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Washington Street Apartments TR 12323 BCPR2017-0001 Phase 1Project Details PROJECT NUMBER owsw lit"of La Qu i nta BCPR2017-0001 O F Tt�" Description: WASHINGTON STREET APARTMENTS / PHASE 1 Status: ARCHIVED DAYS REVIEWS 12 ACTIONS 3 INSPECTIONS Type: BUILDING CONSTRUCTION PLAN REVIEW (WEB) Status Date: 12/6/2017 Subtype: OTHER CONSTRUCTION Applied: 6/22/2017 Address: WSA PH 1 Approved: 2/10/2018 City, State, Zip: LA QUINTA,CA92253 Closed: Project Manager: AJ ORTEGA Expired: Details: WASHINGTON STREET APARTMENTS PHASE 1 OF CONSTRUCTION PLAN REVIEW - INCLUDES NEW UNITS, REMODELED UNITS, COMMONS AND LAUNDRY STRUCTURES CONDITIONS REVISION 1- REVISED FOUNDATION DESIGN AT PERIMETER PATIO FOOTINGS AND SCREEN FENCE WALLS. REVISION 2 - ADD SEPARATELY METERED 100A HOUSE PANELS AT EACH RENOVATED BUILDING TO SERVE COMMON LOADS CASE OPEN OPEN COMPLETED CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES EMAIL RECEIVED FROM VINCE ROSATO (VROSATO@STUDIOEARCHITECTS.COM) STATING THE 2ND PC SUBMITTAL AJ ORTEGA 6/22/2017 7/13/2017 ENERGY DOCUMENTS HAVE BEEN UPLOADED, PROJECT HAS RECEIVED BEEN DETERMINED COMPLETE AND REVIEWS HAVE BEEN CREATED E TRAKIT RESUBMITTAL BY VINCE. pHASE 1 & 2 WERE IN 2ND PC SUBMITTAL BURT HANADA 12/6/2017 12/6/2017 ATTACHMENTS, ARMANDO RELOCATED PHASE 2 INTO RECEIVED bcpr2017-0002. EMAIL BURT HANADA 12/27/2017 12/27/2017 notified applicant that outstanding corrections remain. • • Printed: Monday, March 20, 2023 10:50:36 AM 1 of 8 CENTRALSQUARE Project Details PROJECT NUMBER -ows� City of La Quinta BCPR2017-0001 NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT STUDIO E ARCHITECTS 2258 FIRST AVENUE SAN DIEGO CA 92101 vrosato@studioearchit ects.com ARCHITECT STUDIO E ARCHITECTS 2258 FIRST AVENUE SAN DIEGO CA 92101 vrosato@studioearchit ects.com CITY STAFF AJ ORTEGA 78495 CALLE TAMPICO LA QUINTA CA 92253 aortega@la-quinta.org CONTRACTOR SUN COUNTRY BUILDERS INC DBA SUN COUNTRY 138 CIVIC CENTER DRIVE #204 VISTA CA 92084 cmachinski@suncountr ybuilders.net DEVELOPER RAY CARDINALE (CVHC) 45701 MONROE ST, STE G INDIO I CA I 92201 I I I RAY.CARDINALE@CVH IC.ORG OWNER REDEVELOPMENT AGENCY CITY OF P O BOX 1504 LA QUINTA CA 92203 � �*p DESCRIPTION ACCOUNT CITY AMOUNT 7 PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY CLTD BY HOURLY CHARGE - CITY BUILDING STAFF 101-0000-42600 0.75 $120.00 $0.00 Total Paid for BUILDING STAFF - PER HOUR: $120.00 $0.00 I 1110F INSPECTION TYPE INSPECTOR SCHEDULED DATE COMPLETED RESULT REMARKS DATE NOTES REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED DATE 01 STATUS REMARKS NOTES 1ST BLDG (1WK) JAKE FUSON 10/18/2018 10/23/2018 11/6/2018 APPROVED REVISION 2: HOUSE METERS REVISION 2 - ADD SEPARATELY METERED 100A HOUSE PANELS AT EACH RENOVATED BUILDING TO SERVE COMMON LOADS. Printed: Monday, March 20, 2023 10:50:36 AM 2 of 8 �4' CENTRALSQUARE Project Details PROJECT NUMBER -ows� City of La Quinta BCPR2017-0001 REVISION 1 - REVISED FOUNDATION DESIGN AT 1ST BLDG (1WK) JAKE FUSON 6/13/2018 6/20/2018 6/13/2018 APPROVED REVISION 1 PERIMETER PATIO FOOTINGS AND SCREEN FENCE WALLS. 1ST BLDG NS (3WK) BURT 7/13/2017 8/3/2017 8/2/2017 REVISIONS REQUIRED COORDINATION HANADA REVIEW 1ST BLDG STR (2WK) KURT CULVER 7/13/2017 7/27/2017 7/24/2017 REVISIONS REQUIRED COMPLETE REVIEW Prior to construction, applicant/developer shall furnish two copies of the water system fire hydrant plans to Fire Department for review and approval. Plans shall be signed by a registered civil engineer, and shall confirm hydrant type, location, spacing, and minimum fire flow. Once 1ST FIRE (2WK) RONALD 7/13/2017 7/27/2017 7/25/2017 READY FOR APPROVAL SEE Conditions plans are signed and approved by the local water GRIESINGER authority, the originals shall be presented to the Fire Department for review and approval. Prior to issuance of building permits, the water system for fire protection must be provided as approved by the Fire Department and the local water authority. 1ST PLANNING CARLOS 7/13/2017 7/27/2017 7/26/2017 READY FOR APPROVAL (2WK) FLORES APPLICANT SHALL SUBMIT SEPARATE PLAN CHECK APPLICATION AND PRECISE GRADING 1ST PUBLIC WORKS AMY YU 7/13/2017 7/27/2017 7/27/2017 PENDING DOCUMENTS PLAN FOR REVIEW. STILL NEED PAD CERT AND COMPACTION FOR (2WK) BUILDING K, PHASE 1 COMMON AREA BUILDING, AND PHASE 1 LAUNDRY 2ND BLDG NS (2WK) BURT 12/6/2017 12/27/2017 12/27/2017 REVISIONS REQUIRED COORDINATION HANADA REVIEW COMPLETE REVIEW 2ND BLDG STR (2WK) KURT CULVER 12/6/2017 12/20/2017 2/2/2018 READY FOR APPROVAL COMPLETE REVIEW Remaining comments added to Response Letter (not on plans). Printed: Monday, March 20, 2023 10:50:36 AM 3 of 8 CENTRALSQUARE Project Details PROJECT NUMBER -ows� City of La Quinta BCPR2017-0001 2ND FIRE (3WK) RONALD 12/6/2017 12/18/2017 12/12/2017 READY FOR APPROVAL 2 WK REVIEW See conditions from 1st review GRIESINGER 2ND PLANNING CARLOS 12/6/2017 12/18/2017 12/14/2017 NOT REQUIRED (2WK) FLORES 3RD BLDG NS (2WK) AJ ORTEGA 1/29/2018 2/12/2018 2/10/2018 APPROVED INDIVIDUAL PERMITS CREATED BOND INFORMATION Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED SCHOOL FEE LETTER - DOC 6/27/2018 ARMANDO MAGALLON SCHOOL FEE LETTER - WASHIGTON ST 0 WASHIGTON ST APTS APTS.pdf BCPR2017-0001 - 1ST 1ST SUBMITTAL ENERGY DOC 7/13/2017 AJ ORTEGA CALCULATIONS SUBMITTAL ENERGY 0 (AMENITIES) CALCULATIONS (AMENITIES).pdf BCPR2017-0001 - 1ST DOC 7/13/2017 AJ ORTEGA 1ST SUBMITTAL PLAN SUBMITTAL PLAN SET 0 SET (WITH ENERGY) (WITH ENERGY).pdf BCPR2017-0001 - 1ST 1ST SUBMITTAL DOC 7/13/2017 AJ ORTEGA STRUCTURAL SUBMITTAL 0 STRUCTURAL CALCULATIONS CALCULATIONS.pdf BCPR2017-0001 - DOC 3/19/2018 AJ ORTEGA ENERGY CALCULATIONS ENERGY CALCULATIONS 1 (APPROVED) (APPROVED).pdf DOC 3/19/2018 AJ ORTEGA PLAN SET (APPROVED) BCPR2017-0001 - PLAN 1 SET (APPROVED).pdf BCPR2017-0001 - STRUCTURAL DOC 3/19/2018 AJ ORTEGA CALCULATIONS STRUCTURAL 1 (APPROVED) CALCULATIONS (APPROVED).pdf Printed: Monday, March 20, 2023 10:50:36 AM 4 of 8 CENTRALSQUARE Project Details PROJECT NUMBER -ows� City of La Quinta BCPR2017-0001 Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED BCPR2017-0001 - REVISION 2 - 1ST DOC 10/19/2018 AJ ORTEGA SUBMITTAL ELECTRICAL REVISION 2 - 1ST 1 SUBMITTAL ELECTRICAL PLAN PLAN.pdf BCPR2017-0001 - REVISION 2 - 1ST DOC 10/19/2018 AJ ORTEGA SUBMITTAL REVISION 2 - 1ST 1 SUBMITTAL TRANSMITTAL TRANSMITTAL.pdf BCPR2017-0001 1ST DOC 8/9/2017 BURT HANADA 1ST REVIEW MARKUP REVIEW MARKUP 0 SUMMARY.pdf SUMMARY.pdf BCPR2017-0001 - 2ND 2ND SUBMITTAL REVIEW REDLINED DOC 12/27/2017 BURT HANADA OUTSTANDING RESPONSE LETTER - 0 CORRECTIONS LIST WSA PHASE 2 - CoLQ.pdf DOC 12/6/2017 EtrakitContractor SOILS REPORT BCPR2017-0001 - SOILS 1 REPORT.pdf 17-1205 WSA_Planning DOC 12/6/2017 EtrakitContractor 2ND SUBMITTAL PLAN Plan Check 0 CHECK RESPONSES Responses —Phase 1 - CoLQ.pdf 17-1205 WSA_Permit DOC 12/6/2017 EtrakitContractor 2ND SUBMITTAL PLAN Submittal 1_Phase 1 0 SET (PHASE 1) (Complete).pdf 18-0129 WSA_Planning 3RD SUBMITTAL - DOC 1/29/2018 EtrakitContractor RESPONSE LETTER Plan Plan Check h Ceck 0 Responses 1 - (PHASE 1) Col-Q (Arch).pdf 18-0129 WSA_Permit DOC 1/29/2018 EtrakitContractor 3RD SUBMITTAL PLAN Submittal 3—Phase 1 0 SET (PHASE 1) (Complete).pdf Printed: Monday, March 20, 2023 10:50:36 AM 5 of 8 CENTRALSQUARE Project Details PROJECT NUMBER -ows� City of La Quinta BCPR2017-0001 Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED PLAN CHANGE - 19-0823 WSA (Phase 1) - DOC 8/22/2019 EtrakitContractor REVISED MOBILITY Plan Change Submittal 1 UNITS (Revised Moblity).pdf BCPR2017-0001 - REVISION 1 - REVISED REVISION 1 - REVISED DOC 6/13/2018 JAKE FUSON FOUNDATION DETAIL FOUNDATION DETAIL 1 AT PATIO SCREEN FENCE AT PATIO SCREEN FENCE WALLS WALLS.pdf BCPR2017-0001 - REVISION 1 - DOC 6/13/2018 JAKE FUSON STRUCTURAL REVISION 1 - 1 STRUCTURAL CALCULATIONS CALCULATIONS.pdf BCPR2017-0001 - RFI - DOC 7/16/2018 JAKE FUSON RFI - REVISED PARTY REVISED PARTY WALL 1 WALL DETAIL DETAIL.pdf BCPR2017-0001 - RFI - RFI - CLARIFICATION OF CLARIFICATION OF DOC 7/16/2018 JAKE FUSON NAILING AND BLOCKING NAILING AND BLOCKING 1 AT ROOF DIAPHRAGMS AT ROOF DIAPHRAGMS ON RENOVATED UNITS ON RENOVATED UNITS.pdf BCPR2017-0001 - NOTICE OF PRODUCT NOTICE OF PRODUCT DOC 7/25/2018 JAKE FUSON NAME CHANGE NAME CHANGE 1 REGARDING 1-HOUR REGARDING 1-HOUR RATED WALLS RATED WALLS.pdf BCPR2017-0001 - RFI - RFI - FRAMING AT DOC 9/18/2018 JAKE FUSON THERMAL CHIMNEYS AT FRAMING AT THERMAL 1 CHIMNEYS AT RENOVATION UNITS RENOVATION UNITS.pdf Printed: Monday, March 20, 2023 10:50:36 AM 6 of 8 CENTRALSQUARE Project Details PROJECT NUMBER -ows� City of La Quinta BCPR2017-0001 Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED STRUCTURAL BCPR2017-0001- PHASE DOC 9/18/2018 JAKE FUSON OBSERVATION - PHASE 1 STRUCTURAL 1 1ONLY OBSERVATION.pdf BCPR2017-0001 - RFI - RFI - FURRED CEILING DOC 9/18/2018 JAKE FUSON FRAMING AT FURRED CEILING 1 FRAMING AT RENOVATED UNITS RENOVATED UNITS.pdf BCPR2017-0001 - RFI - RFI - ACCEPTABLE BOLTS DOC 9/18/2018 JAKE FUSON AT WOOD STRONG ACCEPTABLE BOLTS AT 1 WOOD STRONG WALLS WALLS.pdf BCPR2017-0001 - RFI - DOC 9/19/2018 JAKE FUSON RFI - ADDITIONAL LAYER ADDITIONAL LAYER OF 1 OF OSB AT ROOFS OSB AT ROOFS.pdf BCPR2017-0001 - REVISION 2 - DOC 11/6/2018 JAKE FUSON ELECTRICAL PLAN REVISION 2 - 1 ELECTRICAL PLAN (APPROVED) (APPROVED).pdf BCPR2017-0001 - LETTER OF APPROVAL LETTER OF APPROVAL DOC 11/28/2018 JAKE FUSON OF PARALLEL CURB OF PARALLEL CURB 1 RAMP DESIGN BY CIVIL RAMP DESIGN BY CIVIL ENGINEER ENGINEER.pdf BCPR2017-0001 - LETTER OF APPROVAL LETTER OF APPROVAL DOC 11/28/2018 JAKE FUSON OF PARALLEL CURB OF PARALLEL CURB 1 RAMP DESIGN CIVIL RAMP DESIGN BY CIVIL ENGINEERR ENGINEER_1.pdf PRELIMINARY LETTER DOC 12/3/2018 JAKE FUSON OF APPROVAL FROM LETTER OF APPROVAL 1 HERS RATER - FROM HERS RATER.pdf BUILDINGS B, C and D Printed: Monday, March 20, 2023 10:50:36 AM 7 of 8 CENTRALSQUARE Project Details PROJECT NUMBER -ows� City of La Quinta BCPR2017-0001 Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED BCPR2017-0001 - RFI - RFI - ADDED ROOF DOC 12/18/2018 JAKE FUSON BEAMS TO SUPPORT ADDED ROOF BEAMS 1 TO SUPPORT HIGH HIGH RAFTERS RAFTE RS. pdf BCPR2017-0001 - 1ST DOC 7/31/2017 KURT CULVER 1ST REVIEW PLAN SET REVIEW PLAN SET 0 (REDLINED) (REDLINED).pdf Printed: Monday, March 20, 2023 10:50:36 AM 8 of 8 CENTRALSQUARE G,Dc�,odGau� FOR HIGHER QUALITY BUILDINGS '(6 (Transmitted Electronically) November 28, 2018 Mr. Jame Wiatrak Building Official & ADA Coordinator City of La Quinta 78-495 Calle Tampico La Quinta, California 92253 Dear Mr. Wiatrak After reviewing the first three (3) buildings at Washington Street Apartments, it was determined that all required HERS verifications in Buildings B, C, and D passed today. Based on the current installation and reporting completed to date, there are no foreseeable impediments for results of buildings being tested going forward. While all remaining buildings will be tested, we submit this letter with the assumption that the installation and reporting from the general contractor (or General Contractor's subcontractor) will remain consistent with the aforementioned buildings. Sincerely, r_ I X41O 4 Bing Guerin, LEED AP BD+C, Green Rater, GPR, HERS, PMP Associate Principal 213.455.3311 •8695 WASHINGTON BLVD #205 CULVER CITY CA 90232 • 624 BROADWAY #406 SAN DIEGO CA 92101 CERTIFICATE OF COMPLIANCE Desert Sands Unified School District o c o y y 47950 Dune Palms Road BEHu1J0AD A r r Cnr4 'ifiiae Date: 6/27/2018 La Quinta, CA 92253 $. gA !NTI A' y No.: 18-01013-1 (760)771-8515 o 1 .0 y Owner: CVHC - WASHINGTON STREET APARTMENTS Email: Address: 45-701 Monroe Street, Ste G Jurisdiction: La Quinta City: Indio Tract #: Phase 1 and Phase 2 Type: Senior Residence Lot # Street No. Street Name Sq. Feet APN Permit No. Building K 42-800 Washington St 2788 609-040-007 Building L 42-800 Washington St 5595 609-040-007 Building M 42-800 Washington St 4183 609-040-007 Building N 42-800 Washington St 4223 609-040-007 Building Laundry/Maintenance 42-800 Washington St 966 609-040-007 Building Q 42-800 Washington St 4223 609-040-007 Building S 42-800 Washington St 4223 609-040-007 Building T 42-800 Washington St 4932 609-040-007 Building Commons 42-800 Washington St 1100 609-040-007 Building Commons 42-800 Washington St 2567 609-040-007 Building O 42-800 Washington St 4932 609-040-007 Building P 42-800 Washington St 5595 609-040-007 Building R 42-800 Washington St 5595 609-040-007 Building Commons 42-800 Washington St 2484 609-040-007 Comments: 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: Senior Citizen Rate EXEMPTION NOT APPLICABLE This certifies that school facility fess imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.56 X 53406 S.F. or $29,907.36 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in the proposed project may now be issued. Fees Paid By: CC/Bank of America/Kenny Rodgers Check No.: 0846811029 Bank Name/Recipient of Certificate Telephone: 760-347-3157 Funding: Senior By Scott L. Bailey Superintendent Fee Collected/ Exempted by: Arianne Catano Certificate Fees Due.: $29,907.36 n Original Payme,ijs) Rec'd: $0.00 New Payment Rec'!d: $29,907.36 Over/Under: $0.00 -NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve 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 Distrlct('s) behalf, whichever Is earlier. Notice to Building Department: THIS DOCUMENT VALID ONLY IF IMPRINTED WITH EMBOSSED SEAL. CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road Date: 6/27/2018 La Quinta, CA 92253 No.: 18-01014-1 (760)771-8515 Owner: CVHC - WASHINGTON STREET APARTMENTS Email: Address: 45-701 Monroe Street, Ste G City: Indio Type: Single Family Residential Lot # Building K Management Unit Building L Management Unit Comments: Street No. Street Name 42-800 Washington St 42-800 Washington St Management Units Cy J�1Fyo 0 BERMUIDDA DUNES Y RINCOOIC, IAN EWgEELLS y ACCHAi �Y LA tlUINYA p INDIo y Jurisdiction: La Quinta Tract #: Phase 1 and Phase 2 Sq. Feet APN Permit No. 1331 609-040-007 1180 609-040-007 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 fess imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $3.48 X 2511 S.F. or $8,738.28 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in the proposed project may now be issued. Fees Paid By: CC/Bank of America/Kenny Rodgers Check No.: 0846811029 Bank Name/Recipient of Certificate Telephone: 760-347-3157 Funding: Residential By Scott L. Bailey Superintendent Fee Collected/ Exempted by: Arianne Catano $8,73g 28 Certificate Fees Due: Original Payment(s) Rec'd: $0.00 New Payment Rec'd: $8,738.28 Over,/Under: $0.00 NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve 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 to Building Department: THIS DOCUMENT VALID ONLY IF IMPRINTED WITH EMBOSSED SEAL. �Tli ���• . pis � :�` �4 Request for Information 110-RO01 Detailed, RFIs Grouped by RFI Number Washington Street Apartments -Phase 1 Project # 18-WASH 1 42-800 Washington Street Tel: Fax: La Quinta, CA 92203 110-RO01 Date Created: 9/14/2018 Answer Company Answered By Author Company Authored By Studio E Architects Vince Rosato Sun Country Builders Ken Kosman 2258 First Avenue 138 Civic Center Dr., #204 San Diego, CA 92101 Vista, CA 92084 Co -Respondent Subject Discipline Strong Wall Anchor Bolts Cc: Company: Name Contact Name Sun Country Builders Andy Kroneberger Sun Country Builders Brian Wardwell Sun Country Builders Bruce Laiho Sun Country Builders DeAnna Parry Studio E Architects Eric Naslund Sun Country Builders Jay Stehlik Sun Country Builders Jim Watson Sun Country Builders Justin Vining Sun Country Builders Ken Kosman Coachella Valley Housing Coalition Kenneth Rodgers Coachella Valley Housing Coalition MaryAnn Ybarra Coachella Valley Housing Coalition Ray Cardinale Studio E Architects Vince Rosato RF Copies Notes 1 1 1 1 1 1 1 1 Category Question Sheet S-Y1.0 shows SSTB28 