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0306-366 (CSST)
53941 1/2 Madison St 0306-366 X x A X gin # Vd-b City of La Quinta Building 8Z Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # o1 Projec : Address: ' ,yl / ?j O%%mer's Name: 14 Q v I ;^LA low"'q- SLC A. P. Number: 5 % - Z4 gAddress: _ ( O 0 L16 U%( 3 Legal :Description: Contractor: A.S City. ST. Zip: Q v Z 53 F Telephone: - 5p 7Z, . Address: _ 7. ( ( Project Description: City, ST, Zip: 2 I "Fr/ O iv 3 Telephone:] State Lic. # : City Lic. #: Arch., Engr., Designer: Address: City, ST, Zip: Telephone: i <; Lam} y }" Construction Type: Occupancy: State I,ic. #: Project type (circle one): Ne Add'n Alter Repair Demo Name of Contact Person:Sq. Ft.: 3 J 5 #Stories: #Units: Telephone # of Contact Person: O - a 5 - stimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted (W-2Item Amount Structural Calcs. Reviewed, ready for corrections L7/1/,931 Plan Check Deposit Truss Calcs. Called Contact Person CeU.M % % 03 Plan Check Balance Energy Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2"' Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person 28 Plumbing Grant Deed Plans.picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review, readv for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A,I,P.P, Pub. Wks. Appr Date of permit issue School Fees os J o,6/' (WLR Total Permit Fees Coachella Valley Unified School District P.O. Box 847, Thermal, CA_ 92274 (760) 398-5909 — Fax (760) 398-1224 `Y This Box For District Use Only DEVELOPER FW PAI AREA: th LEVEL ONE AMOUNT: LE DATE: UPT: CERTIFICATE OF COMPLIAN (California Education Code 1762 uLvy / MIIIUAT T: COMMAND. AMOUNT: CK N; MITIALS: _Project Name: Date: September 25, 2003 Owner's Name: La Quinta Partner LLC Phone No. Project! Address: 53-941 1/2 Madison L"a, Qui nta, CA Project Description: comfort station APN: Type of Development: Residential Tract #: Lot #'s: 0306-366 Commercial _ rrr Industrial Total Square Feet of Building Area: 152 sq. ft. Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: 9-95 -0 * ? Signature: SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Educaticn Code Gov. Code Project 17620 65995 Approval Number of Sq.Ft. 152 Amount per Sq.Ft. $ 0 Amount Clollected $ Building' Permit Application Completed: Yes/No By: Carey M. Carlson Agreement Existing Prior to 1/1/87 Note Not Subject to Fee Requirement asst. Supt., Business Serv. Certificate issued by: E1yi ra- Mattson Signature: Office Technician NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66010 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions'(" Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other raquirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District,,ane up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. MV:c/mydocs/devfees/certificate of compliance 09/30/02 :YOUNG ENGINEERING SERVICES *Engineering aArchitecture-Surveying- Building & Safety Services Letter of Transmittal To: City of La Quinta Attn: Ed Randall Tel No.: (760) 777-7012 We are forwarding: No. of Copies 1 1 1 Date: Project. 8/20/03 53-941 Madison St. . PC#; 0306-366(2 " Check) Tract No.: X By Messenger By Mail Your Pickup Description: Set of redlined plans Set of struct. calcs Soils report w/ updates Set of revised plans i Comments: Plans are acceptable. i I I Thanks Material Sent for: Your Files Per Your Request Your Review z Approval Checking At the request of. Other By: Eric Frenzel Phone # 760-360-5770 ti 77-804 Wildcat Drive, Suite C Palm Desert, CA 92211 (760) 360-5770 Bronz Young JAN -30-04 FRI 4:09 ,PM RIV, CO. FIRE P&E INDIO'. FAX P.O, 1 760.863 7072 P.. 2 I fay y o RIVERSIDE COUNTY FIRE DEPARTMENT In cooperation with the F California Department of For ertry and Fire Protection 210 West San Jacinto Avenue • Perris, California 972,70 ( 9 Fax Tom Tisdale Fire Chief January 30, 2004 roudty, caving the iJtiinoot• ratui Array orILiverside City Of La Quinta County and the Citics of: Building Department Banning ! Re: Fire and Life Safety Clearance Hyde away / Comfort Station Beaumont . The Riverside. County_Fire Department is a fire and life safety for calfines ' •:• granting clearance the Following -53--'—'-4.1,12 Madison-st La-Quinta. Plee.se call if yo should have an - — Y y questions. Canyon Lake _- -. Coachc.11ii . i Desert I I Springs t FRANK KAWASAKI Indian WcUs Chief Fire Department Planner tnd Lake Els nore ' 1 0B La Quit, a —✓ Y Terry DeS y_ b Morcho 'Valley Fire Systems Ins ectors Y p Palm Desert Perris ., Rancho age : iAl San acinto Temecula TD/jl Board or Su ervisont I30b Bu,t' ,! r Ilislricll • John Ts :igtione, ii INSLfict 2 I Am Venable. District 3 Roy Wildon. District 4 Marlon Pshicy, Uistrict 5 EMERGENCY SERVICES DMSION • PLA VNING SECTION . INDIO OFFICE 82 675 Highway 111, 21 FI., Indio, CA 92201 • (760) 863.8886 • Fax (760) 863-7072 T [ or, uccup arucy M: { oF9 . Building & .Safety Department r uilding- } rThis Certificate, isoissued pursuant ,to the requirements `of Section 109 of the California Building- -` Code, certifying that;' at the time of issuance,- this structure. was ,in compliance` with the , " provisions of the Building Code and. the- various ordinances of the aCity regulating building V construction -and/or use. 7- Y - BUILDING ADDRESS- 53-941',% Madison Street', i' Use classification: Commercial';Building Permit No.: 0306-366` . . _ . Occupancy Group: B : - . Type of Construction: VN Land-Use'Z_one: RL O Owner'of Building: ND La'Wnta Partners, LLC Address: -81 -100 AVENUE 53 ` City; ST, ZIP: La Quints CA 92252 r , :By: Bill Gordon ; Date:. 2-4-2004 Building Official r 1 -" r _ "til. _ .• j ., L`u' r POST IN A CONSPICUOUS PLACE a o F o e Q S PBCfF.. QUINTA o ING TY DEPARTMENT 1 Or. LA QUIW(A . 777 012 FiNAN EQUEST LINE 777-7153 OWnerr T,•R Contractor All, PHAf Permit Number POST ON JOB INCONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES ' JOB ADDRESS. 53-941 MAnISON , TItFET \ COME . RT.STATION #3, "B" OCCUPANCY TYPE CONSTRUCTION, 2001 CBC t j TYPE OF INSPECTION DATE ol TEMPORARY POWER INSP. SETBACKS U/G PLUMBING / WASTE U/G ELECTRICAL/ GROUNDING FOOTINGS / STEEL CONCRETE r„ ROL INSUL U/G-PLUMBING; U/G AS • / U/G ELECTRICAL PRE -PLASTER ALARMS / BARRIERS MFINAL INSPECTIONS RMAN TEP. USE OF PE ENT POWER i i - • ELECTRICAL PLUMBING FiANICAL LIC WORKS DEPARTMENT OMMUNITY DEVELOPMENT DEPT.: O FINAL / JOB COMPLETED t I ABOVE APPROVALS DO NOT INCLUDE RIGH TURN ON UTILITIES OR OCCUPY BUILDING NN N = ° oN ~~ n ` 0782Stanton Avo,Suite A,Buena Park, CAAO8%1 (714)523-D)52 Fox(714)523'136A ' 39-725 Garand Ln, Suite G. Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772'3805 ` ` ' ' July 30, 2003 . Project No. 544'2l99 03-07488' Mr. JohoGuodio NDLuQoiotuPartners 5l'l0OAvenue 53 Iu Quinta, California 92853 Project: Comfort Station ' Clive Course ' The . La Qoiotu. California' - Subject: Geotechnical Update ' Ref: Geotechnical ICoQinoeriuB Report prepared by Earth Systems Southwest dated September 22, 2000, File No. 07117-10, Report No. 0O-09'772. , As raguosted, we have reviewed the above ro0areuood geotechnical report as itrelates tothe design and construction of the proposed comfort station. The comfort station site is located within the southeastern corner of the Hideaway Golf Club development in the City of La Qoiotu. California. It is our oodorotuod6og that the proposed comfort otuiioo will be u relatively lightweight wood fruzuo structure supported by conventional shallow spread footings and uconcrete slab oograde. ` The referenced report includes recommendations pertaining to the construction of residential structure foundations. Based upon our review ofthe referenced report, it isour opinion that the structural vuloeo included in the referenced gootoo6oioul engineering report ronooio applicable for the design and construction of the proposed comfort station foundations. The report also includes recommendations for remedialoverexcavation uodre000zpuotion throughout the building area. The building area should be ovareoouvutod toadepth of3feet below original grade or4feet below pad grade, whichever iedeeper. The exposed oorfuoo should be compacted no that a zuiuizuuou of 90 percent relative cocupunbou is attained prior tofill yluuozuoot. The previously removed soil and any fill material should bo placed iothin lifts utnear optimum moisture content and compacted to utleast 98percent relative compaction.. ` July 30, 2003 -2- Project No. 544-2199 03-07-488 Allowable Bearing Pressures: The allowable bearing pressures recommended in the referenced grading report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing, pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf .for each additional 1 'foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable foundation bearing pressures may be increased by one-third when considering wind and seismic loading. The bearing soils are non -expansive and fall within the "very low" expansion category in accordance with Uniform Building Code (UBC) classification criteria. Pertinent 1997 UBC Seismic Design parameters are summarized on the attached data sheet. If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING QPOFEss/O,V. ANDF9s F2 rt, , Brett L. And r Cr 5389 Principal Engineer No. C * Exp. 91/301030/0 6 SER/ c sT c 10 SER/pc FOF CO Copies: 4/ND La Quinta Partners, LLC Sladden Engineering LA QUINTA, CALIFORNIA 92253 GEOTECHNICAL ENGINEERING REPORT COUNTRY CLUB OF THE DESERT, PHASE I LA QUINTA, CALIFORNIA } File No. 07117-10 00=09-772 Earth; Systeans Consultants b ?. Southwest September 22, 2000 File No.: 07117-10 00-09-772 Country Club of the Desert P.O. Box 980 La Quinta, California 92253 Attention: Ms. Aimee Grana Project: Country Club of the Desert, Phase I La Quinta, California p, Subject: GEOTECHNICAL ENGINEERING REPORT Dear Ms. Grana: We take pleasure to present this Geotechnical Engineering Report prepared for the proposed Phase I of the Country Club of the Desert to be located between 52nd and 54th Avenues, and Jefferson and Madison Streets in the City of La Quinta, California. This report presents our findings and recommendations for site grading and foundation design, incorporating the tentative information supplied to our office. This report should stand as a whole, and no part of the report should be excerpted or used to the exclusion of any other part. This report completes our scope of services in accordance with our agreement, dated August 22, 2000. Other services that may be required, such as plan review and grading observation are additional services and will be billed according to the Fee Schedule in effect at the time services are provided. Unless requested in writing, the client is responsible to distribute this report to the appropriate governing agency or other members of the design team. We appreciate the opportunity to provide our professional services. Please contact our office if there are any questions or comments concerning this report or its recommendations. Respectfully submitted, EARTH SYSTEMS CONSULTANTS Southwest Shelton L. Stringer GE 2266 SER/sls/dac Distribution: 6/Country Club of the Desert INTA File 2/BD File V QROFESS/ c G) . Z cn No. 2266 Exp- 6-30-04 FOF CAIt- 4S k EARTH SYSTEMS CONSULTANTS SOUTHWEST TABLE OF CONTENTS I Page Section1 INTRODUCTION .........................................:...:..........`.........................................1 1.;1 project Description .........................; ......................................................................... 1 1.2 Site Description........................................................................................................1 1.3 Purpose and Scope of Work.....................................................................................2 Section 2 METHODS OF INVESTIGATION.....................................................................4 2,1 Field Exploration.....................................................................................................4 2.2 Laboratory Testing....................................................................................................5 Section3 DISCUSSION.........................................................................................................6 3.1 Soil Conditions........................................................................................................6 3.2 Groundwater............................................................................................................6 3.3 Geologic Setting.......................................................................................................6 3.4 Geologic Hazards.....................................................................................................7 j, 3.4.1 Seismic Hazards...........................................................................................7 3.4.2 Secondary Hazards.......................................................................................8 3.4.3 Site Acceleration and UBC Seismic Coefficients........................................9 Section4 CONCLUSIONS..................................................................................................11 1 + Section 5 RECOMMENDATIONS.....................................................................................12 SITE DEVELOPMENT AND GRADING......................................................................12 5.1 Site Development - Grading..................................................................................12 5.2 Excavations and Utility Trenches..........................................................................13 5.3 Slope Stability of Graded Slopes...........................................................................14 STRUCTURES................................................................................................................1.4 5.4 Foundations............................................................................................................ 5.5 Slabs-on-Grade......................................................................................................15 I, 5.6 Retaining Walls......................................................................................................16 it 5.8 Seismic Design Criteria .........................................................................................17 5.9 Pavements...............................................18 Section 6 LIMITATIONS AND ADDITIONAL SERVICES..........................................20 j 6.1 Uniformity of Conditions and Limitations.............................................................20 6.2 Additional Services...............................................................................................21 REFERENCES...............................................................................................................22 APPENDIX A I; Site Location Map Boring Location Map Table 1 Fault Parameters 1 1997 Uniform Building Code Seismic'Parameters ff 2000 International Building Code.Seismic Parameters EL6gs of Borings APPENDIX 'B j .. Laboratory Test Results 4S k EARTH SYSTEMS CONSULTANTS SOUTHWEST This Geotechnical. Engineering Report: has been prepared for the proposed Phase I of the Country Pub of the Desert to be located between 52nd and 54th Avenues, and Jefferson and Madison Streets in the City of La Quinta, California. 'IThe project will ultimately consist of three, 18 -hole golf courses with about 766 residential units fbuilt on prepared pads. A clubhouse with parking facilities, pool, spa and driving range is liproposed to be constructed at the northwestem.portion of the project site. A maintenance facility 1w1ll be constructed at the southwest corner of 52nd Avenue to 54th Avenue with three proposed ';auto or golf cart under crossings. Based on preliminary mass grading plans prepared by Dye Designs of Denver, Colorado, dated ';,May 12, 2000, extensive mass -grading is proposed to construct the golf courses and "super" pads 'for the residential units. Fills as much as 20 feet are proposed at the ends of cul-de-sacs. Cuts as Jideep as 20 to 26 feet are proposed to construct several small lakes for the golf courses. Slopes as I1high as 30 to 32 feet with 2:1 (ho rizontal:vertical) slopes .are proposed. Overall, in excess of 14,000,000 cubic yards of earthwork is anticipated. l ' The proposed clubhouse and residences are assumed to be one-story structures. We anticipate :that the proposed structures will be of wood -frame construction and will be supported by J!conventional shallow continuous or pad footings. Site development will include mass grading, {i"super" building pad preparation, underground utility installation, street and parking lot construction, and golf course development. 6e used maximum column loads of 50 kips and a maximum wall loading of 3 kips per linear i,foot as a basis for the foundation recommendations for residences and the clubhouse. All loading j is assumed to be dead plus actual live load. If actual structural loading is to exceed these ;assumed values, we might need to reevaluate the given recommendations. X1.2 Site Description 1 The entire project site consists of approximately 900 acres of land consisting of most of Section ,9, and the southern half and the western 80 -acres of the northern half Section 10, Township 6 IlSouth, Range 7 East, San Bernardino baseline and meridian (see Figure 1 in Appendix A). The site is irregular in shape, and generally bounded by Jefferson Street and the Coachella (All 1EAmerican) Canal to the west, Avenue 52 to the north, agricultural properties and Monroe Street !Ito the east and Avenue 54 to the south. The site is a mixture of undeveloped desert land, agricultural land, and ranches. The topography of the site• was moderately undulating to flat. Artificial ponds are located in several portions of F the site. No other significant surface drainage features were observed. The elevation of the site ranges from approximately 22 feet above Mean Sea Level (MSL) to 29 feet below MSL.. The,project site consists primarily of formerly agricultural and undeveloped land associated with EARTH SYSTEMS CONSULTANTS SOUTHWEST eSepteni1je6r22 2000, °1 ' File No.: 07117-10 ... .. '. ..:. .... ... 9 -w r 00-09-772 i Section 1 1 INTRODUCTION t1 1.1 Project Description This Geotechnical. Engineering Report: has been prepared for the proposed Phase I of the Country Pub of the Desert to be located between 52nd and 54th Avenues, and Jefferson and Madison Streets in the City of La Quinta, California. 'IThe project will ultimately consist of three, 18 -hole golf courses with about 766 residential units fbuilt on prepared pads. A clubhouse with parking facilities, pool, spa and driving range is liproposed to be constructed at the northwestem.portion of the project site. A maintenance facility 1w1ll be constructed at the southwest corner of 52nd Avenue to 54th Avenue with three proposed ';auto or golf cart under crossings. Based on preliminary mass grading plans prepared by Dye Designs of Denver, Colorado, dated ';,May 12, 2000, extensive mass -grading is proposed to construct the golf courses and "super" pads 'for the residential units. Fills as much as 20 feet are proposed at the ends of cul-de-sacs. Cuts as Jideep as 20 to 26 feet are proposed to construct several small lakes for the golf courses. Slopes as I1high as 30 to 32 feet with 2:1 (ho rizontal:vertical) slopes .are proposed. Overall, in excess of 14,000,000 cubic yards of earthwork is anticipated. l ' The proposed clubhouse and residences are assumed to be one-story structures. We anticipate :that the proposed structures will be of wood -frame construction and will be supported by J!conventional shallow continuous or pad footings. Site development will include mass grading, {i"super" building pad preparation, underground utility installation, street and parking lot construction, and golf course development. 6e used maximum column loads of 50 kips and a maximum wall loading of 3 kips per linear i,foot as a basis for the foundation recommendations for residences and the clubhouse. All loading j is assumed to be dead plus actual live load. If actual structural loading is to exceed these ;assumed values, we might need to reevaluate the given recommendations. X1.2 Site Description 1 The entire project site consists of approximately 900 acres of land consisting of most of Section ,9, and the southern half and the western 80 -acres of the northern half Section 10, Township 6 IlSouth, Range 7 East, San Bernardino baseline and meridian (see Figure 1 in Appendix A). The site is irregular in shape, and generally bounded by Jefferson Street and the Coachella (All 1EAmerican) Canal to the west, Avenue 52 to the north, agricultural properties and Monroe Street !Ito the east and Avenue 54 to the south. The site is a mixture of undeveloped desert land, agricultural land, and ranches. The topography of the site• was moderately undulating to flat. Artificial ponds are located in several portions of F the site. No other significant surface drainage features were observed. The elevation of the site ranges from approximately 22 feet above Mean Sea Level (MSL) to 29 feet below MSL.. The,project site consists primarily of formerly agricultural and undeveloped land associated with EARTH SYSTEMS CONSULTANTS SOUTHWEST •F 5. rt..i " —, .. "iiR (: ' :. 3'. Sc k ' ' '`} i 3' yi ,. 1 Yr ; > S th" , ... r •.T • .:tfi' r r .'' ;r i'. 8e01ember,22, 2000 : File No:: 07117 10 x 00-09-772 L . former ranches on thero ert . The Fowler Q p p y o ler Pacl. n Ranch and the vineyards on the Majestic Property are the only two areas currently in -use for agriculture as of the date of this report. Debris was observed in several portions of the project. site. The debris appeared to consist primarily of green waste. Most of the debris appeared to be quite old, except for the material in ;'the dry pond in the northeastern portion of the site, or the material actively being dumped by Arid Zone Farms Nursery in the western portion of the site. l Pe vicinity around the site consists primarily of a mix of undeveloped, residential, and agricultural properties, with the All American Coachella Canal bordering the site to the -!northwest. Residences were associated with some of the agricultural land. I j There are underground and overhead utilities near and within the development area. These utility Jines include but are not limited to domestic water, electric, sewer, and irrigation lines. Evidence 's'Of an underground irrigation distribution system was observed in several portions of the site, 11,including both onsite and regional distribution pipelines. 1 111.3 Purpose and Scope of Work #The purpose for our services was to evaluate the site soil conditions and to provide professional opinions and recommendations regarding the proposed development of the site. The scope of work included the following: ➢ A general reconnaissance of the site. ➢ Shallow subsurface exploration by drilling 24 exploratory borings and four cone h penetrometer (CPT) soundings to depths ranging from 31.5 to 50 feet. ➢ Laboratory testing of selected soil samples obtained from the exploratory borings. ➢ Review of selected published technical literature pertaining to the site and previous geotechnical reports prepared for prior conceptual developments for the properties conducted by Buena Engineers in 1989 and 1990. ➢ Engineering analysis and evaluation of the acquired data from the exploration and testing programs. !' ➢ A summary of our findings and recommendations in this written report. i +'This report contains the following: ➢ Discussions on subsurface soil and groundwater conditions. ➢ Discussions on regional and local geologic conditions. ➢ Discussions on geologic and seismic hazards. ➢ Graphic and tabulated results of laboratory tests and field studies. ➢ Reconunendations regarding: • Site development and grading criteria, • Excavation conditions. and buried utility installations, • Structure foundation type and design, •. Allowable foundation bearing capacity and expected total and differential settlements, Concrete slabs -on -grade, ? Lateral earth pressures and coefficients, y Mitigation of the potential corrosivity of site soils to concrete ,and steel reinforcement, EARTH SYSTEMS CONSULTANTS SOUTHWEST i esign parame ers, • Pavement structural sections. lot Contained In This Report: .Although available through Earth Systems Consultants outhwest, the current scope of our services does not include: ➢ A corrosive study to determine cathodic protection of concrete or buried pipes. i An environmental assessment. ➢ Investigation for. the presence or absence of wetlands, hazardous or toxic materials in the . soil, surface water, groundwater; or air on, below, or adjacent to the subject property. ➢ . Separate Phase I and Phase -II Environment Site Assessment reports have been prepared by Earth Systems Consultants Southwest in 1998, 1999, and 2000. EARTH SYSTEMS C6NSULTAN1TS SOUTrf WEST 'Jt, ,�F " ` Se tember p 2000 22 3 File No. 07117 10 t '00=09 °772,' ; .. • Seism`c d t t i esign parame ers, • Pavement structural sections. lot Contained In This Report: .Although available through Earth Systems Consultants outhwest, the current scope of our services does not include: ➢ A corrosive study to determine cathodic protection of concrete or buried pipes. i An environmental assessment. ➢ Investigation for. the presence or absence of wetlands, hazardous or toxic materials in the . soil, surface water, groundwater; or air on, below, or adjacent to the subject property. ➢ . Separate Phase I and Phase -II Environment Site Assessment reports have been prepared by Earth Systems Consultants Southwest in 1998, 1999, and 2000. EARTH SYSTEMS C6NSULTAN1TS SOUTrf WEST September 22, 2000 - 4 - File No. 0.7.117 10 .. . -- 00=09-772- -- jl + Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration Il Soil Borings: Twenty-four exploratory borings were drilled- to depths of about 31.5 feet below the existing ground surface to observe the soil profile and to obtain samples for laboratory testing. The borings were drilled on August 18 and 23, using 8-inch outside diameter hollow- stem augers, and powered by a Mobile B61 truck-mounted drilling rig. The'boring locations are shown on the boring location map; Figure 2, in Appendix A. The locations shown are if approximate, established by pacing and sighting from existing topographic features. Samples were obtained within the test borings using a Standard Penetration (SPT) sampler (ASTM D 1586) and a Modified California (MC) ring sampler (ASTM D 3550 with shoe similar to ASTM D 1586). The SPT sampler has a 2 -inch outside diameter and a 1.38 -inch inside diameter. The MC sampler has a 3 -inch outside diameter and a 2.37 -inch inside diameter. The samples were obtained by driving the sampler with a 140 -pound downhole hammer dropping 30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in I containers and returned to the laboratory. Bulk samples were also obtained from auger cuttings, i representing a mixture of soils encountered at the depths noted. it The final logs of the borings represent our interpretation of the contents of the field logs and the results of laboratory testing performed on the samples obtained during the subsurface 11 investigation. The final logs are included in Appendix A of this report. The stratification lines represent the approximate boundaries between soil types although the transitions, however, may ! be gradational. CPT Soundings: Subsurface exploration was supplemented on August 28, 2000, using Fugro, I Inc. of Santa Fe Springs, California to advance four electric cone penetrometer (CPT) soundings to an approximate depth of 50 feet. The soundings were made at the approximate locations shown on the Site Exploration Plan, Figure 2, in Appendix A. CPT soundings provide a nearly continuous profile of the soil stratigraphy with readings every 5 cm (2 inch) in depth. Direct sampling for visual and physical confirmation of soil properties is generally recommended with CPT exploration in large geographical regions. The author of this report has generally confirmed accuracy of CPT interpretations from extensive work at numerous Imperial and Coachella Valley sites. The CPT exploration was conducted by hydraulically advancing an instrument 10 cm2 conical probe into the ground at a ground rate of 2 cm per second using a 23 -ton truck as a reaction mass. An electronic. data acquisition system recorded a nearly continuous log of the resistance of the soil against the cone tip (Qc) and soil friction against the cone sleeve (Fs) as the probe was advanced. Empirical relationships (Robertson and Campanella, 1989) were applied to the data to give a nearly continuous profile of the soil stratigraphy. Interpretation -of CPT data provides correlations for SPT blow count, phi (0) angle (soil friction angle), ultimate' shear strength (Su) of clays, and soil type. ti EARTH SYSTEMS CONSULTANTS SOUTHWEST 2.2 Laboratory Testing Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing include soils that would be exposed and used during grading, and those deemed to be within the influence of the proposed structure. Test results are presented in graphic and tabular form in Appendix B of this report. The tests were conducted in general accordance with the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. Our testing program consisted of the following: In-situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937). i Maximum density tests were performed to evaluate the moisture -density relationship of typical soils encountered (ASTM D 1557-91). Particle Size Analysis (ASTM D 422) to classify and "evaluate soil composition. The gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures. i Consolidation (Collapse Potential) (ASTM D 2435 and D5333) to evaluate the compressibility and hydroconsolidation (collapse) potential of the soil. i Liquid and Plastic Limits tests to evaluate the plasticity and expansive nature of clayey soils. Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the potential adverse effects of the soil on concrete and steel. EARTH SYSTEMS CONSULTANTS SOUTHWEST r ;{ September 22, 2000 , „y No 07117 1 ,' i, ,5 , KR't •~ih hl hi :i-' r'`r a .. ; yFile w'p, w. r4-, .rt7o ' n ,-y -%' J oa Interpretive logs of the CPT, soundings are presented in Appendix A of this report. The stratification lines shown on the subsurface logs .represent the approximate boundaries between the various strata. However; -'the transition from one stratum to another may be gradational. 2.2 Laboratory Testing Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing include soils that would be exposed and used during grading, and those deemed to be within the influence of the proposed structure. Test results are presented in graphic and tabular form in Appendix B of this report. The tests were conducted in general accordance with the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. Our testing program consisted of the following: In-situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937). i Maximum density tests were performed to evaluate the moisture -density relationship of typical soils encountered (ASTM D 1557-91). Particle Size Analysis (ASTM D 422) to classify and "evaluate soil composition. The gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures. i Consolidation (Collapse Potential) (ASTM D 2435 and D5333) to evaluate the compressibility and hydroconsolidation (collapse) potential of the soil. i Liquid and Plastic Limits tests to evaluate the plasticity and expansive nature of clayey soils. Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the potential adverse effects of the soil on concrete and steel. EARTH SYSTEMS CONSULTANTS SOUTHWEST I Se .tember 22'000 .P 2... Section 3 _ DISCUSSION . -., Ia 3.1 Soil Conditions x File No `071.17-.10 s 00ry'09-772 The field exploration indicates that site soils consist primarily of an upper layer of silty sand to sandy silt soils (Unified Soil Classification Symbols of SM and ML). These soils are loose to medium dense. At depths greater than 5 feet, layers of clayey silt soils and some layers of sand were encountered.' The boring and CPT logs provided in Appendix A include more detailed descriptions of the soils encountered. The upper soils are visually classified to be in the very low expansion category in accordance with Table 18A -I -B of the Uniform Building Code. Clayey silt soils are expected to be in the low expansion category. In arid climatic regions, granular soils may have a potential to collapse upon wetting. Collapse (hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix dissolve, causing the soil to densify from its loose configuration from deposition. Consolidation tests indicate 1 to 3% collapse upon inundation and is considered a slight to moderate site risk. The hydroconsolidation potential is commonly mitigated by recompaction of a zone beneath building pads. The site lies within a recognized blow sand hazard area. Fine particulate matter (PMio) can create an air quality hazard if dust is blowing. Watering the surface, planting grass or landscaping, or hardscape normally mitigates this hazard. 3.2 Groundwater Free groundwater was not encountered in the borings or CPT soundings during exploration. The depth to groundwater in the area is believed to be about 69 feet based on 1999 water well data obtained for the well near the former Colchest Ranch house from the Coachella Valley Water District. Groundwater levels may fluctuate with, irrigation, drainage, regional pumping from wells, and site grading. The development of perched groundwater is possible over clayey soil layers with heavy imgati.on. 3.3 Geologic Setting Regional Geology: The site lies within the Coachella Valley, a part of the Colorado 'Desert f geomorphic province. A significant feature within the Colorado Desert geomorphic province is the Salton Trough. The Salton Trough is a large northwest -trending structural depression that extends from San Gorgonio Pass, approximately 180 miles to the Gulf of California. Much of II this depression in the area of the Salton Sea is below sea level. The .Coachella Valley forms the northerly portion of the Salton Trough. :The Coachella Valley contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains surroundind, the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of the San Bernardino Mountains on the northwest, and the San Jacinto and Santa Rosa Mountains on the southwest. These mountains expose primarily Precambrian metamorpHic and ' EARTH SYSTEMS CONSULTANTS SOUTHWEST ., ; •r ; - 6 . -., Ia 3.1 Soil Conditions x File No `071.17-.10 s 00ry'09-772 The field exploration indicates that site soils consist primarily of an upper layer of silty sand to sandy silt soils (Unified Soil Classification Symbols of SM and ML). These soils are loose to medium dense. At depths greater than 5 feet, layers of clayey silt soils and some layers of sand were encountered.' The boring and CPT logs provided in Appendix A include more detailed descriptions of the soils encountered. The upper soils are visually classified to be in the very low expansion category in accordance with Table 18A -I -B of the Uniform Building Code. Clayey silt soils are expected to be in the low expansion category. In arid climatic regions, granular soils may have a potential to collapse upon wetting. Collapse (hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix dissolve, causing the soil to densify from its loose configuration from deposition. Consolidation tests indicate 1 to 3% collapse upon inundation and is considered a slight to moderate site risk. The hydroconsolidation potential is commonly mitigated by recompaction of a zone beneath building pads. The site lies within a recognized blow sand hazard area. Fine particulate matter (PMio) can create an air quality hazard if dust is blowing. Watering the surface, planting grass or landscaping, or hardscape normally mitigates this hazard. 3.2 Groundwater Free groundwater was not encountered in the borings or CPT soundings during exploration. The depth to groundwater in the area is believed to be about 69 feet based on 1999 water well data obtained for the well near the former Colchest Ranch house from the Coachella Valley Water District. Groundwater levels may fluctuate with, irrigation, drainage, regional pumping from wells, and site grading. The development of perched groundwater is possible over clayey soil layers with heavy imgati.on. 3.3 Geologic Setting Regional Geology: The site lies within the Coachella Valley, a part of the Colorado 'Desert f geomorphic province. A significant feature within the Colorado Desert geomorphic province is the Salton Trough. The Salton Trough is a large northwest -trending structural depression that extends from San Gorgonio Pass, approximately 180 miles to the Gulf of California. Much of II this depression in the area of the Salton Sea is below sea level. The .Coachella Valley forms the northerly portion of the Salton Trough. :The Coachella Valley contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains surroundind, the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of the San Bernardino Mountains on the northwest, and the San Jacinto and Santa Rosa Mountains on the southwest. These mountains expose primarily Precambrian metamorpHic and ' EARTH SYSTEMS CONSULTANTS SOUTHWEST ., ; Se ternber 22 2OUO` A - 7 File No. 07117-10 31-4 �. , 00-09-772 IFMesozoic granitic rocks. The San Andreas Fault zone within the Coachella Valley consists of �the.Gamet Hill Fault, the Banning Fault, and the Mission Creek Fault that traverse along the }northeast.margineof the valley. m 'Local Geology: The project site is located within the lower portion of the Coachella Valley. The {upper sediments within the lower valley consist of fine to coarse-grained sands with interbedded 1 clays and silts, of aeolian (wind-blown), and alluvial (water -laid) origin. ,3.4 Geologic Hazards lGeologic hazards that may affect the region include seismic hazards (surface fault rupture, P ground shaking, soil liquefaction, and other secondary earthquake -related hazards slope �IgT g, q D' q ), P i�instability, flooding, ground subsidence, and erosion. A discussion follows on the specific ;hazards to this site. 'i !3.4.1 Seismic Hazards `Seismic Sources: Our research of regional faulting indicates that several active faults or seismic .zones lie within 62 miles (100 kilometers) of the project site as shown on Table 1 in j Appendix A. The primary seismic hazard to the site is strong groundshaking from earthquakes `along the San Andreas and Sari Jacinto Faults. The Maximum Magnitude Earthquake (M.ax) lilisted is from published geologic information available for each fault (CDMG, 1996). The Mr„ax corresponds to the maximum earthquake believed to be tectonically possible. !Surface Fault Rupture: The project site does not lie within a currently delineated State of California, Alquist-Priolo Earthquake Fault Zone (Hart, 1994). Well -delineated fault lines cross l,through this region as shown on California Division of Mines and Geology (CDMG) maps (Jennings, 1994). Therefore, active fault rupture is unlikely to occur at the project site. While 1 fault rupture would most likely occur along previously established fault traces, future fault (rupture could occur at other locations. �E Historic Seismicity: Six historic seismic events (5.9 M or greater) have significantly affected the Coachella Valley this century. They are as follows: f• Desert Hot Springs Earthquake - On December 4, 1948; a magnitude 6.5 ML (6.OMw) earthquake occurred east of Desert Hot Springs. This event was strongly felt in the Palm Springs area. • Palm Springs Earthquake - A magnitude 5.9 ML (6.2M„) earthquake occurred on July 8, 1986 in the i� Painted Hills causing minor surface creep of the Banning segment of the San Andreas Fault. This {' event was strongly felt in the Palm Springs area and caused structural damage, as well as injuries. If Joshua Eree Earthquake - On April 22, 1992, a magnitude 6.1 Mc (6.1Mw) earthquake occurred in the mountains 9 miles east of Desert Hot Springs. Structural damage and minor injuries occur -ed in 1 the Palm Springs area as a result of this earthquake. • Landers & Big Bear Earthquakes - Early on June 28, 1992, a magnitude 7.5 Ms (7.3MW) earthquake 1� occurred near Landers, the largest seismic event in Southern California for 40 years. 'Surface rupture 11 occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow. About three hours later, a magnitude 6.6 Ms (6.4M�,) earthquake occurred near Big Bear Lake. No significant structural damage from these earthquakes was reported in the Palm Spririgs area. �; EARTH SYSTEMS CONSULTANTS SOUTHWEST • Hector Mine Earthquake - On October 16, 1999, a magnitude 7.1Mw earthquake occurred on the Lavic Lake and Bullion Mountain Faults north. of 29 Palms. This event while widely felt, no significant structural damage has been reported in the Coachella Vasey. If J Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. In 1996, the California Division of Mines and Geology 1 (CDMG) and the United -States Geological Survey (USGS) completed the latest generation of probabilistic seismic hazard maps for use in the 1997 UBC. We have used these maps in our evaluation of the seismic risk at the site. The Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22% conditional probability that a magnitude 7 or greater earthquake may occur between 1994 to, 2024 along the Coachella segment of the San Andreas Fault. IThe primary seismic risk at the site is a potential earthquake along the San Andreas Fault. Geologists believe that the San Andreas Fault has characteristic earthquakes that result from l.rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.4 for the !Southern Segment of the fault. This segment has the longest elapsed time since rupture than any !other portion of the San Andreas Fault. The last rupture occurred about 1690 AD, based on Idating by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on about 1020, ,I 1300, and 1450 AD, with an average recurrence intenial of about 220 years. The San Andreas ;j Fault may rupture in multiple segments producing a higher magnitude earthquake. Recent 11 paleosetsmic studies suggest that the San Bernardino Mountain Segment to the north and the Coachella Segment may have both ruptured together in 1450 and 1690 AD (WGCEP, 1995). 3.4.2 *Secondary Hazards lE Secondary seismic hazards related to ground shaking include soil liquefaction, ground deformation, areal subsidence, tsunamis, and- seiches. The site is far inland so the hazard from tsunamis is non-existent. At the present time, no water storage reservoirs are, located in the immediate vicinity of the site. Therefore, hazards from seiches are considered negligible at this k time. I Soil Liquefaction: Liquefaction is the loss of soil strength from sudden shock (usually earthquake shaking), causing the soil to become a fluid mass. In general, for the,effects of liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the ground surface and the soils within the saturated zone must also be susceptible to liquefaction. The potential for liquefaction to occur at this site is considered low because the depth of lk groundwater beneath the site exceeds 50 feet. No free groundwater was encountered in our I exploratory borings or CPT Soundings. Only the extreme southeastern part of the Phase 1 area lies within the Riverside County liquefaction study zone. Ground Deformation and Subsidence: Non -tectonic ground deformation consists of cracking of the ground with little to no displacement. This type of deformation is generally associated with differential shaking of two or more geologic• units with differing engineering characteristics. Ground deformation may also be caused by liquefaction. As the ,site is relatively flat with J consistent geologic rnaterial, and has a low potential for liquefaction, the potential for ground deformation' is also considered to be low. J EARTH SYSTEMS CONSULTANTS SOUTHWEST_ _- r _ September 22; 2000 r -8 r - File No'.:': 0.7117-10 l y 00=09-772` ' ` • Hector Mine Earthquake - On October 16, 1999, a magnitude 7.1Mw earthquake occurred on the Lavic Lake and Bullion Mountain Faults north. of 29 Palms. This event while widely felt, no significant structural damage has been reported in the Coachella Vasey. If J Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. In 1996, the California Division of Mines and Geology 1 (CDMG) and the United -States Geological Survey (USGS) completed the latest generation of probabilistic seismic hazard maps for use in the 1997 UBC. We have used these maps in our evaluation of the seismic risk at the site. The Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22% conditional probability that a magnitude 7 or greater earthquake may occur between 1994 to, 2024 along the Coachella segment of the San Andreas Fault. IThe primary seismic risk at the site is a potential earthquake along the San Andreas Fault. Geologists believe that the San Andreas Fault has characteristic earthquakes that result from l.rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.4 for the !Southern Segment of the fault. This segment has the longest elapsed time since rupture than any !other portion of the San Andreas Fault. The last rupture occurred about 1690 AD, based on Idating by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on about 1020, ,I 1300, and 1450 AD, with an average recurrence intenial of about 220 years. The San Andreas ;j Fault may rupture in multiple segments producing a higher magnitude earthquake. Recent 11 paleosetsmic studies suggest that the San Bernardino Mountain Segment to the north and the Coachella Segment may have both ruptured together in 1450 and 1690 AD (WGCEP, 1995). 3.4.2 *Secondary Hazards lE Secondary seismic hazards related to ground shaking include soil liquefaction, ground deformation, areal subsidence, tsunamis, and- seiches. The site is far inland so the hazard from tsunamis is non-existent. At the present time, no water storage reservoirs are, located in the immediate vicinity of the site. Therefore, hazards from seiches are considered negligible at this k time. I Soil Liquefaction: Liquefaction is the loss of soil strength from sudden shock (usually earthquake shaking), causing the soil to become a fluid mass. In general, for the,effects of liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the ground surface and the soils within the saturated zone must also be susceptible to liquefaction. The potential for liquefaction to occur at this site is considered low because the depth of lk groundwater beneath the site exceeds 50 feet. No free groundwater was encountered in our I exploratory borings or CPT Soundings. Only the extreme southeastern part of the Phase 1 area lies within the Riverside County liquefaction study zone. Ground Deformation and Subsidence: Non -tectonic ground deformation consists of cracking of the ground with little to no displacement. This type of deformation is generally associated with differential shaking of two or more geologic• units with differing engineering characteristics. Ground deformation may also be caused by liquefaction. As the ,site is relatively flat with J consistent geologic rnaterial, and has a low potential for liquefaction, the potential for ground deformation' is also considered to be low. J EARTH SYSTEMS CONSULTANTS SOUTHWEST_ 64} e r September 22,-2000 _'9 - File No.: 07117 10 00-09-772 } The potential for seismically induced ground subsidence is considered to be moderate at the site. Dry sands tend to settle and dens 1fy;.-vhen subjected to strong earthquake shaking. The amount of subsidence is dependent on relative density of the soil,- groundshaking (cyclic shear strain), and earthquake duration (number of strain cycles). Uncompacted fill areas may be susceptible to seismically induced settlement. Slope Instability: The site is currently relatively flat. Mass -grading will reshape the topography so that slopes are as high as 20 to 30. feet with up to 2:1 (horizontal:vertical) inclination will exist.' - Therefore, potential hazards from slope instability, landslides, or debris flows are considered negligible to low. Flooding: The project site does not lie within a designated FEMA 100 -year flood plane. The project site may be in an area where sheet flooding and erosion (especially on slopes) could occur. Significant grade changes are proposed for the site. Appropriate project design, construction, and maintenance can minimize the site sheet flooding potential. 3.4.3 Site Acceleration and UBC Seismic Coefficients Site Acceleration: The potential intensity of ground motion may be estimated the horizontal peak ground acceleration (PGA), measured in "g" forces. Included in Table 1 are deterministic estimates of site acceleration from possible earthquakes at nearby faults. Ground motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone. Accelerations also are dependent upon attenuation by rock and soil deposits, direction of rupture, and type of fault. For these reasons, ground motions may vary considerably in the same general area. This variability can be expressed statistically by a standard deviation about a mean relationship. The PGA is an inconsistent scaling factor to compare to the UBC Z factor and is generally a poor indicator of potential structural damage during an earthquake. Important factors influencing the structural performance are the duration and frequency of strong ground motion, local subsurface conditions, soil -structure interaction, and structural details. Because of these factors, an effective peak acceleration (EPA) is used in structural design. The following table provides the probabilistic estimate of the PGA and EPA taken from the 1996 CDMG/USGS seismic hazard maps. EARTH SYSTEMS CONSULTANTS; SOUTHWEST �f EARTH SYSTEMS CONSULTANTS; SOUTHWEST -a Equivalent Return Period (years) PGA (g)' Approximate EPA (g) z 10% exceedance in 50 years 475 _LIT 0.45 Table 16-J Seismic Source Type: i:, '{September 22, 2000 Closest Distance to Known Seismic Source: - 10 - File No. 07117 10'<<" Near Source Factor, Na: -a Estimate of PGA.and EPA:fom 1996 CDMG/USGS Probabilistic Seismic Hazard Mans Risk Equivalent Return Period (years) PGA (g)' Approximate EPA (g) z 10% exceedance in 50 years 475 _LIT 0.45 Table 16-J Seismic Source Type: 'A Table 16-U Closest Distance to Known Seismic Source: - 10 - File No. 07117 10'<<" Near Source Factor, Na: 1.01 Table 16-S Near Source Factor, Nv: 1.22 00-09 ,772. Estimate of PGA.and EPA:fom 1996 CDMG/USGS Probabilistic Seismic Hazard Mans Risk Equivalent Return Period (years) PGA (g)' Approximate EPA (g) z 10% exceedance in 50 years 475 1 0.49 0.45 Notes: 1. Based on a soft rock site, Ssic and soil amplification factor of 1.0 for Soil Profile Type Sp. 2. Spectral acceleration (SA) at period of 0.3 seconds divided by 2.5 for 5% damping, as defined by the Structural Engineers Association of California (SEAOC, 1996). 1997 UBC Seismic Coefficients: The Uniform Building Code (UBC) seismic design are based on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a 10% probability of occurrence in 50 years. The PGA and EPA estimates given above are provided for information on the seismic risk inherent in the UBC design. The following lists the seismic and site coefficients given in Chapter 16 of the 1997 Uniform Building Code (UBC). 1997 UBC Seismic Coefficients for Chapter 16 Seismic Provisions Reference Seismic Zone: 4 Figure 16-2 Seismic Zone Factor, Z: 0.4 Table 16-I Soil Profile Type: Sp Table 16-J Seismic Source Type: 'A Table 16-U Closest Distance to Known Seismic Source: 9.8 km = 6.1 miles (San Andreas Fault) Near Source Factor, Na: 1.01 Table 16-S Near Source Factor, Nv: 1.22 Table 16-T Seismic Coefficient, Ca: 0.44 = 0.44Na Table 16-Q Seismic Coefficient, Cv: 0.78 = 0.64Nv Table 16-R Seismic Zoning: The Seismic Safety Element of the 1984 Riverside County General Plan establishes groundshaking hazard zones. The majority of the project area is mapped in Ground Shaking Zone IIB. Ground Shaking Zones are based on distance from causative faults and underlying soil types. The site does not lie within the Liquefaction Hazard area established by this Seismic Safety Element. These groundshaking hazard zones are used in deciding suitability I f land use. 2000 IBC Seismic Coefficients: For comparative purposes, the newly released 2000 International Building Code (IBC) seismic and site coefficients are given in Appendix A. As of the issuance of this report, we are unaware when governing jurisdictions may adopt or modify the IBC provisions. G Section 4 CONCLUSIONS } File No.:071z17a10. N. r 00-09"772 3 t; September 22,_2000, -11 G Section 4 CONCLUSIONS The.following is a summary of our conclusions- and professional opinions based on the data F obtained from a review of selected technical literature and the site evaluation. The primary geologic hazard relative to site development is severe ground shaking from earthquakes originating on nearby faults. In our opinion, a major seismic event originating on the local segment of the San. Andreas Fault zone would' be the most likely cause of significant earthquake activity at te site within the estimated design life of the proposed development. The project site is in seismic Zone 4 as defined in the Uniform Building Code. A qualified professional who is aware of the site seismic setting should design any permanent structure constructed on the site. Ground subsidence from seismic events or hydroconsolidation is a potential hazard in the Coachella Valley area. Adherence to the following grading and structural recommendations should reduce potential settlement problems from seismic forces, heavy rainfall or irrigation, flooding, and the weight of the intended structures. The soils are susceptible to wind and eater erosion. Preventative measures to minimize seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also be implemented during construction. Other geologic hazards including ground rupture, liquefaction, seismically induced flooding, and landslides are considered low or negligible on this site. > The upper soils were found to be relatively loose to medium dense silty sand to sandy silt overlying layers of clayey soils. In our opinion, the soils within building and structural areas will require over excavation and recompaction to improve bearing capacity and reduce settlement from static loading. Soils should be readily cut by normal grading equipment. i Earth Systems Consultants Southwest (ESCSW) should provide geotechnical engineering services during project design, site development, excavation, grading, and foundation construction phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Plans and specifications should be provided to ESCSW prior to grading. Plans should include the grading plans, foundation plans, and foundation details. Preferably, structural loads should be shown on the foundation plans. 