telephone # of Contact Person: Estimated Value of Project: Op APPLICANT: DO NOT WRITE BELOW THIS LINE /✓ Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets . Plan Check submitted Iteni Amount. Structural Cates. Reviewed, ready for corrections Plan Check Deposit s Truss Cates. Called Contact Person Plan Check Balance Title 24 Cates, Plans picked up '17/� Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing .Grant Deed Plans picked up S.M.I. , H.O.A. Approval Plans resubmitted Grading IN HOUSE:- 3' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees _, A3 ladden . ng.inering 45090 Golf Center Parkway, Suite F,' Indio, CA 92201 (76b) 863-0713 Fax (760) 863-0727 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont; CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951 } 766-8777 Fax (951) 766-8778 June 26, 2014. Project No. 522-13266 14-07-264 Adoin Ventures, LLC GHA Cor)lpanies 30-875 Date Palm Drive, Suite C Cathedral City,, California 92234 Project: Darby Estates -Tract 31087 Darby -Road La Quinta, California Subject: Report of Observations and' Testing During Rough Grading Final for Lots 6-19, Interim Lots 1-5 Ref: Geotechnical Update prepared by Sladden Engineering dated January 17, 2014; Project No. 544-13266,14-01-013 Geotechtiical Investigation report prepared by Sladden Engineering dated October 29, 2003;'Project No. 544-3455, 03-10-700 This report provides a summary of our field observations along with the results of in -place density testing performed at the subject site (Tract No. 31087). during the rough grading of the building pads for .the proposed residential development. The,project site is located along Darby Road (identified as Tract No. 31087) in the City of La Quinta, California. This report provides final certification for Lots 6-19, Lots 1-5 were left low and will be completed at a latex date. During: rough grading over -excavation and -re-compaction was performed throughout the building areas. Near surface soil was removed to a depth of at Ieast 2 feet below existing grade or the bottom of the footings whichever was deeper. Remedial grading extended laterally, a minimum of five feet beyond- the approved building setbacks'. The exposed surface was then scarified, moisture conditioned, and compacted to at least 90 percent relative compaction.. The previously removed soil and stockpile 'import soil was placed in thin lifts and compacted to at least 90 percent relative compaction. Field testing was performed on June 11, 2014 through June 18, 2014. Testing indicates that a. minimum of 90 percent relative compaction was attained in .the areas tested. The passing test results indicate compliance with the project specifications at the tested locations and depthsbut are no guarantee or warranty of the contractors work. Field Testing: In -place moisture/density tests were performed using a nuclear density -gauge in accordance with ASTM Test Method D 6938-08, A total of 93 field density tests were performed. Test results are summarized on the attached data sheets. The approximate test locations are indicated by lot number.. r June 26, 2014 72 Project No. 522-13266 14-06-247 Laboratory Testing: The moisture -density relationships for the tested materials were determined in the laboratory in accordance with ASTM Test Method D 1557-91. Footings should extend at least 12 inches beneath lowest adjacent grade.. Isolated square or rectangular footings at least 2 feet square may be designed using an allowable bearing pressure of 1800 pounds per square foot. Continuous footings at least 12 inches wide may be designed using, an allowable bearing pressure 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. Resistance to, lateral loads can 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 0.45 between soil. and concrete may be used with dead load forces. only. A passive earth pressure of 300 pounds per square foot, per foot- of depth, maybe used for the sides of footings that are placed against properly compacted native soil. If there are any questions regarding this report qr the testing summarizedherein; please contact the undersigned. Respectfully submitted SLADDEN ENGINEERING ANDERSON Brett Anderson. No. v3011 � . e�sor�a Principal Engineer Grading/mr Copies 4 / Adom Ventures, LLC c/o GHA Companies 4 Sltadden EnOneerke . i •< Project Name: Darby Estates Location:.La Quinta, California TEST RESULTS PROJECT NO: 522-13266 REPORT, NO:.14-06-247 Test No. 