ABs for the Simpson Shear Walls in the Laundry Room. The framer went with the associated WSW -AB anchor bolts called out in the Simpson catalog. Building L is the same situation. The Building Inspector saw SSTB28s specified as noted on plans and required us to install the SSTB28s in order to pour building M slab. We need to confirm which anchor bolts to use in the future and need acceptance of the previously installed anchor bolts. Suggestion Answer Date Answered: WSW-ABs can be used in lieu of the SSTBs, provided the minimum embedment depth and edge distance are maintained as shown on the manufacturer's drawings. See details 1/WSW1 and 21WSW1. For WSW-AB1 bolts, W(min) = 31", de (min) =11". Tanya Wei TKJ Structural Engineering -Prolog Manager Printed on: 9/14/2018 Prolog8 Page 1 The Altuvri Group November 26, 2018 73-710 Fred Waring Dr., Ste. 219 Palm Desert, CA 92260 760.346.4750 Tel 760.340.0089 Fax Building Official Design and Development Department City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 RE: C1047 WEASHINGTON STREET APARTMENTS — DETECTABLE WARNING SURFACE DESIGN To whom it may concern: The placement of the detectable warning surface panels on curb ramps at the Washington Street Apartment project as depicted on Detail 7 of the approved Phase I Precise Grading plan set has my approval as an acceptable alternate placement. It is my intent that the detectable panel surface extend only to the limit of the curb ramp to back of curb as shown on the detail in order to avoid any conflict with the adjacent pavement surface or gutter flowline. Si Ja'Mhtsa, PE Chief nrineer The Altum Group iames.bazua@thealtumgroup.com (760) 346-4750 NO g63p4 Em.l2/31/14 4t E-� www.thealtumgroup.com CertainTeed SAINT-GOBAIN December 12, 2017 Subject: ProRoco name change To Whom It May Concern: This is to advise that CertainTeed Gypsum changed the brand names of its paper faced gypsum board products and finishing products for marketing purposes to leverage the recognition of the CertainTeed name. The previous ProRoco Brand name was changed to CertainTee&'. There were no product manufacturing changes made to any product formulations or manufacturing processes as this was only a brand name change. Please contact the Marketing Technical Services Department at 1-800-446-5284 if you require additional information. Regards, n r . Mitchell Schittler, LEED APO BD+C Manager, Marketing Technical Services fTfTrr, E IN r-GOB��,IN �0 CertslnTeed Gypsum 760 E. Swedesfoid Road • PO Box 860 • Valley Forge, PA 19482-0106 • USA • Tel; 1.610.341.7000 • www.cartalnteed.com CertalnTeed Gypsum, Inc. CertainTeed SAINT-GOBAIN October 18, 2013 To Whom It May Concern: Subject: CertainTeed Gypsum Product Brand Name Change This is to advise that CertainTeed Gypsum is in the process of changing the Brand names of its paper faced gypsum board products and finishing products for marketing purposes to leverage the recognition of the CertainTeed name. The previous ProRoc Brand name is being changed to CertainTeed. An example of this Brand name change is given below: Previous Product Name ProRoc Type X Gypsum Board ProRoc One All Purpose New Product Name CertainTeed Type X Gypsum Board CertainTeed One All Purpose During the 2012-2013 transition period the ProRoc name may appear in product data sheets or on the CertainTeed.com website while other items such as the board end tapes reflect the new CertainTeed name. Third -party product certifications and listings are also being changed to the CertainTeed name with many such as the UL Fire Resistance Directory covering fire -rated Type X and Type C gypsum board products recently completed. We apologize for the product name confusion during this period, however, no changes are being made to any product formulations or manufacturing processes. Please contact the Marketing Technical Services Department at 1-800-233-8990 if you require additional information. Regards, C U 1 Douglas, C. Gehring, P.E., CSI, LEED Green Associate Director, Marketing Technical Services SA N" i O13AIN CertalnTeed Gypsum 4300 W. Cypress Street • Suite 500 - Tampa, FL 33607 • USA • Tel: 1,813,286.3900 • Fax: 1.813.286.3991 • www.certainteed.com CertainTeed Gypsum, Inc. GA-600-2009 FIRE RESISTANCE DESIGN MANUAL 75 GA FILE NO. WP 5017 PROPRIETARY* GYPSUM WALLBOARD, STEEL STUDS, GLASS FIBER INSULATION CHASE WALLS, NONCOMBUSTIBLE One layer 5/e" proprietary type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to ONE SIDE of a double row of 2112" 25 gage steel studs 24" o.c. and not less than 1" apart with 1" Type S drywall screws 8" o.c. OPPOSITE SIDE: One layer 5/8" proprietary type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to studs with 1" Type S drywall screws 8" o.c. Optional insulation in the cavity. Vertical joints centered over studs and staggered one stud cavity on opposite sides of studs, Horizontal joints on opposite sides need not be staggered or backed, Lateral bracing on both sides of the wall not less than 5 feet on center vertically. Sound tested with 31/2" glass fiber insulation friction fit on one side in cavity. (NLB) PROPRIETARY GYPSUM BOARD CertainTeed Gypsum Inc. - 5/e" ProRoc@ Type X Gypsum Panels GA-600-2009 FIRE RESISTANCE DESIGN MANUAL and partitions) shall not be permitted to be arbitrarily used in a horizontal orientation. 14. Metal studs and runners are nominal 25 gage unless otherwise specified. 15. Greater stud sizes (depths) shall be permitted to be used in metal- or wood -stud systems. Metal studs of heavier gage than those tested shall be permitted. The assigned rating of any load -bearing system shall also apply to the same system when used as a nonload-bearing system. Indicated stud spacings are maximums. 16. Specified floor -ceiling and roof -ceiling framing sizes or truss dimensions are minimums. Greater joist or truss sizes (depths) shall be permitted to be used in metal- or wood -framed systems. Indicated joist and truss spacings are maximums. 1 HOUR I I 50 to 54 STC FIRE SOUND Thickness: Minimum 71/4" Approx. Weight: 7 psf Fire Test: UL R3660, 06NK13008, 7-7-06; 07SR3014402, 12-18-07; 08CA14331, 6-18-08; UL Design V469 Sound Test: RAL TL06-299, 8-10-06 7, TKJ Structural Engineering 9820 Willow Creek Rd., Suite 455 San Diego, CA 92131 858.649.1700 'y www.tkjse.com SITE VISIT REPORT TO: Studio E Architects ATTN: Eric Naslund 2258 First Ave San Diego, CA 92101 FROM: Bo Jaquess, SE TKJ Structural Engineering SUBJECT: Washington Street Apartments — Phase I TKJSE Job Number: 16010 DATE OF SITE VISIT: 9/7/2018 DATE OF REPORT: 9/10/2018 A site visit to the Washington Street Apartments — Phase I project was performed on the date above. The following notes and observations were made: 1. Persons present on the job -walk: Jay Stehlik (Sun Country Builders), Bo Jaquess (TKJ Structural Engineering.) 2. The general status of the various structures at the time of the job -walk were as follows: a. Renovation units: roughly 95% of structural scope complete b. Laundry Building: foundation concrete placed, walls roughly 95%framed C. Bldg L: foundation concrete placed d. Bldg M: foundation to be placed during the week of 9/10 (estimated) 3. The following items were observed were made during our job -walk. Where appropriate, the proposed resolution is noted: a. Existing Rehab Buildings A-1: L Item #1: Shearwall elevations on Sheet SD-2.0 call for three (3) diameter epoxy epoxy anchor sill bolts at each shearwall. It was generally observed that two (2) anchor bolts were present, per shearwall, and that the anchor bolts were existing cast -in -place anchors. Resolution: Install additional epoxy anchor sill bolts at all shearwall locations so that the total number of sill bolts is no less than three (3), as shown in structural drawings. Existing cast -in -place anchors may be utilized in lieu of placing new anchors. ii. Item #2: Edge -screws along the top edge of shearwalls, to the top -track of the wall framing, were generally observed to be missing [Figure 3]. Resolution: Install #S screws at 3" on -center to top track of light -gauge wall per structural shearwall schedule, 6/SD-51. iii. Item #3: Framing for thermal chimneys appeared to be in general conformance to the structural drawings. No further action required [Figure 4]. TKJ Structural Engineering + + 9820 Willow Creek Rd., Suite 455 San Diego, CA 92131 858.649.1700 www.tkjse.com iv. Overall: In general, other than the items i and ii noted above, construction appeared to be in general conformance to the structural drawings [Figures 1 & 2]. b, Laundry Building: L Status: Foundation placed and wall framing nearing completion [Figure 8.1 ii. In general, foundation and framing appeared to be in general conformance to the structural drawings. C. Bldg L: i. Status: Foundation concrete placed [Figure 5.1 ii. In general, foundation appeared to be in general conformance to the structural drawings d, Blde M: L Status: Slab and footing reinforcement mostly in place. Anchor bolts and holdowns generally in place, but not yet secured [Figures 5 & 7.] ii. In general, foundation reinforcement and anchor bolt placement appeared to be in general conformance to the structural drawings. LITKJ Structural Engineering 9820 Willow Creek Rd., Suite 455 San Diego, CA 92131 858.649.1700 www.tkjse.coni Photos Figure 1: Rehab Buildings Figure 2: Typical Rehab Building TKJ Structural Engineering 9820 Willow Creek Rd., Suite 455 San Diego, CA 92131 858.649.1700 www.tkjse.com Figure 3: Shearwall top -track with missing shearwall edge -screws Figure 4: Typical solar chimney framing TKJ Structural Engineering 9820 Willow Creek Rd., Suite 455 San Diego, CA 92131 858.649 1700 % www.tkjse.com ti lvi-T (PION'.4 go "IlAt Figure 5: Building L Foundation — «w Figure 6: Building M Footing & Slab Reinforcing Abbe __: -Z— 1!% Erica Zhou To: Deanna Parry Cc: Ken Kosman Subject: RE: Roof nailing questions From: Jay Stehlik Sent: Friday, July 6, 2018 1:38 PM To: Deanna Parry <ciparrv@suncountrybuilders.ne(>; Ken Kosman <KKosman@suncountrybuilder ywi> Cc: Bruce Laiho <BLaiho @sunc:ountbuilders.net>; Jim Watson<iwa_tson@suncountrvbuilders.n(.,>;'Saul Miranda' <.miranda(@Alwalldi.con,> Subject: Roof nailing questions Deanna, We had the building inspector out to look at the roof nail on the first building D today. And he had questions he would like the structural engineer to clarify. 1). On the roof framing plan sheet S-111.1 there is a blow up of the new patio roof area which shows the nailing Pattern of 4" edge nailing and 12" field nailing (See photo attached). And it looks like it may need to be blocked and diaphragm nailed. If so we need to have a detail showing what type of blocking etc. 2). The inspector is also requesting Clarification that the existing roof sheathing only needs to be nailed at 6" E.N. and 12" F.N. and does not need to have all edges blocked and nalled as well. Please call me if you have any questions. Thank You Jay Stehlik Sun Country Builders C: (760)-691-6625 'stehlik@suncountrybuilders.net ALI SUN C OUN'I'RY BUII.DFRS Washington Street Apartments -Phase 1 42-800 Washington Street La Quinta, CA 92203 Answer Company Answered By Studio E Architects Vince Rosato 2258 First Avenue San Diego, CA 92101 Co -Respondent Subject Roof nailing questions Request for Information 060 Detailed, RFIs Grouped by RFI Number Project # 18-WASH 1 Tel: Fax: Discipline Cc: Company Name Contact Name Sun Country Builders Brian Wardwell Sun Country Builders Bruce Laiho Sun Country Builders DeAnna Parry Studio E Architects Eric Naslund Sun Country Builders Jay Stehlik Sun Country Builders Jim Watson Sun Country Builders Justin Vining Sun Country Builders Ken Kosman Coachella Valley Housing Coalition Kenneth Rodgers Coachella Valley Housing Coalition MaryAnn Ybarra Coachella Valley Housing Coalition Ray Cardinale Studio E Architects Vince Rosato Author Company Sun Country Builders 138 Civic Center Dr., #204 Vista, CA 92084 Author RFI Number Copies Notes 1 1 1 1 1 1 1 1 1 1 1 1 Category Authored By DeAnna Parry Question Date Required: 7/13/2018 Hi, Vince, Please see below RFI from the Field with clarifications as requested by the Building Inspector Suggestion Answer Date Answered: Blocking is not required at the new or existing roof sheathing at the rehab buildings. 6" edge nailing is acceptable for the existing roof sheathing. Tanya Wei TKJ Structural Engineering Prolog Manager Printed on: 7/6/2018 Prolog8 Page 1 TO � � � �._\ 33 f <9E/ \ �, Zm rn M � ��7K �) � � 00 4 w � § � � CD La i\ cr (a -0 }sue\. $ 2 AM ENGINEERS + GEOLOGISTS + ENVIRONMENTAL SCIENTISTS February 9, 2017 J.N. 11-290 THE ALTUM GROUP 73-255 El Paseo Drive, Suite 15 Palm Desert, California 92260 Attention: Mr. James Bazua Subject: Updated Geotechnical Foundation Design Recommendations; Washington Street Apartment Expansion Project, Southeast Corner of Washington Street and Hidden River Road, City of La Quinta, Riverside County, California References: See Attached List Dear Mr. Bazua: In accordance with your request, Petra Geosciences, Inc. (Petra) is providing updated geotechnical foundation design recommendations for expansion of the subject Washington Street Apartment Project in the City of La Quinta. Our geotechnical recommendations are based on the existing geotechnical reports of record, and as -graded conditions, the requirements of the 2016 California Building Code (CBC), and our engineering judgment and professional opinion. General Site Overview The existing apartment complex is located at the southeast corner of Washington Street and Hidden River Road, in the City of La Quinta, Riverside County, California. The western portion of the 11.5 acre, L-shaped site is currently improved with a one-story apartment complex, parking lot and driveway areas, a clubhouse, concrete flatwork and landscaped areas. The eastern portion of the site is currently vacant. As we understand, he proposed development will include constructing several new one-story apartment buildings and associated improvements (asphalt parking lots, concrete walkways, underground utilities, landscaped planter areas, and retention basins, etc.) within the vacant portion of the site. Following this first phase of construction, the existing tenants will be relocated to the new apartments and the existing apartment complex will be demolished and redeveloped with new one-story apartment buildings. It is presumed that the apartment building structures will be of wood -frame construction with first -floor slabs on -grade. No retaining walls are currently planned. Relatively minor site grading assumed to achieve the planned grades. Therefore, site grading will essentially consist of over -excavation and recompaction of the existing upper soils within the site to attain the finish grades. Offices Strategically Positioned Throughout Southern California RIVERSIDE COUNTY OFFICE 40880 County Center Drive, Suite R, Temecula, CA 92591 T:951.600.9271 F:951.719.1499 For more information visit us online at www.petra-inc.com THE ALTUM GROUP February 9, 2017 Washington Street Apartment Expansion Project/La Quinta J.N. 11-290 Page 2 Site Reconnaissance and Literature Review A representative of Petra conducted a recent site reconnaissance on January 16, 2017 to observe the existing site conditions. Petra reviewed the Preliminary Geotechnical Investigation report (Petra, 2011 a) for the subject property, as well as the Geotechnical Report Update and Review of Preliminary Precise Grading Plan (Petra, 2016). The existing apartment complex within the northwestern portion of the property remains occupied by tenants. The vacant portion of the subject property remains undeveloped. Chain -link fencing exists along the northern edge of undeveloped area. A concrete block wall exists along the southern property boundary. Native, thin vegetation covers a majority of this portion of the site, with