4 ! , EARTH SYSTEMS CONSULTANTS SOUTHWEST y } File No.:071z17a10. r 00-09"772 j The.following is a summary of our conclusions- and professional opinions based on the data F obtained from a review of selected technical literature and the site evaluation. The primary geologic hazard relative to site development is severe ground shaking from earthquakes originating on nearby faults. In our opinion, a major seismic event originating on the local segment of the San. Andreas Fault zone would' be the most likely cause of significant earthquake activity at te site within the estimated design life of the proposed development. The project site is in seismic Zone 4 as defined in the Uniform Building Code. A qualified professional who is aware of the site seismic setting should design any permanent structure constructed on the site. Ground subsidence from seismic events or hydroconsolidation is a potential hazard in the Coachella Valley area. Adherence to the following grading and structural recommendations should reduce potential settlement problems from seismic forces, heavy rainfall or irrigation, flooding, and the weight of the intended structures. The soils are susceptible to wind and eater erosion. Preventative measures to minimize seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also be implemented during construction. Other geologic hazards including ground rupture, liquefaction, seismically induced flooding, and landslides are considered low or negligible on this site. > The upper soils were found to be relatively loose to medium dense silty sand to sandy silt overlying layers of clayey soils. In our opinion, the soils within building and structural areas will require over excavation and recompaction to improve bearing capacity and reduce settlement from static loading. Soils should be readily cut by normal grading equipment. i Earth Systems Consultants Southwest (ESCSW) should provide geotechnical engineering services during project design, site development, excavation, grading, and foundation construction phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Plans and specifications should be provided to ESCSW prior to grading. Plans should include the grading plans, foundation plans, and foundation details. Preferably, structural loads should be shown on the foundation plans. 4 ! , EARTH SYSTEMS CONSULTANTS SOUTHWEST y !September 22; 2000 Section 5 RECOMMENDATIONS SITE DEVELOPMENT AND GRADING ;!5.1 Site Development - Grading j 9 t]] File No.- 07117 10 ` ;. ; . x`00=09-772 :T r= A representative of ESCSW should observe site grading and the bottom of excavations prior to rplacing fill. Local variations in soil conditions may warrant increasing the depth of recompaction f,and over -excavation. 11Clearina and Grubbing: Prior to site grading existing vegetation, trees, large roots, old structure, J,, foundations, uncompacted fill, construction debris, trash, and abandoned underground utilities ,should be removed from the proposed building, structural, and pavement areas. The surface should be stripped of organic growth and removed from the construction area. Areas disturbed during demolition and clearing should be properly backfilled and compacted as described below. Non-structural (golf course) areas may be used as disposal areas for resulting debris as 'designated clearly on grading plans and approved by project owner, engineers and governing rjunsdictions. Building Pad Preparation: Because of the non-uniform and under -compacted nature of the site i soils, we recommend recompaction of soils in the building and structural areas. The existing surface soils within the building pad and structural areas should be over -excavated to 30 inches Iibelow existing grade or a minimum of 24 inches below the footing level (whichever is lower). The over -excavation should extend for 5 feet beyond the outer edge of exterior. footings. The 4 bottom of the sub -excavation should be scarified; moisture conditioned, and recompacted to at tleast 90 % relative compaction (ASTM D 1557) for an additional depth of 12 inches.. Moisture penetration to near optimum moisture should extend at least 5 feet below existing gradeand be verified by testing. These recommendations are intended to provide a minimum of 48'.and 36 it inches of moisture conditioned and compacted soil beneath the floor slabs and footings, respectively. jl „Auxiliary Structure Subgrade Preparation: Auxiliary structures such as garden or retaining walls should have the subgrade prepared similar to the building pad preparation recommendation given above. Except the lateral extent of the overexcavation need only to extend 2 feet beyond the face li of the footing. Settlement Monitors: In areas where fill depths are greater than 10 feet above existing grade, we 1' recommend the placement of settlement monitors (one for each general area) to monitor the post - grading settlement of the fill and underlying soils. Compression of the deep seated clayey soil p may occur after grading, but is expected to stabilize relatively soon thereafter. Monitoring allows the geotechnical engineer to evaluate the movement (if any) and its potential impact on construction. f Subarade Preparation: In ' areas to receive non-structural fill, pavements, or hardscape, the ground surface should be scarified; moisture conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of 24 inches below subgrade. Compaction should be I yerifiedby testing. f EARTH SYSTEMS CONSULTANTS SOUTHWEST rni?t';M VVI i Rr c E 'j't*>,krf' r2 F74 §+ c1, 4 t9 5} ^^ f t 13'tSeptebr - 4 r -y sr 'Pile ly le No- ':r;t0if 71r. 17 10 ; R ;20 t'i " r. Yw ft h t .'y Y ♦wxF °' `' `.Cb. — f Y+-. ,f:' ' '1:. ''F,'r4 F' R.'s .t M_^rF f l r•'. , . ,_ , ;f, ;°00r 09472 Engineered -Fill Soils: The native sand, silty; sand, and sandy silt soil -is 'suitable *'for'use as engineered fill and utility trench backfill. The'native soil should -be placed in maximum 8 -inch lifts "(loose) and 'coinpactedt to : at least 90% relative compaction. (ASTM, --D.-1.5:5%7)' near its ,optimum moisture content. Compaction should be verified by testing. 'Clayey silt soils where encountered at depths generally below 8 -foot depth are less desirable. soils 'and should not be placed within the upper 3 feet of finished subgrades for building pads or ': streets. 'Imported ' fill soils (if 'required) ' should be non -expansive, granular soils meeting the USCS classifications of SM,, SP -SM, or SW -SM with a maximum, rock size of 3 inches and 5. to 35% passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill soils before hauling to the site. However, because of the potential variations within the borrow source, import soil will not prequalified by ESCSW. The imported fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction (ASTM D 1557) near optimum moisture content. Shrinkage: The shrinkage factor for earthwork is expected to variably range from 5 to 20 percent v for the majority of the excavated or scarified soils, but in the clayey soils and upper 4 feet of some areas it may range from 50°/. This estimate is based on compactive effort to achieve an average relative compaction of about 92% and may vary with contractor methods. Subsidence is estimated to range from 0.1 to 0.3 feet. Losses from site clearing and removal of existing site improvements may affect earthwork quantity calculations and should be considered. Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet minimum) to prevent ponding and subsequent saturation of the foundation soils. Gutters and downspouts should be considered as a means to convey water away from foundations if adequate drainage is not provided. Drainage should be maintained for paved areas. Water should not pond on or near paved areas. 5.2 Excavations and Utility Trenches Excavations should be made in accordance with CalOSHA requirements. Our site exploration and knowledge of the general area indicates there is a potential for caving of site excavations (utilities, footings, etc.). Excavations within sandy soil should be kept moist, but not saturated, to reduce the potential of caving or sloughing. Where deep excavations over 4 feet .deep are planned, lateral bracing or appropriate cut slopes of 1.5:1 (horizontal: vertical) should be provided. 'No surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top of the excavation slope, equal to the depth of the excavation. Utility Trenches: Backfill of utilities. within road or public right-of-ways should be placed in conformance with the. requirements 'of the governing agency '(water district, public ..works department, etc.) Utility trench`backfill within private property should-beplaced"in conformance with the provisions of this report.. In general, service lines extending inside of -property may be backfilled with native soils compacted to a minimum of 90% relative compaction. Backfill operations should be observed and'.tested to monitor compliance with these recommendations.. L1... t ' ' - " . .rix ,.t ,r':. 1"F + -. i 2 :.• . 5.. •" .! ay TEMS CONSULTANTS SOUTHWEST .. x v.+ • f" ' 1 - .. -' � drY� "' - 7 + i e.. 1 2-i� r+- tt i�3. tTfy: _ P . � : Septembei'22, 2000 hw File No 07117 X10 5..;•. t l .5.3 Slope Stability of Graded Slopes i� '}Unprotected, permanent; graded slopes should not be steeper, "than3: l (horizontal:vertical) to ',reduce wind and rain erosion. Protected slopes with ground cover may be as, steep as 2:1. However, maintenance with motorized equipment may not be possible at this inclination. Fill �Islopes should be overfilled and trimmed back to competent material. Where slopes heights exceed 20 feet, with 2:1 (horizontal: vertical) slopes, post -construction engineering calculations should be performed to evaluate the stability using shear strength values obtained from soils composing the slopes. Erosion—control measures should be considered for slopes steeper than 3:1, (until the final ground cover (i:e., grass turf) is established. STRUCTURES ` In our our professional opinion, the structure foundation can be supported on shallow foundations +bearing on a zone of properly prepared and compacted soils placed as recommended in !,Section 5.1. The recommendations that follow are based on very low expansion category soils '(with the upper -3) feet of subgrade. 5.4 Foundations :Footing design of widths, depths, and reinforcing are the responsibility of the Structural Engineer, considering the structural loading and the geotechnical parameters given in this report. ,�A minimum footing depth of 12 inches below lowest adjacent grade should be maintained. A representative of ESCSW should observe foundation excavations prior to placement of ;reinforcing steel or concrete. Any loose soil or construction debris should be removed from footing excavations prior to placement of concrete. , lConventional Spread Foundations: Allowable soil bearing pressures are given below for 1! foundations bearing on recompacted soils as described in , Section 5.1. Allowable bearing pressures are net (weight of footing and soil surcharge may be neglected). I1 ➢ Continuous wall foundations, 12 -inch minimum width and 12 inches below grade: 1500 psf for dead plus design live loads Allowable increases of 300 psf per each foot of additional footing width and 300 psf for each 1� additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf. ➢ Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade: 2000 psf for dead plus design live loads Allowable increases of 200 psf per each foot of additional footing width and 400 psf for each additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf. A one. third (1/3) increase in the. bearing pressure may be used when calculating resistance to wind or seismic loads. The allowable bearing values indicated are based on the anticipated maximum loads stated in Section 1.1 of this report. If the anticipated loads eaceed,these values, the geotechnical engineer must reevaluate the allowable bearing .values and the grading requirements. EARTH SYSTEMS CONSULTANTS. SOUTHWEST s .. . • +"' flgg° i. t y' , i 'e t r ;" r is r'p x r r ':: # ' ''k i Tt { i `s . ` {.-. `s 1 tt "j ' r`h??'4;_ S"' } int•, .2"jah, .yip i tT-iY Ft° { `," k f} }' , + t h7 •Y ` .i ' Y, i . _ .a; i .. 41 P ._ 3`+•» i•-tiiM . '.— ti li' is 5 : • cj "aa rt";' .:.;. ., •{j .1 14c _ )September 22, 2000 _,' -15 ¢mss > i File No: 071'17 lO,y ` ' r; . .l K ." t i A`;-` , Y Fc F i/-rr: ;} 'r ^ 7 e , ,yi+..•°- ` t xm.,.., _ a f ., .,,. i -. ` - '^'•: 3,x . ; ( .. ', 00-07 772 Minimum reinforcement for continuous wall footings, should be two, No.'4 steel`reinforcing bars, plkee&fiear the top and the bottom of the :footing:, This reinforcing is riot intended to supersede any,structuraLXequirements provided by the structural `engineer.:: Expected Settlement: Estimated total static settlement, based on footings founded on firm soils as recommended, should be less than Finch. Differential settlement between exterior and interior bearing members should be less than 1/2 -inch. Frictional -and Lateral Coefficients: Lateral loads ,may be resisted by soil friction on the base of foundations and by passive resistance of the soils acting on foundation :walls. An allowable coefficient of friction of 0.35 of dead •load may be used. An allowable passive equivalent fluid pressure of 250 pef may also be used. -These value's include a factor of safety of 1.5. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced to 0.23 of dead load forces. A one-third (1/3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that any required backfill adjacent to foundations is properly compacted. 5.5 Slabs -on -Grade Subgrade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Vapor Barrer: In areas of moisture sensitive floor coverings,.an appropriate vapor barrier should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas an impermeable membrane (10 -mil moisture barrier) should underlie the floor slabs. The membrane should be covered with 2 inches of sand to help protect it during construction and to aide in concrete curing. The sand should be lightly moistened just prior to placing the concrete. Low -slurp concrete should be used to help reduce the potential for concrete shrinkage. The effectiveness of the moisture barrier is dependent upon its quality, method of overlapping, its protection during construction, and the successful sealing of the barrier around utility lines. Slab thickness and reinforcement: Slab thickness and reinforcement of slab -on -grade are contingent on the recommendations of the structural engineer or architect and the expansion index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of approximately 200 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. Concrete •slabs and flatwork should be a minimum of 4 inches thick. We suggest that the concrete slabs, be reinforced, as specified by the project structural engineer, to resist cracking. Concrete floor slabs may either be monolithically placed with the foundations or doweled after footing placement. The thickness and reinforcing given are' not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer -should observe all reinforcing steel in slabs during placement of concrete to check for -1 proper location within.the slab. Control Joints: Control joints should be provided in all concrete slabs -on -grade at a maximum spacing.of 36 times the slab thickness (12 feet maximum on;center,.each way) as recommended byrAmencan Concrete Institute (ACI) guidelines !i All points should form `approximately square ex EARTH SYSTEMS CONSULTANTS -SOUTHWEST ' .S�y�J SYS. �'"' s�xi"ia�};�i. •f 3' '"�fiay '�,d'r`L� ✓ .t. {�a,;. � 4:� �,i�""� - �;?��� ;,*• �• 4t�e�ya��a*4�+r•e+w - - i ��.��r -16P 1 i � � SN i tit � r` ----- '� ✓ y4 ., a } ,�. rt � ti ._•_• Settember 22 X2000 ' ry ^� �,s.;. — e 3 P16 .' s tri. 4 v File No 071,17 10' 4 jl y i P F. K(#'l i>. [ t m f•Yn r, ..�??4 ' : fr x ' 001091772,' 1.patterns to reduce' -the potential for randomly oriented, contraction cracks: Contraction joints .in the slabs should be tooled at the time of the pour or saw cut (1/4 of slab depth) within 8 hours of f coiicrete.,DIkeirient. Construction (cold) joints should corisist=of . ickened butt joints with one- half inch dowels at 18 -inches on center or a thickened keyed joint to resist vertical deflection at the'joint. All construction joints in exterior flatwork should be sealed to reduce the potential of moisture or foreign material intrusion. These procedures will reduce the potential -for randomly oriented cracks, but may not prevent them from occurring. j Curing and -Quality Control: The contractor should take precautions to reduce the potential of curling of slabs in'this and desert region using proper batching, placement, and curing methods. Curing is highly effected by temperature, wind, and humidity. Quality control procedures maybe used including trial batch mix designs, batch plant inspection, and'on-site special inspection and testing. Typically, for this type of construction and using 2500 -psi concrete, many of these quality control procedures are not required. 5.6 Retaining Walls The following table presents lateral earth pressures for use in retaining wall design. The values are given as equivalent fluid pressures without surcharge loads or hydrostatic pressure. Lateral Pressures and Sliding Resistance' Granular Backfill Passive Pressure 375 pcf - level ground Active Pressure (cantilever walls) 35 pcf - level ground Able to rotate 0.1 % of structure height At -Rest Pressure (restrained walls) 55 pcf - level ground Dynamic Lateral Earth Pressure Z Acting at mid height of structure, 25H psf Where,H is hei ght of backfill in feet Base Lateral Sliding Resistance Dead load x Coefficient of Friction: 0.50 Notes: 1. These values are ultimate values. A factor of safety of 1.5 should be used in stability analysis except for dynamic earth pressure where a factor of safety of 1.2 is acceptable. 2. Dynamic pressures are based on the Mononobe-Okabe 1929 method, additive to active earth pressure. Walls retaining less than 6 feet of soil need not consider this increased pressure. Upward sloping backfill or surcharge " loads from nearby footings can create larger lateral pressures. Should any walls be considered for retaining sloped backfill or placed next to foundations, our office should be contacted for recommended design parameters. Surcharge loads should be considered if they exist within a zone between the face of the wall and a plane projected 45 degrees upward from the base of the wall. The increase in lateral earth pressure should be taken 'as 35% of the surcharge load within, this zone. Retaining walls subjected to traffic loads should include a uniform surcharge load. equivalent, to at least 2 feet of native soil. Drainage: A backdrain or an equivalent system of backfill -drainage should be incorporated into the retaining wall,design. Our firm can provide construction details when the specific application is determined.,, Backfill immediately behind -the retaining structure should be a free -draining EARTH SYSTEMS CONSULTANTS SOUTHWEST P Y' N _ N•.'E 1 1 _ ij t S ~,s lsr r`- ,.I f. — •: - 4 L h` ~.' i Y ihir: ' z rfr ' _ "'_ _. ISeg,tember 22,; 2000 S"=x - 17 File No. 07147-:1. 0 .. 00-09-772 r granular material. Waterproofing should be according to the Architect's specifications. Water should not be allowed to pond near the top of the wall. To accomplish this, the final backfill grade should be such that all water is diverted away from the retaining wall. - Backfill Compaction: Compaction on the retained side of the wall within a horizontal distance ,equal to one wall height should be performed by hand -operated or other lightweight compaction equipment. This is intended to reduce potential locked -in lateral pressures caused by compaction , with heavy grading equipment. Footing Subgrade Preparation: The subgrade for footings should be prepared according to the auxiliary structure subgrade preparation given in Section 5.1. 5.7 Mitigation of Soil Corrosivity on Concrete .i Selected chemical analyses for corrosivity were conducted on samples at the low chloride ion ,I concentration. Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The Uniform Building Code does not require any special provisions for Iconcrete for these low concentrations as tested. However, excavated soils from mass -grading may have higher sulfate and chloride ion concentrations. Additional soil chemical testing should be conducted on the building pad soils after mass -grading. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native"soil or landscape water (to 18 inches above grade). Additionally, the concrete should be thoroughly vibrated during placement. Electrical resistivity testing of the soil suggests that the site soils may present a moderately severe potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, or encapsulating with densely consolidated concrete. A qualified corrosion engineer should be consulted regarding mitigation of the corrosive effects of site soils on metals. 5.8 Seismic Design Criteria This site is subject to strong ground shaking due to potential fault movements along the San Andreas and San Jacinto Faults. Engineered design and earthquake -resistant construction increase safety and allow development of seismic areas. The minimum seismic design should comply with the latest edition of the Uniform Building Code for Seismic Zone 4 using the seismic coefficients given in Section 3.4.3 of this report. The UBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. Factors that play an important role in dynamic structural performance are: (1) Effective peak acceleration (EPA), (2) Duration and`predominant frequency of strong ground motion, (3) Period of motion of the structure, (4) Soil -structure interaction, EARTH^SYSTEMS-CONSULTANTS SOUTHWEST J1 n) September 22; 2000 ' . a File No. 07,117-,,,10 r ': 00=09' 772:, (5) Total resistance capacity of the system, (6) Redundancies, . (7) Inelastic load -deformation behavior; sand (8) Modification of damping and effective period as structures behave inelastically. Factors 5 to 8 are included in the structural ductility factor (R) that is used in deriving a reduced value for design base. 'shear. If further information on seismic design is needed, a site-specific a1probabilistic seismic analysis should be conducted. The intent of the UBC lateral force requirements is to provide a structural design that will resist collapse to provide reasonable life: safety from a major earthquake, but may experience some structural and nonstructural damage.' A fundamental tenet of seismic design, is that inelastic yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is ' allowed. The UBC lateral force requirements should be considered a minimum design. The owner and the designer should evaluate the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer has the responsibility to interpret and adapt the principles of seismic behavior and design to each structure using experience and sound judgment. The design engineer should exercise special care so that all components of the design are all fully met with attention to providing a continuous load path. An �• adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for j sites lying close to the major seismic sources. .5.9 Pavements Since no traffic loading were provided by the design engineer or owner, we have assumed traffic loading for comparative evaluation. The design engineer or owner should decide the appropriate traffic conditions for the pavements. Maintenance of proper drainage is necessary to prolong the service life of the pavements. Water should not pond on or near paved areas. .The following table provides our recommendations for pavement sections. EARTH SYSTEMS CONSULTANTS SOUTHWEST Traffic Index (Assumed) Pavement Use Flexible Pavements Riid Pavements r' ♦ RIFr- f .r, n .4 d .t" -i xi _.. 9 71L "S f 4 '!•, 1 .4M TI Auto Parking Areas 2.5 4.0 4.0, 4.0 5.0 Residential Streets, t 4.0 { September 22, 2000 i - 19 File Noy 0711 7 10: 6.5 --- - ,n Secondary Road 4.5 7.0 --- --- .00-09=7.72. RECOMMENDED PAVEMENTS SECTIONS CR -Value Subarade Soils - 40 (assumed T)P.SioTl Methnrl — C'AT.TR ANC=a Q(K Traffic Index (Assumed) Pavement Use Flexible Pavements Riid Pavements Asphaltic Concrete Thickness (Inches) Aggregate. Base Thickness (Inches) Portland Aggregate Cement Base Concrete Thickness (Inches) .(Inches) 4.0 Auto Parking Areas 2.5 4.0 4.0, 4.0 5.0 Residential Streets, 3.0 4.0 5.0 4.0-- .0--6.5 6.5 Collector Road 3.5 6.5 --- - 7.5 Secondary Road 4.5 7.0 --- --- Notes: 1. Asphaltic concrete should be Caltrans, Type B, 1/2 -in. or 3/4 -in. maximum -medium grading and compacted to a minimum of 95% of the 75 -blow Marshall density (ASTM D 1559) or equivalent. 2. Aggregate base should be Caltrans Class 2 (3/4 in. maximum) and compacted to a minimum of 95% of ASTM D1557 maximum dry density near its optimum moisture. 3. All pavements should be placed on 12 inches of moisture -conditioned subgrade, compacted to a minimum of 90% of ASTM D 1557 maximum dry density near its optimum moisture. 4. Portland cement concrete should have a minimum of 3250 psi compressive strength @ 28 days. 5. Equivalent Standard Specifications for Public Works Construction (Greenbook) may be used instead of Caltrans specifications for asphaltic concrete and aggregate base. EARTH SYSTEMS CONSULTANTS SOUTHWEST A. •` x September 2?,20 2000` - File No. 07117.10 �. 