'Date Tested Locatlon Elevation In place In place Compaction Density Building Pads ` 1 06/11/14 Lot-2 &.3 7.0' BPG 120.4 10.3 96 125.0 2. 06/11/14 Lot 5 & 6 7.0' BPG 119.6 9.8 96 125.0 3 06/11/14 Lot 8 7.0' BPG 113.6 8.6 91 125.0 4 06/11/14 Lot 8 5.0' BPG 118.1 10.5 94 125.0 5 06/11/14 Lot 6 & 7 5.0' BPG 121.4 11.3 97 125.0 6 06/11/14 Lot 5 5.0' BPG 117.3 9.5 94 125.0 7 6/12/2014 Lot 10 6.0' BPG 115.4 - 10.3 92 125.0 8 .6/12/2014 Lot 10 7.0' BPG 120.1. 9.8 96 125.0 9 6/12/2014 Lot 7 5.0' BPG 120.6 9.6 96 125.0 10 .6/12/2014 Lot 3 5.5' BPG 121.3 11A 97 125.0 11 6/12/2014 Lot 10 5.0' BPG 118.7 1:0.5 95 125.0 12 6/12/2014 Tree Demo.Lot 1 & 2 7.0' BPG '103.9 12.4 97 107.0 13 6/12/2014 Tree.Demo Lot 1 & 2 5.0' BPG 104.7 13.1 98 107.0 14 6/13/2014 Lot 11 5.5' BPG 112.3 10.3 96 117.0 15 6/13/2014 Lot 14 .5.5' BPG 114.6. 11.4 98 117.0 16 6/13/2014 Lot 4 5.0' BPG 113:8 9.6 97 117.0 17 6/13/2014 Lot 3 .8.0' BPG 110.9 10.9 95 117.0 .18 6/13/2014 Lot 1 6:0' BPG 11317 11.1 97 117.0 19 6/13/2014 Lot.1' 4.5' BPG 114.1 9.8. 98 117.0 20 6/13/2014 Tree Demo Lot 1 & 2 3.0' BPG 105.9 12.4 99. .107.0 21- 6/13/2014 Lot 10 3.0' BPG 119.1 10.7 ' 95 125.0 22 6/13/2014 Lot 9 5.0' BPG. 117.8 9.1 94 125.0 23 '6/13/2014 Lot 9 3.0' BPG. 120.1 11.3 96 125.0 24 6/16/2014 Lot 5 5.0' BPG 114.5 10.3 92 125.0 25 6/16/2014 Lot 5 3.0' BPG 120.3 9.8 96 125.0 26 6/16/14 Lot 7 5,0' BPG 121.9 9.6 98 125.0 27 6/16/2014 Lot 7 3.0' BPG 119.6 10.3 96 125.0 28 6/16/2014 Lot 12 5.0' BPG 116.7 11.3 : 93 125.0 29 6/16/2014 Lot 12 3.0' BPG 117.4 9.4 94 125.0 30 6/16/2014 Lot 14 _ 5.0' BPG .121.9 11.4 98 125,0 31 6/16/2014 Lot 14 3.0'. BPG. 113.7 10.6 91 125.0 32 . 6/16/2014 Lot 16 5.0' BPG. 117.6 11.1 94 125,0 33 6/16/2014 Lot 16. 3.0' BPG 122.3 10.8 98 125.0 34 6/16/2014 Lot 18 5.0' BPG 121.4 9.9 97 ` 125.0 35 6/17/2014 Lot 17 4:0' BPG 113.6 8.4 91 125,0 36 6/17/2014 Lot 17 2.0' BPG 116.9 9.8. 94 125.0 37 6/17/2014 Lot 19 4.0'.BPG 115.2 10.3 92 125.0 38 -6/17/2014 Lot 19 2.0'.BPG 120.3 9.6 96 125.0 39 6/17/2014 Lot 1 6.0' BPG 117.4 8.5 94 125.0 June 26, 2014 t sladden Engineering Project Name: 'Darby Estates Location: La Quinta, Californla VEST RESULT'S PROJECT NO: 522-13266 REPORT NO:14-06-247 Test No. Date Tested Location Elevation In place Compaction Density Building Pads 40.. 6/17/2014 Lot 3 6.0' BPG 112.9 10.3 90 125.0 41 6/17/2014 Lot 6, PG 121.2 10.1 97 125.0 42 6/17/2014 Lot 7 PG 115.5 96 92 125.0 43 6/17/2014 . Lot 8 PG 118.4 10,0 95 125.0 44 .6/1.7/2014 Lot 9 PG -119.6 8.4 96 125.0 45 6/17/2014 Lot 10 PG 116.4 10.8 93 125.0 46 . 6/17/2014 Lot 11 PG 121.4 9.6 97 125.0 47 '6/17/2014 Lot 12 PG 115.9 8.4 93 125.0 48 6/17/2014 Lot 13 PG 123.6 8.5 99 125.0 49 6/17/2014 Lot 14 PG 120.3 9.3 96 125.0 5.0 6/17/2014 Lot 15 PG 119.8 9.8 96 125.0 51 6/18/2014 Lot 16 PG 114.6 10.3 92 125.0 52 6/18/2014 Lot 17 . PG 117.8 9.8 94 125.0 53 6/18/2014 Lot 18 PG 115.9 11.6 93 125.0 54 6/18/2014 Lot 19 PG 113.4 10.4 91 125.0 55 . 6/18/.2014 Croisette Court SG .118.6 10.9 95 125.0 56 6/18/2014 Croisette Court SG* 121.4 11.6 97 125.0 57 6/18/2014 Crolsette Court SG 118.9 9.8 95 125.0 58 . 6/18/2014 Croisette Court SG 120.3 9.1 96 125.0 59 6/18/2014 Croisette Court SG. 122.6 10.3 98 125.0 60 6/18/2014 Croisette Court SG' 120.9 11.6 97 125.0 BPG = Below Pad Grade PG = Pad Grade SG = Subgrade June 26, 2014 Sladden Engineering. { Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (160) 863-0713 Fax (760j 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 76678778 October.23, 2013 Project.No. 544-13266 13-10-479 GHA Companies 30-875 Date Palm Drive, Suite C Cathedral City, California 92234 Project: Proposed Residential Development Darby Road — Tract 31087 La.Quinta, California Subject: Geotechnical Update Ref: Geotechnical Investigation report prepared by Sladden Engineering dated October 29, 2003; Project No. 544-3455, Report No. 03-10-700 As requested, we have. reviewed the above referenced geotechnical investigation report 'as: it relates to the design and construction of the proposed residential development. The project site is located on Darby Road in the