scattered small native bushes. Larger, denser native vegetation was noted locally along the northern edge of the site. The west portion of the property fronting Washington Street is at a similar elevation that the adjacent apartments to the north; however, offsite development along the southern property is higher in elevation with differences on the order of 2 to 6 feet. Overall the property slopes gently to the east. Generally, site conditions are similar to those observed during our previous field assessment (Petra, 2011 a). Site Surface and Subsurface Conditions Based on our subsurface observations and laboratory testing during our preliminary evaluation of the property (Petra, 2011 a), soils were found to consisted of thin veneer of surficial undocumented fills underlain by natural alluvial deposits that extended to the maximum explored depth of 51.5 feet. Earth materials onsite are estimated to be very low in expansion potential. Our testing also encountered a negligible exposure to sulfates, a low exposure to chlorides and also found site soils to be corrosive to buried metallic elements. Updated Foundation Design Considerations Seismic Design Parameters Earthquake loads on earthen structures and buildings are a function of ground acceleration which may be determined from the site -specific ground motion analysis. Alternatively, a design response spectrum can be developed for the site based on the code guidelines. To provide the design team with the parameters necessary to construct the design acceleration response spectrum for this project, we used the computer applications that are available on the United States Geological Survey (USGS) website, http://geohazards.us sg gov/. Specifically, the Design Maps website 1 PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 3 hqp://geohazards.usgs.gov/designmaps/us/gpplicatigg.php was used to calculate the ground motion parameters. To run the above computer applications, site latitude, longitude, risk category and knowledge of "Site Class" are required. The site class definition depends on the average shear wave velocity, Vs30, within the upper 30 meters (approximately 100 feet) of site soils. A shear wave velocity of 900 feet per second (i.e., 275 meters per second) for the upper 100 feet was used for the site based on engineering experience and judgment. The following table, Table 1, provides parameters required to construct the site -specific acceleration response spectrum based 2016 CBC guidelines. 10p PTRA SOLID AS A HOCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta TABLE 1 Seismic Design Parameters February 9, 2017 J.N. 11-290 Page 4 Ground Motion Parameters Specific Reference 7 Parameter Value Unit Site Latitude (North) - 33.7373 ° Site Longitude (West) - -116.3026 ° Site Class Definition (1,2) Section 1613.3.2 D - Assumed Risk Category (I) Table 1604.5 I/II/III - Mw - Earthquake Magnitude (3) USGS 2008 Interactive Deaggregation Tool 8.18 - S, - Mapped Spectral Response Acceleration (1,2) Figure 1613.3.1(1) 1.689 g SI -Mapped Spectral Response Acceleration (1,2) Figure 1613.3.1(2) 0.802 g Fa - Site Coefficient (1,2) Table 1613.3.3(1) 1.0 - F,, - Site Coefficient (1,2) Table 1613.3.3(2) 1.5 - Smms - Adjusted Maximum Considered Earthquake Spectral Response Acceleration (1,2) Equation 16-37 1.689 g Sm, - Adjusted Maximum Considered Earthquake Spectral Response Acceleration (1,2) Equation 16-38 1.203 g I SDS - Design Spectral Response Acceleration (1,2) Equation 16-39 1.126 g F SDI - Design Spectral Response Acceleration (1,2) Equation 16-40 0.802 g F L = 0.2 SDI/ SDs (4) Section 11.3 0.142 S Ts = SDI/ SDs (4) Section 11.3 0.712 S TL - Long Period Transition Period (4) Figure 22-12 8 S FPGA - Site Coefficient (4) Figure 22-7 1.000 - PGAm - Peak Ground Acceleration at MCE 14, "> Equation 11.8-1 0.677 g Design PGA z (% PGAM) - Slope Stability (2, t) Similar to Equations 16-39 & 16-40 0.451 g Design PGA ;z� (0.4 SDs) — Short Retaining Walls (4,1) Equation 11.4-5 0.450 g CRs - Short Period Risk Coefficient (4) Figure 22-17 1.015 - CRI - Long Period Risk Coefficient (4) Figure 22-18 0.979 - Seismic Design Category Section 1613.3.5 E - References: (I) California Building Code (CBC), 2016, California Code of Regulations, Title 24, Part 2, Volume I and II. (2) USGS Seismic Design Web Application — http://geohazards.usgs. ovg /designmaps/us/application.phhp 0) USGS 2008 Interactive Deaggregation Tool - htt2s://geohazards.us,as.gov/dea,ggint/2008/ (4) American Society of Civil Engineers (ASCE/SEI), 2010, Minimum Design Load for Buildings and Other Structures, Standards 7-10. Related References: Federal Emergency Management Agency (FEMA), 2009, NEHERP (National Earthquake Hazards Reduction Program) Recommended Seismic Provision for New Building and Other Structures (FEMA P-750). Notes: * PGA Calculated at the MCE return period of 2475 years (2 percent chance of exceedance in 50 years). t PGA Calculated at the Design Level of % of MCE; approximately equivalent to a return period of 475 years (10 percent chance of exceedance in 50 years). t PGA Calculated for short, stubby retaining walls with an infinitesimal (zero) fundamental period. § The designation provided herein may be superseded by the structural engineer in accordance with Section 1613.3.5.1, if applicable. 1 PETRA SOLID ASAROCK THE ALTUM GROUP February 9, 2017 Washington Street Apartment Expansion Project/La Quinta J.N. 11-290 Page 5 Data provided by the United States Geological Survey (USGS, 2008) listed a mean magnitude of 7.7 for the subject property pertaining to an event effecting multiple segments the San Andreas and South San Andreas Fault zones. It should be noted that review comments by the local agency consultants indicated that the typically stated magnitude for a multi -segment event along the San Andreas Fault is about 8.18. As a result, more conservative values are utilized herein. FOUNDATION DESIGN GUIDELINES Allowable Bearing Capacity, Estimated Settlement and Lateral Resistance Allowable Soil Bearing Capacities Pad Footings A basic allowable soil bearing capacity of 1,500 pounds per square foot, including dead and live loads, may be utilized for design of 24-inch square pad footing and 12-inch-wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional foot of depth and by 10 percent for each additional foot of width to a maximum value of 2,500 pounds per square foot. Recommended allowable bearing values include both dead and live loads, and may be increased by one-third for short duration wind and seismic forces. Continuous Footings An allowable soil bearing capacity of 1,500 pounds per square foot may be utilized for design of continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional foot of depth and by 10 percent for each additional foot of width, to a maximum value of 2,500 pounds per square foot. The recommended allowable bearing value includes both dead and live loads, and may be increased by one-third for short duration wind and seismic forces. Estimated Footing Settlement Based on the allowable bearing values provided above, total settlement of the footings under the anticipated loads is expected to be on the order of 0.5 inch in areas where the depth of fill does not exceed approximately 10 feet. Differential settlement is expected to be less than 0.25 inch over a horizontal span of 20 feet for this condition. The majority of settlement is likely to take place as footing loads are applied or shortly thereafter. Dynamic and total settlement values are provided in Petra's response letter to the City of La Quinta Public Works Department review dated October 20, 2011. 1 PETRA SOLID AS A ROCK THE ALTUM GROUP February 9, 2017 Washington Street Apartment Expansion Project/La Quinta J.N. 11-290 Page 6 Lateral Resistance A passive earth pressure of 250 pounds per square foot per foot of depth, to a maximum value of 2,500 pounds per square foot, may be used to determine lateral bearing resistance for footings. In addition, a coefficient of friction of 0.30 times the dead load forces may be used between concrete and the supporting soils to determine lateral sliding resistance. The above values may be increased by one-third when designing for transient wind or seismic forces. It should be noted that the above values are based on the condition where footings are cast in direct contact with compacted fill. In cases where the footing sides are formed, all backfill placed against the footings upon removal of forms should be compacted to at least 90 percent of the applicable maximum dry density. Guidelines for Footings and Slabs on -Grade Design and Construction The results of our laboratory tests performed on representative samples of near -surface soils within the site at the completion of grading indicate that these materials predominantly exhibit expansion indices that are less than 20. As indicated in Section 1803.5.3 of 2016 California Building Code (2016 CBC), these soils are considered non -expansive and, as such, the design of slabs on -grade is considered to be exempt from the procedures outlined in Sections 1808.6.2 of the 2016 CBC and may be performed using any method deemed rational and appropriate by the project structural engineer. However, the following minimum recommendations are presented herein for conditions where the project design team may require geotechnical engineering guidelines for design and construction of footings and slabs on -grade the project site. The design and construction guidelines that follow are based on the above soil conditions and may be considered for reducing the effects of variability in fabric, composition and, therefore, the detrimental behavior of the site soils such as excessive short- and long-term total and differential heave or settlement. These guidelines have been developed on the basis of the previous experience of this firm on projects with similar soil conditions. Although construction performed in accordance with these guidelines has been found to reduce post -construction movement and/or distress, they generally do not positively eliminate all potential effects of variability in soils characteristics and future heave or settlement. It should also be noted that the suggestions for dimension and reinforcement provided herein are performance -based and intended only as preliminary guidelines to achieve adequate performance under the anticipated soil conditions. However, they should not be construed as replacement for structural engineering analyses, experience and judgment. The project structural engineer, architect and/or civil engineer should make appropriate adjustments to slab and footing dimensions, and reinforcement type, size and spacing to account for internal concrete forces (e.g., thermal, shrinkage and expansion) as well as external forces (e.g., applied loads) as deemed 1 PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 7 necessary. Consideration should also be given to minimum design criteria as dictated by local building code requirements. Conventional Slab on -Grade System Given the expansion index of less than 20, as generally exhibited by onsite soils, we recommend that footings and floor slabs be designed and constructed in accordance with the following minimum criteria. Footinjzs 1. Exterior continuous footings supporting one- and two-story structures should be founded at a minimum depth of 12 inches below the lowest adjacent final grade, respectively. Interior continuous footings may be founded at a minimum depth of 10 inches below the top of the adjacent finish floor slabs. 2. In accordance with Table 1809.7 of 2016 CBC for light -frame construction, all continuous footings should have minimum widths of 12 inches for one- and two-story construction. We recommend all continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. A minimum 12-inch-wide grade beam founded at the same depth as adjacent footings should be provided across garage entrances or similar openings (such as large doors or bay windows). The grade beam should be reinforced with a similar manner as provided above. 4. Interior isolated pad footings, if required, should be a minimum of 24 inches square and founded at a minimum depth of 12 inches below the bottoms of the adjacent floor slabs for one- and two-story buildings. Pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, placed near the bottoms of the footings. Exterior isolated pad footings intended for support of roof overhangs such as second -story decks, patio covers and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, placed near the bottoms of the footings. Exterior isolated pad footings may need to be connected to adjacent pad and/or continuous footings via tie beams at the discretion of the project structural engineer. 6. The minimum footing dimensions and reinforcement recommended herein may be modified (increased or decreased subject to the constraints of Chapter 18 of the 2016 CBC) by the structural engineer responsible for foundation design based on his/her calculations, engineering experience and judgment. Building Floor Slabs Concrete floor slabs should be a minimum 4 inches thick and reinforced with No. 3 bars spaced a maximum of 24 inches on centers, both ways. Alternatively, the structural engineer may recommend the use of prefabricated welded wire mesh for slab reinforcement. For this condition, the welded wire mesh should be of sheet type (not rolled) and should consist of 6x6/W2.9xW2.9 WWF (per the Wire Reinforcement Institute, WRI, designation) or stronger. All slab reinforcement should be supported on concrete chairs or brick to ensure the desired placement near mid -depth. Care should be exercised to prevent warping of the welded wire mesh between the chairs in order to ensure its placement at the desired mid -slab position. 1 PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 8 Slab dimension, reinforcement type, size and spacing need to account for internal concrete forces (e.g., thermal, shrinkage and expansion) as well as external forces (e.g., applied loads), as deemed necessary. 2. Living area concrete floor slabs and areas to receive moisture sensitive floor covering should be underlain with a moisture vapor retarder consisting of a minimum 10-mil-thick polyethylene or polyolefin membrane that meets the minimum requirements of ASTM E96 and ASTM E 1745 for vapor retarders (such as Husky Yellow Guard®, Stego® Wrap, or equivalent). All laps within the membrane should be sealed, and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface cannot be achieved by grading, consideration should be given to lowering the pad finished grade an additional inch and then placing a 1-inch-thick leveling course of sand across the pad surface prior to the placement of the membrane. At the present time, some slab designers, geotechnical professionals and concrete experts view the sand layer below the slab (blotting sand) as a place for entrapment of excess moisture that could adversely impact moisture -sensitive floor coverings. As a preventive measure, the potential for moisture intrusion into the concrete slab could be reduced if the concrete is placed directly on the vapor retarder. However, if this sand layer is omitted, appropriate curing methods must be implemented to ensure that the concrete slab cures uniformly. A qualified materials engineer with experience in slab design and construction should provide recommendations for alternative methods of curing and supervise the construction process to ensure uniform slab curing. Additional steps would also need to be taken to prevent puncturing of the vapor retarder during concrete placement. Garage floor slabs should be a minimum 4 inches thick and reinforced in a similar manner as living area floor slabs. Garage slabs should also be poured separately from adjacent wall footings with a positive separation maintained using 3/4-inch-minimum felt expansion joint material. To control the propagation of shrinkage cracks, garage floor slabs should be quartered with weakened plane joints. Consideration should be given to placement of a moisture vapor retarder below the garage slab, similar to that provided in Item 2 above, should the garage slab be overlain with moisture sensitive floor covering. 