00 09#772 -F 7 'Section 6 (LIMITATIONS AND ADDITIONAL SERVICES 6.1 Uniformity of Conditions and Limitations �10ur findings and recommendations in this report are based on selected points of field ;!exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our (',findings and recommendations are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil or groundwater conditions could exist between and beyond the exploration points. The nature and ;!extent of these variations may not become evident until construction. Variations in soil or I groundwater may require additional studies, consultation, and possible revisions to our 'recommendations. Findings of this report are valid as of the issued date of the report. However, changes in jtconditions of a property can occur with passage of time whether they are from natural processes icor works of man on this or adjoining properties. In addition, changes in applicable standards .occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this report maybe invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of structures are planned, the conclusions and recocrunendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing. ii This report is issued with the understanding that the owner, or the owner's representative, has the responsibility to bring the information and recommendations contained herein to the attention of ,j the architect and engineers for the project so that they are incorporated into the plans and specifications for the project. The owner, or the owner's representative, also has the jresponsibility to take the necessary steps to see that the general contractor and all subcontractors follow such recommendations. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. As the Geotechnical Engineer of Record for this project, Earth Systems Consultants Southwest (ESCSW) has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee is express or implied. ii . This report was prepared for the exclusive use of the Client and the Client's authorized agents. �i ESCSW should be provided the opportunity for a general review of final design and !.specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. if ESCSW is not accorded the k privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations.. ,i.Although available through ESCSW, the current scope of our services does not include an environmental assessment, or investigation for the presence or absence of wetlands, hazardous or toxic materials, in the soil, surface water, groundwater or air on, below, or adjacent to the subject f4 property. jEARTH SYSTEMS CONSULTANTS SOUTHWEST i r • r _ t N. inn ; ; _.r% it s t y . ''I ' .. .! Y•.i.. 'l Vit. i . ` i %.x _ September 22,2000A - 21 File No07117-10 . WX _100: 09-772 j6.2 Additional Services - (This report is 'based --on the assumption that an adequate program of. client consultation, +'construction monitoring, and.testing will be perfornied during the final design and construction !phases to check compliance with these recommendations. Maintaining ESCSW as the ,geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the fresponsibility of.Geotechnical Engineer of Record. I (Construction monitoring and testing would be additional services provided by our firm. The costs of these services are not included in our present fee earrangements, but can be obtained from our office. The recommended review, tests, and observations .include, but are not necessarily ,limited to the following: l • Consultation during the final design stages of the project. O Review of the building and grading plans to observe that recommendations of our report { have been properly implemented into the design. • Observation and testing during site preparation, grading and placement of engineered fill as required by UBC Sections 1701 and 3317 or local grading ordinances. • Consultation as required during construction. •1• Appendices as cited are attached and complete this report. r Septemb.i REFERENCES File No `07117 10 00-09-772. , F _22 C ?000 REFERENCES Abrahamson, N., and Shedlock, K., editors, 1997, Ground motionf attenuation relationships: Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p. Blake, B.F., 1998x, FRISKSP v'3.01 b, A Computer Program for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, Users Manual, 191 p. Blake, B.F.; 1998b, Preliminary Fault -Data for EQFAULT and FRISKSP, 71 p. D^M., Joyner, W.B., and Fumal, T.E.•, 1993, 'Estimation of Response Spectra and Peak Accelerations from Western North American Earthquakes: An Interim Report; U.S. Geological Survey Open -File Report 93-509, 15 p. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1994, Estimation of Response Spectra and Peak Acceleration. from Western North American Earthquakes: An Interim Report, Part 2, U.S. Geological Survey Open -File Report 94-127. California Department of Conservation, Division of Mines and Geology: Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, and VA•'WW Version. Envicom, Riverside County, 1976, Seismic Safety Element. Ellsworth, W.L., 1990, "Earthquake History, 1769-1989" in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Hart, E.W., and 1994 rev., Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42, 34 p. International Conference of Building Officials, 1997, Uniform Building Code, 1997 Edition. International Conference of Building Officials, 2000, International Building Code, 2000 Edition. Jennings, GW, 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. Joyner, W.B., and Boore, D.M., 1994, Prediction of Ground Motion in North America, in Proceedings of ATC -35 Seminar on New Developments in Earthquake Ground Motion Estimation and Implications for Engineering Design Practice, Applied Technology Council 1994. Petersen, M:D.,.Bryant, W.A., Cramer, C.H., Cao, T:, Reichle, M.S., Frankel, A.D., Leinkaemper, J.J:, McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic. Seismic Hazard Assessment for the: State of California: California Division of Mines and Geology Open -File Report 96-08, 59:p,'. Procto1.r, Richard J. (1968), Geology of the Desert Hot Springs - Upper Coachella Valley.Area, California Division of Mines and Geology, DMG Special Report.9,4. r r EARTH SYSTEMS CONSULTANTS SOUTHWEST i File No `07117 10 00-09-772. , Abrahamson, N., and Shedlock, K., editors, 1997, Ground motionf attenuation relationships: Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p. Blake, B.F., 1998x, FRISKSP v'3.01 b, A Computer Program for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, Users Manual, 191 p. Blake, B.F.; 1998b, Preliminary Fault -Data for EQFAULT and FRISKSP, 71 p. D^M., Joyner, W.B., and Fumal, T.E.•, 1993, 'Estimation of Response Spectra and Peak Accelerations from Western North American Earthquakes: An Interim Report; U.S. Geological Survey Open -File Report 93-509, 15 p. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1994, Estimation of Response Spectra and Peak Acceleration. from Western North American Earthquakes: An Interim Report, Part 2, U.S. Geological Survey Open -File Report 94-127. California Department of Conservation, Division of Mines and Geology: Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, and VA•'WW Version. Envicom, Riverside County, 1976, Seismic Safety Element. Ellsworth, W.L., 1990, "Earthquake History, 1769-1989" in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Hart, E.W., and 1994 rev., Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42, 34 p. International Conference of Building Officials, 1997, Uniform Building Code, 1997 Edition. International Conference of Building Officials, 2000, International Building Code, 2000 Edition. Jennings, GW, 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. Joyner, W.B., and Boore, D.M., 1994, Prediction of Ground Motion in North America, in Proceedings of ATC -35 Seminar on New Developments in Earthquake Ground Motion Estimation and Implications for Engineering Design Practice, Applied Technology Council 1994. Petersen, M:D.,.Bryant, W.A., Cramer, C.H., Cao, T:, Reichle, M.S., Frankel, A.D., Leinkaemper, J.J:, McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic. Seismic Hazard Assessment for the: State of California: California Division of Mines and Geology Open -File Report 96-08, 59:p,'. Procto1.r, Richard J. (1968), Geology of the Desert Hot Springs - Upper Coachella Valley.Area, California Division of Mines and Geology, DMG Special Report.9,4. r r EARTH SYSTEMS CONSULTANTS SOUTHWEST i „t7r eed, H.B. and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes. ieh, K., Stuiver, M., and Brillinger, •D., 1989, A More Precise Chronology of Earthquakes Produced by the San - Andreas Fault, in Southern California: Journal of Geophysical Research,'Vol. 94, No. Bl; January 10, 1989, pp. 603=623. ieh, Kerry, 1985, Earthquake Potentials Along The San Andreas Fault, Minutes of The National Earthquake Prediction Evaluation Council, March 29-30, 1985, USGS Open File Report 85-507. -a1 Engineers Association of California (SEA0Q, 1996, Recommended Lateral Force Requirements and Commentary. okimatsu, K, and Seed, H.B., 1987, Evaluation of Settlements in Sands Due To Earthquake Shaking, ASCE, Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987. Van de Kamp, P.C., 1973, Holocene Continental Sedimentation in the Salton Basin, California: A Reconnaissance, Geological Society of America, Vol. 84, March 1973. Working Group on California Earthquake Probabilities, 1995, Seismic Hazazds in Southern California: Probable Earthquakes, 1994-2024: Bulletin of the Seismological Society of America, Vol. 85, No. 2, pp. 379-439: Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological Survey J Professional Paper 1515, 283 p. i '. Y , < •! n _ „ t' ;. % ^' -' = :. is ;S- EARTH SYSTEN1S-CONSULTANTS SOUTHWEST , KL.y : ,k. . . 'G .^r.Dy t kgt4 "yt r ♦jr•,.{ t -:r l --'J,6, ' Y, r ,K 1 Stmbe% 22 2000 ? e ei P s -. - File No3 07117-10. r 2'00=09-7 2 /7 ,Riverside County (1984), Seismic Safety Element of the Riverside County General Plan; Amended. "Rogers, T.Ih; 1966, Geologic Map of California - Santa Ana SheetCalifornia Division of Mines 1 and Geology Regional Map Series, scale 1:250,000. „t7r eed, H.B. and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes. ieh, K., Stuiver, M., and Brillinger, •D., 1989, A More Precise Chronology of Earthquakes Produced by the San - Andreas Fault, in Southern California: Journal of Geophysical Research,'Vol. 94, No. Bl; January 10, 1989, pp. 603=623. ieh, Kerry, 1985, Earthquake Potentials Along The San Andreas Fault, Minutes of The National Earthquake Prediction Evaluation Council, March 29-30, 1985, USGS Open File Report 85-507. -a1 Engineers Association of California (SEA0Q, 1996, Recommended Lateral Force Requirements and Commentary. okimatsu, K, and Seed, H.B., 1987, Evaluation of Settlements in Sands Due To Earthquake Shaking, ASCE, Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987. Van de Kamp, P.C., 1973, Holocene Continental Sedimentation in the Salton Basin, California: A Reconnaissance, Geological Society of America, Vol. 84, March 1973. Working Group on California Earthquake Probabilities, 1995, Seismic Hazazds in Southern California: Probable Earthquakes, 1994-2024: Bulletin of the Seismological Society of America, Vol. 85, No. 2, pp. 379-439: Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological Survey J Professional Paper 1515, 283 p. i '. Y , < •! n _ „ t' ;. % ^' -' = :. is ;S- EARTH SYSTEN1S-CONSULTANTS SOUTHWEST , APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters 1997 Uniform Building Code Seismic Parameters 2000 International Building Code Seismic Parameters Lots of Borings 7 .. ,d — P - r - '• - - 1 : Jam- .. l:: APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters 1997 Uniform Building Code Seismic Parameters 2000 International Building Code Seismic Parameters Lots of Borings 7 p • jj7 .Ti v ' F_.f - e . e r # + a xi_'tpp} xta S' •C +-t•'„` ,. ?.f+-.. A. i "M. ? S, L, p 7ifl•' y r ysF .r . 1 -I Y. -, s.Ls- ' tt la, , , ayr. _7t t ; { yl r.x• "J iit; +• . a _ .p` r..-.. I:i S ' ' , vO / :u ' . k::'r''lk'i r. ''. 1.. > a.: : tS+T i • 'I x •-._. - t • _ S_ i. zt i -1 !3< f ✓ AVENUE': '✓ '1 • _tl!.• i s91 __ i. - U vie r N r _ ...1. _LL : _ ...........:: .. pp _ 9 T; _ : v _— Wel; r% vc 32 Pimp. i •GOT eOe .._-^__r ... .--ire•:•/ _ -fir E I; Secy r ,e 0 \ } des = .ire = - ;;•.,.t r .; . tiN G\=e Go4. :Press 1 -211 •, ,pig. . 1 F I 15 I: Reference: La Quinta & Indio USGS Topographic II Quadrangles Maps Figure 1 -Site Location- . ..-.,,. ti' , ' • ..a Project Name: Country Club of the Desert Project No.: 07117-10' Scale: 1 ” = 2,000' - - ,. Earth: Systeriis Consultants 2000 '•4 000 -Southwest _,. t, J 3 . r .,t • _ .',, '.. 'k _. i`;' ._ , +? _ ._ . _... _ .•j rte.-t r ' 135, -,C.PTrl LEGEND Figure 2,- Exploration Locations Approximate Boring or CPT Location - Project Name. Country Club of the Desert Project No.: 07117-10 Scale- 1 -800 feet Earth Systems Consultants '4'S66thwest "I,600'."' 800 0 4tll `52nd Avenue 135, -,C.PTrl LEGEND Figure 2,- Exploration Locations Approximate Boring or CPT Location - Project Name. Country Club of the Desert Project No.: 07117-10 Scale- 1 -800 feet Earth Systems Consultants '4'S66thwest "I,600'."' 800 0 46 • is Countryk' it .1 ( ry rr S;Mt Avg Avg 144 i _ ,. S $ Tit-•, o :.- s- ` ' r s ,2. Jr Fault Name or Distance _ - .r . the Desert Slip Return Fault - Table 1 ' Fault Parameters & natarminiefir• Pcfirrinfac of Monn D -L, r-rna.,.1 A -i -C- /orw% 071:17 10 t 1.v Jennings (1994) and CDMG (1996) 2. CDN,,IG & USGS (1996), SS = Strike -Slip, DS = Dip Slip 3. ICBM (1997), where Type A faults: Mmax > 7 and slip rate >5 mm/yr &Type C faults: Mmax <6.5 and slip rate < 2 mm/yr 4,, CD AG (1996) based on Wells & Coppersmith (1994), Mw = moment magnitude 5. Modified from Ellsworth Catalog (1990) in USGS Professional Paper 1515 6. The >stimates of the mean Site PGA are based on the following attenuation relationships: Average of: (1) 1997 Boore, Joyner & Fumal; (2) 1997 Sadigh et al; (3) 1997 Campbell (m1 an plus sigma values are about 1.6 times higher) BasE!d on Site Coordinates: 33.671 N Latitude, 116.252 W Longtude and Site Soil Type D i; EARTH SYSTEMS CONSULTANTS SOUTHWEST 1k Maximum Avg Avg Date of Largest Mean Fault Name or Distance Fault Magnitude Slip Return Fault Last Historic Site Seismic Zone from Site' " Type Mmax Rate Period Length Rupture Event 1,PGA 1 (mi) (km) UBC (Mw) (mm/yr) (yrs) (km) (year) >S.SM (year) (g) Reference Notes: (1) 2) (3) (4) (2) (2) (2) (5) 6) San Alreas - Coachella Valley 6.1 9.8 SS A 7.1 25 220 95 c. 1690 0.36 San Andreas - Southern (C V +S B M) 6.1 9.8 SS A 7.4 24 220 203 c. 1690 0.41 San Andreas - Mission Crk. Branch 7.8 12.6 SS A 7.1 25 220 95 6.5 1948 0.31 San An - Banning Branch 7.8 12.6 SS A 7.1 10 220 98 6.2 1986 0.31 San Jaiiinto (Hot Spgs - Buck Ridge) 16 26 SS C 6.5 2 354 70 6.3 1937 0.12 Blue Cijt 16 26 SS C 6.8 1 760 30 - 0.14 San Jacinto -Anza 20 33 SS A 7.2 12 250 90 1918 6.8 1918 0.15 ' Burnt Mountain 20 33 SS B 6.4 0.6 5000 20 1992 7.3 1992 0.09 San Jarinto - Coyote Creek 21 34 SS B 6.8 4 175 40 1968 6.5 1968 0:11 Eureka!Peak 21 34 SS B 6.4 0.6 5000 19 1992 6.1 1992 0.09 San Anjreas - San Bernardino Mtn. 22 35 SS A 7.3 24 433 107 1812 7.0 1812 0.15 Morongo 32 51 SS C 6.5 0.6 1170 23 5.5 1947 0.06 San Jacinto - Borrego Mountain 33 53 SS B 6.6 4 175 29 6.5 1942 0.06 Pinto Mountain 33 53 SS B 7.0 2.5 500 73 0.08 Emerson So. - Copper Mtn. 34 54 SS B 6.9 0.6 5000 54 - 0.07 Pisgah -Bullion Mtn. -Mesquite Lk 35 57 SS B 7.0 0.6 5000 88 1999 7.1 1999 0.07 Lander;; 25 57 SS B 7.3 0.6 5000 83 1992 7.3 1992 0.09 San Jarinto -San Jacinto Valley 39 62 SS B 6.9 12 83 42 6.8 1899 0.06 Brawlejr Seismic Zone 39 62 SS B 6.4 25 24 42 5.9 1981 0.05 Earthgiiake Valley 39 62 SS B 6.5 2 351 20 0.05 ElsinorE> - Julian 43 70 SS A 7.1 5 340 75 0.06 Johnsol i Valley (Northern) 46 74 SS B 6.7 0.6 5000 36 - 0.05 Elmore,,Ranch 47 75 SS B 6.6 1 225 29 1987 5.9 1987 0.04 North Frontal Fault Zone (East) 47 75 DS B 6.7 0.5 1730 27 0.05 Calico Hidalgo 47 76 SS B 7.1 0.6 5000 95 0.06 Elsinore - Temecula 48 78 SS B 6.8 5 240 42 0.05 Eisinore -Coyote Mountain 49 79 SS B 6.8 4 625 38 0.05 San Jacinto - Superstition Mountain 51 81 SS B 6.6 5 500 23 c.1440 - 0.04 San Jacinto - Superstition Hills 51 83 SS B 6.6 4 250 22 1987 6.5" 1987 . 0.04 Lenwood-Lockhart-Old Woman Spas I. 52 84 SS B 7.3 0.6 5000 149 0.06 North Frontal Fault Zone (West) 59 95 DS B 7.0 1 1310 50 0.05 Helendale - S. Lockhardt 60 96 SS B 7.1 0.6 5000 97 0.04 San Jail into -San Bernardino jl 1 61 99 SS B 6.7 12 100 35 6.0 1923 0.'03 1.v Jennings (1994) and CDMG (1996) 2. CDN,,IG & USGS (1996), SS = Strike -Slip, DS = Dip Slip 3. ICBM (1997), where Type A faults: Mmax > 7 and slip rate >5 mm/yr &Type C faults: Mmax <6.5 and slip rate < 2 mm/yr 4,, CD AG (1996) based on Wells & Coppersmith (1994), Mw = moment magnitude 5. Modified from Ellsworth Catalog (1990) in USGS Professional Paper 1515 6. The >stimates of the mean Site PGA are based on the following attenuation relationships: Average of: (1) 1997 Boore, Joyner & Fumal; (2) 1997 Sadigh et al; (3) 1997 Campbell (m1 an plus sigma values are about 1.6 times higher) BasE!d on Site Coordinates: 33.671 N Latitude, 116.252 W Longtude and Site Soil Type D i; EARTH SYSTEMS CONSULTANTS SOUTHWEST 1k Seismic Importance Factor, I: 1.00 1997 UBC Equivalent Static Response Spectrum rn Ica +n 0.8 o ca 0.6 Q T 0.4 0.2 Table 16-K 0.0 1 1 0.0 0.5, 1.0 1:5 2.0 Period (sec) Period T (sec) Sa (g) 0.00 0.45 0.05 0.68 0.14 1.11 0.20 1.11 0.30 1.11 0.70 1.11 0.80 0.97 0.90 0.86 1.00 0.78 al + Project Name: Country Club of the Desert 0.65 ' File 07117-10 0.56 If _No. .moo 0.49 1.70 1997 UNIFORM BUILDING CODE (UBC) SEISMIC PARAMETERS 0.43 1.90, 0.41 Reference -0.39 Seismic Zone: 4 Figure 16-2 Seismic Zone Factor: Z 0.4 Table 16-I Soil Profile Type: S n Table 16-J Seismic Source Type: A Table 16-U Closest Distance to Known Seismic Source: 9.8 km = 6.1 miles ! Near Source Factor: { Na 1.01 Table 16-S f Near Source Factor: Nv 1,.22 Table 16-T Seismic Coefficient: Ca 0.44 = 0.44Na Table 16-Q +' Seismic Coefficient:: Cv 0.78 = 0.64Nv Table 16-R Closest Signficant Seismic Fault Source: 11 San Andreas - Southern (C V +S B M) To: 0.14 sec Ts: 0.70 sec Seismic Importance Factor, I: 1.00 1997 UBC Equivalent Static Response Spectrum rn Ica +n 0.8 o ca 0.6 Q T 0.4 0.2 Table 16-K 0.0 1 1 0.0 0.5, 1.0 1:5 2.0 Period (sec) Period T (sec) Sa (g) 0.00 0.45 0.05 0.68 0.14 1.11 0.20 1.11 0.30 1.11 0.70 1.11 0.80 0.97 0.90 0.86 1.00 0.78 1.10 0.71 1.20 0.65 1.30 0.60 1.40 0.56 1.50 0.52 1.60 0.49 1.70 0.46 1.80 0.43 1.90, 0.41 2.00. -0.39 .Z" 3 tX t ti- - r .I t 'c d t ,, `r -' I. '. d. a , 1 : x., :- y • I -second Spectral Response ,2 a-, ri = 2/3*SME 1.00 To 0.12 sec = 0.2*SDI/SDs ,I Ts ` = SDI/SDs ` IE Project Name.Country C1ub'of the Desert'' 1.10 0.55 T 0.50 1.30 0.46 File No.: 07117-10 1.50 0.40 f 2000 INTERNATIONAL BUILDING CODE (IBC) SEISMIC PARAMETERS 0.35 Seismic Category- D Table 1613.3(1)'= 0.32 2.00 Site Class D Table 1615.1.1 Latitude: 33.6'71 N Longitude: -116.2.52 W Maximum Considered Earthquake (MCE) Ground Motion Short Period Spectral Reponse Ss 1.50 g Figure1615(3) 1 'second Spectral Response S1 0.60 g Figure1615(4) Site Coefficient Fa 1.00 Table 1615.1.2(1) Site Coefficient ' FV 1.50 Table 1615.1.2(2) Sms 1.50 g = Fa*Ss 1 SMI 0.90 g = Fv*SI Design Earthquake Ground Motion Short Period Spectral Reponse SDs 1.00 Cr = 2/3*SMs I -second Spectral Response SDI 0.60 g = 2/3*SME 1.00 To 0.12 sec = 0.2*SDI/SDs ,I Ts 0.60 sec = SDI/SDs f Seismic Importance Factor IE 1.00 Table 1604.5 1.2 1.0 cn 0.8 0 :M V 0.6 U U 'M 0.4 Xl) Q cn 2000 IBC Equivalent Elastic Static Response Spectrum 0.5 1.0 1.5 Period (sec) - 2.0 Period Sa T (sec) (g) 0.00 0.40 0.05 0.65 0.12 1.00 0.20 1.00 0.30 1.00 0.60 1.00 0.70 0.86 0.80 0.75 0.90 0.67 1.00 0.60 1.10 0.55 1.20 0.50 1.30 0.46 1.40 0.43 1.50 0.40 1.60 0.38 1.70 0.35 :1.80 0.33 1.90 0.32 2.00 0.30 2.20 0.27 #f' EARTH SYSTEMS CONSULTANTS SOUTHWEST I r . f' K . ;.-•-s r .s+- t `S.-rr r'' a o r. , .. ,.j s =ye + Sfi +r +F !•'' , 7 x ha-- ` e+.,,, • • _ _ S. if t * Y,, .;. t Sy, e ` .'1..- st.:v3 24i.F •i + l.i' 9f _&,7 .: 3• , ' x . ' I r.Eae th: 5ystems•Consuitant1a YS, •r Y,'1} .I_ , t s}6. :r '4 ..ff ...Ma1e•'7 ei .is... !'•"" + .. uta.,-, ® 9 811 B Countn Club Dn e Beirnuda Dunes CA 92201 06thwe ..t a =. Sst,xkgnsyar., 41, ort°L'iv.'X :.} c t tti J •C:-;,ta. 3. ♦ c 1 .•• r J !3 A: k ?t. x Phone (760) 345 1588 FAX (760) 345-,7315;.-, •'yr e.. `f iOCln g'ANO B1 -'.T "? : iMf_ i .Fsyr,. -7' Dnlhng'Datei,-Au' ust 18;2000 3i'F'''-Ye i Pro ect T Iarne Coun yCltili of the Desert ;t ' • ` `g ms's s J shyi. r, , Dulling Method ';.8" HoIIo Stem Auger Pkoject Number 07117'10 + Drill Type: r. Mobile 61 Eloring Location: See:Figtire 2 Logged B Clifford .Batten a, y: ' Sample • .; >` Type Penetration i DESCI IptIOII OC Units-` ' • ' Page l of I V) _ Resistance n U c Note: The stratification lines shown represent the " i 1 UT n• •o u approximate boundary between soil and/or rock n'P P es ,Graphic Trend (Blows/6") = I = _ and the transition may be daiionCount al.•- ' Blow C U Density - I 0I ;j jilt; 'titL , SANDY SILT: brown, medium dense, dry to damp it i with mintir,fine grained sand L ®10 10,10 "I j I I: 193.4 2.1 . • i EM I 1 I 5,5;1085.6 18.4 ' - • r i I , M o •i ! II I I , LI rI SM :. SILTY SAND: brown, medium dense, dry,fine to 'i ®4,5,6 I ? i 93.2 11.5 I medium rained, subround clasts I • it • M L ; I i SANDY SILT: brown, medium dense, damp, 11. ! t laminated, with minor 1,5 5,t0,10 I II I fine grained sand ; • III!i 1 77.7 ; 5.7 I` rt i i I Ilit I I L` I l I I I I I ;f111 I : •• _ • F 20 I I Ili`II 7,10,12 jll l 86.8 14.2 ) I • L zs i l ' I YI I t TOTAL DEPTH: 21.5 feet No Groundwater or Bedrock Encountered '' r r'.i.r. tr > f.•, 3 1I f°'/ I ;t 'A y l ` fir/' { . 'i I • ,. I t. E 1a 1 1 1 4. TOTAL DEPTH: 21.5 feet No Groundwater or Bedrock Encountered '' r r'.i.r. tr > f.•, 3 1I f°'/ I E5 FC S prin 7- UiB'Co-ati 0u1 br.ive-' eftriudal)unesCA 9"_'201 -N, 82. ;)Wi "7 -bj Date AuguI S 2000 NCounb of the Desert t.y`Clu " H'olloW'Sten Auger' "..8, - P;ojec:me'. Project Number -97 17 10 9,10,10 DrlITxe.Mobile 61 Boring Location: Seegurc 2 5 I'Drilling-Method: By: Cliff6rd W. Batten 8,11,12 5,5,5 Sample, Type, Pendtratio—n* % Descrioti6b,of Udfts Page 1 of 1 Resistance C, E U Note: The stratification lines shown represent the >1 D 0,e , E approximate boundary between soil and/or rock types Graphic Trend c- 0 vo (Blow's/6") C/) and the transition maybe gradational. 1316% Count Dry Density NIL I i SANDY SILT: brown, medium dense, dry to damp a ated, with'minor fm 'grained sand 1, 2.6 95.9 - I mi . n 84.4 4.3 , it I SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts 90.4 1.3 SANDY SILT: brown, medium dense, dryto damp, laminated, with minor fine grained sand 81.2 2.9 183.3 i 4.6 TOTAL DEPTH: 21.5 feet i 9,10,10 5 8,11,12 5,5,5 NIL I i SANDY SILT: brown, medium dense, dry to damp a ated, with'minor fm 'grained sand 1, 2.6 95.9 - I mi . n 84.4 4.3 , it I SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts 90.4 1.3 SANDY SILT: brown, medium dense, dryto damp, laminated, with minor fine grained sand 81.2 2.9 183.3 i 4.6 TOTAL DEPTH: 21.5 feet j3 q) Southw-est 'rte` , Rofine,No: 3 I it .79-811 B Club Dme da Dunes, CA 92201' 'Cou-n'try'Club F v 1H Drilling Date:. AugustIS',S', 2000 Pi bject Name-'of the Desert DrillingMeihod.:" 8" Hollow Stem Auger " wo - Number: 07117-10 FL— ,, ect Boring Location: See Figure 2 Drill Type: * Mobile 61 Logged 5 L8,12,12 By: Clifford W. Batten Sample I L Type Oeii&ation — 2 o '=; Descriptio'!]Md Units Page 1 of t ( Ui a Resistance 0 E Cn U Cn 'r, C: Note: N The stratification lines shown represent the c L4 (BI ows/6") >' cr, Z) approximate boundary between soil and/or rock types Graphic Trend 2C V, 0 5,6,6 L and the transition may be gradational. Blow Count Dry Density sm i. I ( 5,7,9 .1J 10,12,20 1 II II ML 9,1.0,10 91.1 0.8 96.0 1.6 82.0 SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts; 1 SANDY SILT: brown, medium dense, mo'st' 1 laminated, with minor fine grained sand 9.6 1 SILTY SAND: brow -n, medium dense, damp to dry, fine to medium grained, subround to subangular 84.8 6.8 clasts 1 90.4 4.1 • 95.9 2.4 1 93.2 i 2.9 i 96.9 1.9 SANDY SILT: brown, medium dense, damp, aminated, with minor fine grained sand 92.1 1:4.3 i TOTAL DEPTH: 41.5 feet No Groundwater or Bedrock Encountered F v 1H F FL— 5 L8,12,12 L I L = 4,4,7 ! L 4,4,10 F j! 2C 5,6,6 L r i iv i 7,8,11 I L, 3(11 , sm i. I ( 5,7,9 .1J 10,12,20 1 II II ML 9,1.0,10 91.1 0.8 96.0 1.6 82.0 SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts; 1 SANDY SILT: brown, medium dense, mo'st' 1 laminated, with minor fine grained sand 9.6 1 SILTY SAND: brow -n, medium dense, damp to dry, fine to medium grained, subround to subangular 84.8 6.8 clasts 1 90.4 4.1 • 95.9 2.4 1 93.2 i 2.9 i 96.9 1.9 SANDY SILT: brown, medium dense, damp, aminated, with minor fine grained sand 92.1 1:4.3 i TOTAL DEPTH: 41.5 feet No Groundwater or Bedrock Encountered vs49 sdjffhwi: ' .11S Con 79.811B Country Club Drive. Ber'Tnuda Clunes, CA 92201 on it Drihin"i'D" ate: August 18, 26 06 -` Project am f Cz try Club of the Desert'llint'"Mi-thod: minor clay nodules it Dri g. 8" Hollow Stem Auger I i 11 roject Number: 07117-10 SILTY SAND: brown, medium dense, dry, fine to Drill Type: Mobile 61 Bloring Location: See Figure 2 SANDY CLAYEY SILT: brown, stiff, moist, 1 Logged By: Clifford W. Batten i Ali CLAYEY SILT: brown, very stiff, moist, medium NaLriple SILTY SAND: brown, medium dehse, dry, fine to I medium grained, subround clasts Type Penetration SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts, with minor silt 1 Description of Units U Resistance E Cf C/) * Note: The stratification lines shown represent the 00 (Blows/6") >' 1 1 D IE7 1 >. F) I approximate boundary between soil and/or rock types Graphic Trend and the transition ma be Blow Count gradational. Dry Density V, IIIIF 7,7,11 51 1 hl 9,9,9 I L 4,5,6 iL LI) 3,4,6 20 6,8,8 L4i i 8,10,15 L 3@i 14;16,20 li i L 3-' 8,10.12 L 0. L 40 11 I j 10,10,12 lig i 4 i L i i L L 5d sm H .'r .i rvlLJ(-L i. Sim MUCL I SILTY -SAND: brown, medium dense, dry, fine to 1.2 medium grained, subround clasts 89.5 i 99.1 77.0 1.2 15.3 79.1 5.1 73.5 i 15.4 i. TOTAL DEPTH: 41.5 feet No Groundwater or Bedrock Encountered it CLAYEY SILT: brown, stiff, moist, laminated, with minor clay nodules it SILTY SAND: brown, medium dense, dry, fine to medium -rained, subround clasts i. SANDY CLAYEY SILT: brown, stiff, moist, 1 laminated, low plasticity i Ali CLAYEY SILT: brown, very stiff, moist, medium plasticity, with minor silty sand lenses SILTY SAND: brown, medium dehse, dry, fine to I medium grained, subround clasts SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts, with minor silt 1 1 and clay nodules SANDY SILT: brown, medium dense, dry, laminated, with minor.tuie grained sand and clay J i. TOTAL DEPTH: 41.5 feet No Groundwater or Bedrock Encountered 70 a 20 8,9,11 85.1 1.5 F 2.5 r L F 30 '-PlDfillink Date. -August 1 0 YM001s'CpWiiiltaihts Prit'ling Method: 8" Hollow Stem AuQcr rojctit'Nurnber: 07117-10 tylobilc6l t Boring Location: See Figure 2 79-811BCotincryCh'ibDriw Bcrtnuda Dunes A,92201 Logged By: Clifford W. Batten Sample . mple Type a 20 8,9,11 85.1 1.5 F 2.5 r L F 30 '-PlDfillink Date. -August 1 0 r t' Country Club of the Desert Prit'ling Method: 8" Hollow Stem AuQcr rojctit'Nurnber: 07117-10 tylobilc6l L Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample . mple Type Penetration ...."besciription of Units 4e Page I of 1 Resistance U Cn Note: The stratification lines shown represent the -3 (Blows/6"); cr :D approximate boundary between soil and/or rock types Graphic Trend and thc ziansition rriaX be graaaiion3;. Blow Count Dry Density a 20 8,9,11 85.1 1.5 F 2.5 r L F 30 F 45 F SILTY SAND: brown, medium dense, dry, fine to medium grained, subround to subangular clasts I TOTAL DEPTH: 21.5 feet No Groundwater or Bedrock Encountered 33 L L 41) F 45 F SILTY SAND: brown, medium dense, dry, fine to medium grained, subround to subangular clasts I TOTAL DEPTH: 21.5 feet No Groundwater or Bedrock Encountered W :, ffiit e" 'K .1 s'T i._C6"_nsu1tc;int§'U4 B 923 lye StI J' 9-E m'6 erm LLTI S. 92201 Club D ul 9Ing-- o: Drilling Datd'iA Prti eciName' Country Club of the Desert Drilling Method: 8" Ho'llow Stem Auger: °;' 'A"roject Number: 07117-10 I. I , * Drill Type: Mobile 61 Boring Location: See Figure 2 rr Logged By: Clifford W. Batten 88.0 0.8 Sample' Type Penetration I Description of Units P he C. I L Resistince E ?.9.!I Note: The stratification lines shown represent the 91.2. (Biokvs/6") :2 approximate boundary betwecri soil and/or rock, types Graphic Trend U and the transition may be gTLdZlti Blow cou 't Dry Densiv. L 91.9 1.5 sm SILTY SAND:,brown, medium dense, dry, fine to medium graiiied, subangular clasts : M1 3,4,5 1j 18 8.4 0:4 ( I • • - F L 88.0 0.8 A_ H Ti L ?.9.!I 91.2. 