City of La Quinta, California. It is our understanding that the proposed , residences will be relatively lightweight wood -frame structures supported by conventional shallow spread footings and concrete slabs on grade. The referenced report includes recommendations pertaining to the design and construction .of residential structure foundations and for remedial grading. Based upon our report review, and our understanding of the proposed construction; it is our opinion that the structural values and remedial grading recommendations provided in the above referenced report remain applicable,. In order to provide firm and uniform bearing conditions, we recommend over -excavation and recompaction of the near surface native soil throughout the building and foundation areas. The building areas should be over -excavated to a depth of at least 2 feet below existing grade or 2 feet below the bottom of the footings, whichever is deeper. The exposed surface should be moisture conditioned and compacted to a minimum of 90 percent relative compaction. If the recommended depth of compaction can be attained by presaturation and compacted in -place, over -excavation maynot be necessary. October 23, 2013 -2-' . Project"No. 544-13266 13-10-479 Footings should extend at least 12 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 maybe 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 25.00 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. Resistance to lateral loads can 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 0.45 between soil and concrete may be used with dead load forces only. A passive earth pressure of 300 pounds per square foot, per foot of depth, may be used for the sides of footings that are placed against properly compacted native soils. 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. 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 soil. The following presents additional coefficients' and factors relevant to seismic mitigation for new construction based upon. _ the 2010 California Building Code (CBC). The seismic design category for a structure may be determined in accordance with Section 1613 of the 2010 CBC or ASCE7. According to the 2010 CBC, Site Class D may be used to estimate design seismic loading for the proposed structure. The 2010 CBC Seismic Design Parameters are . summarized below. Occupancy Category (Table 1604.5):11 Site Class (Table 1613.5.2): D. Ss (Figure 1613.5.1): 1.500g S1(Figure 1613.5.1): 0.600g Fa (Table 1613.5.3(1)): 1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-36 (Fa X Ss)): 1.500g Sm1 (Equation 16-37 (Fv X Si)): 0.900g SDS (Equation 16-38 (2/3 X Sms)): 1.000g SDl (Equation 16-39 (2/3 X Sm1)): 0.600& Seismic Design Category: D Sladden Engineering October, 23, 2013 -3- Project No. 544-13266 13=10-479 If you ' have questions regarding this letter or the referenced reports, please contact .the undersigned. Respectfully submitted, SLADDEN ENGINEERING p ESS/�N BRETT L. ANDERSON 2n Brett L. Anderson o. C45389 2 Principal Engineer CIVIL X ENGINEERING' SER/gvm OF 4A,1f Copies:. 4/GHA Companies Sladden Engineering TIMBER - PR ODUCTS INSPECTION March 16, 2015 Spates Fabricators, Inc. 85 — 435 Middleton Street Thermal, CA 92274 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Spates Fabricators, Inc. is a subscriber to.our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the [AS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in -plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Specific design loads and installation requirements are not covered by. the TP Auditing Program. At present, Spates Fabricators Inc. is in good standing and the program is set to be renewed in 2016. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps may be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, . Timber Products Inspection Patrick C. Edwards, P.E. Director of Engineering P.O.Box 919 • 1641 Sigman Road • Conyers, Georgia 30012 • 770/922-8000 • FAX: 770/922-1290 105 S.-EA 241h Avenue *'Vancouver, WA 98684'• 360/449-3138 FAX: 360/449-3953 • DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES' x.. SECTION: 66.17. 