4. Presaturation of the subgrade below floor slabs will not be required; however, prior to placing concrete, the subgrade below all dwelling and garage floor slab areas should be thoroughly moistened to achieve a moisture content that is at least equal to or slightly greater than optimum moisture content. This moisture content should penetrate to a minimum depth of 12 inches below the bottoms of the slabs. 5. The minimum dimensions and reinforcement recommended herein for building floor slabs may be modified (increased or decreased subject to the constraints of Chapter 18 of the 2016 CBC) by the structural engineer responsible for foundation design based on his/her calculations, engineering experience and judgment. Post -Tensioned Slab on -Grade System (Optional) In consideration of the expansion index of less than 20, as predominantly exhibited by onsite soils, any rational and appropriate procedure may be chosen by the project structural engineer for the design of post - tensioned slabs on -grade. Should the design engineer choose to follow the most current procedure 1 PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 9 published by the Post -Tensioning Institute (PTI DC10.5-12), the following minimum design criteria are provided Table 2, below. TABLE 2 Post -Tensioned Slab on -Grade Design Parameters for PTI Procedure Soil Information Approximate Depth of Constant Suction, feet 9 Approximate Soil Suction, pF 3.9 Inferred Thornthwaite Index: -20 Average Edge Moisture Variation Distance, em in feet: Center Lift 9.0 Edge Lift 5.5 Anticipated Swell, ym in inches: Center Lift 0.25 Edge Lift 0.45 Modulus of Subprade Reaction The modulus of subgrade reaction for design of load bearing elements depends on the size of the element and soil -structure interaction. However as a fist level of approximation, this value may be assumed to be 125 pounds per cubic inch. Minimum Design Recommendations The soil values provided above may be utilized by the project structural engineer to design post -tensioned slabs on -ground in accordance with Section 1808.6.2 of the 2016 CBC and the PTI publication. Thicker floor slabs and larger footing sizes may be required for structural reasons and should govern the design if more restrictive than the minimum recommendations provided below: 1. Exterior continuous footings for one- and two-story structures should be founded at a minimum depth of 12 inches below the lowest adjacent finished ground surface. Interior footings may be founded at a minimum depth of 10 inches below the tops of the adjacent finish floor slabs. 2. In accordance with Table 1809.7 of 2016 CBC for light -frame construction, all continuous footings should have minimum widths of 12 inches for one- and two-story construction. We recommend all continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. Alternatively, post -tensioned tendons may be utilized in the perimeter continuous footings in lieu of the reinforcement bars. A minimum 12-inch-wide grade beam founded at the same depth as adjacent footings should be provided across the garage entrances or similar openings (such as large doors or bay windows). The grade beam should be reinforced in a similar manner as provided above. 1 PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 10 4. Exterior isolated pad footings intended for support of roof overhangs such as second -story decks, patio covers and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, placed near the bottoms of the footings. Exterior isolated pad footings may need to be connected to adjacent pad and/or continuous footings via tie beams at the discretion of the project structural engineer. The thickness of the floor slabs should be determined by the project structural engineer with consideration given to the expansion index of the onsite soils; however; we recommend that a minimum slab thickness of 4 inches be considered. 6. As an alternative to designing 4-inch-thick post -tensioned slabs with perimeter footings as described in Items 1 and 2 above, the structural engineer may design the foundation system using a thickened slab design. The minimum thickness of this uniformly thick slab should be 8 inches. The engineer in charge of post -tensioned slab design may also opt to use any combination of slab thickness and footing embedment depth as deemed appropriate based on their engineering experience and judgment. 7. Living area concrete floor slabs and areas to receive moisture sensitive floor covering should be underlain with a moisture vapor retarder consisting of a minimum 10-mil-thick polyethylene or polyolefin membrane that meets the minimum requirements of ASTM E96 and ASTM E 1745 for vapor retarders (such as Husky Yellow Guard®, Stego® Wrap, or equivalent). All laps within the membrane should be sealed, and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface cannot be achieved by grading, consideration should be given to lowering the pad finished grade an additional inch and then placing a 1-inch-thick leveling course of sand across the pad surface prior to the placement of the membrane. At the present time, some slab designers, geotechnical professionals and concrete experts view the sand layer below the slab (blotting sand) as a place for entrapment of excess moisture that could adversely impact moisture -sensitive floor coverings. As a preventive measure, the potential for moisture intrusion into the concrete slab could be reduced if the concrete is placed directly on the vapor retarder. However, if this sand layer is omitted, appropriate curing methods must be implemented to ensure that the concrete slab cures uniformly. A qualified materials engineer with experience in slab design and construction should provide recommendations for alternative methods of curing and supervise the construction process to ensure uniform slab curing. Additional steps would also need to be taken to prevent puncturing of the vapor retarder during concrete placement. 8. Garage floor slabs should be designed in a similar manner as living area floor slabs. Consideration should be given to placement of a moisture vapor retarder below the garage slab, similar to that provided in Item 6 above, should the garage slab be overlain with moisture sensitive floor covering. 9. Pre -saturation of the subgrade below floor slabs will not be required; however, prior to placing concrete, the subgrade below all dwelling and garage floor slab areas should be thoroughly moistened to achieve a moisture content that is at least equal to or slightly greater than optimum moisture content. This moisture content should penetrate to a minimum depth of 12 inches below the bottoms of the slabs. 1 PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 11 10. The minimum footing dimensions and reinforcement recommended herein may be modified (increased or decreased subject to the constraints of Chapter 18 of the 2016 CBC) by the structural engineer responsible for foundation design based on his/her calculations, engineering experience and judgment. Foundation Excavation Observations Foundation excavations should be observed by a representative of this firm to document that they have been excavated into competent bearing soils prior to the placement of forms, reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, sloughed or moisture -softened soils and/or any construction debris should be removed prior to placing of concrete. Excavated soils derived from footing and/or utility trenches should not be placed in building slab -on -grade areas or exterior concrete flatwork areas unless the soils are compacted to at least 90 percent of maximum dry density. General Corrosivity Screening As a screening level study, limited chemical and electrical tests were performed on representative samples of onsite soils to identify potential corrosive characteristics of these soils. The following sections present the test results and an interpretation of current codes and guidelines that are commonly used in our industry as they relate to the adverse impact of chemical contents and electrical resistance of the site soils on various components of the proposed structures in contact with site soils. A variety of test methods are available to quantify corrosive potential of soils for various elements of construction materials. Depending on the test procedures adopted, characteristics of the leachate that is used to extract the target chemicals from the soils and the test equipment; the results can vary appreciably for different test methods in addition to those caused by variability in soil composition. The testing procedures referred to herein are considered to be typical for our industry and have been adopted and/or approved by many public or private agencies. In drawing conclusions from the results of our chemical and electrical laboratory testing and providing mitigation guidelines to reduce the detrimental impact of corrosive site soils on various components of the structure in contact with site soils, heavy references were made to 2016 California Building Code (2016 CBC) and American Concrete Institute publication (2014 Building Code Requirements for Structural Concrete, ACI 318-14). Where relevant information was not available in these codes, references were made to guidelines developed by California Department of Transportation (Caltrans), Post -Tensioning Institute (PTI DC10.5-12) and other reputable institutions and/or publications. Specifically, the reference to Caltrans approach were made because their risk management protocol for highway bridges are considered comparable to those for residential or commercial ltp PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 12 structures and that Post Tensioning Institute (PTI), in part, accepts and uses Caltrans' relevant corrosivity criteria for post -tensioned slabs on -grade. It should be noted that Petra does not practice corrosion engineering; therefore, the test results, opinion and engineering judgment provided herein should be considered as general guidelines only. Additional analyses would be warranted, especially, for cases where buried metallic building materials (such as copper and cast or ductile iron pipes) in contact with site soils are planned for the project. In many cases, the project geotechnical engineer may not be informed of these choices. Therefore, for conditions where such elements are considered, we recommend that other, relevant project design professionals (e.g., the architect, landscape architect, civil and/or structural engineer) also consider recommending a qualified corrosion engineer to conduct additional sampling and testing of near -surface soils during the final stages of site grading to provide a complete assessment of soil corrosivity. Recommendations to mitigate the detrimental effects of corrosive soils on buried metallic and other building materials that may be exposed to corrosive soils should be provided by the corrosion engineer as deemed appropriate. Concrete in Contact with Site Soils Soils containing soluble sulfates beyond certain threshold levels as well as acidic soils are considered to be detrimental to long-term integrity of concrete placed in contact with such soils. For the purpose of this study, soluble sulfates (S042-) concentration in soils determined in accordance with California Test Method No. 417. Soil acidity, as indicated by hydrogen -ion concentration (pH), was determined in accordance with California Test Method No. 643. The soil acid severity rating is adopted from The United States Department of Agriculture, Natural Resources Conservation Service classification. Article 1904.1 of Section 1904 of the 2016 CBC indicates that structural concrete shall conform to the durability requirements of ACI 318. Concrete durability is impacted by exposure to water soluble chemicals and its resistance to fluid penetration. Section 19.3 of Chapter 19 of ACI 318-14 provides guidelines for assigning exposure categories and classes for various conditions. Exposure Category S, which is subdivided to four Exposure Classes of SO, S1, S2 and S3, applies to concrete in contact with soil or water containing deleterious amounts of water soluble ions. The results of our limited in-house laboratory tests indicate that on -site soils contain a water-soluble sulfate content of 0.004 percent by weight. Based on Table 19.3.1.1 of ACI 318-14, the Exposure Class SO is appropriate for onsite soils. For this exposure class, Table 19.3.2.1 of ACI 318-14 provides that no restriction for cement type or maximum water -cement ratio for the fresh concrete would be required. 1 PETRA SOLID AS A ROCK THE ALTUM GROUP February 9, 2017 Washington Street Apartment Expansion Project/La Quinta J.N. 11-290 Page 13 Further, this table indicates that the concrete minimum unconfined strength should not be less than 2,500 psi. The results of limited in-house testing of representative samples indicate that soils within the subject site are slightly alkaline with respect to pH (a pH of 7.4). Based on this finding and according to Table 8.22.2 of Caltrans' 2003 Bridge Design Specifications (2003 BDS) requirements (which consider the combined effects of soluble sulfates and soil pH), a commercially available Type II Modified cement may be used. The guidelines provided herein should be evaluated and confirmed, or modified, in its entirety by the project structural engineer and the contractor responsible for concrete placement for structural concrete used in exterior and interior footings, interior slabs on -ground, garage slabs, walls foundation and concrete exposed to weather such as driveways, patios, porches, walkways, ramps, steps, curbs, etc. Metals Encased in Concrete Soils containing a soluble chloride concentration beyond a certain threshold level are considered corrosive to metallic elements such as reinforcement bars, tendons, cables, bolts, anchors, etc. that are encased in concrete that, in turn, is in contact with such soils. For the purpose of this study, soluble chlorides (Cl) in soils were determined in accordance with California Test Method No. 422. As stated earlier, Article 1904.1 of Section 1904 of the 2016 CBC indicates that structural concrete shall conform to the durability requirements of ACI 318. Concrete durability is impacted by exposure to water soluble chemicals and its resistance to fluid penetration. Section 19.3 of Chapter 19 of ACI 318-14 provides guidelines for assigning exposure categories and classes for various conditions. Exposure Category C, which is subdivided to three Exposure Classes of CO, C 1, and C2, applies to nonprestressed and prestressed concrete exposed to conditions that require additional protection against corrosion of reinforcement. According to Table 19.3.1.1 of ACI 318-14, the Exposure Class CO is appropriate for reinforced concrete that remains dry or protected from moisture. Similarly, the Exposure Class Cl is appropriate for reinforced concrete that is exposed to moisture but not to external sources of chlorides. And, lastly, the Exposure Class C2 is appropriate for reinforced concrete that is exposed to moisture and external sources of chlorides as "deicing chemicals, salt, brackish water, seawater, or spray from these sources". Based on our understanding of the project, it is our professional opinion that the Exposure Class Cl is appropriate for a majority of reinforced concrete, to be placed at the site that are in contact with site soils. It should be noted, however, that the Exposure Class C2 is more appropriate for reinforced concrete that is planned for pool walls and decking, should such features be considered for the project. 