0.9 5 91.9 1.5 : L 96.8 j 2.6 with silt lenses #4 30 TOTAL DEPTH: 21.5 feet 35 No Groundwater or Bedrock- Encountered 4- -,i;! r A L 3 , " 'Y V. '{' _ I ,2. ' I I I • I !i_ 7 .Y i ( T ' ` l °b , , ` Ic ' • , ,. ; 'r SS.,;`+ 3 I.Y : i t . V ` i , 444 5 W), i-11- 77=- 7.— Z 3 . !"Ir"41i -1, "I"A T$- arth Systems A, Ant Mk;% 2 .3p; n, , ub nvc.-Bermuda ,pypjweF - j.: Ili 4A. -Y A,A*,- 4 9, 118. -ountry.,C1 W D unes- A,92201 A ynv .'-, S t k - ei B'drip'; No Bit brihing Date. 'kug4st 7' `O 000 Name: Country 6u'b of the Desert Drillinc Nlethod: 8 H 0110". Stem 'Auger [Project rojLt Number: 07117'10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Battens 6,9,10 Sample ------- 95.4 1.2 Type, Penetration• Descripti6l) of Units 11'age I of I Resistance C: M v: Note: 'T -he stratification lines shown represent the 87.8 tU U (Blows/6") L, o =_ 2 i approximate boundary betwccn soi! and/or rock, types Graphic Trend L and the transition may be gm2-,ional' Blo' w Count Dry Density liI S'S.10 `O i1 5,6,7 6,7,8 95.2 0,7. :j 10 6,9,10 liI SILTY SAND: brown, medium dense, dry, fine.to rikdiurn grained, subangular clasts 95.2 0,7. 95.4 1.2 87.8 12.1 95.2 1.3 V 0 A F TOTAL DEPTH:: 1.5 fcci H A No Groundwater or Bedrock Encountered i la- S . - `+ 1 'ft 5 . • . S`Fa 7'il,a,' f1 :tl 4 ori6a.N P .01 reject i7ame: C' 4' ountry Club of the DesertDrilling, Y I'm Method: 8" Hollow Stcr Auger --i .,reject Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 "V- Logged By: Clifford W: Batten ` •,'` f !.j. Sample Z -c 79-8118 Councry;Clu DriVC' Beiffitia','Wx Y It i 'h ori6a.N ......31 1,73 1-5 Did 'n`g"'ba*"te:9 ' us( 18' 2000 reject i7ame: C' 4' ountry Club of the DesertDrilling, L I'm Method: 8" Hollow Stcr Auger --i .,reject Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 "V- Logged By: Clifford W: Batten ` •,'` f !.j. Sample Type Penetration I In g-1 I or I Description of Units c-, — M . --P 4,4,5 Resistance ! L -he stratification lines shown represent the Note: 1 4- M I(B s/6 ") > 2ODroximaie boundary bczween soil and/or rock ivp s Graphic end mphic T' L 3.4,6 and the transition may L -radational., Bl6w Count Dr)- Density 5,6,6 . sm L Ij SILTY SAND: brown, me'diuin dense, dry, fuse to jj L medium gfained, fossiliforus, subangular clasts; 4,4,4 87.9 0. 4,5,6%1 L 90.2 2-1 S A -N-D Y SILT: brown- medium dense dry 10 IN sm6,7,8 L A j 15 7, 9,11 !.j. j. 0 4,4,5 LI ! L 3.4,6 r -0 5,6,6 5 elo 4 --Z o Ms'.t6pts . _n's;dl Al- s6bRhcv'est .1 J tiz 7948118 Caun _y Ph;4"M - 9m: DullingDate: August 18, 2000 Z"I' Project Dame: 1 , . I C86nty Club Of the Desert I i SILTY SAND: brown, loose to mediu n dense, Drilling Method: 8" Hollow Stcm-Auger Project Nuinb6r.-- 07117-10 I 40, F 41) Drill Type: 'Mobile 61 r . - Boring Locati ri: See Figure 2 Logged By: Clifford W. Batten to damp, fine to medium grained, f6ssilif6rus to five.'; Sample i L Type Penetration,Description of Units Wage I of I 'feet, subroundto subangular clasts a Resistance Note: The strati[ cation lines shown represent the U, 0 (Blows/6"): cr i approximate boundary between soil and/or rock rapes Graphic Trc n(! and the transition inayio'e ga&tii6nal. Blow Counr DT -Y Density - 9m: 4.4,5 sm ± SILTY SAND: brown, medium 1 m dense, dry, fine to clastsr i medium grained, subanaula' i IMUCL CLAYEY SILT: dark brown, stiff, moist, loxv 5.5,7 J plasticity • A- ------------- 4 2 TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountdred izv M: 1 , . I SM I i SILTY SAND: brown, loose to mediu n dense, 'clr ,. F 41) to damp, fine to medium grained, f6ssilif6rus to five.'; L i L 3,3,4 74.2 1.5 'feet, subroundto subangular clasts a 5 6,830 91.4 - 6.1 5,5,10 190.3 V 5.8,8 1 87.7 2.6 1 I 10 UC L CLAYEY SILT: dark- brown, stiff, moist, low 466 plasticity, with minor silt 4.4,5 sm ± SILTY SAND: brown, medium 1 m dense, dry, fine to clastsr i medium grained, subanaula' i IMUCL CLAYEY SILT: dark brown, stiff, moist, loxv 5.5,7 J plasticity • A- ------------- 4 2 TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountdred izv i L 41) i L 4.4,5 sm ± SILTY SAND: brown, medium 1 m dense, dry, fine to clastsr i medium grained, subanaula' i IMUCL CLAYEY SILT: dark brown, stiff, moist, loxv 5.5,7 J plasticity • A- ------------- 4 2 TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountdred izv x:' Dffli!n AIC: ugustTlg g -1 RQQQQ*' "', t ?reject am(. Club of tfi6 !&It' s Asui tants Drilling Method: 8" 1-1611o St& A6' i reject Nuriil)er:' -10 07117 -7 rqj ,Southwest'2; 4 -39-811 B -6=6Club Dn.t u Bermuda Dunes C -92201 oY CA 0 rti Dffli!n AIC: ugustTlg g -1 RQQQQ*' "', t ?reject am(. Club of tfi6 Drilling Method: 8" 1-1611o St& A6' i reject Nuriil)er:' -10 07117 Drill,,Typc: Mobile 61 oring Location: See Figure 2-1 iR .Logged By: Clifford W. Batten 7 Sample, Type Penetration; ku Pen Desiption-of Units jF & I . e .Resistance Th6 stratification line's shown represent the 7= (Blo-s/6"' -E3 v approximate boundary betwecn soil and/or rock types Graphic Trend c-0 v-. and the transi,,ion mav be LTad ,ional. BlOWCOUni Dry Density L R1 Sm SILTY D: loose to medium dense, dry, , fj ne to medium grained; s'ub'round clasts; - 4,5,5 72.2 1.2 i 0 7 92.7 1.6 r .jt [0 91.7 4 S L 6,8,9- 87.3 2. 7v 4,6,8 J. J i L .5 i I I i. 1. t. A ~ 5,7,7 • L ! L :10 15.7,9 ;5 TOTAL DEPTH: 31.5 icer cet w, 0 No Groundwater or Bedrock Encountered a jr. Is I Is v -5PB- N ;- 7, 7 lihg'•Date. A tg'U'S't 1' --Projca Name: CounrryjC!ub of the Deser. r S M i lDrilling Method: 4" Hollow Stem Auger r6ject'Nurnber: 07117-10 Drill Type: Mobile 61 mi e'dium grained rbund dasts Borini.g Loclatioti: See Figure 2 Logged By: Clifford W. Batten. 5,8,8(:I Sarfi le, P Type! Description Pa - 'I, Fie I If I 10.7 Penetration of Units P ------------------ Resistance :10 Note: The stratification lines shown represent the — L > (Bio'}: C/1 (B] r - approxmnate boundary between soil and/or rock types Graphic Trend 0 C-0 and the imnsition may be gradational. 13io- Count Dr Density L 2 S M i I SILTY SAND: br'wrt,.mediu m dense, dry, fine to mi e'dium grained rbund dasts 5,8,8(:I 0.5 1. T -l—,- I J 8,12.12 9 5. 10.7 L r 0 F SANDY SH T: brown, mediurn dense, dry n1111)o1- clay nodules ,' 4.4,7 W q 20 5 N1 UC L CLAYEY SILT: dark- brown, stiff, moist, low 5 I plasticity 5,5.7 P f 3, 0 7,11,10 it L TOTAL DEPTH: 31.5 feet 4!0 No Groundwater or Bedrock Encountered L L J. r % j: ... . .. EarthSystems Consultants I r*bt a in—e Country Club of the Desert , d uthQes Pl roject Nu"m'ber: 07117-10 Drill Type: Mobile 61 Boring Location.: See Figure 2 SILTY SAND: brown, medium dense., dry, fine to medium grained, subrourid clasts SANM' SILT: brown, rnediui-n dense. drv, minor cl noduies CLAYEY SILT: dark brown, stiff, moist, low plasticity TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered iillifit,Datc: August 18, 2000 SM I r*bt a in—e Country Club of the Desert Drilling Method: 8" Hollow Stern Auger Pl roject Nu"m'ber: 07117-10 Drill Type: Mobile 61 Boring Location.: See Figure 2 7,8;11 Logged BY: Clifford W. Banen 93.0 0.4 Sample 9,10.10 97.2 0.7 110 Type Penetration !i 7,8,9 Description of Units 1. U 1 Resistance i i U, !2 '),6.9 Note: The stratification lines shown representrepresentthe L Z) (Blo""/6 ' 7 boundary dior rock tames approximate boundabetween soil an'yp Graphic T rend L 01 jL 0 and thc transition may be gradational. Blow Count Dry Density SILTY SAND: brown, medium dense., dry, fine to medium grained, subrourid clasts SANM' SILT: brown, rnediui-n dense. drv, minor cl noduies CLAYEY SILT: dark brown, stiff, moist, low plasticity TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered SM 7,8;11 93.0 0.4 L 9,10.10 97.2 0.7 110 i.j I 7,8,9 92.2 1.2 M 1- L '),6.9 L 6,6,8 i ` i jL NI UCL 7,7,7 V rr 0 r -M 8,10,11 L il 10 L F SILTY SAND: brown, medium dense., dry, fine to medium grained, subrourid clasts SANM' SILT: brown, rnediui-n dense. drv, minor cl noduies CLAYEY SILT: dark brown, stiff, moist, low plasticity TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered gring- No. B13 DfJ11,lJ.'ng Date August 18, 2000 P60ject N.ame' Country Club of the Desert SILTY SAND: brown, loose to medium dense, dry, Drilling Method: 8" Hollow Stem Auger 4 's , s—t e m-*' s.-ddihstiltant' ]'reject Number: 07117-10 D611 I Type: Mobile 61 fine to medium grained, subround. clasts Boring. Location: See Figure 2 y' I Logged By: Clifford W. Batten 2,3,3 Sample Type Penetration ' Description of Units Page I of 1 : L :' 79-811 Countr.)4cItjbDri%*C'.'90 Doves 9201 a" 1CA Note: The stratification lines shown represent the (n. gring- No. B13 DfJ11,lJ.'ng Date August 18, 2000 P60ject N.ame' Country Club of the Desert SILTY SAND: brown, loose to medium dense, dry, Drilling Method: 8" Hollow Stem Auger ]'reject Number: 07117-10 D611 I Type: Mobile 61 fine to medium grained, subround. clasts Boring. Location: See Figure 2 I Logged By: Clifford W. Batten 2,3,3 Sample Type Penetration ' Description of Units Page I of 1 : L :' Resistance C3 i 1; II ' Note: The stratification lines shown represent the (n. , Iapproximate --3 ' (Blows/6"); boundary between soil and/or rock types Graphic Trend L C- 0 Cc (n 10 and the transition may be gradational. Biow Count Dry Density SM SILTY SAND: brown, loose to medium dense, dry, fine to medium grained, subround. clasts 2,3,3 76.2 0.8 ' : L :' 1 i 1; II ' .90.8 1.2 10 15 rig 4,5,5 %,I UC L SANDY CLAYEY SILT: dark brown, stiff, moist, low plasticity 5.5,5 S"'j SILTY SAND: brown, medium dense, dry, Fine to 25 medium grained, subround clasts 15.6.6 i 'r T i ( HAJ MUCL SANDY CLAY -EY SILT: dark- brown, stiff, moist, I ii L -.10 6.9,S lo,,%, plasticity TOTAL DEPTH: 31.5 feet 110 I i I i j No Groundwater or Bedrock Encountered j t5 i i i I + , ' , I itL j I ii , I L F tit 4*4 0 PC nsu an iiqv-,�, 'rs�hi C�SOUthwest� iy . t t :' f rF a t i t .7 i 7 c s aS -811�,,o Ariy',iTBc �'�-79 lut 4 -1nN'0:B141' 7 :7 v,� Dr 0 i ing t August'l 'r CR, ojqct, ame: Country Club of the Desert I SILTY, SAND: brown, loose to medium dense, dry, Drilling Method: 8" Holl�", Stem !kuger. Ps oject Number: 07117-10Mobile brill Type: 61 4,4,4 Boring Location: See Figure 2 Logged By: Clifford W. Batten 75.1 0.7 Sample Type Penetration Type -6 5 r 2:. 'Description of Units Page - I Resistance I _5� U u L, i E Note- The stratification lines shown represent the Irk — I (13 1 ows/6") cl-,* 1 1.4 0 i 5 approximate boundary between soil and/or rock types Graphic Trend D m 2 " i I U and the transition'n�ay be gradational. Blow Count Dry Density L I i I 5,6,7 Al - M UC L SM I SILTY, SAND: brown, loose to medium dense, dry, 4,4,4 75.1 0.7 5 r ffffl 6,7,8 1 Irk I 1 1.4 3,2 2 F H. 4,6 20 5,6,7 M UC L L 23 SANDY CLAYEY SILT: dark bro'%vn, stiff, moist, low plasticity A 16,6,5 F 3) 6,7,9 medium grained, subround clasts 35 f-, L k I ' plasticity F— 4.5 I 'Fi,i.I •,I t i SM I SILTY, SAND: brown, loose to medium dense, dry, ffiie to t;iedium' grained, si�ibround clasts; 75.1 0.7 .86.8 1 1.4 H. H M UC L SANDY CLAYEY SILT: dark bro'%vn, stiff, moist, low plasticity A sm SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts MUCL i CLAYEY SILT: dark brown, stiff, moist, low plasticity TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered N-, 4 a i .L SM M 5,5,4 98. 1 5,5,5 81.3 MUCL 0 ( I . i i 4,5,6 A S.N 16.6,7 0 6,5,6 5 6,7,7 L r 10 C4 5 j` I. -SILTY SAND: brown, medium'dense, dry, fine to medium grained, subround cla'sts 0.i 3.2' CLAYEY SILT: dark brown, stiff, moist, lo", plasticity, with sand J is is SILTY SAP,i_D: bro vr,, medium dense, dr -Y, fine to o. medium -rained, subrourid to subangular clasts Drilling Date: August 19 2000, Pt_ 0 *ect t ame: CountryDesert` Club of the Drilling Method: 8" Hollow S[em,Augqr.,,',.-', Project Number: 07117-10 I Drill Type: Mobile 61 TOTAL DEPTH: 31.5 fe Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample Type Penetration; o = Descriplion of Units. Page I of I Resistance 00__ (Blows/6") I I V) U u 77, c c: Note: The stratification line's shown represent the ,pproxiniate boundary between soil i .1 and or rock types Graphic Trend 0 En ;E %4 0 1 and the transition may be gradational.' Blow Count Dry Density a i .L SM M 5,5,4 98. 1 5,5,5 81.3 MUCL 0 ( I . i i 4,5,6 A S.N 16.6,7 0 6,5,6 5 6,7,7 L r 10 C4 5 j` I. -SILTY SAND: brown, medium'dense, dry, fine to medium grained, subround cla'sts 0.i 3.2' CLAYEY SILT: dark brown, stiff, moist, lo", plasticity, with sand J is is SILTY SAP,i_D: bro vr,, medium dense, dr -Y, fine to o. medium -rained, subrourid to subangular clasts TOTAL DEPTH: 31.5 fe 11'No Groundwater or Bedrock- Encountered A _a Z %4 Jl 5F' OriIIgg 1V'0 B 6t7 D ling -Date: )August 18,':ZUUU 7 J.~! :'T P am Club o'(t Desert Oj t Ir . 5 4 Drilling Method: Hollow Stem Au J -i CP Project P r . ojec-.t 11I7-10 v 4 A 36il ) c obi c'61 " ;'t Boring Location: See Figure 2 Logged By: Clifford W. Batten Type Penetration I Description of Units Page f I F -9c I oOf I 0 C/1 Resistance -0 Note: The. stratification lines shown represent the (Blows/6") Z) L. -F 2 =. : approximate boundary between soil and/or rock types Graphic Trend I CU 0I and the transition may be gradational. Blow Count I)ry Density .40 11 L L X4,5.6 5,6,5 l 4,1,4 6,7,8 5.6,7, 18,9,10 7,7,7 71 :j 5 4 v 4 A —Aw— L. ' .•C souir Fill, . rij g N'0TBIT', i lin DI 'e - ."A' tat g a ..: 'August 21, 000 Project Nam Country Club of the Desert 10 Drilling Method. 8" Hollow S'tem"A u`O"6'j' Project Number: 07117-10 35 GemsConsultants Drill Type: Mobile 61 44 5.5,6 - 215 Logged By: C11 , fford W. Batten 4,7,7 Sample Type Penetration i to i i!• i I Page of 17, Description of Units E .Club .1)6Be .79-8111lCountry -, 4 Bermuda .s. CA 922.01 Resistance 1 -0 61 E U) L) C/_1 it . rij g N'0TBIT', i lin DI 'e - ."A' tat g a ..: 'August 21, 000 Project Nam Country Club of the Desert 10 Drilling Method. 8" Hollow S'tem"A u`O"6'j' Project Number: 07117-10 35 4,4.4 Drill Type: Mobile 61 Boring Location: See Figure 2 I 5.5,6 - 215 Logged By: C11 , fford W. Batten 4,7,7 Sample Type Penetration i to i i!• i I Page of 17, Description of Units E .45 Resistance 1 -0 61 E U) L) C/_1 Note: The stratification lines shown represent the 00 1 (Blows/6")! C approximate boundary between soil and/or rock types Graphic Trend cc , and the transition mabe adational. Blow Count D -y Density y gr F. r L L 6.5,10 7,10,10 SM SILTY SAND: brown, medium dense, dry, fine to medium grained, sLibround 61asts 90.1 10.4 NIL SANDY SILT: brown, medium dense, dry, minor ,87.1 3.1 laminations SP -Sim SAND: brown, medium dense, damp, fine to coarse I I grained, with silt layers 103.3 .5.3 i' i I i I SILTY SAND: brown, medium dense, dry, fine to Medium -rained, subround to suban-ular clasts 1 : NIL lilll 10 .5,6,7 F, 10 6,7,10 35 4,4.4 - '10 i ® 5.5,6 - 215 4,7,7 SM SILTY SAND: brown, medium dense, dry, fine to medium grained, sLibround 61asts 90.1 10.4 NIL SANDY SILT: brown, medium dense, dry, minor ,87.1 3.1 laminations SP -Sim SAND: brown, medium dense, damp, fine to coarse I I grained, with silt layers 103.3 .5.3 i' i I i I SILTY SAND: brown, medium dense, dry, fine to Medium -rained, subround to suban-ular clasts 1 : NIL lilll 10 .5,6,7 F, 35 L to i i!• i I .45 i to SANDY SILT: brown, medium dense, dry ii TOTAL DEPTH: 31.5 feet i No Groundwater or Bedrock Encountered ICs, CA 92201 luring N6:918 A. -VAujust 23 2000 briiii ng'Daf��. Piaj ect 1��Mc: C�ur� V,C - lub o I tilt. Desert Drilling 14�t -�VH611owSicmAugcr Projcct Number:' 07117-1,0 Drill Type: ile'•61 B.)ring Location: See Figbrc 2 cd By: Cliffor -W. BatEen medium grained, subround clasts II Samplelto Type I Penetration 6.0 I'l Description 1i 'its'. f Palz C I or 0 91 Reiita nce Note: The stratification lines shown represent the i (Blows/6"): 'S approximatc boundar., b.,�iwecn soil and/or rock- t),p.--.; Graphic Tcnd. L) and the transition may bbe-radZid0rial. Blow Count Dr,, Density % SM SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts II 6.0 I'l 5, M L SANDY SILT: brown, me'diu`n�dens�, dry, minor :0 (' 1 9 11111.2 87.1 2.S laminations L sp-SN't SAND: brow -n, medium dense, dry, fine to.coarse If, .,9,11 i 115.7 1 1. orained, round clasts, %vith silt • a m; C; CLAYEY SILT:'dark broa.-n, stiff, moist, lo%v plasticity, with minor sand .4.6 4.5.5 0 r IL S.10 ILT Fine to SILTY SAND: brown, , , medium densedry, 2-. 1 I.J.; f me d ium giained, subround clasts • 6,7,8 3.) 6,6.7 35 i TOTAL DEPTH: 3 1.5 feet 4-D No Groundwater or Bedrock Encountered JI % A -A I'Dril'in'9 Datc:'Atigust 13,20 Froject Raine:'Countii Club of the Desert I I . .— . . ; Drilling Method: 'S" Hollow Stem Auger 4? Drill Ty i e': Mobilc 61 PN.1 't Logged By: -.Clifford W. Batten, Type , i: 'Dar E -,rS s.ct, k' Resistance U e istance I r, Note: The swatifichtion lines shown represent the, (Blows/6"); c - E ior ,bevween soil andior rock v, Trcnd approximate bound yp is Graphic 01 79-811 It Country', .Club, ve Dri BernifLtda DLncsTCA,92iOI 89.0 11.0 -A I'Dril'in'9 Datc:'Atigust 13,20 Froject Raine:'Countii Club of the Desert I I . .— . . ; Drilling Method: 'S" Hollow Stem Auger _ 17 0 Froject Num'66r-. 7117-10 Drill Ty i e': Mobilc 61 Eoring Location: See Figure 2 Logged By: -.Clifford W. Batten, Type Penetration SANDY SILT: brown, T'ediu'm dense, dry, laminate(! ----- Description of Units, Pape I of I [ Resistance U e istance I r, Note: The swatifichtion lines shown represent the, (Blows/6"); c - E ior ,bevween soil andior rock v, Trcnd approximate bound yp is Graphic 01 and the transition niav be gradational. Blow Cou'nL Dry Density I •' I I ML SANDY SILT: brown, T'ediu'm dense, dry, laminate(! ilia .5'8" 10 89.0 11.0 'lvIL/ L C CLAYEY SILT: dark bro:vn, stiff, damp to vet, cla) 6.9,8 83.4I'4.0 nodules 6,6,7 32.1 IS., 4 % SILTY SAND: bro,% medium dense dr,'. n -ri, m f to medium -grained, subround clasts 4.4.5 I • 4t '.'. i ;o ;i i r A 21 6.8,3 !.'I. r t M UC L CLAYEY,SILT: dark- brown, stiff, moist, low 2 plasticity 3,4,4 L 3 6,9,10 r L & 33 TOTAL DEPTH: 3 1.5 feet 4 No Groundwater or Bedrock Ericountered 4,5 cl ;L W; 'N0R'2n` n r, &me:`Country ng t v S t 1'Drilling Project Club of the Desert-. _F4 �7, ts F 6y ' oring Location: See Figure 2 Logged By: Clifford'W. batt,n N A'. F AXQ R ri 'N0R'2n` n r, &me:`Country ng t v S t 1'Drilling Project Club of the Desert-. Method: 8- Hollow Stern4Au Proj , Iiet Number.Number.Oil 1'7- 10 !Drill Type: -Mobile 61 oring Location: See Figure 2 Logged By: Clifford'W. batt,n SANDY SILT: brown, medium dense, dry to damp Sample,r�. Type as 'Paye 1 f Penetration;A Description of Units, 0 I] - Resistance I i 85.1 Note: The stratification liries shown represent the U s; (Blow 6'*). Z/" approxin-I.3i": bcundary between soil andlo. rock types Trend ooi C5. ; and the 1'ransiuon ma' Blow Count y be�jradational. Dry Densiry L ML SANDY SILT: brown, medium dense, dry to damp 4,6,7 85.1 14.1 71 5,3,7 ill! i1 82.3 2.6 10 MUCL CLAYEY SILT: dark brown, stiff, v., e i, low to' MR 7,8,9 83.9 medium plasticivy' Pvt L/C L SANDY CLAYEY SILT: dark brov.-n. stiff, moist, ')0 4,5,6 low plasficiry F L ML !j SANDY SILT: light brown, medium dense, dry, L 6,7,8 laminated • -3 0' 19,10,11 A; L L j 35 TOTAL DEPTH: 31.5 feet 40 No Groundwatcr or Bedrock Encountered 45 4 r r % 4 4 tit a S-t'F lk' 4 . 7 4 vit V,Eai1h-;SY!§-tb4fis!�q W,tan'tS6e1.'1 J t C�A 'fks79-811 B C' C16b Drivc. Bmitu" `yam q 201 0 ;: V-0 1321 Dri ling WC: August 23, 2000 ect Name: Country Club of the Desert `Drilling Method: 8" Hollow Stem Auger - Nu�m'ber: 07 Proj eid 1 17-10 II Drill 'Type: Nlobil, 61 oring Location: See Figure re 2 Logged By: Clifford W. Batten• sample, Type Penetration I i = v -Description of Units Resistance Note: The stratification lines shown represent the. F 0 approx:iraic bou;dary beiween soil and/or rock, types. :i5 s! > , i 21 r_ I Graphic Trend = CL 0 (Blov .6 0 . and the tvansitio' maybe gradatioiial. Blo- Count Dry Density n L ML SILT: light brown; loose to medium dense, damp, laminated i II 11 4,6,6 62.6 4.0' 5,6,S I i 87.4 13.5 1 ML/CL CLAYEY SILT: dark brown, very stiff, wet, cla" 0 IM nodules 6, 10. i L/.j-'l 110.0 4m ML SAN 7DY S f LT: li2lit brbroom. m diem dense, dry, 4 laminated. ori[h sand Jill!: 1 M UC L SANDY CL YEY SILT: dark brow-fi, stiff, moist, 20 1 4,41,41 medium plasticity, with sand io sm SILTY SAND: brown, medium dense, dry, fine to 4,4,5 r I J medium grairied. 6.7,S 0 TOTAL DEPTH: 31.5 feet 4) No Groundwater or Bedrock Encountered - L :, 4j' 0_3 {Southwest 21 3, ,5 25 30 F Ky!2 No: 922, Project Name: Country Club 35 of the Desert 40 Project Number. 07117-10 Boring Location: See Figure 2 45 r Sample Type Penetration Resistance E 0 C ffllows/6")l co Z0 cr, C 10 79.8! 1 Bermuda' jPha (760 345, r58'sa "0611ing Date: 'August 23, 2000 .Drilling iMethod: 8" Hollow Stern Auger Drill Type: Mobile 61 Logged By: Clifford W. Batten Page I of I Graphic Trend Blow Count Dry Dens: rY Description of Units Note: Th_ stratification lines shown represent the J.'Poroxirnate boundary bet%%-cc:i soil and/or rock types and id t;i,,: transition may be grad3tiorizi. MIL IT SILT: light brown, loose to medium dense, dry, laminated 4,5,6 i I I i 64.0 3.6 S IM j SILTY SAND: brown, medium dense, dry, fine to 5,5,5 88.5 1.8 medium (yrained 10 0_3 -.6.6 21 3, ,5 25 30 F i 16,8,S 35 40 45 r SP -SM S AN' D: brow, medium dense, dry, fine to coarse 2raincd, subround clasts, v.:lLh clayey silt lavers 104.3 4.1 Il illi 10L SAM)Y SILT: iis!ht bro\k---., nicdrum dense, dry, lamirlaccc:, with sand $`. SILTY S. -\.\-'D: brown, rnedlurti dense, dry, fine to medium trained TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered -4 A,?2201 15-7315 4 -S I iB counti,- Club Dri * vj. Bcarn k 92201' ?y. No:B23 ate: August 29 00 t 4M L Drilling Method: 8" Hollow StcM Auger ff" OAar. all i �A rt h S t�: `7 al t d Rts % - yste boring Location: See Figure 2 Logged By: Clifford W. Battcri' A i! est Sample 4 -S I iB counti,- Club Dri * vj. Bcarn k 92201' ?y. No:B23 ate: August 29 00 t nic: u lio 6, Country Club of the Desert C'% Drilling Method: 8" Hollow StcM Auger 1�tro3ect Number: 07117-10 Drill Type: Mobile 61 boring Location: See Figure 2 Logged By: Clifford W. Battcri' v�* Sample 4 -S I iB counti,- Club Dri * vj. Bcarn k 92201' ?y. No:B23 ate: August 29 00 t nic: u lio 6, Country Club of the Desert C'% Drilling Method: 8" Hollow StcM Auger 1�tro3ect Number: 07117-10 Drill Type: Mobile 61 boring Location: See Figure 2 Logged By: Clifford W. Battcri' Sample -4V Type Penecration i 5,5,5 Description of Units Page I of I iz Resistance I U U V; n The Note: T e stratification lines sh6wrepresent the - E (blows/6") C/) 85.24.3 approximate boundary soil andior rock types Graphic Trend 0 U, and the transition may be .—jdaLional. Blow Count Dry Dcrisity • F . L L .ML SANDY SILT: light brown, loose to medium dense, dry, laminated, with sand 5,5,5 66.8 2.6 85.24.3 S.A N -`D: brown, medium dense, dry, fine to coarse M SP -s' er tied. with S*l I t 109.1 1.4 is si\1j! S! —f TV S:\ND: brol,%T., dense, dry, fin. io 7 n' c ci i Li i grained 3,4 , 4 % 0. k, 4 -- ,,y -09 31,1B o= C lL,b.'bn'vc.,,Bi'ftnu:1 .eardi D, i s. CA 2161 Ph '%' _Mtt6x-,(760) 345-33 I'S., .06-k c It! '46rina 0 Drilling Daic. August 23 2000 rAName:-Country Club of the Desert: el it (Drill T,Drilling M hod:", 8,Hollow Stem -Auger, [reject Number: 07117-10 " ` 1 ype: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten 'ol 77". Sample Type Penetration Description of Un"its Resistance I U i No,,: The stratification lines ho,,, represent he - ? approximate --v bc;wcen soil and/or rock Graphic bounda-, (Blows/6") C ': - and the transition may bc gradational: Blow Count Dry F)cnsily L ML to dam SILT: brown,. loose to medium dense, dry P, Ilaminated Ij L 4,5,5 7`1 9 3+3 5 4,4,5 85.7 2.1 ! L SILTY SAND: bro\vri, medium dense, drv, fific to medium erained 100.2 M IUC L. CLA-y-EY SILT: dark' brown s t i ff, moist, lo,.% - Plasticity r 20 15.6,6 SM SILTY SAND: brown, medium dense, dry, fine to A. medium grained 4.5,6 !L TOTAL DEPTH: 3 !.5 feet F N o -G ro u n d a t e r or Bedrock Enco' nterc d- u L - 0 . X :j W." .;, M U I t 51i A S ;,k. southwei U,. CPT_ So"U'Adfiq""g;``;CP T--' one Penetr6i-AeiJFUdRb' Inc: W.- Project.Niffili; 'Country, Club of the Desert Truck Mounted Electric Cone LL Project No*.: 07117-10 ti with 23 -ton reaction weight Location: See Site Explorat&Plan Date 8/28/2000 ,a Stratigraphy `iRaiio Tip Resistance;Qdjts LU interpreted Soil"! ' I Friction 0 (Robertson & Campanella -1989) Demit /Consistenc, 8 6 4 - 2 0' 100 200 300 400 Silty and to Sandy Silt very dense Sand to Silty Sand very qen' se Sand to Silty Sand very dense .:)and to Silty, Sand very'dense I Sand to Silty'S;ind' very V d6ndenseSand to Silt ty Sand dense, Sand very dense Sand to Silty Sand very dense Sand. to Silty Sand dense Sand to Silty Sand dense .Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense i Sandy Silt to Clayey Silt medium dense i. Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense ,Silty -Sand to Sandy Silt medium dense Sandv Silt to Clayey Silt medium dense. r Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense ,Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense Sand to Silty Sand medium dense Silty Sand to Sandy Silt 'medium dense Sandy Silt to Clayey Silt medium dense ,3ilty Clay to Clay very stiff ;Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense randy -Silt to Clayey Silt medium dense .Sand medium dense Nand to Silty Sand medium dense Sand to Silty Sand medium dense Sand to Silty Sand medium dense Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sand dense ,Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense Sand to -Silty Sand medium dense Silty Sand to Sandy Silt medium dense ;Sand to Silty Sand dense Silty Sand to'Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense Sand medium dense Sand medium dense and to Silty Sand medium dense EI.nd of Sounding' .5P_j feet.., 1 -5- 10. 15 20 25 30 35 40 45 50 7t ` ' I CWIO RVi w lt- lam`ij: Country Club of the Desert Truck Mounted-, Electric Cone . .: 07117-10 with 23 -ton reaction weiahl Date: .8/28/2000 LLJ interpreted Soil Stratigraphy Friction Ratio Tip Resisitance, Qc-(tsq ' and to Silty 9—and very dense ,verydense,Sand to Silty Sand ' very.ueoue Sand to Sky Sand very dense v"e!Y,_ dense . sifty Sand t6 Sandy Silt dense Silty Sand to Sandy Silt .`~~^ | ! Silty Sand to Sandy Silt 'medmmdenue Sand to Silty Sand dense ~Sand to Silty Sand medium dense Sand to Silty Sand dense ^6and to Silty Sand dense Oand to Silty Sand -dense ' ;Sand to Silty Sand medumdens SenonzS/nySand madiumdens, _-15 Sand to Silty Sandmedium'dense §ilry.Sand to Sandy Sill madiumdense ilzy Sand to Sandy Silt mediumdens §and to Silty Sand medium dense Sand to Silty Sand medium dense20 | 'Silty Sand VuSandy Silt . medium dense '§ilty Sand to Sandy Silt ^ medium dense Silty Sand to Sandy Silt medium dense ! §ilty Sand to Sandy Silt dense ' §and to Silty Sand dense ' §ilty Sand to Sandy Silt medium dense' ' ! §ilty Sand to Sandy Silt medium dense | andy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay h6nd' | ' 6Clayey Silt to Silty Clay . hard 30 ,Sandy Silt to Clayey Silt . medium dense ^ Silty Sand to Sandy Silt medium dense, | Silty Sand to Sandy Silt medium dense Overconsolidated Soil medium dense ! . medium dense 35. Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay_ handOSilty Sand to Sandy Silt ^ medium dense, Silty Sand to Sandy Silt medium dense / Sand to Silty Sand medium dense -40 Sand to Silty Sand dene ' i ' dense Sand to Silty Sand dense Sand dense ' Sand to Sand dense Silty Sand to Sandy Siltmedium dense medium dense | i Silty Sand to Sandy Silt m6diumdense Sand` dense . %7,` EndnfSoung ; D 4Q nf —~~, 14 Nit Tk jig U. ed Electr Pr9ject No.: 07117-10 with 23 -ton reaction weight aw . ^ Soil stratigraphy ' Friction natio ' -npe starice. oc(tsl) , o O 4 z o 100 zoo 300 400 ` .Silty ' Sand very dense "Silty Sand to Sandy Silt very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Da 'iE ! ilty'Sand very dense ,?ilty Sa; a t6 Sandy S'ilt very dense Sand -to Silty Sand. dense 3and very dense Sand very dense '?and very dense I Sand very dense and '? very dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clavey Silt loose Sand to Sandy Silt medium denseSilty Sand to Sandy Silt medium d ns:. 1,3andy Silt to Clavey Silt loose Sandy Silt to Clayey Silt loose i Oandy Silt to Clayey Silt loose .'lay stiff ^ tay ' ' finn ------ Clay ^ stiff Clayey Silt boSilty Clay very stiff ,Dandy Silt to Clayey Silt medium dense ' layey Silt to Silty Clay very`stiff C 5i bo8i| C y~ very stiff Sandy qilt to Clayey Silt loose Silty Sa nd to Sandy Silt medium dense ! Silty Sand boSandy Silt medium dense ^ ' ! Silty Sand to Sandy Silt ' medium dense30 c3am1hnSilty Sand ' medium dense ndboSikySand medium dense I ,Sand medium 5' ! | Silty Sand huSandy Silt medium dense / Siih/SandboSondySi|t medium dense35 UtySandtoSandySi|t medium dense ! andtoSikyGand` medium dense Silty Sand toSandy Silt ' medium dense Sand toSilty Sand medium dense | - C|ayeySUtboSilty Clay very stiff Clayey Silt bzSilty Clay veryshfif Sandy Silt tmClayeySil't loose ' ' Silt to Silty Clay very_' very stiff ' Clay to Clay ' very stiffIliy.Clajt6 Clay very stiff CClay , very stiff umySand VoSandy Silt medium dense Si\hSandhoSandySi| medium dense 'ty Sand medium dense ' | ' nn~ '°"" ='` ^" ^ e ~'. ~ . mu ~ ` -10. -15 -25 ants,',. y� --th .4 ti *o .01U 5 v N Nlk QP- T in Co, e'P trometer: FUGRO-, Inc. p Foject Name: 'CO'Untry Club of the Desert # Truck Mounted Electric C6nie 'Project o.: 07117-10 with 23 -ton reaction weight Location:. See Site Exploration Plan Date: 8/28/2000 Uj Interpreted Soil Stratigraphy I(Robertson Friction Ratio Tip Resistance, Qc (t;o 0 & Campanella. 1989) Density/Consistency 8 6 1 4 2 0 100 200 300 400 Sand toSilty and very dense .1 Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense - 5 ,7 Sand to.Sifty Sand very.dense I. ,Sand Sand very dense I I n8, to Silty Sand very dense ,Sand to Silty Sand very dense Sand to Silty Sand dense Sand very dense10 i Sand very dense Sand very dense Sand dense ,'Sand to Silty Sand medium dense Sand to Silty Sand 'Sand medium dense i dense — — ----------- Sand dense Silty Sand to Sa7.dy Silt medium dense �Silty Sand to Sandy Silt medium dense - 20 Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Clay to Clay very stiff Pilty Clay to Clay very stiff Sandly Silt to Clayev-Silt loose Silty Sand to Sandy Silt medium dense -. 25 Silty Sand to Sandy Silt' (Silty loose Sand to Sandy Silt medium dense `Sand to Silty Sand medium dense �Sand to Silty Sand medium dense - - - --------- ,Sand dense -� 30 �Sand dense ,Sand medium dense Sand medium dense Sand dense, Sand dense, -. 35 ,Sand dense I� Sand dense Silty Sand to Sandy Silt medium dense �Sandy Silt to Clayey Silt medium dense 'Sand to Silty Sand medium dense - 40 Sand to Silty Sand medium dense �Silty Clay to Clay very.stiff Clay - very stiff Clayey Silt to Silty Clay Gay, very stiff -45 very stiff A Clay' � very vestiff Silty'Clay to Clay very stiff (Silty Sand to Sandy Silt loose �Silty Sand to Sandy Silt medium dense A End of Sounding'@ 49,9 feet j T _ y .. r k ..._- fe _ ^_. t " %. + ' i'f j#,pty } u j- K jyt+ - .. » } ; r {n 3 si. • y X at. - t x}mak.€" 'fir T . - 't rc £ " a • fir} s' . ' , WSW s t'i4r„•X. L- x '.ids.{ 3 r V L t j. Y 1. ' 4 1 t iK 4 ..k Yi•4 = ifs.?F i rc, a . r 'q.n, tr § 'rt',➢7 •+k4 3. ,t y;a t `+`' r F.s;t /res r F y y s ,+ t: . i .; t.. r5 ':''y r ai }o n.c d :'. 4 i .,t Xa `'i` r ` ' * r' 'fit t 13 "5 .r•. 1" I yi w t, 7r' t a: • j ti•^ x' y,,i- :. F r . a, .a t APPENDIX B y Laboratory Test Results r Tr q• • i Sample Location Depth (feet) Unit Dry Density (pcf) Nloisture Content (%) USCS Group Symbol BI 5 - 8.4 ML ; 10 93.2 1.5 i k x 15 N File No" 07117-10 r a { September; 22 B': I 86.8 -'.2 VlT . B2 UNIT DENSITIES AND MOISTURE7CONTENT ASTIvt D2937 g 02216 2.6 I i, G; Job Name: Country Club of the Desert 41 Sample Location Depth (feet) Unit Dry Density (pcf) Nloisture Content (%) USCS Group Symbol BI BI 2 93.4 2.1 SM BI 5 85.6 8.4 ML B1 10 93.2 1.5 SM B I 15 77.7 5.7 ML B': 20 86.8 -'.2 VlT . B2 2 95.9 2.6 V1L B2 5 84.4 ^. ML 32 10 90.4 i.3 S\l B2 15 81.2 2.9 ML B2 20 83.3 4.6 ML B3 2 91.1 0.8 SII B3 5 96.0 1.6 SM B3 10 82.0 9.6 ML B3 15 84.8 6.8 SM B3 20 90.4 4.1 SM B3 25 95.9 2.4 SM B3 30 93.2 2.9 SM B3 35 96.9 1.5 Sivf B3 40 92.1 4.3 ML B4 2 89.5 1.2 ML B4 5 99.1 1.2 SM B4 10 7 7. 0 15.3 ML/CL B4 15 79.1 5.1 SVM B4 20 73.5 15.4 MUCL B5 •.. ., - Zit t. ,. .. . ^w tA./ Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pct) i Symbol B5 15 t -File No Q7117 10000 i = Setembr`22, 2 B5 • .tom•: rU.S. .. _ ,t SM UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 &, D2216 88.4 0.4 SM B6 Job Name: Country°Club of the Desert 88.0 0.8 B5 2 Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pct) (%) Symbol B5 2 87.1 1.0 SM B5 5 86.1 1.2 SM B5 10 89.6 0.9 SM B5 15 85.3 1.3 SM B5 20 85.1 1.5 SM B6 ? 88.4 0.4 SM B6 5 88.0 0.8 SM B6 91.2 0.9 SIM B6 15 91.9 1.5 SM B6 20 96.8 2.6 SM B7 2 95.2 0.7 SM B7 5 95.4 1.2 SM B7 10 87.8 2.1 SM B7 15 95.2 1.3 SM B8 2 87.9 0.7 SM B8 5 90.2 2.5 ML B8 10 90.7 1.7 SM B8 15 91.0 1.1 SM B9 2 74.2 1.5 SM B9 5 .91.4 6.1 SM B9 10 90.3 2.4 SM B9 15 87.7 2.6 SM B10 2 72.2 12 SN11 BIO 5 92.7 1.6 SM B10 10 91.7 3.0 SM B10 15 Unit Moisture USCS { .-- E '. { 1• t ftp ._ P - a' 4t.- I. 7. Group Location (feet) Density (pco N Symbol B11 10 91.6 1.2 SM ;Fiie No 07117 10 , r - September 22 SM B12 5 ..2000 UNIT DENSITIES AND MOISTURE CONTENT D207 R B12 1.0 92.2 ASTM D2216 SM B13 2 '"Job Name: Country Club of the Desert SM B10 15 Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pco N Symbol B10 15 8 7. 3) 2.7 SM B11 2 --- 0.5 SM B11 5 95.5 0.7 SM B11 10 91.6 1.2 SM B12 2 93.0 0.4 SM B12 5 97.2 0.7 SM B12 1.0 92.2 1.2 SM B13 2 762 0.8 SM B 13 5 90.8 1.2 SM B14 2 75.1 0.7 SM B14 5 86.8 1.4 SM B15 2 98.1 0.2 SM B15 5 81.3 3.2 SM B 16 2 86.4 0.3 SM B16 5 72.6 2.7 SM B17 2 90.1 0.4 SM B17 5 87.1 3.1 ML B17 10 103.3 5.3 SP -SM B18 2 89.0 1.1 S1\-1 BIS 5 87.1 2.8 ML B18 10 115.7 1.4 SP -SM B19 2 89.0 1.0 SM B 19 5 83.4 4.0 ML/CL B 19 10 82.1 182 t%,IL/CL M P E r,File No 0 71~17, 10 September 22, 2000 i UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 y . 11 "` Job Name: Country Club of the Desert B Sample Location Depth (feet) Unit Dry Density (pcf) Moisture Content (%) USCS Group Symbol B20 B20 2 .85.1 4.1 ML B20 5 82.3 2.6 ML B20 10 83.9 19.5 ML/CL B21 2 62.6 4.0 ML B21 5 87.4 3.5 ML B21 10 S3.3 20.0 ML/CL B22 2 64.0 3.6 ML B22 5 BS. 1.8 SM B22 10 104.3 4.1 SP -SM B23 2 66.8 2.6 ML B 2 3) 5 85.2 4.3 ML B23 10 109.1 1.4 SP -SM B24 2 71.9 3.3 ML B24 5 85.7 2.1 ML B24 10 100.2 2.9 SM Job Name: Country Club of the Desert -,Sample ID: BI @ 0-5 Feet Description: Sandy Silt (M1,) too 90 80 70 0060 .2 tA cc so c_'u 40 30 20 10 0 100 Sieve Percent ercent Size Passing 1-1/2" 100 111 100 3/4" too L 100 3/8" 100 File Noy 07.11740 *r:, 100 Sepie ?2 2000, 100 #16 -bier PARTICLE SIZE,ANALYSIS 99 ASTM D-422 96 -&il 100 Job Name: Country Club of the Desert -,Sample ID: BI @ 0-5 Feet Description: Sandy Silt (M1,) too 90 80 70 0060 .2 tA cc so c_'u 40 30 20 10 0 100 Sieve Percent ercent Size Passing 1-1/2" 100 111 100 3/4" too 1/2" 100 3/8" 100 94 100 #8 100 #16 100 430 99 #50 96 -&il 100 80 #200 55 All % Gravel: 0 IN, Sand: 45 % Silt: 47 Clay (3 micron): 8 (Clay content by short hydrom-,:LC- method) 10 0.1 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 0.001 !I; I + i 'i'! i Oji l ;il I 1 ij')j i I l I I I I I i i 'll I i i I( I I !ii' i I I I I ( :l i W — j l l I 1 I 'Ij ' I i ill' i' i j j l i i i -,; i j -- 10 0.1 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 0.001 fii "File No.. 0.711.7-10 PARTICLE -.814 Job Name: Country Club of the Desert Sample -ID, BS (a) 5 Feet Description: Silty Sand: Fine (SM) Sieve Percent Size Passing 1-1/2" 100 111 100 3/4" 100 1/211 100 MI, 100 44 100 98 100 916 100 % Gravel: 0 #30 100 % Sand: 76 450 94 % Silt: 20 4100 62 % Clay (3 micron): 4 4200 24 (Clay content by short hydrometer method) 100 90 SO 70 60 SO 40 30 20 to 0 0 100 10 I 0.1 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 0.001 I I( i I 111 I i i ! m i l i I I) j i ! t i I I I i I I viii i i I it I I I I I I I I 'I ( 1! I I ( 1 i ; ` ' iII i 100 10 I 0.1 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 0.001 !P2: U 74 5 4 vi T j - t -Z C SeptemberVz200 0 Q-1 7 PARTICLE SIZI; SIS ASTM` D422 Job'Nam e:- Country'Club of the Desert Sample ID: B6 @ 20 Feet De'seription: Silty Sand: • Fine Wl 9iii-yens'e's' (S M); Sieve Size" %Tassing By Hydrometer Method: 100 Particle Size % Passing 2 100 -59 Micron. 20. 1-1/2" -100 23 Micron 11 100 l'3'Micron .9 3/4" 100. 7 Micron 8 1/2" A00 5 Ml.cf6n 6 100 33 ) Micr'on 6' 94 1001* 2.7 Micron 5 rr 100 1.4 Micron I • i5 '100 .100 -el: 0 X30 97• Sand: 75 100 67.., Silt: -20 -ft`200. 25 610 Clay (3 micron): '5. too - 90 80 70 60 50 40 30 20 10 0 100 10 0.1", 0.01 0.001 Panicle Size (mm) T_ !T iTi j!Ij' .j I liill! I i 1, Iil'!, . .I li l ,l, j' • l l( I i ' ((1 ! 1 .1 I (' iliill'j' I l i' !!jail l ' I —• I I I i i IjI ill+i! I•'! i l j j (lljl'! I j h 'i' A j!I! ' j jl 'j j.l I ; i. ( i i ( i !I I I I i lil'ii 1 r iiii ITIF l I i ji i►illi i! ►jail; ''ti! I i l'► i i . - l l 1., I !►i, ;, ,j, ;1 l! i I I ' , i I I I j { ; -; , i iii I i;- i J IH I , i Iii ! l lIj 1!1 i _ii! j I ! i I ll. !; ;l! ii : !;;!! ! ►ll l l Ii l, ! , ► !!lig I , _ 100 10 0.1", 0.01 0.001 Panicle Size (mm) 100 90 so 70 60 50 4U 30 10 2 10 - ! 4 I I j r :i. I I Ir FileN6'., 7117410' .,, jll; 060, -Septerfib PARTICLE SIZE ANALYSIS ASTNI D-422 Job Name: Country Club of th e Desert I Sample ID: B7 @ 0-5 Feet Description: Silt)! Sand: Fine (SM) Sieve Percent Size Passing 1-1/2" 100 100 U111 7 THI 3/4" 100 j ;( 1/2" 100 j 1 3/8" 100 "14 100 #8 100 1.416 100 % Gravel: 0 0 99 % Sand: 76 ;:150 90 Silt: 19 .4i 100 58 % Clay (3 micron): 5 T" 2 0 0 24 (Clay content by short hydrometer method) 100 90 so 70 60 50 4U 30 10 2 10 - ! ili I I j ! I :i. I I I Illi I I jll; U111 7 THI l j ;( j 1 10 1 0.1 Particle Size ( rnni) EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01. 0.001 'Y ' d r o S 7 .+ L { a kl N. i , iisn _.y w ir f;Ssrr r ti3 . '' t:..a . z• " - ;•A^' .. '+.{. r r xt ^n.rrt ',t y q:. vr. .rv f'z•' {1t' SbF'1 t r t tiy E a , a .." •i'f. ', e, , r`s` } ' : . .a n = r.a •%S. ^x r w {i t:{x M 1 1 ` 4' #. . ' t ""'1 3 1. - .7. 31 h{ d'ft++i^^_.." ,r .i r %?l s r.Y - f , _ ,+ i.. a=i• a?• 1• iC y ib .F 1 `, i 't f !"'+c', _ ; f r! 'oPr +yys r r 'ir, t,s- O + x.. - . r°"-"3 3+ yt + o 5 i.1' F v rl ! t'f '% . } 2 i - -• , i £ : y y3 NS - 3 !' 3` I ' n.ir'.ryk + qi s ; •ti7 94 '.'„'-k ii xc t :Y a' • .fi '}r, ai r ' }c-rc YyS t lF x$1.i t i2 3 r3 tit 3r <(J } W.— `'Se teinbe2 ; 2000 4x', ` nc : 7 a-Jsa ' .Ft'?. F 4C'"-a!'t' {*• r, .j, f° f 11 • #H r P f -L f,. " P a A 4 P i1 ;Ey i' ,a fJar 3f a;,j}a xi a ^ r'l .l? ` 4t+ -r``•.i t r..,. rc' r 3, j 'r: . 1, g;.'` a rv, .;gr,, k1 ' i ! 3 { ,:_ -ii v r J S i, t Fw:.t" 9 r_1: t4"_'.. f:.2 ,di a :. .,. a ...•l?'•r:;aa S. `. i PA RTICLE'SIZE ANALYSYSASTM D=4 2 22 'Job Name: Country Club of the Desert Sample ID:. B16 @ 10 Feet 'Description: ''Saudy:S7ilt (ML)'_ "°' y Sieve Size % Passing By Hydrometer Method: a r JI J. 1. 100 t: Particle Size) %•Passim, 'r ' 2" 100 49 Micron 56 1-1/2" 100 22 Micron 19 - ' 1 " 100 •13 Micron 11 ; . 3/4" 100 -Y - 'r 7. Micron ; 7 1/2" 100 S Micron' 7 ` 100 3.4 Micron, 5 # ' '94' 100 .A., , 2:7 Micron ' 4 + #S. 100 ' r . 14 Micron. I g16 100 ' X30, 100. `' % Gravel:' 0 50 _ '100 a/o Sand:' . a 24 . p `100 97 - %Silt: 72. t ;x200 f 76 - % Clay(3 micron): -4 :. + I I I V a I' I llll I III I•I I -1 jli i i „IiI iii; ( 90 Ii i I I i t • IIiI I'.i i. S0 : I I i I il l l I I i I l I!! IaI i rJ illll I 70 -VIII 60 III I tllfii c i' ►i I i it 50 + 40 e - 30 20 I + I i • iI 1lliii,i.1 10 IIIIIi i ly 'll. h , ' I 'Ijl; i I I 0 I I I V a I' I llll I III I•I I -1 jli i i „IiI iii; ( Ii i I I i t • IIiI I'.i i. I i I I i : I I i I il l l I I i I l I!! IaI i rJ illll I l 1 I l :•Ij i, I i I -VIII III I tllfii i' ►i I i it i I I + I i iil Il iI 1lliii,i.1 ' IIIIIi i ly 'll. i l• ' II ' I 'Ijl; i I I I f I'I I f A i I i. i'' i•11 .j II iII i .1 il I I IIiiII ;Illi! • , iI I illl - '; tl I I Illi, •I —:- ( .'!Illi illi i I l .I l l' I I. I I I I,;, I '- I 1 I i s I , I• :I • a V a 10o - 10 f 0.1 ' 0.01 .0 .001 ' Panicle Sizc (mm) x 77-7 Yl 4, -wffi -v, '41 1,1-N -4 Xv. n !&Pte A S PSIS A Tkb-=-422 Sample ID: B ' .Feet Description: Clayey Silt (CL/ML);-kith sand Sieve Size % Passing BvHYdrdmeter Method: , 311 .100 Particle Size % Passing. • T 100 42 `Micron 81 100 '19 Micron 50 100 12'rMicrdn 39 34, •wo. .6 Micron 27 I d" 100 4 Micron 23 3/8" 100 3.2 Micron' 19 #4 100, 2.6 Micron 17 100 1.4 Micron 6 -9.16 99 930 99 % Gravel' 0 .950 99 % Sand: 15 9100. 97 % Silt: 68 9200 83 -Ox" Clay (3 micron).' '17 100 90 so 70 60 50 C- 40 30 20 10 0 100 10 I 0:1 0.01 '0.001 Particle Size (mm). I i (III I( I I.I i i l jlil; i i j_ l ljl i i Hi 1! 1, I (ISI I I ( jI I I,I ( ;`1 '' jl! .j I.! ''° i iji;I !j•! I I I.I .1- j_ ;:. .i.. ' I' I i i I Illii I I i 1 l l i j I• I_. ; ; I f• 1 I f l l 'i I 1 I t iT I I' i 1 I HI II I 100 10 I 0:1 0.01 '0.001 Particle Size (mm). II 'Fild,No..: 07-1174,10 qpfpbe6 22, 2000 L rri t ]PARTICLE SIZE ANALYSIS ASTNI D4'22 Job Name.' Country Club of the Desert Sample ID: B20 @ 15 Feet Descrip-t-lon: Clayey Silt (CUML) C-0 100 90 so 70 60 so 40 30 20 10 Sieve Size % Passing 31- 100 21' 100 1-1/2" 100 V 100 3/4" 100 1/2" 100 3/8" 100 44 100 98 100 916 100 .4,0 r, -) 99 X50 99 x100 96 2 0 0 90 By HydrometerMethod: Particle Size % Passing 42 Micron 83 16 Micron 75 10 Micron 62 6 Micron 46 4 Micron 38 3.0 Micron 32 2.5 Micron 29 1.3 Micron 10 % Gravel: 0 % Sand: 10 % Silt: 61 /o ' Cl -,-I-,- (2 micron): 29 10 1 0.1 Particle Size (mm) 0.01 0.001 T iT i T T iiiil 1 T I !15 ii; i i II 'I i!, liI !ii l i i:ll i i 1 illi ii) i I Iilli i i I►I.II III 1. „ I i! I iII l I I I i j l ! ilij i! ilij; i I jl' -1 j ! _ ( I ;I I I ' i II` i i I Iljl I I I ; --- it IIIA' l i I III;jI .i, i I I I I I I i i I Hiil III i I :i I I I. l:+li I i 1 i t I Iljili I l j Iljll -I I I i 10 1 0.1 Particle Size (mm) 0.01 0.001 File No 0 CONSOLIDATION TEST Country Club of the Desert 136 @ 20 Feet Silty Sand: F w/ Silt Lenses (SM) Rin- Sample 2 1 0 -3 4 5 -6 rj -7 P S. ptem>Jer:22, 2000' ASTM D 2435-90 & D5333 A Initial Dry Density: 88.2 pcf Initial Moisture, %: 0.4% Specific Gravity (assumed): 2.67 Initial Vold Ratio: 0.890 Hydrocollapse: 2.6% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram 1 t' ? 0 Before Saturation Hydrocollapse M After Saturation *6 P?hnund -Trend -- - - - ------- 0.1 1.0 Vertical Effective Stress, ksf 10.0 0 Before Saturation !Hydrocollapse M After Saturation w Po--hnund -Trend 2 1 0 op -3 Z -4 5 -6 -7 -8 -9 -10 -11 `` 12 7 TileNb;`,;,07117-10 September, 422".200 0 % -CONSOLIDATION TEST ASTM D 2435-90 & D5333' Country Club of the Desert Initial Dry Density: 793 pcf R_ 19 @ 5 Feet Initial Moisture, %: 4.0'/' 0 Clayey Silt (MUCL) Specific Gravity (assumed).- 2.67 Ring Sample Initial Void Ratio.- 1.102 Hydrocollapse: 2.5% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram 0 Before Saturation !Hydrocollapse M After Saturation w Po--hnund -Trend 2 1 0 op -3 Z -4 5 -6 -7 -8 -9 -10 -11 `` 12 1.0 10.0 N."'ertical Effective Stress, ksf li 1.0 10.0 N."'ertical Effective Stress, ksf 2 1 0 O Before Saturation Hydrocollapse ® After Saturation 4E RPhr)und Trend , i r,. File No 071117-10:, mber 2 2, 2000 r_ ,4:Septe, , I CONSOLIDATION TEST ASTM D 2435-90 R D5333 Country Club of the Desert Initial Dry Density. 74.6 pcf B20 @ 10 Feet Initial Moisture, %.- 19.5% Clayey Silt (CUML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.233 H drocolla se: 0.9% @ 2.0 ksf j `Yo Change in Height vs Normal Presssure Diagram i 2 1 0 O Before Saturation Hydrocollapse ® After Saturation 4E RPhr)und Trend , i 1 I •I i i i ! 0 i z 7777977 14 Ftle N'.:.071 17;;10 F ":Septeriiber 22 2000: _CONSOLTDATION TEST., _ ASTN,1 D 2435-90 & D5333 I i Country Club of the Desert Initial Dry Density.- 85.3 pcf B24 @ 5 Fee[ Initial Moisture. °,i;: 2.1% Silty Sand: F w/ Silt Lenses Specific Gravity (assumed): 2.67 Ring Sample i j Initial Void Ratio: 0.955 i R Hydrocollapse: 1.8% @ 2.0 ksf I % Change in Height Normal Diagram vs Presssure O Before Saturation Hydrocollapse ® After Saturation RPhnund R Trend ! ! 0 0.1 1.0 10.0 Vertical Effective Stress, ksf R _ I i i i j i I• I l i !! I I 0.1 1.0 10.0 Vertical Effective Stress, ksf R j J File No -071174-0- -S.,ej.'tdffibdf 22 2000" :--:-f PLASTICITY INDEX ASTM n-4318 Job Name: Country. qlub'of the Desert it Sample ID: B20 @ 15 Feet Soil Description: Clayey Silt (CL/ML) DATA SUMMARY TEST RESULTS Number of Blows: 32 28 22 LIQUID LIMIT 40 Water Content, % 39.0 39.4 40.5 PLASTIC LIMIT 27 Plastic Limit: 26.7 27.5 PLASTICITY INDEX 13 Flow Index 41.0 - 40.5 40.0 U 39.5 39.0 - 38.5 10 Number of Blows 100 Plasticity Chart 70 60 so ILI r. 40 30 CL --i j -)0 C MH 10 i j I UL-IVIL 0 VL 0 10 20 K 40 1 50 60 70 80 '90 100 . . Liquid Limit M 40 ;Ft's in 44 4 " 'DI ,3XFil6"-;N6-,, VO T 7 V- 12- -"Ii 0 E'. -4; MAXIM M!'DENSITY-1 OPTIMUM MOISTURE— ASTM D 1557=91 '(1 odifie8') Job Nam Couhtrygub of the Desert Proceduie.Used: A, Sample ID: B5 @ 5 Feet Prep. thod: Moist, Location: Native Rammer Type: Mechanical Description: Silty Sand: Gray Brown; Fin.- (SPvl) Sieve Size X Retained -Maximum Deri'sit'y': 105.5,pcf -3/4" 0.0 00timu m m6is't ure: 15.5%, 3/8" 0.0 94 0.0 140 135 125 120 A 115 110 105 10 < ----- Zero Air Voids Lines, 1 7 so =2.65, 2,70: 2_75 N 0 5 10 15 20 Moisture Content, percent 25 30 YN qT z q, s A 4 f lRo, T": W", i.S iber422 '- ,i ,err p File 6'NO'%C` Vk -45 .4,2, FP MAX TENSI 'Y OPTIMUM MOISTURE ASTUb 5 W9I (M Ydified) Job Name Country Club'6f th-e-Desert 'Procedure Used: A S- arriple-ID': B @ 0-5 Feet rep' Method: Moi,st,' Location:, Native Rainrner Type: Mechanical Description: Silty Sand: Gray,Brown; Fine (SM) Sieve Site % Retained Maxim q nfbens ity: 106-pef 3/4" Off Optimilm"Wisture: 15.5W 3/8" x, 0."0 #4' 0 1 .0 140 135 130 125 120 115 I 105 100 MENEM MMIMMEOMMMMI MIMMEM MERREM W 0\1 ►® < ----- Zero Air Voids Lines,! so =165, 2,70, 2,75 7 0' 5 10 15 20 25 30 Moisture Content, percent 1 MEMBER MEMIME OMEMEN MEMIME M ME 0' 5 10 15 20 25 30 Moisture Content, percent 1 •• AA - . i iT>7'$'. { yy. fit. •( Sv3'T;—AiVlii;iSiS' ir - , y 7 sF(Cr4y t7 Y', T'T-•T^->r' SOIL & PLANT'LABOR7ITORY :and CONSULTANTS , Inc. - k • N7.9-607- Country Club Drive for: Earth Systems Consultants, Southwest ,-r'Suite-'7 Bermuda Dunes, CA 92.201 report date: • 9-8-00 xdr lzz ' *k ,3: 760-772=7995 • inv./lab#: 489 .; _ @ ppuA ttJ 'y •k `u P y lY.,i h .1 r - ti+ , `t '4 , ° •Fy J:rk!yyr ..rt . S M1F' n,K} g. Ohms -cm. PPM meq/L ppm,mg/Kg ry• --------------- ------------ + •.- S5i=h'r. {"L'{t No. Description Sat /*. pH Res NO PO -P K Ca + Mg Na -Cl 'q' '~" 0 7 8 6 6- O 1. Country Club of the Desert a y ` i f ice' B2 @ 0-21 8.4 2350 34 20 B6 @ 0-2' 8.3 1700 12 40 B9. C 0-2' 8.2 950 86 23 123- B11 B11 @ 0-2' 8.4 1850 40 58 • may. a •,t .- - - - - _ sem'• r{a s ' i M ^., S, ctt yL,,t x . _ .. ... .- ,{,..*;. T C ,. `' - _ • ,a rC Af jJ ty 3'.iI Li49ir . ,. '. a rl G. • ! h f . , .. + ,+ .. _ . 11 J + - • f .. - 4 .i w ' - ' - , _ ' . .• T '. tyl.0 l: +i t ayi .. .t _ ... yf B.G. STRUCTURAL ENGINEERING t BRIAN GOTTLIEB - CIVIL ENGINEER Lic. No. C33047 - 45-535 Via Corona a ]' Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 Fax , 3 _ S The Hideawa Comfort Station' Pearson Architects, Inc. _ 74-040 Highway 111, Suite 232 Palm Desert, CA. 92260 , Job Number: 859.31-2 t . June 09, 2003 OQROFESSi% G O 7— Ftic r CITY OF LA QUINTA -BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUC ON DATE 21 03: BY m CIVIL P , qTF OF CAL\FOS it The Hideaway - Comfort Station 8541.31-2 LATERAL LOADING WIND f Wind Speed (MPH)= 80 Ce= 16.4 Wind Exposure= C fPressure Coeff. (Qs)= 1.3 Importance Factor= 1 i (PSF) P Ht. Abv 0-15 P= 22.60 I Ground 15-20 P= 24.09 1 (ft) 20-25 P= 25.37 25-30 P= 26.22 30-40 P= 27.93 +i SEISMIC TABLE FOR Na Ht. Abv.Gnd.(Ft) = seismic source <2km 5 km >10km A 1.5 1.2 1.0 B 1.3 1.0 1.0 C 1 1.0 1.0 1.0 TABLE FOR Nv Ht. Abv.Gnd.(Ft) = seismic source <2km 5 km 10km >15km A 2.0 1.6 1.2 1.0 B 1.6 1.2 1.0 1.0 C 1.0 1.0 1.0 1.0 Ht. Abv.Gnd.(Ft) = 14 Period (T) ='0.14475 Zone= 4 Z= 0.4 Soil Profile Type= Sd Cv= 0.7808 Seismic Source Type = A Na= 1.01 Nv= 1.22 Dist. to Source (km) = 9.8 Ca= 0.4444 j "R" Factor = 4.5 I Base Shear r Per Eq. 30-4 V = 1.199 Not to exceed - Per Eq. 30-5 V= 0.247 GOVERNS -` 0.247 STRENGTH DESIGN r Not less than- USE 0.176 WORKING STRENGTH DESIGN (DIVIDE BY 1.4) i Per Eq. 30.6 V= 0.049 Per Eq. 30-7 V= 0.087 I Use- 0.087 1. I i F r PROJECT J 1The Hideaway — SHEET NO. tComfort Station B.G. STRUCTURAL s Joe No. 859.31-2 ITEM Beams I ENG I, _E R I , ENGINEER Mav 2003 !P BG 41 Z, 1 6 L Cw L bP 4, f 7 k 11i6' • i r B:G. Structural Engineering, Inc. Title: The Hidaway Job # 859.31-2 45-535 Via Corona Dsgnr: BG Date: 11:40AM,'. 25 MAY 03 R Indian Wells, CA 92210 Description :Comfort Station c! 71-0-568-3553 Scope 760-568-56,81 Fax . Rev: 560100 User: KW-0603989, Ver 5.6.1, 25-Oct-2002 Timber Beam &Joist Pae 1 ' (c)1983-2002 ENERCALC Engineering Software c:\1 data\bg-strulec-daiMpearson 859-31-2.ec Description Beams B1 - B2 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements B1 62 ITimber Section 4x16 406 Beam Width in 3.500 3.500 Beam Depth in iLe: Unbraced Length ft 15.250 0.00 15.250 0.00 Grade Douglas Fir - Larch, 3ouglas Fir - Larch, iTlmber Fb - Basic Allow psi 875.0 875.0 Fv - Basic Allow psi 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 ILoad Duration Factor . 1.250 1.250 11 Member Type Sawn Sawn Repetitive Status . No No enter Span Data Span ft 4.00 11.00 - Dead Load #/ft 120.00 300.00 . Live Load #/ft 80.00 200.00 Results Ratio = 0.0348 0.6116 @ Center in-k 4.80 90.75 _ w . ,Mmax ' @ X = ft 2.00 5.50 ifb : Actual psi 35.4 668.9 ,IFb : Allowable psi 1,093.8 1,093.8 1, +ifv Bending OK Bending OK : Actual psi 4.1 60.0 Fv : Allowable psi 118.8 118.8 I Shear OK Shear OK F eactions _ @ Left End DL lbs 240.00 1,650.00 LL lbs 160.00 1,100.00 Max. DL+LL lbs 400.00 2,750.00 @ Right End DL lbs 240.00 1,650.00 lLL lbs 160.00 1,100.00 Max. DL+LL lbs 400.00 2,750.00 . E Deflections Ratio OK Deflection OK Center DL Defl in -0.000 -0.060 L/Defl Ratio 114,938.4 2,210.7 Center LL Defl in -0.000 -0.040 UDefl Ratio 172,407.6 3,316.0 ry Center Total Defl in -0.001 -0.100 {M Location ft 2.000 5.500 + UDefl Ratio ii 68,963.0 1,326.4 B.G. Structural Engineering, Inc. 45.535 Via Corona Indian Wells, CA 92210 760-568-3553 - Voice 760-568-5681 - Fax Title The Hideaway - Comfort StationPage: 7 Job # 859.31-2 Dsgnr: BG Date: "MAY 25,2003 Description.... Building Wall w/ 4'-8" Retaining (6/S3) This Wall in File: c:11-datalbg-strulrp-datalpearson 859-31-2 Retain Pro bm, Z3-sep-2002, (c)1989-2002 :i Cantilevered Retaining Wall Design code: 1997 UBC I Criteria LSoil Data LFooting Dimensions & Strengths Retained Height = 4.67 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.83 ft Wall height above soil = 4.00 ft Equivalent Fluid Pressure Metho - Heel Width = 1.17 - Slope Behind Wal = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Total Footing WidtF = 3.00 , Toe Active Pressure = sf/ Footing Thickness ' = 15.00 in Height of Soil over Toe = 8.00 in Passive Pressure 75.0 ps Soil Density = 110.00 pcf Water height over heel = Key Width _ 12.00 in 150 _ FootingIlSoil Frictior - Key Depth = 9.00 in Wind' on Stem = 25.2 psf poosr Soil height to ignore Key Distance from Toe = ' 30. 