53-SHOP-FABRICATED WOOD TRUSSES r -.REPORT HOLDER: ` Y MITEK INDUSTRIES, INC. - 14515 NORTH OUTER FORTY, SUITE:300 CHESTERFIELD, MISSOURI 63017 • ^ . ' EVALUATION SUBJECT: , -MITEK° TRUSS•CONNECTOR PLATES:'TL18, MT18; MTI8HSTM,-M18SHSTm, TL20 AND MT20 .. , 1CC. Ilili s �Cli r+ r C: �SO F� . • 4 - F I err c PMG LISTED r Look for the trusted marks of Conformity! 'W14 Recipient of Prestigious Western States Seismic Policy Council L, (WSSPC) Award in Excellence" - • �' A Subsidiary. of �RHATIOq ICC-ES Evaluation Reports are' not to be construed as representing aesthetics'or any, otherattributes not specifically addressed, nor are they to be.consbued as an endorsement of the 'subject of Me report or. a recommendatron for its use. There is no warranty by'ICC Evaluation. Service, LLC, express or implied, as to any funding,oi- other inatter in this report, AM ACMMW ftWm or as to any product covered by the report. '• "' , PFMM " Copyright © 2014` IMES Evaluation Report ESR-1988 Reissued October 2014 This report is subject to renewal December 2016. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HS-, M18SHS-, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Codee (IBC) ■ 2012, 2009 and 20061ntemational Residential Codee (IRC) ■ 1997 Uniform Building Code"m (UBC) Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTeke TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.2 MiTek® MT18HSTm: Model MTI8HSTm metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A653, Grade 60, high -strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center: The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek®M18SHSTm: Model M18SHSTm metal truss connector plates are manufactured from minimum No. 18 gage [0.0466-inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/8-inch-long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in'/2-inch- width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek8TL20 and MT20TM: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other ourlbutes nol specifically addressed, nor are Melt, to be constned as an endorsement cfthe subject ofthe report or a reconunendatton for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 0 2014 Page 1 of 3 ESR-1988 1 Most Widely Accepted and Trusted Page 2 of 3 center. The transverse centerlines of adjacent slots are 5.3 This report establishes plate design values only. For staggered 0.10 inch (2.54 mm). The distance between items not covered by this report, such as truss design, longitudinal centerlines of the slots is 0.25 inch (6.35 mm). - fabrication, quality assurance and special inspection, There are eight teeth per square inch (645 MM2) of surface refer to ANSI/TPI 1, engineering drawings and the area. Plates are available in '/Z-inch width (12.7 mm) applicable code. increments, up to 12 inches (304.8 mm), and lengthwise in 5.4 The design values (lateral resistance values, effective 1-inch (25.4 mm) multiples. See Figure 1 for details. tension strength ratios, and effective shear resistance 4.0 DESIGN AND INSTALLATION ratios) used in the design of trusses, using MiTek® 4.1 General: Industries metal truss connector plates, must not y All truss plates are pressed into the wood for the full depth exceed those listed in Tables 1 and 2 of this report. of their teeth by hydraulic -platen embedment presses, Load combination reductions must be in accordance. multiple roller presses that use partial embedment followed with the applicable code. by full -embedment rollers, or combinations of partial 5.5 All lumber used in the fabrication of trusses using embedment roller presses and hydraulic -platen presses MiTek® Industries metal truss connector plates must that feed trusses into a stationary finish roller press. be graded in compliance with the applicable building Trusses must be assembled within the tolerances provided code, and must have a moisture content not by the Truss Plate Institute's Quality Criteria for the exceeding 19 percent at the time of assembly. Wet Manufacture of Metal Plate Connected Wood Trusses, service factors from ANSI/TPI 1 Section 6.4.6 must be shown as Chapter 3 in ANSI/TPI 1 National Design applied to the table values when the lumber moisture Standard for Metal Plate Connected Wood Truss content exceeds 19 percent. Allowable values shown Construction. in the tables of this report are not applicable to metal 4.2 