1 PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 14 The results of our limited laboratory tests performed indicate that onsite soils contain a water-soluble chloride concentration of 125 parts per million (ppm). No maximum water/cement ratio for the fresh concrete is prescribed by ACI 318 for Exposure Class C1 condition. Table 19.3.2.1 of ACI 318-14 indicates that concrete minimum unconfined compressive strength, f should not be less than 2,500 psi. For Exposure Class C2 condition, Table 19.3.2.1 of ACI 318-14 requires that the maximum water/cement ratio of the fresh concrete should not exceed 0.40 and concrete minimum unconfined compressive strength, f c, should not be less than 5,000 psi. The guidelines provided herein should be evaluated and confirmed, or modified, in its entirety by the project structural engineer for reinforced concrete placement for structural concrete used in exterior and interior footings, interior slabs on -ground, garage slabs, walls foundation and concrete exposed to weather such as driveways, patios, porches, walkways, ramps, steps, curbs, etc. It should be noted that another source of elevated chloride -ion concentration can be the chloride content of water that is used to prepare the fresh concrete at the plant. The protection against high chloride concentration in fresh concrete should, therefore, be provided by concrete suppliers for the project. Metallic Elements in Contact with Site Soils Elevated concentrations of soluble salts in soils tend to induce low level electrical currents in metallic objects in contact with such soils. This process promotes metal corrosion and can lead to distress to building metallic components that are in contact with site soils. The minimum electrical resistivity measurement provides a simple indication of relative concentration of soluble salts in the soil and, therefore, is widely used to estimate soil corrosivity with regard to metals. For the purpose of this investigation, the minimum resistivity in soils is measured in accordance with California Test Method No. 643. The soil corrosion severity rating is adopted from the Handbook of Corrosion Engineering by Pierre R. Roberge. The minimum electrical resistivity for onsite soils was found to be 4,000 ohm -cm based on limited testing. The result indicates that on -site soils are Corrosive to ferrous metals and copper. As such, any ferrous metal or copper components of the subject buildings (such as cast iron or ductile iron piping, copper tubing, etc.) that are expected to be placed in direct contact with site soils should be protected against detrimental effects of corrosive soils. Such protection could include the use of galvanized tubing, coated pipes, wrapping or encasing these metallic objects in special protection wrappings or conduits or devising a cathodic protection system. It should be noted that at this time Petra is not aware of any plans to incorporate such items for the proposed buildings. Should such elements be considered for these building, 1 PETRA SOLID AS A ROCK THE ALTUM GROUP February 9, 2017 Washington Street Apartment Expansion Project/La Quinta J.N. 11-290 Page 15 we recommend that a corrosion engineer to be consulted to provide appropriate recommendations for long term protection of metallic elements in contact with site soils. Plan Reviews, Future Improvements and/or Grading Petra should review the precise grading plans when they become available and provide further geotechnical recommendations. If additional site improvements are considered in the future, our firm should be notified so that we may provide design recommendations to mitigate movement, settlement and/or tilting of the structures. Potential problems can develop when drainage on the pads and slopes is altered in any way such as placement of fill and construction of new walkways, patios, landscape walls, swimming pools, spas and/or planters. Therefore, it is recommended that we be engaged to review the final design drawings or specifications prior to any new construction. If we are not provided the opportunity to review these documents with respect to the geotechnical aspects of new construction, it should not be assumed that the recommendations provided herein are wholly or impart applicable to the proposed improvements. REPORT LIMITATIONS This report is based on the proposed residential tract and the geotechnical observations made during our literature review of the prior consultant's grading report and our recent assessment within the site. No representatives of Petra were present during the previous grading activities that have been completed at this site. This report has been prepared consistent with that level of care being provided by other professionals providing similar services at the same locale and in the same time period. The contents of this report are professional opinions and as such, are not to be considered a guaranty or warranty. Based on our findings, the conclusions and recommendations presented herein and within the referenced report by our firm were prepared in conformance with generally accepted professional engineering practices. 1 PETRA SOLID AS A ROCK THE ALTUM GROUP Washington Street Apartment Expansion Project/La Quinta February 9, 2017 J.N. 11-290 Page 16 This opportunity to be of service is sincerely appreciated. If you have any additional questions or concerns, please feel free contact this office. Respectfully submitted, PETRA GEOSCIENCES, INC. l Edward Lump Associate Geologist CEG 1924 z.5%7 Grayson R. Walker, GE Principal Engineer �oe� GE 871 GE 871 EL/GRW/lmv OF CAUF��/ Distribution: (1) Addressee (electronic copy) (3) Addressee Attachments: References Figure 1 — Site Location Map Appendix A — Seismic Design Parameters Summary Report lto PETRA SOLID AS A ROCK THE ALTUM GROUP February 9, 2017 Washington Street Apartment Expansion Project/La Quinta J.N. 11-290 Page 17 REFERENCES American Concrete Institute publication, 2014 Building Code Requirements for Structural Concrete, ACI 318-14. International Building Code, 2015, 2016 California Building Code, California Code of Regulations, Title 24, Par 2, Volume 2 of 2, Based on the 2015 International Building Code, California Building Standards Commission. Petra Geotechnical, Inc., 2011 a, Preliminary Geotechnical Investigation, Proposed Washington Street Apartment Expansion, Southeast Corner of Washington Street and Hidden River Road, City of La Quinta, Riverside County, California, J.N. 290-11, dated August 31. 201 lb, Response to City of La Quinta Public Works Department Review Comments, Proposed Washington Street Apartment Expansion, Southeast Corner of Washington Street and Hidden River Road, City of La Quinta, Riverside County, California, prepared for The Altum Group, J.N. 290- 11, dated October 20. 2013, Geotechnical Report Update, Proposed Washington Street Apartment Expansion, Southeast Corner of Washington Street and Hidden River Road, City of La Quinta, Riverside County, California, prepared for The Altum Group, J.N. 11-290, dated April 9. Petra Geosciences, Inc., 2016, Geotechnical Report Update and Review of Preliminary Precise Grading Plan, Proposed Washington Street Apartment Expansion, Southeast Corner of Washington Street and Hidden River Road, City of La Quinta, Riverside County, California, J.N. 11-290, dated May 25. Post -Tensioning Institute, DC10.5-12 "Standard Requirements for Design of Shallow Post -Tensioned Concrete Foundations on Expansive Soils. Wire Reinforcement Institute (WRI), 1996, Design of Slabs on Ground. 1 PETRA SOLID AS A ROCK FIGURES PETFMSOUR AS A ROCK GEOSCIENCES" IL i j I �µ�"T- 1�v frfRwtD 0�' r ru 4WLA 42 r� nM o� I �. 0 � M I �-f '3 —now, '►CDrSW OPY : • • ? \j �\ �-Vm SITE h)iT AOU1. •►'f All Bermuda Uuncg tN - D* C a An 0 4 O t o11t If $1 1� �1 a a �] o LEGEND PETRoA 880 COUNTY CENTER DRIVE, SUITE R EGEOSCIENMECULA, CALIFORNIA 9CES, INC. 2591 PHONE: (951) 600-9271 COSTAMESA MURRIETA PALM DESERT SANTACLARITA - Approximate Site Location Site Location Map Washington Street Apartments Expansion La Quinta, Riverside County, California DATE: February2017 J.N.: 11-290 Figure 1 DWG BY: epl SCALE: NTS APPENDIX A SEISMIC DESIGN PARAMETERS SUMMARY REPORT PETRA;nl In AS A ROCK f � GEOSCIENCES-, Design Maps Summary Report Page 1 of 2 USGS Design Maps Summary Report User -Specified Input Report Title 11-290 Fri January 13, 2017 18:18:59 urc Building Code Reference Document ASCE 7-10 Standard (which utilizes USES hazard data available in 2008) Site Coordinates 33.73730N, 116.3026°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III n 9S* ��• ��• �• i Thouaancl{'almt Cat}redralC{ty '• e�•n.a.. --- • �mort Rancho Mirage = Palm Desert Indla n -'Af�ilGl tiF ` - .Coachella r la Quinn i , 'L USGS-Provided Output Ss = 1.689 g SNs = 1.689 g S.s = 1.126 g S1= 0.802g S„1= 1.203g S.l= 0.802g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum 1.9- 1.70 1.53 1.3G 1.19 Or 1.0� to 0.95 0.69 0.51 0.34 0.1? 0.00 0.00 0.20 0.40 0.G0 0.20 1.00 1.20 1.40 1.60 1,90 2.00 Period, T (sec) Design Response Spectrum 1 20 1.02 0.96 0.24 O� 0.72 0.60 0.49 0.36 0.24 0.12 0.00 0.00 0.20 0.40 O. GO 0.00 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) For PGA., T,, C, and Ca, values, please view the detailed report. http://earthquake.usgs.gov/designmaps/us/sutnm,try.php?template=minimal&latitude=33.7... 1 /13/2017 Design Maps Summary Report Page 2 of 2 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://earthquake.usgs.gov/desigmnaps/us/summary.php?template=minimal&latitude=33.7... 1 /13/2017 Design Maps Detailed Report Page 1 of 6 USGS Design Maps Detailed Report ASCE 7-10 Standard (33.73730N, 116.30261W) Site Class D — "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 f1' SS = 1.689 g From Figure 22-2 E_] S, = 0.802 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class A. Hard Rock B. Rock C. Very dense soil and soft rock b. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 VS R or N,.,, Sy >5,000 ft/s N/A N/A 2,500 to 5,000 ft/s N/A N/A 1,200 to 2,500 ft/s >50 >2,000 psf 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf See Section 20.3.1 For SI: 1ft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 littp://eartliquake.usgs.gov/designniaps/us/repoi-t.php?template=minimal&latitude=33.7373... 1 /13/2017 Design Maps Detailed Report Page 2 of 6 Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE,) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE , Spectral Response Acceleration Parameter at Short Period Ss -< 0.25 Sy = 0.50 SS = 0.75 SS = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S., For Site Class = D and S. = 1.689 9, F. = 1.000 Table 11.4-2: Site Coefficient F, Site Class Mapped MCE , Spectral Response Acceleration Parameter at 1-s Period S,50.10 S,=0.20 S,=0.30 S,=0.40 S,>!0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.802 9, F, = 1.500 littp://earthquake.usgs.gov/designmaps/us/report.php'?template=minimal&latitude=33.7373... 1 /13/2017 Design Maps Detailed Report Page 3 of 6 Equation (11.4-1): Equation (11.4-2): SMs = F.Ss = 1.000 x 1.689 = 1.689 g SM, = F,,S, = 1.500 x 0.802 = 1.203 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): Equation (11.4-4): Section 11.4.5 — Design Response Spectrum From Figure 22-12 E31 SDS = % SMS = % x 1.689 = 1.126 g SD►=%SM,=%x1.203=0.802g T, = 8 seconds Figure 11.4-1: Design Response Spectrum T<T,:S,=Sa(0.4+0.6TIT,) S,,=1.125 -- ToSTST8:S.=SDS a Ts<TsT,:S�=S�,IT T>TL:S.=SMTL/T' S„-0.802=------------- ' t ' r ' r r r r i T. 0.142 T, 0.7121.000 Parbd T (sac) http://earthquake.usgs.gov/designmaps/us/report.php?template=minimal&latitude=33.7373... 1 / 13/2017 Design Maps Detailed Report Page 4 of 6 Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCEN Response Spectrum is determined by multiplying the design response spectrum above by 1.5. c 0 � S••, � 1.2�)3 a v u v Q 0 VI C 0 a 4) d cc t d n W T = 0.1-4 T = q 71 1 ,y Period, T (sec) http://earthquake.usgs.gov/designinaps/us/report.php?template=minimal&latitude=33.7373... 1 / 13/2017 Design Maps Detailed Report Page 5 ol' 6 Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-71"1 PGA = 0.677 Equation (11.8-1): PGA, = F,,,,PGA = 1.000 x 0.677 = 0.677 g Table 11.8-1: Site Coefficient Fes,, Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA 5 PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.677 g, F,.„ = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17") From Figure 22-18 "1 Ca,, = 1.015 C,, = 0.979 http://earthquake.usgs.gov/designniaps/us/report.php?template=minimal&latitude=33.7373... 1 /13/2017 Design Maps Detailed Report Page 6 of 6 Section 11.6 — Seismic Design Category 'Fable 11.6-1 Seismic Desion Cateaory Based on Short Period Resnnnce ArrPlaratinn Param,- cpr VALUF. OF SO, RISK CATEGORY I or II III IV SOS < 0.1679 A A A 0.167g 5 SOS < 0.33g B B C 0.33g 5 SOS < 0.50g C C D 0.50g 5 SOS D D D For Risk Category = I and So: = 1.126 g, Seismic Design Category = D Table 11.6-2 Seismic Design Cateaory Based on 1-S Period Resnnnce ArrelPration ParamatPr VALUE OF S„ RISK CATEGORY I or II III IV So, < 0.067g A A A 0.0679 5 So, < 0.133g B B C 0.133g 5 So, < 0.20g C C D 0.20g 5 So, D D D For Risk Category = I and So, = 0.802 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = E Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: http://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010 ASCE-7_Figure_22- 12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010 ASCE-7_Figure_22-7.pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 17.pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 18.pdf http://earthquake.usgs.gov/designmaps/us/repoi-t.l)lip?template- minimal&latitude=33.7373... 1/13/2017 ^ A � w as �+ >' ^ Cie N � a o E o a" cd ..� 0 00 �j bA� `DNA U �� o = 000 II II •." b w cCi,.._, N UQ xu cV c�s�•5 96 e6 9 p pjezey o/ uognquluoo % E 0 0 r l N s9 R s 01� H 9y 1y O�1g. l h0 �o SS W 0 D o N 91 O V N M V v v G w V w w V v O O N m E ■ a _ o v v �0 a v v a N w wv� p V) SS as V w V N V v� O a E ■ ■ I!I '0 0 Page 1 of 5 *** Deaggregation of Seismic Hazard at One Period of Spectral Accel. *** ** Data from U.S.G.S. National Seismic Hazards Mapping Project, 2008 version *` PSHA Deaggregation. `kcontributions. site: 11-290 long: 116.303 W., lat: 33.737 N. Vs30(m/s)= 275.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 2475 yrs. Exceedance PGA=0.8691 g. Weight #Pr(at least one eq with median motion>=PGA in 50 yrsj=0.00000 #This deaggregation corresponds to Mean Hazard w/all GMPEs DIST(KM) MAG(MW) ALL EPS EPSILON>2 1<EPS<2 0<EPS<l-1<EPS<0 - 7.5 5.05 0.646 0.639 0.007 0.000 0.000 7.6 5.20 1.410 1.262 0.148 0.000 0.000 12.1 5.21 0.084 0.084 0.000 0.000 0.000 7.6 5.40 1.532 1.207 0.325 0.000 0.000 12.2 5.40 0.131 0.131 0.000 0.000 0.000 7.7 5.60 1.550 1.099 0.451 0.000 0.000 12.3 5.60 0.174 0.174 0.000 0.000 0.000 7.7 5.80 1.469 0.973 0.496 0.000 0.000 12.6 5.80 0.210 0.210 0.000 0.000 0.000 7.3 6.02 2.017 1.221 0.796 0.000 0.000 13.9 5.99 0.210 0.210 0.000 0.000 0.000 7.0 6.20 2.671 1.427 1.243 0.000 0.000 14.7 6.20 0.320 0.320 0.000 0.000 0.000 7.0 6.40 2.649 1.150 1.490 0.010 0.000 14.1 6.40 0.523 0.509 0.014 0.000 0.000 7.0 6.65 3.252 2.205 1.015 0.032 0.000 13.5 6.60 0.284 0.277 0.007 0.000 0.000 23.4 6.60 0.051 0.051 0.000 0.000 0.000 7.6 6.84 13.413 8.214 5.171 0.029 0.000 13.5 6.80 0.411 0.389 0.021 0.000 0.000 24.6 6.78 0.053 0.053 0.000 0.000 0.000 7.6 6.99 13.818 6.866 6.936 0.016 0.000 12.6 6.99 0.411 0.336 0.075 0.000 0.000 24.0 7.00 0.062 0.062 0.000 0.000 0.000 7.6 7.17 14.076 5.250 8.534 0.292 0.000 15.4 7.21 0.223 0.174 0.049 0.000 0.000 35.9 7.23 0.153 0.153 0.000 0.000 0.000 7.4 7.41 12.935 4.091 7.785 1.059 0.000 14.4 7.41 0.330 0.222 0.109 0.000 0.000 23.7 7.40 0.065 0.064 0.000 0.000 0.000 34.5 7.39 0.330 0.330 0.000 0.000 0.000 7.4 7.63 7.403 2.077 4.421 0.905 0.000 13.3 7.55 0.260 0.161 0.099 0.000 0.000 33.8 7.58 0.879 0.879 0.000 0.000 0.000 7.5 7.78 6.207 1.568 3.709 0.930 0.000 33.8 7.79 0.486 0.473 0.012 0.000 0.000 7.5 7.97 7.239 1.647 4.308 1.284 0.000 14.1 7.95 0.060 0.031 0.030 0.000 0.000 7.4 8.19 1.448 0.309 0.850 0.289 0.000 7.4 8.39 0.060 0.012 0.036 0.013 0.000 Summary statistics for Contribution from this Mean src-site R= 8 Modal src-site R= 7 MODE R*= 7.6km; M*= Computed -Rate -Ex 0.405E-03 2<EPS<-1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EPS<-2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 above PSHA PGA deaggregation, R=distance, e=epsilon: GMPE M : 100.0 4 km; M= 7.06; eps0= 1.48. Mean calculated for all sources. 