1.83 ft j for passive pressure = 12.00 in fc = 2,500 psi Fy = 60,000 psi :I Footing Concrete Density 150.00 pcf I v Min. As % _ ^ 0.0018 i Cover @ Top = 2.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load 300.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 200.0 lbs De:;ign Summary Stem Construction Top Stem 2nd Total Bearing Load = 2,243 lbs Design height ft = Stem OK Stem OK 2.00 0.00 ...resultant ecc. = 4.53 in Wall Material Above "Ht" = Masonry Masonry f Soil Pressure @ Toe = 1,312 psf OK Thickness = Rebar Size = 8.00 8.00 # '5 # 5 Soil Pressure @ Heel 11, = 183 psf OK Rebar Spacing = 24.00 8.00 - Allowable = 1,500 psf ;jSoil Pressure Less Than Allowable Rebar Placed at = Edge Edge ACI Factored @ Toe 1,872 psf Design Data fb/FB + fa/Fa = 0.718 0.536 ACI Factored @ Heel = 261 psi Total Force @Section lbs = 225.6 474.7 ' Footing Shear @ Toe = 13.5 psi OK Moment.... Actual ft-# = 581.8 1,264.7 Footing Shear @ Heel = 2.0 psi OK Moment ..... Allowable ft -# = 916.4 2,634.5 Allowable Wall Ratios = 85.0 psi Shear..... Actual psi = 4.0 8.8 ritab Overturninngg = 2.06 OK Shear..... Allowable psi =. 19.4 38.7 Sliding = 1.98 OK Lap Splice if Above in= 30.00 ` 30.00 Sliding Calcs (Vertical Component NOT Used) . Lap Splice if Below in = 30.00 10.50 Lateral Sliding Force = 649.8 lbs Wall Weight psf = 78.0 78.0 less 100% Passive Force= - 1,145.8 lbs Rebar Depth 'd' in= - 5.25 5.25 - less 23 % Friction Force = - 140.9 lbs 'Masonry Data It Added Force Req'd = 0.0 lbs OK fm psi = 1,500 1,500 1'or 1.5 : 1 Stability = 0.0 lbs OK Fs psi = Solid Grouting = 24,000 24,000 Yes Yes FoAtoing Design Results Special Inspection = No Yes ModularRatio'n' = 25.78 25.78 . - I' Factored Pressure Toe Heel Short Term Factor = 1.000 1.000 = 1,872 261 psf Equiv. Solid Thick. in= 7.60 ' 7.60 Mu': Upward = 0 85 ft-# Masonry Block Type = Medium Weight Mu' :iDownward = 0 218 ft-# Concrete Data Mu: 'Design 2,150 134 ft-# fc psi = 311 1 -Way Shear = 13.48 1.96 psi Fy psi = Allovii 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 18.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 5 @ 18.00 in Heel: Not req'd, Mu < S ` Fr Key (Reinforcing = None Spec'd Key: Not req'd, Mu < S ' Fr - j NSP 'lo wococ T • i L 1 C B.G.S4ructural Engineering, Inc. Title The Hideaway - Comfort Station ;' Page: 45235 Via Corona Job # 859.31-2 Dsgnr: BG Date: ' MAY 25,2003 Indian Wells, CA 92210 Description.... 760-568-3553 - Voice Building Wall wl 4'-8" Retaining (61S3) 760-568-5681 - Fax This Wall in File: c:11-datalbg-stru\rp-datalpearson 859-31-2 Retain Pro 6.0, 23Sep-2002, (c)1989-2002 ,I Cantilevered Retaining Wall Design Code: 1997 UBC Summary of Overturning & Resisting Forces & Moments }f .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft # Heel fictive Pressure = 613.3 1.97 1,210.3 Soil Over Heel = 257.0 2.75 706.8 Toe Active Pressure = -64.3 0.64 -41.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacfnt Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 300.0 2.17 649.9 Load @ Stem Above Soil = 100.8 7.92 798.3 Soil Over Toe - 134.4 0.92 123.2 Surcharge Over Toe Total = 649.8 O.T.M. = 1,967.5 Stem Weight(s) - Earth @ Stem Transitions= 676.3 2.17 1,465.0 ResiistinglOverturning Ratio = 2.06 11 Footing Weight - 562.5 1.50 843.8 Vertical Loads used for Soil Pressure = 2,242.7 lbs Key Weight = 112.5 2.33 262.5 Q Vert. Component = Vertill 1 component of active pressure NOT used for soil pressure i Total = 2,042.7 lbs R.M.= 4,051.1 i t �i M ,t ,I B.G. Sl:ructural Engineering, Inc. Title The Hideaway - Comfort Station Page: 45.535 Via Corona Job # 859.31-2 Dsgnr: BG Date: MAY 25,2003 Indian,Wells, CA 92210 Description.... ' 760-566-3553 - Voice Building Wall w/ 6'-2" Retaining (7/S3) ` 760 -568 -5681 -Fax V This Wall in File: c:\1-datalbg-strulrp-datalpearson 859-31-2 Retain Pro 6.0, 23Sep-2002, (c)1989-2002 ,I Cantilevered Retaining Wall Design code: 1997 use Criteria Retained Height = 6.17 ft Wall height above soil = 2.50 ft ji Slope,: Behind Wal = 0.00: 1 Height of Soil over Toe = 8.00 in 11 Soil Density = 110.00 pcf r Wind on Stem = 25.2 psf 1i Axial Load Applied to Stem De:;ign Summary Total Bearing Load = 2,605 lbs ...res6ltant ecc. = 5.16 in II' Soil Pressure @ Toe = 1,172 psf OK Soil Pressure @ Heel = 217 psf OK Allowable = 1,500 psf 1,Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,668 psf ACI Factored @ Heel = 309 psf Footing Shear @ Toe = 14.1 psi OK Footing Shear @ Heel = 2.6 psi OK Allowable = 85.0 psi Wall stability Ratios Over?uming = 2.07 OK Sliding = 1.70 OK Slidinil3 Calcs (Vertical Component NOT Used) Lateral Sliding Force = 977.5 lbs less 100% Passive Force= - 1,500.0 lbs less; 23 % Friction Force = - 165.9 lbs Add6d Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Forting Design Results 4 Toe Heel Fact6red Pressure = 1,668 309 psi Mu' Upward = 0 87 ft4 Mu' :bownward = 0 274 ftfl Mu: Design = 3,117 187 ft-# Actual 1 -Way Shear = 14.07 2.56 psi Allovi 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel j Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd i al n ;I r f I I II` i4 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Frictior = 0.300 Soil height to ignore 2.58 ft for passive pressure = 12.00 in LFooting Dimensions & Strengths Toe Width = 2.58 ft Heel Width = 1.17 Total Footing WidtF = 3.75 Footing Thickness = 16.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 2.58 ft fc = 2,500 psi Fy = - 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Axial Dead Load = 300.0 lbs Axial Live Load = 200.0 lbs Stem construction Top Stem Stem OK Design height ft = 2.67 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.675 Total Force @ Section lbs = 277.0 Moment.... Actual ft-# = 548.5 Moment..... Allowable ft-# = 916.4 Shear..... Actual psi = 4.9 Shear..... Allowable psi = 19.4 Lap Splice if Above in= 30.00 .Lap Splice if Below in= ' 30.00 Wall Weight psf = 78.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: Not req'd, Mu < S ` Fr Axial Load Eccentricity = 0.0 in 2nd Stem OK 0.00 Masonry 8.00 # 6 8.00 Edge 0.689 720.8 1,833.7 2,900.7 13.7 38.7 36.00 12.60 78.0 5.25 1,500 24,000 Yes Yes 25.78 1.000 7.60 i B.G. Structural Engineering, Inc. Title '.-The Hideaway- Comfort Station Page: Vo 45:535 Via Corona Job # : 859.31-2 Dsgnr: - BG Date: MAY 25,2003 Indian Wells, CA 92210 Description.... 760-568-3553 - Voice Building Wall w/ 6'-2" Retaining (7/S3) '* 760-568-5681 -Fax It This Wall in File: c:\1-datalbg-strulrp-datalpearson 859-31-2 Retain P0 6 , 23 -Sep -2002, (c)1989 -zoos Cantilevered Retaining Wall Design Code: 1997 UBC Sur'nmary of Overturning & Resisting Forces & Moments OVERTURNING.... .....RESISTING..... Force Distance Moment Y Force Distance Moment Item lbs ft . ft-# _ - lbs ft ft -# Heel Pctive Pressure = 984.5 2.50 2,461.3 Toe Aitive Pressure Soil Over Heel = 339.4 - 3.50 1,187.9 = -70.0 0.67 -46.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacftnt Footing Load = Adjacent Footing Load = Added, Lateral Load = Axial Dead Load on Stem = 300.0 2.92 874.9 Load (g) Stem Above Soil = 63.0 8.75 551.3 Soil Over Toe Surcharge Over Toe = 189.4 1.29 244.6 Total = 977.5 O.T.M. = 2,965.9 Stem Weight(s) - Earth @ Stem Transitions _ 676.0 2.92 1,971.5 Resisting/Overturning Ratio = 2.07 Footing Weigh 750.0 1.88 1,406.3 VElrtical Loads used for Soil Pressure = 2,604.9 lbs Key Weight = 150.0 3.08 462.5 1 Vert. Component = Vertic4l component of active pressure NOT used for soil pressure I k Total = 2,404.9 lbs R.M.= 6,147.6 I ii ,. B.G. Structural Engineering, Inc. Title The Hideaway -Comfort Station Page: 45.535 Via Corona r Job # 859.31-2 Dsgnr: BG Date: MAY 25,2003 Indian Wells, CA 92210 Description.... 760-568-3553 -Voice 4'-0" Retaining Wall (16/S3) " 760-568_w I-5681 - Fax This Wall in File: c:\1-datalbg-strulrp-data\pearson 859-31-e Retain pro 6.0, 23Sep-2002, (c)1989-2002 • ;G Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height = 4.00 ft 11 Wall s height above soil = 0.67 ft Slop(,; Behind Wal = 0.00: 1 Height of Soil over Toe = 8.00 in Soil Density = 110.00 pcf Wind on Stem = 25.2 psf r ii Design Summary Total Bearing Load = 1,170 lbs ...resultant ecc. = 4.23 in 1f Soil Pressure @ Toe = 863 psf OK Soil Pressure @ Heel = 72 psf OK Allowable = 1,500 psf i Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,209 psf ACI Factored @ Heel _ 101 psf Footing Shear @ Toe = 7.9 psi OK Footing Shear @ Heel = 2.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.33 OK Sliding = 2.44 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 405.8 lbs less 100% Passive Force= - 907.6 lbs lessM 23 % Friction Force = - 80.7 lbs Addy d Force Req'd = 0.0 lbs OK ....tor 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 1,209 101 psf Mu' :' Upward 0 44 ft-# Mu' :,:Downward = 0 184 ft-# Mu: Design = 756 139 ft-# Actuc il 1 -Way Shear = 7.85 2.69 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key i Reinforcing = None Spec'd {h Soil Data Top Stem Footing Dimensions & Strengths Allow Soil Bearing = 1,500.0 psf Toe Width = 1.33 ft Equivalent Fluid Pressure Method Heel Width = 1.17 Heel Active Pressure = 35.0 psf/ft Total Footing Widtl' = 2.50 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 12.00 in Passive Pressure = 375.0 psf/ft Rebar Placed at = Water height over heel = 0,0 ft Key Width _ 12.00 in FootingIlSoil Frictior = 0.300 Key Depth = 9.00 in lbs = 289.1 Key Distance from Toe = 1.33 ft Soil height to ignore Moment..... Allowable = 776.1 for passive pressure = 12.00 in fc = 2,500 psi Fy = 60,000 psi psi = 19.4 Footing Concrete Density = 150.00 pcf 24.00 Lap Splice if Below Min. As % = 0.0018 Wall Weight = Cover @ Top = 2.00 in (a) Btm.= 3.00 in Stem Construction Top Stem Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.573 Total Force @ Section lbs = 289.1 Moment.... Actual ft-# = 444.8 Moment..... Allowable = 776.1 Shear..... Actual psi= 5.0, Shear..... Allowable psi = 19.4 Lap Splice if Above in= 24.00 Lap Splice if Below in= 8.40 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi = 1,500 Fs psi = 24,000 Solid Grouting _ Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S ' Fr Key: Not req'd, Mu < S ' Fr r > B.G. Structural Engineering, Inc. Title ; The Hideaway - Comfort Station -r Page: 'Z- 45.-535, 45;535 Via Corona Job # 859.31-2 Dsgnr: BG Date`. MAY 25,2003 Indian Wells, CA 92210 Description.... 760-56.8-3553 - Voice 4'-0" Retaining Wall (16/S3) 760-568-5681 - Fax This Wall in File: c:11-datalbg-strulrp-datalpearson 859-31-2 Retain Biro 6.0, 23sep-2002, (c)1969-2002 ii. Cantilevered Retaining Wall Design Code: 1997 UBC su inmary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item F lbs ft ft-# lbs ft ft-# Heel fictive Pressure = 437.5 1.67 729.2 Active Soil Over Heel = 220.1. 2.25 ' 495.3 Toe Pressure = -48.6 0.56 -27.0 Sloped Soil Over Heel = Surch,3rge Over Toe = Surcharge Over Heel _ Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 16.9 5.34 90.1 Soil Over Toe = 97,8 0.67 65.2 Surcharge Over Toe - i Total - 405.8 O.T.M. = 792.2 Stem Weight(s) = Earth @ Stem Transitions= 364.3 1.67 607.0 Resnsting/Overturning Ratio = 2.33 Footing Weight - 375.0 1.25 468.8 Vitrtical Loads used for Soil Pressure = 1,169.7 lbs Key Weight = 112.5 1.83 206.2 ik Vert. Component _ Vertical component of active pressure NOT used for soil pressure ji 4 Total = 1,169.7 lbs R.M.= 1,842.4 If .k y it a r - 1 ' itli IC I B.G. Structural Engineering, Inc. 45;535 Via Corona Indian,Wells, CA 92210 760-568-3553 -Voice - 760-568-5681 - Fax Retain Pro 6.0, 23 -Sep -2002, (c)1989-20 I,r, Criteria Title The Hideaway - Comfort Station Job # : 859.31-2 Dsgnr: BG Description.... V-0" Retaining Wall (10/S3) This Wall in File: c:11-datalbg-stru Cantilevered Retaining Wall Design Soil Data Retained Height = 5.00 ft A Wall height above soil = 0.67 ft E H Slope Behind Wal = 0.00: 1 T Height of Soil over Toe = 8.00 in P Soil Density = 110.00 pcf 4 F I. Wind on Stem = 25.2 psf S I Design Summary Total Bearing Load = 1,527 lbs ...resultant ecc. = 6.60 in i Soil Pressure @ Toe = 1,072 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf iI.Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,500 psf ACI Factored @ Heel = 0 psf 11 Footing Shear @ Toe = 8.7 psi OK Footling Shear @ Heel = 3.2 psi OK Allowable = 85.0 psi Wall Stability Ratios Overduming = 1.97 OK Slidirig = 1.97 OK dim Sli'j Calcs (Vertical Component NOT Used) Lateral Sliding Force = 636.2 lbs less 100% Passive Force= - 1,145.8 lbs less 23 % Friction Force = - 105.4 lbs 11 Addhd Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Foc►ting Design Results Il Toe Heel Factored Pressure = 1,500 0 psf Mu' :'Upward 0 12 ft-# Mu': Downward = 0 230 ft-# Mu: h'Design = 1,390 218 ft-# Actual 1 -Way Shear = 8.67 3.23 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel'Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd k f 1y 1 t l Ili 1 dI l l i Ilow Soil Bearing Water = 1,500.0 psf quivalent Fluid Pressure Method eel Active Pressure 35.0 psf/ft oe Active Pressure = 35.0 psf/ft assive Pressure 375.0 psf/ft height over heel = 0.0 ft ootingIlSoil Frictior = 0.300 oil height to ignore 1.83 ft for passive pressure = 12.00 in Page: 7 Date: MAY 25,2003 earson 859-31-2 Code: 1997 UBC LFooting Dimensions .& Strengths Toe Width = 1.83 ft Heel Width = 1.17 Total footing Widtt = 3.00 Footing Thickness = 15.00 in Key Width _ 12.00 in Key Depth = ' 9.00 in Key Distance from Toe = 1.83 ft fc = 2,500 psi Fy 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 C Stem Construction ' Top Stem Stem OK Design height ft = 2.50 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.179 Total Force @ Section lbs = 126.3 Moment.... Actual ft-# = 139.0 Moment..... Allowable ft-# = 776.1 Shear..... Actual psi = 2.2 Shear..... Allowable psi = 19.4 Lap Splice if Above in= 24.00 Lap Splice if Below in= 24.00 Wall Weight psf= '78.0 Rebar Depth 'd' in = 5.25 Masonry Data fm psi = 1,500 Fs psi = 24,000 Solid Grouting _ Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S Fr Heel: Not req'd, Mu < S ' Fr Key: Not req'd, Mu < S ' Fr over @ Top 2.00 in @ Btm.= 3.00 in 2nd Stem OK 0.00 Masonry 8.00 # 5 24.00 Edge 0.892 446.6 . 817.5 916.4 7.8 - s 19.4 30.00 10.50 78.0 5.25 1,500 24,000 Yes No x 25.78. 1.000 7.60 -t rL a , B.G. Structural Engineering, Inc. Title The Hideaway - Comfort Station . `Page: 45.535 Via Corona - Job # : 859.31-2 1 Dsgnr: BG Date: MAY 25,2003 Indlan Wells, CA 92210 Description.... 760-568-3553 -Voice 5'-0" Retaining Wall (101S3) 760-568-5681 - Fax This Wall in File: c:11-datalbg-strulrp-datalpearson 859-31-2 Retain Pro 6.0, 23 -Sep -2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Surnmary of Overturning & Resisting Forces & Moments j .....OVERTURNING..... .....RESISTING..... Force Distance . Moment Force Distance Moment Item 1, lbs ft ft-# lbs ft ft-# Heel Active Pressure = 683.6 2.08 1,424.2 Soil Over Heel _ 275.2 2.75 756.8 Toe Active Pressure = -64.3 0:64 -41.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 16.9 6.59 111.2 Soil Over Toe = 134.4 0.92 123.2 Surcharge Over Toe f Total = 636.2 O.T.M. = 1,494:3' Stem Weight(s) = Earth @ Stem Transitions_ 442.3 2.17 958.2 Resisting/Overturning Ratio = 1.97 Footing Weighl = 562.6 1.50 843.9 VE:rtical Loads used for Soil Pressure = 1,527.0 lbs Key Weight = 112.5 2.33 262.5 Vert. Component Verticil component of active pressure NOT used for soil pressure it I Total = 1,527.0 lbs R.M.= If I 2 EF . $ 7-74-77 C j a. MA 21 PROJ&CT by The Hideaway - SHEET NO. .Comfort stator, B.G. STR U CTU RAL JOB NO. !, 859.31-2. ITEM i! DATE iLateral.. Mav 2003 ENGINEERING ENGINEER BG fpM -77 t. Z1(v5, X71 L q' 'loCo a, I;1 it !'The Hide*away — i Comfort Station ITEM Lateral SPS , I B.G. STRCTU RAL . ENGINEERING k /g•z(R,3 s .(2 ,33' t 403 ail— . J ,► - . . 4 -5p-e6- 441,e- t SHEET NO. JOB NO. 859.3117 DATE Mav 2003 ENGINEER BG -5p-e6- 441,e- t B.GG. Structural Engineering, Inc. ;.. 45-535 Via Corona Ire Indian Wells, CA 92210 760-568-3553 760-568-5681 Fax R(IV: 560100 U<er: KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c 1983-2002 ENERCALC Engineering Software Description Shear Wall 1 General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Title: The Hidaway Dsgnr: BG Description : Comfort Station Scope: Masonry Pier Analysis & Design Pier #1 8.00 ft 2.00 ft 8 in 0.80 Fix -Fix 1,500 psi 24,000 psi No 24 in 4.30 k 4 1.33 Pier #2 8.00 ft 2.00 ft 8 in 0.80 Fix -Fix 1,500 psi 24,000 psi No 24 in Job # 859.31-2 Date: 3:50PM, 29 MAY 03 1.9 Page 1 859-31-2.ec Calculations are designed to 1997 UBC Requirements Moduli: Em = fm750.00 Moduli: Ev = Em ` 0.40 8.00 ft 2.00 It 8 in 0.80 Fix -Fix 1,500 psi 24,000 psi No 24 in Pier #4 8.00 ft 2.00 ft 8 in 0.80 Fix -Fix 1,500 psi 24,000 psi No 24 in Shear Reinforcing... Pier #1 Pier #2 Pier #3 Pier #4 HeighULength 4.0000 4.0000 4.0000 4.0000 -(H/L)^3 64.0000 64.0000 64.0000 64.0000 Rel. Deft 8.4444 8.4444 8.4444 8.4444 Sum Rigidity 473.68 Not Req'd in^2/ft Not Req'd in^2/ft Not Req'd in^2/ft Rigidity = .001/Deft 118.421 118.421 118.421 118.421 % Force to Pier 0.25 0.25 0.25 0.25 Shear to Pier 1.075 k 1.075 k 1.075 k 1.075 k Relative DO * 10^5 0.00 in 0.00 in 0.00 in 0.00 in M / (V'Depth) 2.000 2.000 2.000 2.000 Em 1125,000.0 1125,000.0 1125,000.0 1125,000.0 psi Ev 450,000.0 450,000.0 450,000.0 450,000.0 psi Shear Reinforcing... Pier #1 Pier #2 Pier #3 Pier #4 III 2'est'jd) 16.15 psi 16.15 psi 16.15 psi 16.15 psi Fv: w/o Reinf. 23.28 psi 23.28 psi 23.28 psi 23.28 psi Fv: w/ Reinf. 38.63 psi 38.63 psi 38.63 psi 38.63 psi Horiz. Shear Av Req'd Not Req'd in^2/ft Not Req'd in^2/ft Not Req'd in^2/ft Not Req'd in^2/ft Bending Reinforcing... Moment @ End 4.30 k -ft 4.30 k -ft 4.30 k -ft 4.30 k -ft "d" to tension As 1.60 ft 1.60 ft 1.60 ft 1.60 ft Bending As Req'd 0.08 int 0.08 in2 0.08 in2 0.08 in2 G , 31 11 B.G. Structural Engineering, Inc. r 45-535 Via Corona Indian Wells,'CA 92210 760-568-3553 760=568-5681 Fax 580100 User KW -0603989, Ver 5.6.1, 25 -Oct -2002(c)1983_2002 ENERCALC Engineering Software Description TShear Wall 2 General Information Total Lateral Force Seismic Zone Load Duration Factor hear Pier Data Title : The Hidaway Job # 859.31-2 Dsgnr: BG Date: 2:34PM, 25 MAY 03 Q Description : Comfort Station Scope: Masonry Pier Analysis & Design Page 1 c:11-data\bg-strulec-datatoearson 859-31-2.ec Shear Reinforcing... Pier #1 Pier Height 8.00 ft Pier Length 2.00 ft Wall Thickness 8 in "j" : Depth Mult. 0.80 Pier Fixity Fix -Fix fm 1,500 psi Fs 24,000 psi Sp Insp No Grout Spacing 24 in Shear Reinforcing... Calculations are designed to 1997 UBC Requirements 4.30 k Moduli: Em = fm ` 750.00 4 Moduli: Ev = Em0.40 1.33 4.0000 (H/L)113 64.0000 Pier #2 Pier 43 8.00 ft 8.00 ft 14.67 ft 2.00 ft • 8 in 8 in 0.80 0.80 Fix -Fix Fix -Fix 1,500 psi 1,500 psi 24,000 psi 24,000 psi No No 24 in 24 in Shear Reinforcing... Pier #1 Pier #2 Pier #3 Height/Length 4.0000 0.5453 4.0000 (H/L)113 64.0000 0.1622 64.0000 Rel. Defl 8.4444 0.1998 8.4444 Sum Rigidity 5,241.94 Not Req'd in^2/ft Not Req'd in^2/ft Rigidity = .001/Defl 118.421 5,005.102 118.421 % Force to Pier 0.02 0.95 0.02 Shear to Pier 0.097 k 4.106 k 0.097 k Relative Defl' 10^5 0.00 in 0.00 in 0.00 in M / (V'Depth) 2.000 0.273 2.000 Em 1125,000.0 1125,000.0 1125,000.0 Ev 450,000.0 450,000.0 450,000.0 Sri mmary Shear Reinforcing... Pier #1 Pier #2 Pier #3 fv=V/(12'est'jd) 1.46 psi 8.41 psi 1.46 psi Fv: w/o Reinf. 23.28 psi 32.00 psi 23.28 psi Fv: w/ Reinf. 38.63 psi 48.00 psi 38.63 psi Horiz. Shear Av Req'd Not Req'd in^2/ft Not Req'd in^2/ft Not Req'd in^2/ft Bending Reinforcing... Moment @ End 0.39 k-ft 16.42 k -ft 0.39 k -ft "d" to tension As 1.60 ft 11.74 ft 1.60 ft Bending As Req'd 0.01 int 0.04 int 0.01 in2 4 1 3-11 j t - psi psi B.G. Structural Engineering, Inc. Title: The Hidaway Job # 859.31-2 p . y 45-535 Via Corona Dsgnr: BG Date: 4:07PM, 29 MAY 03 ? r Indian Wells, CA 92210 Description : Comfort Station ' 76'0-568-3553 Scope ' 760-568-5681 Fax Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 Masonry Pier Analysis & Design Page 1 (c)1983-2002 ENERCALC Engineering Software c:\I-data\bg-stru\ec-datalpearson 859-31-2.ec " Description Shear Wall 3 G12neral Information Calculations are designed to 1997 UBC Requirements i i! Total Lateral Force 4.30 k Moduli: Em = fm ' 750.00 Seismic Zone 4 Moduli: Ev = Em ' 0.40 Load Duration Factor 1.33 , CS liear Pier Data jf Pier #1 Pier #2 Pier Height 8.00 ft 8.00 ft jk Pier Length 6.67 ft 9.00 ft Wall Thickness 8 in 8 in "j" : Depth Mult. 0.80 0.80 Pier Fixity Fix -Fix Fix -Fix , 1 fm 1,500 psi 1,500 psi h Fs 24,000 psi 24,000 psi . Sp Insp i{ No No Grout Spacing P 9 24 in 24 in Linalysis Data Pier #1 Pier #2 .i.Height/Length 1.1994 0.8889 , (H/L)^3 1.7254 0.7023 i` Rel. Defl 0.5915 0.3743 Sum Rigidity 4,362.00 1i Rigidity = .001/Defl 1,690.582 2,671.417 % Force to Pier 0.39 0.61 , Shear to Pier 1.667 k 2.633 k Relative Defl ' 10^5 0.00 in 0.00 in ' f M / (V'Depth) 0.600 0.444 Em 1125,000.0 1125,000.0 psi Ev 450,000.0 450,000.0 psi Summary Shear Reinforcing... Pier #1 Pier #2 fv=W(12'est'jd) 7.51 psi 8.79 psi Fv: w/o Reinf. 29.19 psi 30.52 psi j Fv: w/ Reinf. 43.79 psi' 45.79 psi diHoriz. Shear Av Req'd Not Req'd in^2/ft Not Req'd in^2/ft Bending Reinforcing... 11 Moment @ End 6.67 k -ft 10.53 k -ft "d" to tension As 5.34 ft 7.20 ft Bending As Req'd i 0.04 in2 0.05 in2' L , 3//,v%- o .-_ .------------ --- =--- --I'----------- ----------- II 0 -8f 4 Kw In• M I IL q) I Z af II WI _ FI 76 I I, V a N I\ I II J I W IT Q w N - • 4.1 July 30, 2003 -3- Project No. 544-2199; 03-07-488, 1997 UNIFORM BUILDING CODE INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the code that will likely be relevant to constr`uction'of the proposed structures are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Approximate Distance Fault Type Fault Zone From Site (1997 UBC) San Andreas 9.8 km A San Jacinto 26 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, Na Factor, N„ Ca Cv San Andreas 1.01 1:22 0.44 Na 0.64 N San Jacinto 1.0 1.0 0.44 Na 0.64 Nv Title 24 Report for: The Hideaway Comfort Station "Clive" G La Quinta, CA 92253 Project Designer: i Pearson Architects, Inc: ' 74-040 Highway 111, Ste. 232 jr Palm Desert, CA 92260 (760) 779-1937 Report Prepared. By: Gina Rose tl BREEZE AIR CONDITIONING Jr 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 s (760) 346-0855 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorizE:'d by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. I! This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: User Number: 3665 1 'tQ TABLE OF CONTENTS Cover Page 1 Tal)le of Contents 2 Nonresidential Performance Title 24 Forms 3 Fo, m ENV -3 Proposed Construction Assembly 13 Fol ENV -MM Envelope Mandatory Measures 14 Foi m LTG -4 Tailored LPD Summary and Worksheet 15 Form LTG -5 Room Cavity Ratio Worksheet 16 Foirm LTG -MM Lighting Mandatory Measures 17 Form MECH-MM Mechanical Mandatory Measures 18 H'v,'AC System Heating and Cooling Loads Summary 20 Room Load Summary 21 Room Heating Peak Loads 22 Room Cooling Peak Loads 23 Room Cooling Coil Loads 25 3.1 Job Number: User Number: 3665 4 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PERF -1 PROJECT NAME The Hideaway Comfort Station "Clive" This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and DATE 6/13/2003 pROJECT'ADDRESS DATE OF FLANS DATE 80-260 1/2 Avenue 54 La Quinta BUILDING TYPE 0/0 3 PRINCIPAL_ DESIGNER - ENVELOPE Pearson Architects, Inc. TELEPHONE (760) 779-1937 Building Permit # DOCUME ITATION AUTHOR BREEZE AIR CONDITIONING(760) TELEPHONE 346-0855 Checked by/Date I Enforcement Agency Use GENER ►L INFORMATION This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a Building using the performance compliance approach. DOCUMEN11 TATION AUTHOR DATE OF FLANS DATE BUILDING CONDITIONED FLOOR AREA CLIMATE ZONE 315 Sq.Ft. 1 15 BUILDING TYPE 0/0 3 NONRESIDENTIAL E] HIGH RISE RESIDENTIAL HOTEL/MOTEL GUEST ROOM IPHASE OF: CONSTRUCTION 24, Part 6. NEW CONSTRUCTION 0 ADDITION [:] ALTERATION E] EXISTING + ADDITION STATENIENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a Building using the performance compliance approach. DOCUMEN11 TATION AUTHOR LSINAT n DATE Gina Rose 0/0 3 IThe Principal Designers hereby certify that the proposed building design represented in the construction documents and mode led for this permit application are consistent with all other forms and worksheets, specifications, and other calculations submitted with this permit application. The proposed building as designed meets the energy efficiency requirements of the State Building Code, Title 24, Part 6. ENV. LTG. MECH. 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to J sign this document as the person responsible for its preparation; and that I am licensed as a civil engineer, ' mechanical engineer, electrical engineer or architect. El El ❑ 2. 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. F—jl [j F-] 3. 1 affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pusuant to Business and Professions Code Sections 5537, 5538, and 6737.1. (These sections of the Business and Professions Code ae printed in full in the Nonresidential Manual.) ENVELOPE COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures ENV -1 Required Forms PRINCIPAL ENVELOPE DESIGNER - NAME SIGNATURE LIC. NO. JDATE Pearson Architects Inc. LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures LTG -1 Required Forms PRINCIPAL LIGHTING DESIGNER - NAME SIGNATURE LIC. NO. DATE MECHANICAL COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures Required Forms MECH-1 MECH-2 MECH-3 PRINCIP,4L MECHANICAL DESIGNER -NAME SIGNA UR - LIC. NO. DATE Breeze Air Conditioning , _ -- CiC, cs , rj 41 •4// & 3S ,L 1 /) 4/6.3 1 Run Initiation Time: 06/13/03 08:39:16 Run Code: 1055518756 / 1 3.1 By EnergySoft _ _User Number: 3665 Job Number: Paae:3 of 26 4 PERF,`ORMANCE CERTIFICATE OF COMPLIANCE Part 2 of -3 PER ii DATE k The Hideaway Comfort Station "Clive" j 6/13/2003 it I ANNUAL- JUUKct t_NtKUY U, -jt: SUMMAKY (K13tu/sgft-yr) 4 Standard Proposed Compliance ENERGY COMPONENT Design Design Margin i M siandi-rd liHeating SpaC6 i 9.52 Space Cooling 83.81 Indoor Fans 21.90 Heat Rejection 0:00 Pumps & Misc. 0.00 ]! Domestic Hot Water 0.00 Lightii=g - 18.10 Receptacle 3.81 Process 0.00 t TOTALS: 137.14 1.90 50.48 23.81 0.00 0.00 0.00 39.05 3.81 119.05 S 11 n. MRR50 L r` 3 yY rwhW , by iy . Ry„y 5 9i 4 t ' 33.33 -1 90 0.001„. 0.00 0.00 -2095 0 00 g ' V 0 , 1810 1(y 20 30 40 50 X6&,,7080 kelWsgf yr s t r g . 2wt ls _ 13.2% excluding Percent better than Standard: 13.2% ( process)( 13.6% excluding process & receptacle) P - i BUILDING COMPLIES GENER41- INFORMATION Building Orientation (Northeast)'45 deg Conditioned Floor Area 315 sqft. Number'of Stories 1 Unconditioned Floor Area 0 sgft. "I Number of Systems I Number of Zones Conditioned Footprint Area 315 sgft. 1 , Orientation Gross Area Glazing Area Glazing Ratio , Front Elevation J Northeast " 117 sgft. 6 sgft. 4.8% Left Elevation (Southeast) 227 sgft. 13 sgft. 5.9% Rear Elevation Southwest •i 117 sgft. 6 sgft. 4.8% . Right Elevation (Northwest) 2271 sgft. 0 sgft. 0.0% Total 688 so.25 sgft. Roof 315 sgft. sgft'1 0.0% Standard Proposed i Lighting Power Density 0.600 wisgft. 