Allowable Design Values: connector plates embedded in either fire -retardant - Allowable design values for MiTek® metal truss connector treated lumber or preservative -treated lumber. plates to be used in the design of metal plate connected 5.6 Metal truss connector plates must be installed in pairs wood roof and floor trusses are shown in Tables 1 and 2. on opposite faces of truss members. Allowable design values are applicable when the 6.7 Galvanized G60 metal truss plate connectors subject connection is made with identical plates on opposite sides to corrosive environments must be protected in of the joint. This evaluation report is limited to the accordance with Section 6.5 of ANSI/TPI 1. evaluation of connection capacity of the MiTek® metal truss 6.8 MiTek® metal truss connector plates are connector plates listed in this report. The design, manufactured in St. Charles, Missouri; Tolleson, manufacture, and installation of trusses employing the Arizona; Tampa, Florida; Edenton, North Carolina; truss plates have not been evaluated. and Bradford, Ontario, Canada. 5.0 CONDITIONS OF USE 6.0 EVIDENCE SUBMITTED The MiTek® Industries metal truss connector plates 6.1 Data in accordance with the National Design described in this report comply with, or are suitable Standard for Metal Plate Connected Wood Truss alternatives to what is specified in, those codes listed in Construction, ANSI/TPI 1- 2007. Section 1.0 of this report, subject to the following 6.2 Manufacturer's descriptive literature. conditions: 5.1 This evaluation report and the manufacturer's 6.3 A quality control manual.. published installation instructions, when required by 7.0 IDENTIFICATION the code official, must be submitted at the time of The MiTek® connectors are identified by an imprint of the permit application. In the event of a conflict between plate name embossed into the surface of the plate (for the manufacturer's published installation instructions example, the MT20TM plate is embossed "MT20"). and this document, the instructions in this document Additionally, boxes containing the connector plates must govern. be labeled with the MiTek® Industries name, the metal 5.2 Each application for a building permit, using these connector plate model, and the evaluation report number truss plate connectors, must be accompanied by (ESR-1988). documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG I AA I EA I AE EE TL18, MT18, MTI8HSTM, M18SHS-, TL20 and MT20TM Douglas fir -larch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southern pine 0.55 244 192 171 178 For SI: 1 Wine = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses . that feed trusses into a stationary finish roller press. ESR-1988 Most Widely Accepted and Trusted Page 3 of 3 TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 MT18HSTM M18SHS'm TL20 AND MT20Tm Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section.5.4.4.2 of TPI-1 (Minimum Net Section over the joint)2 Tension @ 0° 0.5 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 90° 0.52 1208 0.5 1671 0.53 2292 0.49 854 Tension values in accordance with TPI-1 with a deviation [see Section 5.4.9 (e)] (Maximum Net Section Occurs over the joint3) Tension @ 0° 0.59 1349 0.59 1975 0.6 2586 0.59 1035 Tension @ 90° 0.53 1214 0.51 1727 0.54 2341 0.49 861 Shear Values Shear @ 0° 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @ 30° 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 60' 0.83 1283 0.74 1492 0.7 1805 0.82 970 Shear @ 90° 0.49 757 0.52 1052 0.39 1012 0.58 '686 Shear @ 120' 0.39 608 0.4 802 0.41 1073 0.42 498 Shear @ 150' 0.45 702 0.37 745 0.33 868 0.5 .592 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is'0.0010 inch (0.025 mm) total for both sides in accordance with Sections 4.3.3.2 and 6.3.4.1.3 of ANSI/TPI 1. 2Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. 