6 km; M= 7.17; eps0= 1.36 from peak (R,M) bin 7.17; EPS.INTERVAL: 1 to 2 sigma I CONTRIB.- 8.534 Principal sources (faults, subduction, .random seismicity having > 3`d contribution) Source Category: % contr. R(km) M epsilon0 (mean values). California A -faults 76.80 8.3 7.31 1.42 CA Compr. crustal gridded 17.25 7.9 5.96 1.71 San Gorgonio Zone gridded 5.38 9.3 7.11 1.59 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID contr. Rcd(km) M epsilon0 Site-to-src azimuth(d) S. S.Andr..;CO aPriori 7.78 7.7 6.98 1.57 44.4 littps://geohazards.usgs.gov/deaggint/2008/out/11-290_2017.01.13_19.28.32.txt 1 /l 3/2017 Page 2 of' 5 S. S.Andr.;SSB+BG aPriori 4.28 7.4 7.32 1.32 28.0 S. S.Andr.;BG+CO aPriori 3.53 7.5 7.36 1.29 28.0 S. S.Andr.;NSB+SSB+BG aPriori 2.11 7.4 7.45 1.27 28.0 S. S.Andr.;SSB+BG+CO aPriori 2.24 7.4 7.52 1.24 28.0 SSAndr.;NSB+SSB+BG+CO aPriori 2.39 7.4 7.62 1.20 28.0 SSAnd;SM+NSB+SSB+BG+CO aPriori 2.71 7.4 7.82 1.14 28.0 S. San Andreas;CO MoBal 26.88 7.7 6.95 1.60 44.4 S. San Andreas;BG+CO MoBal 2.20 7.5 7.36 1.29 28.0 S. San Andreas;SM+NSB+SSB+BG+CO 2.17 7.4 7.82 1.14 28.0 S. San Andreas Unsegmented A-flt 5.30 7.8 7.74 1.21 24.6 #*********End of deaggregation corresponding to Mean Hazard w/all GMPEs *********# PSHA Deaggregation. %contributions. site: 11-290 long: 116.303 W., lat: 33.737 N. Vs30(m/s)= 275.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 2475 yrs. Exceedance PGA-0.8691 g. Weight #Pr[at least one eq with median motion>=PGA in 50 yrsj=0.00000 *This deaggregation corresponds to Boore-Atkinson 2008 DIS'r(KM) MAG(MW) ALL EPS EPSILON>2 1<EPS<2 0<EPS<1 -1<EPS<0 - 7.0 5.05 0_028 0.028 0.000 0.000 0.000 7.2. 5.21 0.083 0.083 0.000 0.000 0.000 7.3 5.40 0.131 0.131 0.000 0.000 0.000 7.5 5.60 0.177 0.177 0.000 0.000 0.000 7.6 5.80 0.216 0.216 0.000 0.000 0.000 7.0 6.02 0.403 0.393 0.011 0.000 0.000 14.2. 6.00 0.029 0.029 0.000 0.000 0.000 6.7 6.20 0.603 0.566 0.038 0.000 0.000 14.9 6.21 0.072 0.072 0.000 0.000 0.000 6.8 6.40 0.615 0.559 0.056 0.000 0.000 14.4 6.40 0.141 0.141 0.000 0.000 0.000 23.9 6.43 0.038 0.038 0.000 0.000 0.000 7.3 6.67 1.479 1.165 0.314 0.000 0.000 14.0 6.60 0.157 0.157 0.000 0.000 0.000 23.5 6.59 0.050 0.050 0.000 0.000 0.000 7.6 6.85 6.389 4.151 2.237 0.000 0.000 14.0 6.80 0.240 0.240 0.000 0.000 0.000 24.6 6.78 0.052 0.052 0.000 0.000 0.000 7.7 6.99 6.665 3.495 3.170 0.000 0.000 12.9 6.99 0.224 0.221 0.003 0.000 0.000 24.1 7.00 0.057 0.057 0.000 0.000 0.000 35.9 7.00 0.028 0.028 0.000 0.000 0.000 7.6 7.17 7.023 2.729 4.294 0.000 0.000 15.7 7.21 0.135 0.133 0.002 0.000 0.000 25.0 7.19 0.037 0.037 0.000 0.000 0.000 35.9 7.23 0.153 0.153 0.000 0.000 0.000 44.8 7.16 0.022 0.022 0.000 0.000 0.000 53.7 7.23 0.022 0.022 0.000 0.000 0.000 7.4 7.42 5.444 2.053 3.295 0.096 0.000 14.5 7.41 0.182 0.170 0.013 0.000 0.000 24.0 7.40 0.050 0.050 0.000 0.000 0.000 34.5 7.39 0.324 0.324 0.000 0.000 0.000 7.4 7.63 3.316 1.034 2.078 0.204 0.000 13.5 7.56 0.133 0.112 0.021 0.000 0.000 24.3 7.56 0.024 0.024 0.000 0.000 0.000 33.8 7.58 0.827 0.827 0.000 0.000 0.000 53.4 7.58 0.037 0.037 0.000 0.000 0.000 7.5 7.78 2.809 0.771 1.781 0.258 0.000 14.2 7.81 0.030 0.016 0.014 0.000 0.000 33.8 -1.79 0.436 0.424 0.012 0.000 0.000 7.5 7.97 3.261 0.810 2.050 0.401 0.000 14.6 7.95 0.039 0.018 0.021 0.000 0.000 33.7 7.98 0.041 0.036 0.005 0.000 0.000 53.8 7.98 0.028 0.028 0.000 0.000 0.000 7.4 8.19 0.654 0.154 0.402 0.098 0.000 Computed -Rate -Ex 0.174E-03 2<EPS<-1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EPS<-2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 https:Hgeohazards.usgs.gov/deaggint/2008/out/i 1-290_2017.01.13_ 19.28.32.txt 1 / 13/2017 Page 3 of 5 7.4 8.39 0.027 0.006 0.017 0.005 0.000 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(E): 43.1 Mean src-site R= 9.2 km; M= 7.21; eps0= 1.54. Mean calculated for all sources. Modal src-site R= 7.6 km; Mn 7.17; eps0= 1.39 from peak (R,M) bin MODE R*= 7.6km; M*= 7.18; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 4.294 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: contr. R(km) M epsilon0 (mean values). California A -faults 37.26 9.0 7.30 1.50 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon0 Site-to-src azimuth(d) S. S.Andr.;CO aPriori 3.77 7.7 6.98 1.61 44.4 S. S.Andr.;SSB+BG aPriori 2.02 7.4 7.31 1.37 28.0 S. S.Andr.;BG+CO aPriori 1.62 7.5 -1.36 1.36 28.0 S. S.Andr.;NSB+SSB+BG aPriori 0.98 7.4 7.45 1.33 28.0 S. S.Andr.;SSBtBG+CO aPriori 1.02 7.4 7.52 1.31 28.0 SSAndr.;NSB+SSB+SG+CO aPriori 1.08 7.4 7.61 1.28 28.0 SSAnd;SM+NSB+SSB+BG+CO aPriori 1.22 7.4 7.82 1.22 28.0 S. San Andreas;CO MoBal 13.09 7.7 6.95 1.63 44.4 S. San Andreas;BG+CO Modal 1.01 7.5 7.35 1.36 28.0 S. San Andreas;SM+NSB+SSB+BG+CO 0.98 7.4 7.82 1.22 28.0 S. San Andreas Unsegmented A-flt 2.50 8.0 7.73 1.30 24.6 #*********End of deagqregation corresponding to Boor.e-Atkinson 2008 PSHA Deaggregation. %contributions. site: 11-290 long: 116.303 W., lat: 33.737 N. Vs30(m/s)= 275.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 2475 yrs. Exceedance PGA =0.8691 g. Weight * Computed Rate Ex 0.151E-04 #Pr[at least one eq with median motion>=PGA in 50 yrs]=0.00000 #This deagqregation corresponds to Campbell-Bozorgnia 2006 DIST(KM) MAG(MW) ALL_EPS EPSILON>2 1<EPS<2 0<EPS<1 -1<EPS<0-2<EPS<-1 EPS<-2 7.2 5.05 0.043 0.043 0.000 0.000 0.000 0.000 0.000 7.4 5.21 0.135 0.135 0.000 0.000 0.000 0.000 0.000 7.5 5.41 0.225 0.225 0.000 0.000 0.000 0.000 0.000 11.9 5.45 0.002 0.002 0.000 0.000 0.000 0.000 0.000 7.6 5.60 0.264 0.264 0.000 0.000 0.000 0.000 0.000 12.1 5.61 0.009 0.009 0.000 0.000 0.000 0.000 0.000 7.7 5.80 0.243 0.243 0.000 0.000 0.000 0.000 0.000 12.1 5.80 0.012 0.012 0.000 0.000 0.000 0.000 0.000 7.3 6.01 0.288 0.288 0.000 0.000 0.000 0.000 0.000 13.1 5.99 0.012 0.012 0.000 0.000 0.000 0.000 0.000 6.9 6.20 0.397 0.394 0.004 0.000 0.000 0.000 0.000 14.3 6.20 0.022 0.022 0.000 0.000 0.000 0.000 0.000 6.9 6.40 0.456 0.426 0.030 0.000 0.000 0.000 0.000 13.6 6.40 0.050 0.050 0.000 0.000 0.000 0.000 0.000 5.5 6.60 0.261 0.226 0.035 0.000 0.000 0.000 0.000 12.6 6.60 0.032 0.032 0.000 0.000 0.000 0.000 0.000 5.8 6.80 0.207 0.181 0.027 0.000 0.000 0.000 0.000 12.4 6.80 0.038 0.038 0.000 0.000 0.000 0.000 0.000 6.9 7.00 0.211 0.192 0.018 0.000 0.000 0.000 0.000 12.1 6.99 0.041 0.041 0.000 0.000 0.000 0.000 0.000 7.6 7.18 0.270 0.251 0.019 0.000 0.000 0.000 0.000 14.8 7.20 0.016 0.016 0.000 0.000 0.000 0.000 0.000 7.1 7.40 0.245 0.218 0.027 0.000 0.000 0.000 0.000 14.2 7.41 0.023 0.023 0.000 0.000 0.000 0.000 0.000 7.1 7.60 0.108 0.098 0.011 0.000 0.000 0.000 0.000 12.8 7.55 0.019 0.019 0.000 0.000 0.000 0.000 0.000 7.4 7.78 0.046 0.046 0.000 0.000 0.000 0.000 0.000 7.4 7.97 0.047 0.047 0.000 0.000 0.000 0.000 0.000 7.4 8.22 0.007 0.007 0.000 0.000 0.000 0.000 0.000 Summary statistics for above PSHA PGA deagqregation, R=distance, e=epsilon: littps://geoha7ards.usgs.gov/deaggint/2008/ouUI 1-290_2017.01.13_ 19.28.32.txt 1 / 13/2017 Page 4 or 5 Contribution from this GMPE(%): 3.7 Mean src-site R= 7.5 km; M= 6.42; eps0- 1.97. Mean calculated for all sources. Modal src-site R= 6.9 km; M= 6.40; eps0- 1.75 from peak (R,M) bin MODE R*= 6.9km; M*= 6.40; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 0.426 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon0 (mean values). Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon0 Site-to-src S. S.Andr.;CO aPriori S. S.Andr.;SSB+BG aPriori S. S.Andr.;BG+CO aPriori S. S.Andr.;NSB+SSB+BG aPriori S. S.Andr.;SSB+BG+CO aPriori SSAndr.;NSB+SSB+BG+CO aPriori SSAnd;SM+NSB+SSB+BG4CO aPriori S. San Andreas;CO MoBal S. San Andreas;BG+CO MoBal S. San Andreas;SM+NSB+SSB+BG+CO S. San Andreas Unsegmented A-flt 0.04 7.7 7.08 2.53 44.4 0.04 7.4 7.31 2.42 28.0 0.03 7.5 7.36 2.41 28.0 0.02 7.4 7.45 2.40 28.0 0.02 7.4 7.51 2.39 28.0 0.02 7.4 7.61 2.38 28.0 0.02 7.4 7.82 2.35 28.0 0.12 7.7 7.06 2.54 44.4 0.02 7.5 7.35 2.41 28.0 0.02 7.4 7.82 2.35 28.0 0.00 0.0 0.00 0.00 24.6 azimuth(d) #*********End of deaggregation corresponding to Campbell-Bozorgnia 2008 *********# PSHA Deaggregation. %contributions. site: 11-290 long: 116.303 W., lat: 33.737 N. Vs30(m/s)= 275.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 2475 yrs. Exceedance PGA=0.8691 g. Weight #Pr[at least one eq with median motion>=PGA in 50 yrs]-0.00000 #This deaggregation corresponds to Chiou-Youngs 2008 DIST(KM) MAG(MW) ALL_EPS EPSILON>2 1<EPS<2 0<EPS<l-1<EPS<0 - 7.6 5.05 0.575 0.575 0.000 0.000 0.000 7.6 5.20 1.192 1.172 0.020 0.000 0.000 12.1 5.21 0.084 0.084 0.000 0.000 0.000 7.7 5.40 1.177 1.082 0.095 0.000 0.000 12.2 5.40 0.129 0.129 0.000 0.000 0.000 7.7 5.60 1.109 0.948 0.161 0.000 0.000 12.4 5.60 0.160 0.160 0.000 0.000 0.000 7.8 5.80 1.011 0.806 0.205 0.000 0.000 12.6 5.80 0.184 0.184 0.000 0.000 0.000 7.4 6.01 1.326 1.062 0.264 0.000 0.000 13.9 5.99 0.169 0.169 0.000 0.000 0.000 7.1 6.20 1.670 1.241 0.428 0.000 0.000 14.7 6.20 0.226 0.226 0.000 0.000 0.000 7.1 6.40 1.578 1.030 0.548 0.000 0.000 14.0 6.40 0.331 0.331 0.000 0.000 0.000 6.9 6.65 1.511 1.174 0.337 0.000 0.000 13.0 6.60 0.095 0.095 0.000 0.000 0.000 7.6 6.84 6.818 4.209 2.609 0.000 0.000 12.8 6.80 0.132 0.131 0.000 0.000 0.000 7.6 6.99 6.943 3.429 3.510 0.003 0.000 12.3 6.99 0.146 0.145 0.001 0.000 0.000 7.6 7.16 7.124 2.594 4.191 0.339 0.000 14.9 7.21 0.072 0.071 0.001 0.000 0.000 7.4 7.41 6.930 2.088 4.007 0.835 0.000 14.3 7.41 0.125 0.118 0.007 0.000 0.000 7.4 7.63 3.954 1.040 2.247 0.667 0.000 13.1 7.55 0.108 0.089 0.019 0.000 0.000 33.8 7.60 0.052 0.052 0.000 0.000 0.000 7.5 7.78 3.352 0.752 1.928 0.672 0.000 33.8 7.80 0.049 0.049 0.000 0.000 0.000 7.5 7.97 3.932 0.791 2.258 0.883 0.000 7.4 8.19 0.787 0.149 0.448 0.191 0.000 7.4 8.39 0.033 0.006 0.019 0.008 0.000 Computed_Rate_Ex 0.2.15E-03 2<EPS<-1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EPS<-2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: https:Hgeohazards.usgs.gov/deaggint/2008/out/11-290_2017.01.13_19.28.32.txt 1/13/2017 Page 5 of 5 Contribution from this GMPE(%): 53.2 Mean src-site R- 7.8 km; M= 6.99; eps0= 1.40. Mean calculated for all sources. Modal src-site R- 7.6 km; M= 7.16; eps0- 1.29 from peak (R,M) bin MODE R*= 7.6km; M*- 6.84; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 4.209 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon0 (mean values). California A -faults 39.05 7.7 7.32 1.33 CA Compr. crustal gridded 11.75 8.0 5.88 1.61 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID B contr. Rcd(km) M epsilon0 Site-to-src azimuth(d) S. S.Andr.;CO aPriori 3.97 7.7 6.98 1.53 44.4 S. S.Andr.;SSB+BG aPriori 2.21 7.4 7.32 1.25 28.0 S. S.Andr.;BG+CO aPriori 1.87 7.5 7.36 1.21 28.0 S. S.Andr.;NSB+SSB+BG aPriori 1.11 7.4 7.46 1.19 28.0 S. S.Andr.;SSB+BG+CO aPriori 1.20 7.4 7.52 1.16 28.0 SSAndr.;NSB+SSB+BG+CO aPriori 1.29 7.4 7.62 1.12 28.0 SSAnd;SM+NSB+SSB+BG+CO aPriori 1.46 7.4 7.82 1.06 28.0 S. San Andreas;CO Modal 13.67 7.7 6.96 1.56 44.4 S. San Andreas;BG+CO Modal 1.16 7.5 7.36 1.21 28.0 S. San Andreas;SM+NSB+SSB+BG+CO 1.17 7.4 7.82 1.05 28.0 S. San Andreas Unsegmented A-flt 2.80 7.6 7.75 1.12 24.6 #*********End of deaggregation corresponding to Chiou-Youngs 2008 *********# ******************** Southern California **************************************** https://geohazards.usgs.gov/deaggint/2008/out/11-290_2017.01.13_ 19.28.32.txt 1 /13/2017 Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 1 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 A. PROJECT GENERAL INFORMATION 1.Project Location (city)La Quinta 8.Standards Version Compliance2016 2.CA Zip Code 9.Compliance Software (version)EnergyPro 7.1 3.Climate Zone 15 10.Weather File PALM-SPRINGS-INTL_722868_CZ2010.epw 4.Total Conditioned Floor Area in Scope 3,096 ft2 11.Building Orientation (deg)(N) 0 deg 5.Total Unconditioned Floor Area 354 ft2 12.Permitted Scope of Work NewComplete 6.Total # of Stories (Habitable Above Grade)1 13 Building Type(s)Nonresidential 7.Total # of dwelling units 0 14 Gas Type NaturalGas B. COMPLIANCE RESULTS FOR PERFORMANCE COMPONENTS (Annual TDV Energy Use, kBtu/ft 2-yr)§ 140.1 BUILDING COMPLIES 1. Energy Component 2. Standard Design (TDV)3. Proposed Design (TDV)4. Compliance Margin (TDV)5. Percent Better than Standard Space Heating 0.43 2.66 -2.23 -518.6% Space Cooling 239.97 229.92 10.05 4.2% Indoor Fans 186.66 123.85 62.81 33.6% Heat Rejection -------- Pumps & Misc.-------- Domestic Hot Water 20.12 16.83 3.29 16.4% Indoor Lighting 64.82 49.14 15.68 24.2% COMPLIANCE TOTAL 512.00 422.40 89.60 17.5% Receptacle 114.40 114.40 0.0 0.0% Process -------- Other Ltg -------- TOTAL 626.40 536.80 89.6 14.3% BCPR2017-0001 - BUILDING CONSTRUCTION PLAN REVIEW FOR WASHINGTON STREET APARTMENTS PHASE 1 CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 03/19/2018 BUILDING H – BRES2018-0052 BUILDING J – BRES2018-0053 BUILDING K – BRES2018-0041 BUILDING L – BRES2018-0042 BUILDING M – BRES2018-0043 BUILDING N – BRES2018-0044 COMMONS – BCOM2018-0008 LAUNDRY/MAINTENANCE – BCOM2018-0009 PHASE 1 BUILDING PERMITS BUILDING A – BRES2018-0045 BUILDING B – BRES2018-0046 BUILDING C – BRES2018-0047 BUILDING D – BRES2018-0048 BUILDING E – BRES2018-0049 BUILDING F – BRES2018-0050 BUILDING G – BRES2018-0051 Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 2 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 C. PRIORITY PLAN CHECK/ INSPECTION ITEMS (in order of highest to lowest TDV energy savings) 1st Indoor Fans: Check envelope and mechanical Compliance Margin By Energy Component (from Table B column 4) Indoor Fans Indoor Lighting Space Cooling Domestic Hot Water Heat Rejection Pumps & Misc. Space Heating Penalty Energy Credit 2nd Indoor Lighting: Check lighting 3rd Space Cooling: Check envelope and mechanical 4th Domestic Hot Water: Check mechanical 5th Heat Rejection: Check envelope and mechanical 6th Pumps & Misc.: Check mechanical 7th Space Heating: Check envelope and mechanical D. EXCEPTIONAL CONDITIONS The aged solar reflectance and aged thermal emittance must be listed in the Cool Roof Rating Council database of certified products. For projects where initial reflectance is used, the initial reflectance must be listed, and the aged reflectance is calculated by the software program and used in the compliance model. This project includes Domestic Hot Water in the analysis. Please verify that Domestic Hot Water is included in the design for the permitted scope of work. E. HERS VERIFICATION This Section Does Not Apply F. ADDITIONAL REMARKS Initial design is based on 50% CD documents provided by Studio E Architects dated 04/29/16 - Originally created on EP6.8.0.2 Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 3 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY Identify which building components use the performance or prescriptive path for compliance. “NA”= not in project For components that utilize the performance path, indicate the sheet number that includes mandatory notes on plans. Building Component Compliance Path Compliance Forms (required for submittal)Location of Mandatory Notes on Plans Envelope Performance NRCC-PRF-ENV-DETAILS (section of the NRCC-PRF-01-E) Prescriptive NRCC-ENV-01 / 02 / 03 / 04 / 05 / 06-E NA Mechanical Performance NRCC-PRF-MCH-DETAILS (section of the NRCC-PRF-01-E) Prescriptive NRCC-MCH-01 / 02 / 03 / 04 / 05 / 06 / 07-E NA Domestic Hot Water Performance NRCC-PRF-PLB-DETAILS (section of the NRCC-PRF-01-E) Prescriptive NRCC-PLB-01-E NA Lighting (Indoor Conditioned) Performance NRCC-PRF-LTI-DETAILS (section of the NRCC-PRF-01-E) Prescriptive NRCC-LTI-01 / 02 / 03 / 04 / 05-E NA Covered Process: Commercial Kitchens Performance S2 (section of the NRCC-PRF-01-E) Prescriptive NRCC-PRC-01/ 03-E NA Covered Process: Computer Rooms Performance S3 (section of the NRCC-PRF-01-E) Prescriptive NRCC-PRC-01/ 04-E NA Covered Process: Laboratory Exhaust Performance S4 (section of the NRCC-PRF-01-E) Prescriptive NRCC-PRC-01/ 09-E NA Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 4 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY The following building components are only eligible for prescriptive compliance. Indicate which are relevant to the project. The following building components may have mandatory requirements per Part 6. Indicate which are relevant to the project. Yes NA Prescriptive Requirement Compliance Forms Yes NA Mandatory Requirement Compliance Forms Lighting (Indoor Unconditioned) §140.6 NRCC-LTI-01 / 02 / 03 / 04 / 05-E   Commissioning: §120.8 Simple Systems Complex Systems   NRCC-CXR-01 / 02 / 03 / 05-E NRCC-CXR-01 / 02 / 04 / 05-E Lighting (Outdoor) §140.7 NRCC-LTO-01 / 02 / 03-E Electrical: §130.5 NRCC-ELC-01-E Lighting (Sign) §140.8 NRCC-LTS-01-E Solar Ready: §110.10 NRCC-SRA-01 / 02-E Solar Thermal Water Heating: §140.5 NRCC-STH-01-E   Covered Process: §120.6 Parking Garage Commercial Refrigeration Warehouse Refrigeration Compressed Air Process Boilers NRCC-PRC-01-E NRCC-PRC-02-E NRCC-PRC-05-E NRCC-PRC-06/07/08-E NRCC-PRC-10-E NRCC-PRC-11-E Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 5 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV)– Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal)Pass Fail Envelope  NRCI-ENV-01-E - For all buildings   NRCA-ENV-02-F- NFRC label verification for fenestration Mechanical  NRCI-MCH-01-E - For all buildings with Mechanical Systems   NRCA-MCH-02-A- Outdoor Air   NRCA-MCH-03-A – Constant Volume Single Zone HVAC   NRCA-MCH-04-H- Air Distribution Duct Leakage   NRCA-MCH-05-A- Air Economizer Controls   NRCA-MCH-06-A- Demand Control Ventilation   NRCA-MCH-07-A – Supply Fan Variable Flow Controls   NRCA-MCH-08-A- Valve Leakage Test   NRCA-MCH-09-A – Supply Water Temp Reset Controls   NRCA-MCH-10-A- Hydronic System Variable Flow Controls   NRCA-MCH-11-A – Auto Demand Shed Controls   NRCA-MCH-12-A- Packaged Direct Expansion Units   NRCA-MCH-13-A- Air Handling Units and Zone Terminal Units   NRCA-MCH-14-A- Distributed Energy Storage   NRCA-MCH-15-A – Thermal Energy Storage   NRCA-MCH-16-A- Supply Air Temp Reset Controls   NRCA-MCH-17-A – Condensate Water Temp Reset Controls   NRCA-MCH-18-A- Energy Management Controls Systems   NRCV-MCH-04-H- Duct Leakage Test Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 6 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV)– Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal)Pass Fail Plumbing  NRCI-PLB-01-E - For all buildings with Plumbing Systems   NRCI-PLB-02-E - required on central systems in high‐rise residential, hotel/motel application.   NRCI-PLB-03-E - Single dwelling unit systems in high‐rise residential, hotel/motel application.   NRCI-PLB-21-E - HERS verified central systems in high‐rise residential, hotel/motel application.   NRCI-PLB-22-E - HERS verified single dwelling unit systems in high‐rise residential, hotel/motel application.   NRCV-PLB-21-H- HERS verified central systems in high‐rise residential, hotel/motel application.   NRCV-PLB-22-H - HERS verified single dwelling unit systems in high‐rise residential, hotel/motel application.   NRCI-STH-01-E - Any solar water heating Indoor Lighting  NRCI-LTI-01-E - For all buildings   NRCI-LTI-02-E - Lighting control system, or for an Energy Management Control System (EMCS)   NRCI-LTI-03-E - Line-voltage track lighting integral current limiter, or for a supplementary overcurrent protection panel used to energize only line-voltage track lighting   NRCI-LTI-04-E - Two interlocked systems serving an auditorium, a convention center, a conference room, or a theater   NRCI-LTI-05-E - Lighting Control Credit Power Adjustment Factor (PAF)   NRCI-LTI-06-E - Additional wattage installed in a video conferencing studio   NRCA-LTI-02-A - Occupancy sensors and automatic time switch controls.   NRCA-LTI-03-A - Automatic daylighting controls   NRCA-LTI-04-A - Demand responsive lighting controls Outdoor Lighting  NRCI-LTO-01-E – Outdoor Lighting   NRCI-LTO-02-E- EMCS Lighting Control System   NRCA-LTO-02-A - Outdoor Lighting Control Sign Lighting  NRCI-LTS-01-E – Sign Lighting Electrical  NRCI-ELC-01-E - Electrical Power Distribution Photovoltaic  NRCI-SPV-01-E Photovoltaic Systems Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 7 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV)– Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal)Pass Fail Covered Process  NRCI-PRC-01-E Refrigerated Warehouse   NRCA-PRC-01-F- Compressed Air Systems   NRCA-PRC-02-F- Kitchen Exhaust   NRCA-PRC-03-F- Garage Exhaust   NRCA-PRC-04-F- Refrigerated Warehouse- Evaporator Fan Motor Controls   NRCA-PRC-05-F- Refrigerated Warehouse- Evaporative Condenser Controls   NRCA-PRC-06-F- Refrigerated Warehouse- Air Cooled Condenser Controls   NRCA-PRC-07F- Refrigerated Warehouse- Variable Speed Compressor   NRCA-PRC-08-F- Electrical Resistance Underslab Heating System I. ENVELOPE GENERAL INFORMATION (See NRCC-PRF-ENV-DETAILS for more information) 1.Total Conditioned Floor Area 3,096 ft2 5.Number of Floors Above Grade 1 Confirmed 2.Total Unconditioned Floor Area 354 ft2 6.Number of Floors Below Grade 0 Pa s s Fa i l 3.Addition Conditioned Floor Area 0 ft2 4.Addition Unconditioned Floor Area 0 ft2 7. Opaque Surfaces & Orientation 8. Total Gross Surface Area 9. Total Fenestration Area 10. Window to Wall Ratio North Wall 1,236 ft2 165 ft2 13.3% East Wall 1,110 ft2 487 ft2 43.9% South Wall 1,404 ft2 743 ft2 52.9% West Wall 434 ft2 68 ft2 15.6% Total 4,184 ft2 1,463 ft2 35.0% Roof 3,096 ft2 0 ft2 00.0% Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 8 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 J. FENESTRATION ASSEMBLY SUMMARY § 110.6 Confirmed 1.2.3.4.5.6.7.8.9. Pa s s Fa i lFenestration Assembly Name / Tag or I.D. Fenestration Type / Product Type / Frame Type Certification Method1 Assembly Method Area ft2 Overall U-factor Overall SHGC Overall VT St a t u s 2 New Storefront VerticalFenestration CurtainWall N/A NFRC Rated SiteBuilt 1200 0.41 0.22 0.53 N New Glass Door VerticalFenestration GlazedDoor N/A NFRC Rated Manufactured 120 0.45 0.23 0.53 N New Storefront P VerticalFenestration CurtainWall N/A NFRC Rated SiteBuilt 143 0.41 0.22 0.53 N 1 Newly installed fenestration shall have a certified NFRC Label Certificate or use the CEC default tables found in Table 110.6-A and Table 110.6-B. Center of Glass (COG) values are for the glass-only, determined by the manufacturer, and are shown for ease of verification. Site-built fenestration values are calculated per Nonresidential Appendix NA6 and are used in the analysis. 2 Status: N - New, A – Altered, E – Existing Taking compliance credit for fenestration shading devices?(if "Yes", see NRCC-PRF-ENV-DETAILS for more information)No K. OPAQUE SURFACE ASSEMBLY SUMMARY § 120.7/ § 140.3 Confirmed 1.2.3.4.5.6.7.8. Pa s s Fa i l Surface Name Surface Type Area (ft2)Framing Type Cavity R-Value Continuous R-Value U-Factor / F-Factor / C-Factor St a t u s 1 R-30 Metal Seam Roof - Gr10 Roof 3450 Metal 30 NA U-Factor: 0.056 N Slab On Grade13 UndergroundFloor 3450 NA 0 NA F-Factor: 0.730 N R-19 Wall15 ExteriorWall 4822 Wood 19 NA U-Factor: 0.072 N R-11 Wall83 InteriorWall 252 Wood 11 NA U-Factor: 0.103 N 1 Status: N - New, A – Altered, E – Existing L. ROOFING PRODUCT SUMMARY § 140.3 Confirmed 1.2.3.4.5.6.7. Pa s s Fa i l Product Type Product Density (lb/ft2) Aged Solar Reflectance Thermal Emittance SRI Cool Roof Credit Roofing Product Description R-30 Metal Seam Roof - Gr10 4.65104 0.35 0.83 Not Provided Yes CRRC Prod. ID: R-30 Metal Seam Roof - Grey Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 9 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 M. HVAC SYSTEM SUMMARY (see NRCC-PRF-MCH-DETAILS for more information)§ 110.1 / § 110.2 Dry System Equipment 1 (Fan & Economizer info included below in Table N)Confirmed 1.2.3.4.5.6.7.8.9.10.11. Pa s s Fa i l Equip Name Equip Type System Type (Simple 2 or Complex 3) Qty Total Heating Output (kBtu/h) Supp Heat Source (Y/N) Supp Heat Output (kBtuh) Total Cooling Output (kBtu/h) Efficiency Acceptance Testing Required? (Y/N) 4 St a t u s 5CoolingHeating Multipurpose + Hall + Kit SZHP (Split3Phase)Simple 2 54 No 0 52 SEER-14.0 / EER-11.0 HSPF-8.2 Yes N Multipurpose + Hall + Kit3 Exhaust ((null))Simple 1 0 No 0 0 NA NA No N Washrooms28 Exhaust ((null))Simple 2 0 No 0 0 NA NA No N Office SZHP (Split3Phase)Simple 1 24 No 0 23 SEER-13.0 / EER-11.5 HSPF-7.7 Yes N Laundry + Maintenance SZHP (Split3Phase)Simple 1 33 No 0 31 SEER-14.0 / EER-11.5 HSPF-8.2 Yes N Laundry70 Exhaust ((null))Simple 1 0 No 0 0 NA NA No N 1 Dry System Equipment includes furnaces, air handling units, heat pumps, etc. 2 Simple Systems must complete NRCC-CXR-03-E commissioning design review form 3 Complex Systems must complete NRCC-CXR-04-E commissioning design review form 4 A summary of which acceptance tests are applicable is provided in NRCC-PRF-MCH-DETAILS 5 Status: N - New, A – Altered, E – Existing Wet System Equipment 1 Pumps Confirmed 12.13.14.15.16.17.18.19.20.21.22.23.24. Pa s s Fa i l Equip Name Equip Type Qty Vol (gal)Rated Capacity (kBtu/h)Efficiency Standby Loss Tank Ext. R Value Qty GPM HP VSD (Y/N) St a t u s 2 WH1 Rheem PRO+G40-36U RH62 Storage 2 40 36 EF: 0.680 NA NA NA NA NA No N WH3 Rinnai RL94E69 Instantaneous 6 1 199 EF: 0.820 NA NA NA NA NA No N 1 Wet System Equipment includes boilers, chillers, cooling towers, water heaters, etc. 2 Status: N - New, A – Altered, E – Existing Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 10 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 Discrepancy between modeled and designed equipment sizing?(if "Yes", see Table F. "Additional Remarks" for an explanation)No N. ECONOMIZER & FAN SYSTEMS SUMMARY1 § 140.4 Confirmed 1.2.3.4.5. Pa s s Fa i l Equip Name Outside Air Supply Fan Return Fan Economizer Type (if present) CFM CFM HP BHP TSP (inch WC) Control CFM HP BHP TSP (inch WC) Control Multipurpose + Hall + Kit 401 2000 0.750 0.750 1.43 ConstantVolume NA NA NA NA NA NoEconomizer Office 35 700 0.400 0.400 1.81 ConstantVolume NA NA NA NA NA NoEconomizer Laundry + Maintenance 143 1170 0.510 0.510 1.38 ConstantVolume NA NA NA NA NA NoEconomizer 1 Mechanical ventilation calculations and exhaust fans are included in the NRCC-PRF-MCH-DETAILS section O. EQUIPMENT CONTROLS § 120.2 Confirmed 1.2.3.Pa s s Fa i l Equip Name Equip Type Controls Multipurpose + Hall + Kit SZHP No DCV Controls No Economizer No Supply Air Temp. Control No Optimum Start No Evaporative Cooler Multipurpose + Hall + Kit3 Exhaust No DCV Controls Economizer type not properly specified No Supply Air Temp. Control No Optimum Start No Evaporative Cooler Washrooms28 Exhaust No DCV Controls Economizer type not properly specified No Supply Air Temp. Control No Optimum Start No Evaporative Cooler Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 11 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 O. EQUIPMENT CONTROLS § 120.2 Confirmed 1.2.3.Pa s s Fa i l Equip Name Equip Type Controls Office SZHP No DCV Controls No Economizer No Supply Air Temp. Control No Optimum Start No Evaporative Cooler Laundry + Maintenance SZHP No DCV Controls No Economizer No Supply Air Temp. Control No Optimum Start No Evaporative Cooler Laundry70 Exhaust No DCV Controls Economizer type not properly specified No Supply Air Temp. Control No Optimum Start No Evaporative Cooler Commons1 - SHW Service Hot Water, Primary Only Fixed Temperature Control, No DDC Laundry68 - SHW Service Hot Water, Primary Only Fixed Temperature Control, No DDC P. SYSTEM DISTRIBUTION SUMMARY § 120.4/ § 140.4(I) Dry System Distribution Confirmed 1.2.3.4.5. Pa s s Fa i l Equip Name Equip Type Duct Leakage and Sealing Required per 140.4(l) Duct Leakage will be verified per NA1 and NA2 Ducts Insulation R-Value Location Multipurpose + Hall + Kit SZHP No No 8 Conditioned Office SZHP No No 8 Conditioned Laundry + Maintenance SZHP No No 8 Conditioned Does the Project Include Zonal Systems? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information)No Does the Project Include a Solar Hot Water System? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information)No Multifamily or Hotel/ Motel Occupancy? (if "Yes", see NRCC-PRF-MCH-DETAILS for DHW system information)No Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 12 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 Q. INDOOR CONDITIONED LIGHTING GENERAL INFO (see NRCC-PRF-LTI-DETAILS for more info)3 § 140.6 Confirmed 1.2.3.4.5. Pa s s Fa i l Occupancy Type 1 Conditioned Floor Area 2 (ft2) Installed Lighting Power (Watts) Lighting Control Credits (Watts)Additional (Custom) Allowance Area Category Footnotes (Watts)Tailored Method (Watts) Lounge, Recreation 1,474 893 0 0 0 Corridors, Restrooms, Stairs, and Support Areas 482 248 0 0 0 Exercise Room 287 220 0 0 0 Office (250 square feet in floor area or less)232 110 0 0 0 Laundry 621 477 0 0 0 Building Totals:3,096 1,948 0 0 0 1 See Table 140.6-C 2 See NRCC-LTI-01-E for unconditioned spaces 3Lighting information for existing spaces modeled is not included in the table R. INDOOR CONDITIONED LIGHTING SCHEDULE (Adapted from NRCC-LTI-01-E)1 § 130.0 Luminaire Schedule (includes all permanent installed lighting in conditioned space, and portable lighting over 0.3 w/ft2 in offices) Installed Watts (Conditioned)Confirmed Name or Item Tag Complete Luminaire Description (i.e., 3-lamp fluorescent troffer, F32T8, one dimmable electronic ballast) Watts per luminaire How Wattage is Determined Total Number Luminaires Installed Watts Pass FailCEC Default from NA8 According to §130.0(c) F10 F10 52 Yes No 12 624 F11 F11 52 Yes No 10 520 F12 F12 55 Yes No 12 660 F8 F8 48 Yes No 3 144 1If lighting power densities were used in the compliance model Building Departments will need to check prescriptive forms for Luminaire Schedule details. Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 13 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 S1. COVERED PROCESS SUMMARY – ENCLOSED PARKING GARAGES § 140.9 This Section Does Not Apply S2. COVERED PROCESS SUMMARY – COMMERCIAL KITCHENS § 140.9 This Section Does Not Apply S3. COVERED PROCESS SUMMARY – COMPUTER ROOMS § 140.9 This Section Does Not Apply S4. COVERED PROCESS SUMMARY – LABORATORY EXHAUSTS § 140.9 This Section Does Not Apply T. UNMET LOAD HOURS This Section Does Not Apply U. ENERGY USE SUMMARY Energy Component Standard Design Site (MWh) Proposed Design Site (MWh) Margin (MWh) Standard Design Site (MBtu) Proposed Design Site (MBtu) Margin (MBtu) Space Heating --0.5 --0.8 ---- Space Cooling 23.6 22.6 1.0 ------ Indoor Fans 25.5 16.9 8.6 ------ Heat Rejection ------------ Pumps & Misc.