0.125" 0.250" 0.125" 0.375" 3.2 mm 6.4 mm 3.2 mm 9.5 mm I�I�1�1�1�1 000000000000 ooa0000000ao o E uJ o N o00000000000 E 000000:a00000 E v N o00000000000 WIDTH MT18, TL18, MT18HS, M18SHS, MT20, TL26 FIGURE 1-APPROXIMATE DIMENSIONS.OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) IMES Evaluation Report ESR-1988 FBC Supplement Reissued December 2014 This report is subject to renewal December 2016 wwwAcc-es.ora (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: . MITEK INDUSTRIES 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeVTRUSS CONNECTOR PLATES: TL18, MT18, MT18HS-, M18SHS-, TL20 AND MT20 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates TL18, MT18, MTI8HST°, M18SHS111, TL20 and MT20, recognized in ICC-ES master report ESR-1988, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2010 and 2007 Florida Building Code —Building ■ 2010 and 2007 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek® Truss Connector Plates TL18, MT18, MT18HSTM, M18SHSTm, TL20 and MT20, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1988, comply with the 2010 and 2007 Florida Building Code —Building and the 2010 and 2007 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTek® Truss Connector PlatesTL18, MT18, MT18HST°, M18SHSM, TL20 AND MT20 has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2010 and 2007 Florida Building Code —Building and the 2010 and 2007 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission).' This supplement expires concurrently with the master report reissued December 2014. ICC-Eb' Evaluation Reports are not to be construed as representing aesthetics or any other auribaes not specifically addressed nor are they to be consirucd `= as an endorsement r f the. subject c f the report or a reconmtendmion for its use. There is no warranty by ICC Evaluation Seri -ice, I;/.Cr express or implied as to anyfinding or other natter in this report, or as to ant, product covered by the report. Copyright© 2014 Page 1 of 1 IMES Evaluation Report ESR-1988 CBC Supplement Reissued December 2014 This report is subject to renewal December 2016. WwwAcc-es.org 1 (800) 423-6587 1 (562) 699-0543 . A Subsidiary of the International Code Council° , DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017. (317) 434-1200 www.mii.com EVALUATION SUBJECT: Mitek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HS-, M18SHS-, TL20 AND MT20 1.0 EVALUATION SCOPE Compliance with thefollowing code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Miteke Truss connector plates TL18, MT18, MT18HSTM, M18SHS'm, TL20 and MT20, described in the master report ESR-1988 comply with the 2010 California Building Code, Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the IBC provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the 2010 California Building Code. This supplement expires concurrently with the master evaluation report reissued December 2014. ICC fS Evaluation Reports are not to he construed us representing aesthetics or any other attributes not specifically addressed, nor are they to he construed =� as an endorsement of the subject c film report or a reconmtendaiion for its use. There is no warranty by 1CC h raluation S'erriq, U.C, express or implied, as � to any finding or otter matter in this report, or: as to any product covered by the report. copyright© 2014 Page 1 of 1 -a, 0) 5 - 611 0 FA 91 Bin # V. 41- 1.ai «v Tity Of >� • Building t31 Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253.- (760) 777-7012. Building Permit Application and Tracking Sheet Permit# Project Address: r wner's Name: M �� QS A. P. Number: O � — d2 Legal Description: l C a C fl 0 Address: vn J City, ST, Zip: Contractor:GflA � m An S Telephone: h one: - P D o Address: d �' VZS ................... Project Descrip ' �� SI City, ST, Zip: A 13`t Q D e7�i h Telephone: P hone• Q ti ci � ' n li n e State Lie. # : City Lie. Arch., Engr., Designer: Address: City, ST, Zip: �� A 1123 I _ S�_ 3D State Lie. #. ....... :TelePhone: Con tr ucIti n Type: o ccu ancY Project type circle one • New Add'n Alter Repair air Demo of Contact Person: VlJ(es• Sq. Ft.: #Stores:Name # Units: Telephone # of Contact Person: Estimated Value of Projec O.. 00 APPLICANT: DO NOT RITE BELO INE q Submittal Req'd Reed TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Cates. Called Contact Person Plan Check Balance. Title 24 Cales. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2" Review, ready for corrections/issue Electrical Subeontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN ROUSE:- 'rd Review, ready for corrections/issue Developer Impact Fee' Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees 11