------------ Domestic Hot Water ------43.3 36.2 7.1 Indoor Lighting 8.6 6.5 2.1 ------ COMPLIANCE TOTAL 57.7 46.5 11.2 44.1 36.2 7.9 Receptacle 15.1 15.1 0.0 0.8 0.8 0.0 Process ------------ Other Ltg ------------ TOTAL 72.8 61.6 11.2 44.9 37.0 7.9 7/12/2017 A C17113 Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 15 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 NRCC-PRF-ENV-DETAILS -SECTION START- A. OPAQUE SURFACE ASSEMBLY DETAILS Confirmed 1.2.3.4.Pa s s Fa i l Surface Name Surface Type Description of Assembly Layers Notes R-30 Metal Seam Roof - Gr10 Roof Asphalt shingles - 1/4 in. Vapor permeable felt - 1/8 in. Plywood - 1/2 in. Air - Cavity - Wall Roof Ceiling - 4 in. or more Metal framed roof, 24in. OC, 11.25in., R-30 Gypsum Board - 1/2 in. Slab On Grade13 UndergroundFloor Slab Type = UnheatedSlabOnGrade Insulation Orientation = None Insulation R-Value = R0 R-19 Wall15 ExteriorWall Stucco - 7/8 in. Vapor permeable felt - 1/8 in. Wood framed wall, 16in. OC, 5.5in., R-19 Gypsum Board - 1/2 in. R-11 Wall83 InteriorWall Stucco - 7/8 in. Vapor permeable felt - 1/8 in. Wood framed wall, 16in. OC, 3.5in., R-11 Gypsum Board - 1/2 in. B. OVERHANG DETAILS (Adapted from NRCC-ENV-02-E) This Section Does Not Apply C. OPAQUE DOOR SUMMARY Confirmed 1.2.3.4.5.6.7. Pass FailOpaque Door Assembly Name / Tag or I.D.Door Type Certification Method Operation Area Overall U-factor Status1 Metal Door41 MetalUninsulatedDoubleLayerDoor DefaultPerformance Swinging 72 0.700 N 1 Status: N - New, A – Altered, E – Existing Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 16 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 NRCC-PRF-MCH-DETAILS -SECTION START- A. MECHANICAL VENTILATION AND REHEAT (Adapted from 2016-NRCC-MCH-03-E)Confirmed 1. DESIGN AIR FLOWS 2. VENTILATION (§ 120.1) Pa s s Fa i l CONDITIONED ZONE NAME HE A T I N G / C O O L I N G S Y S T E M ID DE S I G N P R I M A R Y A I R F L O W (C F M ) DE S I G N P R I M A R Y M I N I M U M AI R F L O W ( C F M ) MI N I M U M P R I M A R Y A I R FL O W F R A C T I O N MA X I M U M H E A T I N G A I R FL O W ( C F M ) MA X I M U M H E A T I N G A I R FL O W F R A C T I O N DD C C O N T R O L ( Y / N ) VE N T S Y S T E M I D CO N D I T I O N E D A R E A ( f t 2 ) MI N . V E N T P E R A R E A (C F M / f t 2 ) DE S I G N N U M . O F P E O P L E MI N . V E N T P E R P E R S O N (C F M / p e r s o n ) RE Q ' D V E N T A I R F L O W ( C F M ) DE S I G N V E N T A I R F L O W (C F M ) TR A N S F E R A I R F L O W ( C F M ) DC V ( Y / N ) Op e r a b l e W i n d o w I n t e r l o c k § 14 0 . 4 ( n ) ( Y / N ) 1-Multipurpose + Hall + Kit Multipurpo se + Hall + Kit 1,542 NA NA NA NA N Multipurpo se + Hall + Kit 1,474 NA 49 15.0 737 737 NA N NA 2-Washrooms Multipurpo se + Hall + Kit 158 NA NA NA NA N Multipurpo se + Hall + Kit 151 NA 1 30.0 23 23 NA N NA 4-Fitness Multipurpo se + Hall + Kit 300 NA NA NA NA N Multipurpo se + Hall + Kit 287 NA 3 15.0 43 43 NA N NA 6-Office Office 700 NA NA NA NA N Office 232 NA 1 30.0 35 35 NA N NA 7-Laundry Laundry + Maintenan ce 763 NA NA NA NA N Laundry + Maintenan ce 621 NA 3 30.0 93 93 NA N NA 8-Maintenance Room Laundry + Maintenan ce 407 NA NA NA NA N Laundry + Maintenan ce 331 NA 2 30.0 50 50 NA N NA TOTAL 3,450 NA NA NA NA Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 17 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 B. ZONAL SYSTEM AND TERMINAL UNIT SUMMARY § 140.4 1.2.3.4.5.6.7.8.Confirmed System ID System Type Qty Rated Capacity (kBtuh) Economizer Zone Name Airflow (cfm)Fan Pa s s Fa i l Heating Cooling Design Min.Min. Ratio BHP Cycles ECM Motor 4-Fitness-Trm Uncontrolled 2 NA NA NA 4-Fitness 300 NA NA NA NA 2-Washrooms-Trm Uncontrolled 2 NA NA NA 2-Washrooms 158 NA NA NA NA 1-Multipurpose + Hall + Kit-Trm Uncontrolled 2 NA NA NA 1-Multipurpose + Hall + Kit 1542 NA NA NA NA 6-Office-Trm Uncontrolled 1 NA NA NA 6-Office 700 NA NA NA NA 8-Maintenance Room-Trm Uncontrolled 1 NA NA NA 8-Maintenance Room 407 NA NA NA NA 7-Laundry-Trm Uncontrolled 1 NA NA NA 7-Laundry 763 NA NA NA NA C. EXHAUST FAN SUMMARY Confirmed 1.2.3.4.5.6.Pa s s Fa i l System ID Zone Name Qty CFM Motor BHP Total Static Pressure (in H20) Multipurpose + Hall + Kit3 1-Multipurpose + Hall + Kit 1 3761 0.750 0.76 Washrooms28 2-Washrooms 2 100 0.027 1.04 Laundry70 7-Laundry 1 250 0.065 0.99 D. DHW EQUIPMENT SUMMARY –(Adapted from NRCC-PLB-01)§ 110.3 Confirmed 1.2.3.4.5.6.7.8.9.10.11.12. Pa s s Fa i l DHW Name Heater Element Type Tank Type Qty Tank Vol (gal) Rated Input (kBtu/h)Efficiency Tank Insulation R-value (Int/Ext) Pilot Energy (Btu/h)Standby Loss Heat Pump Type Tank Location or Ambient Condition WH1 Rheem PRO+G40-36U RH62 Gas Storage 2 80 72 EF: 0.680 NA 0 NA NA WH3 Rinnai RL94E69 Gas Instantaneous 6 6 1194 EF: 0.820 NA 0 NA NA Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 18 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 E. MULTI-FAMILY CENTRAL DHW SYSTEM DETAILS This Section Does Not Apply F. SOLAR HOT WATER HEATING SUMMARY (Adapted from NRCC-STH-01) This Section Does Not Apply G. MECHANICAL HVAC ACCEPTANCE TESTS & FORMS (Adapted from 2016-NRCC-MCH-01-E)§ RA4 Declaration of Required Acceptance Certificates (NRCA)– Acceptance Certificates that may be submitted. (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). Test Description MC H - 0 2 A MC H - 0 3 A MC H - 0 4 A MC H - 0 5 A MC H - 0 6 A MC H - 0 7 A MC H - 0 8 A MC H - 0 9 A MC H - 1 0 A MC H - 1 1 A MC H - 1 2 A MC H - 1 3 A MC H - 1 4 A MC H - 1 5 A MC H - 1 6 A MC H - 1 7 A MC H - 1 8 A Confirmed Equipment Requiring Testing or Verification # of units Ou t d o o r A i r Si n g l e Z o n e U n i t a r y Ai r D i s t . D u c t s Ec o n o m i z e r C o n t r o l s DC V Su p p l y F a n V A V Va l v e l e a k a g e Su p p l y W a t e r T e m p . Re s e t Hy d . V a r i a b l e F l o w Co n t r o l Au t o D e m a n d S h e d Co n t r o l FD D f o r D X U n i t s Au t o F D D f o r A i r & Zo n e Di s t . E n e r g y S t o r a g e DX A C TE S S y s t e m s Su p p l y A i r T e m p . R e s e t Co n d e n s e r W a t e r Re s e t C o n t r o l s EC M S Pa s s Fa i l Commons1 - SHW 1 ---------------------------------- Laundry68 - SHW 1 --------------X ------------------ Multipurpos e + Hall + Kit 2 X X ------------------------------ Multipurpos e + Hall + Kit3 1 ---------------------------------- Washrooms 28 2 ---------------------------------- Office 1 X X ------------------------------ Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 19 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 G. MECHANICAL HVAC ACCEPTANCE TESTS & FORMS (Adapted from 2016-NRCC-MCH-01-E)§ RA4 Declaration of Required Acceptance Certificates (NRCA)– Acceptance Certificates that may be submitted. (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). Test Description MC H - 0 2 A MC H - 0 3 A MC H - 0 4 A MC H - 0 5 A MC H - 0 6 A MC H - 0 7 A MC H - 0 8 A MC H - 0 9 A MC H - 1 0 A MC H - 1 1 A MC H - 1 2 A MC H - 1 3 A MC H - 1 4 A MC H - 1 5 A MC H - 1 6 A MC H - 1 7 A MC H - 1 8 A Confirmed Equipment Requiring Testing or Verification # of units Ou t d o o r A i r Si n g l e Z o n e U n i t a r y Ai r D i s t . D u c t s Ec o n o m i z e r C o n t r o l s DC V Su p p l y F a n V A V Va l v e l e a k a g e Su p p l y W a t e r T e m p . Re s e t Hy d . V a r i a b l e F l o w Co n t r o l Au t o D e m a n d S h e d Co n t r o l FD D f o r D X U n i t s Au t o F D D f o r A i r & Zo n e Di s t . E n e r g y S t o r a g e DX A C TE S S y s t e m s Su p p l y A i r T e m p . R e s e t Co n d e n s e r W a t e r Re s e t C o n t r o l s EC M S Pa s s Fa i l Laundry + Maintenanc e 1 X X ------------------------------ Laundry70 1 ---------------------------------- H. EVAPORATIVE COOLER SUMMARY This Section Does Not Apply NRCC-PRF-LTI-DETAILS -SECTION START- A. INDOOR CONDITIONED LIGHTING CONTROL CREDITS (Adapted from NRCC-LTI-02-E)§ 140.6 Lighting Control Credits Schedule (includes all lighting controls installed in conditioned space for compliance credit per §140.6(a)2 and Table 140.6-A)Control Credit Calculation √ If Acceptance Test Required Confirmed Location in Building Occupancy Type (must meet requirements of Table 140.6-A) Type/Description of Lighting Control (i.e., partial on occupancy sensor, manual dimming, etc.) # of Units Watts of Controlled Lighting Power Adjustment Factor Control Credit Watts Pass Fail S-1- Multipurpose + Hall + Kit Lounge, Recreation - none specified -1 0.00 0 Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 20 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 A. INDOOR CONDITIONED LIGHTING CONTROL CREDITS (Adapted from NRCC-LTI-02-E)§ 140.6 Lighting Control Credits Schedule (includes all lighting controls installed in conditioned space for compliance credit per §140.6(a)2 and Table 140.6-A)Control Credit Calculation √ If Acceptance Test Required Confirmed Location in Building Occupancy Type (must meet requirements of Table 140.6-A) Type/Description of Lighting Control (i.e., partial on occupancy sensor, manual dimming, etc.) # of Units Watts of Controlled Lighting Power Adjustment Factor Control Credit Watts Pass Fail S-1- Multipurpose + Hall + Kit Lounge, Recreation - none specified -1 0.00 0 S-1- Multipurpose + Hall + Kit Lounge, Recreation - none specified -1 0.00 0 S-2-Washrooms Corridors, Restrooms, Stairs, and Support Areas - none specified -1 0.00 0 S-4-Fitness Exercise Room - none specified -1 0.00 0 S-6-Office Office (250 square feet in floor area or less)- none specified -1 0.00 0 S-7-Laundry Laundry - none specified -1 0.00 0 S-7-Laundry Laundry - none specified -1 0.00 0 S-8- Maintenance Room Corridors, Restrooms, Stairs, and Support Areas - none specified -1 0.00 0 B. INDOOR CONDITIONED LIGHTING MANDATORY LIGHTING CONTROLS (Adapted from NRCC-LTI-02-E)§ 130.1 This Section Does Not Apply §130.1(a) = Manual area controls; §130.0(b) = Multi Level; §130.1(c) = Auto Shut-Off; §130.1(d) = Mandatory Daylight; §130.1(e) = Demand Responsive C. TAILORED METHOD CONDITIONED LIGHTING POWER ALLOWANCE SUMMARY AND CHECKLIST (Adapted from NRCC-LTI-04-E)§ 140.6 General lighting power (see Table D)0 General lighting power from special function areas (see Table E)NA Additional "use it or lose it" (See Table G)0 Total watts 0 Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 21 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 D. GENERAL LIGHTING POWER (Adapted from NRCC-LTI-04-E)§ 140.6-D This Section Does Not Apply E. GENERAL LIGHTING FROM SPECIAL FUNCTION AREAS (Adapted from NRCC-LTI-04-E)§ 140.6(c) 3H Room Number Primary Function Area Illuminance Value (LUX) Room Cavity Ratio (Table G)Allowed LPD Floor Area (ft2)Allowed Watts Confirmed Pass Fail NA NA NA NA NA NA NA Note: Tailored Method for Special Function Areas is not currently implemented F. ROOM CAVITY RATIO (Adapted from NRCC-LTI-04-E) Rectangular Spaces Room Number Task/Activity Description Room Length (ft)Room Width (ft)Room Cavity Height (ft)RCR Confirmed Pass Fail NA NA NA NA NA NA Non-Rectangular Spaces This Section Does Not Apply Note: All applicable spaces are listed under the Non-Rectangular Spaces table G. ADDITIONAL “USE IT OR LOSE IT” (Adapted from NRCC-LTI-04-E) 1.2.3.4. Allowed Watts Confirmed Wall Display Combined Floor Display and Task Lighting Combined Ornamental and Special Effects Lighting Very Valuable Merchandise Pa s s Fa i l 0 0 0 0 0 5. Wall Display This Section Does Not Apply 6. Floor Display and Task Lighting This Section Does Not Apply Project Name:Washington Amenities Phase 1 NRCC-PRF-01-E Page 22 of 22 Project Address:42-800 Washington Street La Quinta Calculation Date/Time:15:24, Tue, Jun 20, 2017 Compliance Scope:NewComplete Input File Name:20170620_Washington Apts Phase 1_Amenities_T242016.cibd16x CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance Report Version: NRCC-PRF-01-E-05312017-4377 Report Generated at: 2017-06-20 15:25:50 7. Combined Ornamental and Special Effects Lighting This Section Does Not Apply 8. Very Valuable Merchandise This Section Does Not Apply H. INDOOR & OUTDOOR LIGHTING ACCEPTANCE TESTS & FORMS (Adapted from NRCC-LTI-01-E and NRCC-LTO-01-E)§ 130.4 Declaration of Required Acceptance Certificates (NRCA) –Acceptance Certificates that must be verified in the field. (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). Test Description Indoor Outdoor Confirmed NRCA-LTI-02-A NRCA-LTI-03-A NRCA-LTI-04-A NRCA-LTO-02-A Pa s s Fa i lEquipment Requiring Testing or Verification # of units Occ Sensors / Auto Time Switch Auto Daylight Demand Responsive Outdoor Controls Occupant Sensors 0 Automatic Time Switch 0 Automatic Daylighting 0 Demand Responsive 0 Outdoor Controls 0 1-LINE DIAGRAM EXIST. BLDGS E0.3 Project THE PICTORIAL AND GRAPHIC EXPRESSIONS DISPLAYED WITH THIS WORK ARE COPYRIGHTED UNDER THE LAWS OF THE UNITED STATES, TITLE 17, U.S. CODE. UNDER SECTION 106 OF THE COPYRIGHT ACT, THE ARCHITECT SHALL MAINTAIN THE EXCLUSIVE RIGHT OF THE REPRODUCTION, DISPLAY OR ANY DERIVATION OF THIS WORK. Phase 1 15121 City of La Quinta La Quinta, California 11/06/2018 REVISION 2 BCPR2017-0001 ADD SEPARATELY METERED 100A HOUSE PANELS AT EACH RENOVATED BUILDING TO SERVE COMMON LOADS PANEL SCHEDULES E0.9 120/240V, 1ø, 3W MAIN:100A, 2P MOUNTING: FLUSH PANEL DEVICE MIN A.I.C. RATING:FEED: BOTTOM øA øB øA øB * GENERAL LTG/RECEPT 1 20 * 20 2 SMALL APPLIANCE * GENERAL LTG/RECEPT 3 20 *20 4 SMALL APPLIANCE * GENERAL LTG/RECEPT 5 20 *20 6 REFRIGERATOR GFI REC - BATHROOMS 7 20 *20 8 GARBAGE DISPOSER GFI REC - BATHROOMS 9 20 *20 10 WH-4 *** SMOKE DETECTORS 11 20 *20 12 TFC-1 CU-2 13 50 *15 14 FC-2 -15 2P *2P 16 - SPACE 17 *18 SPACE SPACE 19 *20 SPACE SPACE 21 *22 SPACE SPACE 23 *24 SPACE øA = 0 øB = TOTAL CONNECTED VA =0 KVA * PROVIDE ARC-FAULT CIRCUIT BREAKER. + 25% LCL = KVA ** SEE RESIDENTIAL LOAD CALCULATIONS. TOTAL 0 KVA *** PROVIDE CIRCUIT BREAKER LOCK-ON DEVICE. ** CONNECTED LOAD =0 A MINIMUM FEEDER SIZE =0 A PANEL "K5" LOCATION: K5 (3BR UNIT) BUS RATING 100A 10000A LOCATION VOLTAMPS LTG REC MIS LOCATIONCIR BRK A B BRK 0 CIR MIS REC LTG VOLTAMPS 120/240V, 1ø, 3W MAIN:100A, 2P MOUNTING: FLUSH PANEL DEVICE MIN A.I.C. RATING:FEED: BOTTOM øA øB øA øB * GENERAL LTG/RECEPT 1 20 * 20 2 SMALL APPLIANCE * GENERAL LTG/RECEPT 3 20 *20 4 SMALL APPLIANCE * GENERAL LTG/RECEPT 5 20 *20 6 REFRIGERATOR GFI REC - BATHROOMS 7 20 *20 8 GARBAGE DISPOSER GFI REC - BATHROOMS 9 20 *20 10 WH-4 *** SMOKE DETECTORS 11 20 *20 12 TFC-1 CU-2 13 50 *15 14 FC-2 -15 2P *2P 16 - SPACE 17 *18 SPACE SPACE 19 *20 SPACE SPACE 21 *22 SPACE SPACE 23 *24 SPACE øA = 0 øB = TOTAL CONNECTED VA =0 KVA * PROVIDE ARC-FAULT CIRCUIT BREAKER. + 25% LCL = KVA ** SEE RESIDENTIAL LOAD CALCULATIONS. TOTAL 0 KVA *** PROVIDE CIRCUIT BREAKER LOCK-ON DEVICE. ** CONNECTED LOAD =0 A MINIMUM FEEDER SIZE =0 A PANEL "M7" LOCATION: M7 (2BR UNIT) BUS RATING 100A 10000A LOCATION VOLTAMPS LTG REC MIS LOCATIONCIR BRK A B BRK 0 CIR MIS REC LTG VOLTAMPS 120/240V, 1ø, 3W MAIN:80A, 2P MOUNTING: FLUSH PANEL DEVICE MIN A.I.C. RATING:FEED: BOTTOM øA øB øA øB * GENERAL LTG/RECEPT 1 20 * 20 2 SMALL APPLIANCE * GENERAL LTG/RECEPT 3 20 *20 4 SMALL APPLIANCE GFI REC - BATHROOMS 5 20 *20 6 REFRIGERATOR SPARE 7 20 *20 8 GARBAGE DISPOSER SPARE 9 20 *20 10 WH-2 *** SMOKE DETECTORS 11 20 *20 12 TFC-1 CU-1 13 25 *15 14 FC-1 -15 2P *2P 16 - SPACE 17 *18 SPACE SPACE 19 *20 SPACE SPACE 21 *22 SPACE SPACE 23 *24 SPACE øA = 0 øB = TOTAL CONNECTED VA =0 KVA * PROVIDE ARC-FAULT CIRCUIT BREAKER. + 25% LCL = KVA ** SEE RESIDENTIAL LOAD CALCULATIONS. TOTAL 0 KVA *** PROVIDE CIRCUIT BREAKER LOCK-ON DEVICE. ** CONNECTED LOAD =0 A MINIMUM FEEDER SIZE =0 A PANEL "K1" LOCATION: K1 (TYP. FOR NEW 1BR UNITS) BUS RATING 100A 10000A LOCATION VOLTAMPS LTG REC MIS LOCATIONCIR BRK A B BRK 0 CIR MIS REC LTG VOLTAMPS Project THE PICTORIAL AND GRAPHIC EXPRESSIONS DISPLAYED WITH THIS WORK ARE COPYRIGHTED UNDER THE LAWS OF THE UNITED STATES, TITLE 17, U.S. CODE. UNDER SECTION 106 OF THE COPYRIGHT ACT, THE ARCHITECT SHALL MAINTAIN THE EXCLUSIVE RIGHT OF THE REPRODUCTION, DISPLAY OR ANY DERIVATION OF THIS WORK. Phase 1 15121 City of La Quinta La Quinta, California 11/06/2018 REVISION 2 Project #: Date: 858.649.1700 www.tkjse.com San Diego, California 92131 9820 Willow Creek Rd., Ste. 455 820 Willow Creek Rd., Ste. 455 an Diego, CA 92131 hone: 858.649.17009820 Willow Creek Rd, Ste. 455 16010 6/11/2018 Washington Street SSK-5R4