1.311 wisgrf. 1 Prescriptive Env. Heat Loss 254 62 - Prescriptive Env. Heat Gain 17,582 -5,998 Remarl(s: - ' Run Initiation Time: 06/13/03 08:39:16 Run Code: 1055518756 EnergyPr6 3.1 By EnergySoft User Number: 3665 Job Number: Page:4 of 26 I,, PERFORMANCE CERTIFICATE OF COMPLIANCE` Part 3 of 3 PERF -1 i ne local entorcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the s ecial justification and documentation submitted. o�,.. �:�ia The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. •Authorii:ed Signature or Stamp C Run Initiation Time: 06/13/03 08:39:16 Run Code: 1055518756 EnergyPr ) 3.1 By EnergySoft User Number: 3665 Job Number: Page:5 of 26 r NAME r!!The Hideaway Comfort Station "Clive" DATE 6/13/2003 ZONE INFORMATION Floor Sstem Name Zone Name Occupancy Type Area Y p Y YP (sgft.). Inst. Port. LPD LPD (W/sf)1 (W/sf)1 Ctrl. Credits W/sf)2 Tailored Proc. Loads (W/sf) LPD (W/sf) 3 HVAC -1 Comfort Station Corridor/Restroom/Support 315 1.311 0.000 !r �i ..i i Notes: 1. See LTG -1 (items marked with asterisk. see LTG -2 by others) 2. See LTG -3 3. See LTG -4 Items above require special documentation EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST i ne local entorcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the s ecial justification and documentation submitted. o�,.. �:�ia The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. •Authorii:ed Signature or Stamp C Run Initiation Time: 06/13/03 08:39:16 Run Code: 1055518756 EnergyPr ) 3.1 By EnergySoft User Number: 3665 Job Number: Page:5 of 26 r 14 ENVELOPE COMPLIANCE SUMMARY Performance ENVA PROJECT NAME The Hideaway Comfort Station "Clive" DATE 6/13/2003 PAQUE: SURFACES Location / Comments 1 Window 6 0.600 90 0.65 Double NonMtl Clear Default Comfort Station 2 Window # Surface Framing Type Type Act. Area U -Fac. Azm. Tilt Solar Gains y/N Form 3 Reference Location / Comments 1 Roof Wood 315 0.028 0 0 I X 11 R-38 Roof R.38.2x14.16 Comfort Station 2 Wall Wood 35 0.059 0 90 1XI R-21 Wall W.21.2x6.16 Comfort Station 3 Wall None 129 0.064 0 90 X 8" Solid CMU Wall Comfort Station 4 Door None 21 0.387 0 90 X Solid Wood Door Comfort Station 5 Door None 21 0.387 0 90 Solid Wood Door Comfort Station 6 Door None 21 0.387 0 90 X Solid Wood Door Comfort Station 7 Wall Wood 15 0.059 90 90 X I R-21 Wall W.21.2x6.16 Comfort Station 8 Wall None 96 0.064 1 90 90 X 8" Solid CMU Wall Comfort Station 9 Wall None 214 0.064 180 90 X 8" Solid CMU Wall Comfort Station 10 Wall Wood 15 0.059 270 90 X R-21 Wall (W.21.2x6.16) Comfort Station 11 Wall None 96 0.064 270 90 X 8" Solid CMU Wall Comfort Station Run InitiationTime: 08:39:16 C1055518756 EnE rgyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page:6 of 26 FENESTRATION SURFACES Site Assembled Glazing Check box if Building is — 100,000 sqft of CFA and — 10,000 sqft vertical glazing then NFRC Certification is required. Follow NFRC 100 -SB PrnCAdllrPS and cuhmit NFRC I nhal Cartifirnfz Fnrm # Type Area U -Fac. Act. Azm. SHGC Glazing Type Location / Comments 1 Window 6 0.600 90 0.65 Double NonMtl Clear Default Comfort Station 2 Window 7 0.600 180 0.65 Double NonMtl Clear Default Comfort Station Window 7 0.600 180 0.65 Double NonMtl Clear Default Comfort Station 4 Window 6 0.600 270 0.65 Double NonMtl Clear Default Comfort Station EXTERIOR SHADING # Exterior Shade Type Window SHGC Hgt. Wd. Overhang Left Fin Right Fin Len. H t. LExt.RExt. Dist. Len. Hat. Dist. Len. Hat. 1 None 0.76 2 None 0.76 3 None 0.76 4 Nome 0.76 Run InitiationTime: 08:39:16 C1055518756 EnE rgyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page:6 of 26 LIGHTING COMPLIANCE SUMMARY Part 1 of 2 LTG -1 PROJECT NAME f1L•19= _IThe Hideaway Comfort Station "Clive" 1 6/13/2003 1 MAI i AeTe II Luminaire Code LUMINAIRE DESCRIPTION TYPE DESCRIPTION # Wafts Lamp DESCRIPTION # Lam + Ballast Total Watts # Watts 3 4 ft Fluorescent T8 Elec F32T8 3 32 Electronic 1.0 1 93.0 93 40w Wall Mount Incandescent 40W 11 401 No Ballast 2 40.0 80 60w Surface Mount Incandescent 60W 1 60 No Ballast 4 60.01 240 Lighting Schedule on Plans Shows Exterior Lighting Subtotal from this Page 413 • Meets Total 413 0 ❑Efficacy and Control Requirement of§130(c) Portable Lighting (From LTG -1) ❑Control Requirements of§131(f) Less Control Credit Watts (From LTG -3) Adjusted Actual Watts 413 MANDATORY AUTOMATIC CONTROLS CONTROL LOCATION (Room #) CONTROL IDENTIFICATION CONTROL TYPE (Auto Time Switch, Exterior, etc.) SPACE CONTROLLED NOTE.TO FIELD LUMINAIRES CONTROLLED TYPE # OF LUMINAIRES CONTROLS FOR CREDIT CONTROL LOCATION (Room # or Dwg. #) CONTROL IDENTIFICATION CONTROLTYPE (Occupant, Daylight, Dimming, etc.) NOTETO FIELD LUMINAIRES CONTROLLED TYPE # OF LUMINAIRES EnergyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page:7 of 26 , l 1 . 3J LIGHTING COMPLIANCE SUMMARY i PROJECT NAME 1, The Hideaway Comfort Station "Clive" ASE IA - PORTARI F 1014TINf; NOT SHAWN nN PI AN, Part 2 of 2 LTG -1 ----j-DATE 6/13/2003 AREAS >250 SQUARE FEET it ❑A a ❑C ❑C (FROM TABLES 1A+1B+1C) l ROOM # OR ZONE ID DEFAULT /s ft AREA SF TOTAL WATTS B X C - a o o a F LUMIN. TASK # OF TOTAL TOTAL ROOM # PORTABLE LIGHTING # OF WATTS PER AREA TASK AREA (SF) WATTS II nR 7nNF in n..-..CIVT CIYTI IDC ICC% ADCAC . In .. Cl Ir .. Cl L , f i' TOTAL 0 1 TOTAL WATTS 0 (FROM TABLES 1A+1B+1C) TABLE'1 B - PORTABLE LIGHTING SHOWN ON PLANS FOR OFFICE AREAS >250 SQUARE FEET BUILDING TOTAL 315 - a o o a F LUMIN. TASK # OF TOTAL TOTAL ROOM # PORTABLE LIGHTING # OF WATTS PER AREA TASK AREA (SF) WATTS II nR 7nNF in n..-..CIVT CIYTI IDC ICC% ADCAC . In .. Cl Ir .. Cl Comfort Station 315 1 315 t I' r It , TOTAL 315 0 ROOM # TOTAL AREA OR ZONE ID (SF) Designer needs to provide detailed documentation that the lightin level provided by the overhead lighting.meets the needs of the I space. The details include luminaire types, CU, and mounting locations relative to work areas. 1l TOTALS 0 1 B INr SUMMARY - PnRTARI F I If1l-ITIMrZ BUILDING SUMMARY TOTAL AREA (SF) TOTAL WATTS (FROM TABLES 1A+1B+1C) (FROM TABLES 1A+1B) BUILDING TOTAL 315 0 Run Initiation Time: 06/13/03 08:39:16 Rui 3.1 By EnergySoft User Number: 3665 Job Number. of 26 C J CERTIFICATE OF COMPLIANCE Performance MECH-1 PROJECT NAME DATE The Hideaway Comfort Station "Clive" 6/13/2003 SYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEATICOOL? HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN O.A. CFM MECH-3, COLUMN I HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE /AND MODEL NUMBER PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? HEATING DUCT LOCATION I R -VALUE COOLIIJG DUCT LOCATION R -VALUE VERIFIED SEALED DUCTS IN CEILING/ROOF SPACE MECHANICAL SYSTEMS DHW Heater I I HVAC -1 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Electric Res 99% n/a n/a AO SMITH ELJF-06' Yes Yes n/a n/a n/a n%a i n/a Programmable Switch Heating & Cooling Required n/a Yes 0.0 kW Constant Volume No No Constant Tem Constant Temp n/a Air Balance Auto No Economizer 63 cfm Heat Pum 7.40 HSPF Split DX 12.5 SEER / 10.8 EER LENNOX HP26-018-7P (1) Yes Yes Ducts in Attic 4.2 Ducts in Attic 4.2 - No-- ._ CCODE TABLES: Enter code from table below into columns above. EriergyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page:9 of 26 1 L a MECIiANICAL EQUIPMENT SUMMARY Part 1 of 2 MECH-2 PROJECT NAME The Hideaway Comfort Station "Clive" DATE 6/13/2003 CHILLER AND TOWER SUMMARY PUMPS I ( ( Tot. Motor I Drive Pum Equipment Name I Equipment Type Qty. Efficiency Tons Qty GPM BHP Eff. Eff. Control BHP Motor Eff. Drive Eff. CFM _i I BHP I Motor Eff. Drive Eff. LENNO;< HP26-018-7P (1) Constant Volume Draw -Through 600 0.17 !I 97.0% none I EDILER SUMMARY Rated Vol. System Name System Type Distribution Type Qty Input (Gals.) AO SMITH ELJF-06' Storage Elec. Standard 1 5,120 6 Energy Factor or Recovery Efficiency 0.95 Standby Loss or Pilot n/a TANK INSUL. Ext. R -Val. n/a I it CENTRr%L SYSTEM RATINGS 1 I I HEATING COOLING System Name System Type Q Out ut Aux. kW Eff. Output Sensible Efficiency Economizer Type LENNOX HP26-018-7P (1) Split DX 1 18,000 0.0 7.40 HSPF 19,600 13,72012.5 SEER / 10.8 EER No Economizer I I AL SYSTEM FAN Q11001 V CAW I I nCT11Ou r . Siistem Name Fan Type Motor Location CFM BHP Motor Eff. Drive Eff. CFM _i I BHP I Motor Eff. Drive Eff. LENNO;< HP26-018-7P (1) Constant Volume Draw -Through 600 0.17 77.0% 97.0% none I I I 1 I I EnprgyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page: 10 of 26 1 i MECHANICAL EQUIPMENT SUMMARY PROJECT; NAME The Hideaway Comfort Station "Clive" ZONE TERMINAL SUMMARY AL B CFM EXH Part 2 of 2 MECH-2 DATE 6/13/2003 Motors Drive CFM BHP Eff. I Eff. BASEBOARD Type Output i M User Number: 3665 Kun Uocle: 1U5551875t Job Number: v 1 of 26 :Room Name Qty. CFM BHP Motor Eff. Drive Eff. Room Name q CFM BHP Motor Eff. Drive Eff. ;i i i M User Number: 3665 Kun Uocle: 1U5551875t Job Number: v 1 of 26 PECHANICAL VENTILATION MECH-3 PROJECTI,NAME The Hide MMECHANICAL VENTILA' a ti Comfort Station "Clive" DATE6/13/2003 © a o a o© a a o 0 AREA BASIS COND. MIN. AREA CFM CFM (SF) PER SF (B x C) 315 0.15 47 OCCUPANCY BASIS NO. CFM MIN. OF PER CFM PEOPL PERSON (ExF) REQ'D O.A. (MAX OF D OR G) DESIGN OUTDOOF AIR CFM VAV MIN. RATIO TRANS. FER AIR 47 63 47 63 C Minimum Ventilation Rate per Section 121, Table 1-F. E Erased on Expected Number of Occupants or at least 50% of Chapter 10 1997 UBC Occupant Density. I 1\4ust be greater than or equal to H, or use Transfer Air. Design Outdoor Air includes ventilation from_ ,Supply Air System & Room Exhaust Fan K Must be greater than or equal to (H minus 1), and, for VAV, greater than or equal to (H -J). EnergyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page:12 of 26 1 FPROPOSED CONSTRUCTION ASSEMBLY ENV 3] SUBTOTAI R -VALUE PROJECTAAME DATE OUTSIDE SURFACE AIR FILM The Hideaway Comfort Station "Clive" 6/13/2003 2 CMIJ Veneer w/2" Backer 3 COMPONENT DESCRIPTION 4 CMU Veneer w/2" Backer 5 83.33 6 ASSEMBLY NAME g" Solid CMU Wall 7 0.31 8 ASSEMBLY Floor TYPE X Wall (check one) 15.69 W Ceiling / Roof G0 FRAMING MATERIAL None j FRAMING % % 101.1 TOTAL HC 21.3 Framing % 15% (16" o.c. Wall) 12% (24" o.c. Wall) 10% (16" o.c. Floor/Ceil.) SKETCH OF ASSEMBLY 7% (24" o.c. Floor/Ceil.) SUBTOTAI R -VALUE t DESCRIPTION AMING OUTSIDE SURFACE AIR FILM 1 Stucco 2 CMIJ Veneer w/2" Backer 3 Conc Block, Normal Weight, Conc Filled 4 CMU Veneer w/2" Backer 5 83.33 6 16.67 7 0.31 8 9 INSIDE SURFACE AIR FILM SUBTOTAI R -VALUE THICK- NESS (I n.) AMING .❑ ❑ ❑ ❑ El El El El El 0.875 2.000 8.000 2.000 0.600 4.67 7.032 1.45 83.33 0.20 SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.175 7.032 0.20 0.600 4.67 7.032 1.45 83.33 0.20 16.67 4.67 0.31 1.45 0.680 15.69 RG Kr ui wn *HEAT CAPACITY (Optional) WALL WEIGHT (lbs/sf) SPECIFIC HEAT (Btu/F-Ib) HC (A X B) (Btu/F-sf) 8.46 0.20 1.69 4.67 0.31 1.45 83.33 0.20 16.67 4.67 0.31 1.45 101.1 TOTAL HC 21.3 'NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. IL' J X ] + F---] X 1/Rc 1- r° ° (F /° / 100) 1 / Rf Fr/° / 100 ASSEMBLY U -VALUE EnergyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page:13 of 26 1 r JENVELOPE MANDATORY MEASURES ENV -MM ROJECT NAME , The Hideaway Comfort Station "Clive" , DATE 6/13/2003 DESCRIPTION Designer Enforcement I X; §;118(,) Installed Insulating Material shall have been certified by the manufacturer to comply R with.the California Quality Standards for insulating material, Title 20, Chapter 4, Article I 3 rX] § 1118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. l Rh - k 0 § 1117(a) All Exterior Joints and openings in the building that are observable sources of air _ leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. I 0 §j.116(b) Site Constructed Doors, Windows and Skylights shall be caulked between the unit 4: ^ . 1 and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). §j116(a)1 Manufactured Doors and Windows installed shall have air Infiltration rates not 1 exceeding those shown in Table Number 1-E. of the Standards. Manufactured i fenestration products must be labeled for U -value according to NFRC procedures. ^ 118(e) Demising Walls in Nonresidential Buildings: The opaque portions of framed demising walls in nonresidential buildings shall have I it insulation with an installed R -value of no less than R-11 between framing members. l i M ErergyPro 3.1 By EnergySoft User Number. 3665 Job -Number. Page: 14 of 26 e TAILORED LPD SUMMARY and WORKSHEET Part 1 of 3 LTG -4 PAGE TOTAL jo 1 BUILDING TOTAL --3115 01 SF WATTS EnergyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page: 15 of 26 i , PROJECT NAME DATE a The Hideaway Comfort Station "Clive" 6/13/2003 a a a TAILORED LPD SUMMARY TASK/ACTIVITY ILLUMINANCE CATEGORY ROOM CAVITY RATIO 1. Watts for Illuminance Categories A -D (from column G) >Q watts ALLOWED LPD 2. Watits for Illuminance Categories E-1 (from LTG -4 Part 2) Q watts A 3. Wates for Display Lighting (from LTG -4 Parts 2 & 3) 0 UI + 0 + 01= 01 watts 0 Public Area Display Sales Feature Floor Display Sales Feature Wall Display 4. Totzil Allowed Watts (lines 1+2+3) 0 watts PAGE TOTAL jo 1 BUILDING TOTAL --3115 01 SF WATTS EnergyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page: 15 of 26 i , TAILORED LPD - Illuminance Categories A B C and D and Gross Sales Area FA-]' a © a a a a P;OOM NAME Comfort Station TASK/ACTIVITY ILLUMINANCE CATEGORY ROOM CAVITY RATIO FLOOR AREA ALLOWED LPD ALLOWED WATTS (E x F) A 0.00 0 0.20 0 PAGE TOTAL jo 1 BUILDING TOTAL --3115 01 SF WATTS EnergyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page: 15 of 26 i , ROO11M CAVITY RATIO WORKSHEET (RCR>=3.5) LTG -5 PROJECT NAME The Hideaway Comfort Station "Clive" DATE 6/13/2003 RECTANGULAR SPACES o a © a a a Boom (Jame Task/Activity Description Room Length (L) Room Width (W) Room Cavity Height (H) Room Cay. Ratio 5xHx(L+W) /(LxW) 11 ,d 'k ii II I I NON-RI=CTANGULAR SPACES Room Name Task/Activity Description Room Area (A) Room Perimeter (P) Room Cavity Height (H) Room Cay. Ratio 2.5 z H x P /A Enl rgyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page: 16 of 26 LIGHTING MANDATORY MEASURES LTG -MM IPROI- JECT,NAME iE The Hideaway Comfort Station "Clive" DATE 6/13/2003 DE'3CRIPTION Designer Enforcement {i FX § 131(d)l For every floor, all interior lighting systems shall be equipped with a separate automatic control to shut off the lighting. This automatic control shall meet the requirements of j Section 119 and may be an occupancy sensor, automatic time switch, or other device capable of automatically shutting off the lighting. (J § 131(d)2Override for Building Lighting Shut-off: The automatic building shut-off system is i' provided with a manual, accessible override switch in sight of the lights. The area of override is not to exceed 5,000 square feet. Ln § 119(h) Automatic Control Devices Certified: All automatic control devices specified are f certified, all alternate equipment shall be certified and installed as directed by the manufacturer. FXQ§ '111 Fluorescent Ballast and Luminaires Certified: All fluorescent fixtures specified for the Ii project are certified and listed in the Directory. All installed fixtures shall be certified. FX]§ '132 Tandem Wiring for One and Three Lamp Fluorescent Fixtures: All one and three lamp fluorescent fixtures are tandem wired with two lamp ballasts where required by '. Standards Section 132; or all one and three lamp fluorescent fixtures are specified with electronic high -frequency ballasts and are exempt from tandem wiring requirements. i4 § :131 (a) Individual Room/Area Controls: Each room and area in this building is equipped with a separate switch or occupancy sensor device for each area with floor -to -ceiling • walls. § 131(b) Uniform Reduction for Individual Rooms: All rooms and areas greater than 100 square feet and more than 0.8 watts per square foot of lighting load shall be controlled with bi-level switching for uniform reduction of lighting within the room. §i131(c) Daylight Area Control: All rooms with windows and skylights that are greater than 250 square feet and that allow for the effective use of daylight In the area shall have 50% of the lamps in each daylit area controlled by a separate switch; or the effective use of daylight cannot be accomplished because the windows are continuously shaded by a building on the adjacent lot. Diagram of shading during different times of the year is included on plans. i a§I,.131(f) Control of Exterior Lights: Exterior mounted fixtures served from the electrical panel inside the building are controlled with a directional photocell control on the roof and i a corresponding relay in the electrical panel, or uses an astronomical time clock. § 131(e) Display Lighting. Display lighting shall be separately switched on circuits that are 20 amps or less. § 130(c) Efficacy of Exterior Lights: Exterior mounted fixtures with lamps over 100 Wafts served from the electrical panel inside the building have a source efficacy of at l least 60 lumens per Watt, or are controlled by a motion sensor. li EniugyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page: 17 of 26 IMECI 1 iANICAL MANDATORY MEASURES Part 1 of 2 MECH-MM PROJECTNAME DATE The Hideaway Comfort Station "Clive" 6/13/2003 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies r § 111 Any appliance for which there is a California standard established in the FAppliance Efficiency Regulations will comply with the applicable standard. § 115(a) Fan type central furnaces shall not have a pilot light. ❑ § 1123 Piping, except that conveying fluids at temperatures between 60 and 105 degrees j Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. X❑ § p24 Air handling duct systems shall be installed and insulated in compliance with i Sections 601, 603 and 604 of the Uniform Mechanical Code. Controls r § 122(e) Each space conditioning system shall be installed with one of the following: i RI X § *122(e)1A Each space conditioning system serving building types such as offices and manufacturing facilities (and all others not explicitly exempt from the i requirements of Section 112 (d)) shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off -hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends and have program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted; or i u §1122(e)1 B An occupancy sensor to control the operating period of the system; or ❑ §`122(e)1C A 4 -hour timer that can be manually operated to control the operating period of i the system. x] §li ;122(e)2 Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback i heating and/or a setup cooling thermostat setpoint. ❑ §i;122(g) Each space conditioning system serving multiple zones with a combined of conditioned floor area more than 25,000 square feet shall be provided with W isolation zones. Each zone: shall not exceed 25,000 square feet; shall be - +f provided with isolation devices, such as valves or dampers, that allow the supply of heating or cooling to be setback or shut off independently of other isolation areas; and shall be controlled by a time control device as described above. r 'h ® § 122(a&b) Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees F or lower. For cooling, the j, control shall be adjustable up to 85 degrees F or higher. Where used for both {; heating and cooling, the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. 0 § 122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and 1' adjustable setpoint stops accessible only to authorized personnel. ❑ $I 112(b) Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heat pump alone. En(?rgyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page: 18 of 26 a MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH-MM I PROJECT,NAME li The Hideaway Comfort Station "Clive" DATE 6/13/2003 De!3cription Designer lEnforcementl Veiitilation 'u21(e) Controls shall be provided to allow outside air dampers or devices to be operated at i the ventilation rates as specified on these plans. , '122(f) Gravity or automatic dampers interlocked and closed on fan shutdown shall be provided on the outside air intakes and discharges of all space conditioning and exhaust systems. All gravity ventilating systems shall be provided with automatic or readily accessible § 122(f) 9 Y 9 Y p y 1' manually operated dampers in all openings to the outside, except for combustion air openings. FVi LJ § 1121(f)l Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau (NEBB) Procedural Standards (1983), or Associated Air Balance Council (AABC) National Standards (1989); or 21 (f)2 Outside Air Certification: The system shall provide the minimum outside air as iF shown on the mechanical drawings, and shall be measured and certified by the 1i installing licensed C-20 mechanical contractor and certified by (1) the design mechanical engineer, (2) the installing licenced C-20 mechanical contractor, or (3) the 1, person with overall responsibility for the design of the ventilation system; or " iY §1'121(f)3 Outside Air Measurement: The system shall be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a continuous basis and displaying that quantity on a readily accessible display divice; or 0 §!`I21(f)4 Another method approved by the Commission. ' Se1 rvice Water Heating Systems J §1113(b)2 If a circulating hot water system is installed, it shall have a control capable of l automatically turning off the circulating pump(s) when hot water is not required. ih El §113(b)313 Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. f §'.113(b)3C Lavatories in restrooms of public facilities shall be equipped with one of the .. 9 following: Outlet devices that limit the flow of hot water to a maximum of 0.5 gallons per ji minute. Foot actuated control valves, and outlet devices that limit the flow of hot water`to a, maximum of 0.75 gallons per minute. ,. 'h Proximity sensor actuated control valves, and outlet devices that limit the flow of hot l;. water to a maximum of 0.75 gallons per minute. f Self-closing valves, and outlet devices that limit the flow of hot water to a maximum L of 2.5 gallons per minute, and 0.25 gallons/cycle (circulating system). !! Self-closing valves, and outlet devices that limit the flow of hot water to a maximum M of 2.5 gallons per minute, and 0.50 gallons/cycle (non -circulating system). i Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.75 gallons/cycle (foot switches and proximity, sensor controls). EnergyPro 3.1 By EnergySok User Number: 3665 Job Number: Page: 19 of 26 4 HVA(: SYSTEM HEATING AND COOLING LOADS SUMMARY IPROJECT,NAME DATE The Hideaway Comfort Station "Clive" 6/13/2003 ,sYS EMNAME FLOOR AREA r HVAC -1 315 ENGINEERING CHECKS SYSTEM LOAD i N umber of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM I Sensiblel Total Room Loads 559 Latent CFM Sensible 9,607 1,234 639 8,595 I Output per System 18,000 Total Output (Btuh) 18,000 Return Vented Lighting 0 Output (Btuh/sqft) 57.1 Return Air Ducts 480 430 Cooling System Return Fan Ventilation 63 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD 0 0 2,497 959 F 63 2,905 0 0 480 430 13,065 2,194 12,359 Output per System 19,600 Total Output (Btuh) 19,600 Total Output (Tons) 1.61 Total Output (Btuh/sgft) 62.2 Total Output (sgft/Ton) 192,9 Air System HVAC EQUIPMENT SELECTION CFM per System 600 LENNOX HP26-018-7P (1) 13,767 3,597 11,838 11,838 Airflow (cfm) 600 Airflow (cfm/sqft) 1.90 Airflow (cfm/Ton) 367.3 Total Adjusted System Output 13,767 3,597 Outside % Air ' ( ) 10 .5 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 3 pm ' — Outside Air (cfm/sgft) 0.20 Jan 12 am Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 26.0 OF 64.8 OF 83.3 OF 83.3 OF Outside Air; Supply Air Ducts 63 cfm 82'6 OF Heating Coil Supply Fan 600 cfm ROOMS 70.0 OF 69.3 of < Return Air Ducts I DOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 1112.0 / 7 7.9 OF 78.7 / 64.8 OF 57.1 / 56.0 OF 57.1 / 56.0 of Supply Air Ducts Outside Air s 63 cfm Cooling Coil Supply Fan 57.9 / 56.3 of 600 cfm ROOMS 54.0% R.H. 74.8 / 6';.0 of 74.0 / 62.8 of iF-- Return Air Ducts { EnergyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page: 20 of 26 ROOIN LOAD SUMMARY PROJECT NAME I The Hideaway Comfort Station "Clive" DATE 6/13/2003 SYSTEM NAME HVAC -1 FLOOR AREA 315 ROOM LOAD SUMMARY if ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZOIJE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Comfort Station Comfort Station 1 559 9,607 1,234 559 9,607 1,234 639 8,595 I i' Ii 1 J it g i ii I` PAGE TOTAL 559 9,607 1,234 639 8,595 TOTAL 559 9,607 1,234 639 8,595 EnargyPro 3.1 By EnergySoft User Number: 3665 Job Number: Page:21 of 26 it l ROOM HEATING PEAK LOADS roject Title -he Hideaway Comfort Station "Clive" ;oom Information Date Room Name Comfort Station Time of Peak Jan 12 am Floor ArE,a 315 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70°F Area U -Value OT of Btu/hr R- 8 Root` R.38.2x14.16 surface Area 315.0 x x x x x x x x X X X X X X X x X X X X x X x x X X X x X x X X x X X X X X X 8.00 x 0.0280 x x X x X x x x X X x X X X X X X X X X x X x x X X X x X x X X x x X X X x X x 44.0 = = = = = = = = = = = = = = = = = = = = — = — = = = = = = — = = = = = = = = = 388 R-21 Wall W.21.2x6.16 65.0 0.0592 44.0 169 8_So1id CMUMaI1 535.3 0.0637 44.0 1,501 Solid Wold Door 63.0 0.3872 44.0 1,073 DO.ub1e_Nl)nMtLC1ear_Defau1 24.7 0.6000 44.0 653 Slab -On -Grade perimeter = 86.0 44.5 3,827 " P I I I 1' I u Items shown with an asterisk (') denote conduction through an interior Infiltration: L 1.00 x 1.064 x Schedule Air Sensible Fraction !`r to another room. 315 x Ceiling Height 0.50 / 60] ACH Page Total: AT AT 7 612 gg3 TOTAL HOURLY HEAT LOSS FOR ROOM 8,595 'i I Ene;rgyPro 3.1 By EnergySoft - User Number: 3665 Job Number: Page:22 of 26 1 R006M COOLING PEAK LOADS Project Title L The Hideaway Comfort Station "Clive" = = = = = = = = = Date 6/13/2003 111ROOM IIJFORMATION 36.0 DESIGN CONDITIONS 39.6 27.4 Room Name Comfort Station Time of Peak Aug 3 pm (South) Floor Area 315 Outdoor Dry Bulb Temperature 112 `F (South) Indoor Dlry Bulb Temperature 80 Outdoor Wet Bulb Temperature 78 97 Conduction Area 31 1. Design Equivalent Temperature Difference (DETD) Items showy, with an asterisk (') denote conduction through an interior surface to another room. Solar Gain U -Value 0.0280 0.0592 0.0637 0.3872 0.0592 0.0637 0.6000 0.0637 0.6000 X x x x x x x x X DETD 1 = = = = = = = = = 59.5 36.0 36.9 36.0 38.1 39.6 27.4 47.2 27.4 Page Total Orientation Area x X X X X X X X X x SGF x X X X x x X x X X SC Weighting x X X X x x X x X X Factor = = = = = = = = = = _(East) 5.7 38 0.724 1.666 (South) 6.7 80 0.724 0.721 (South) 6.7 80 0.724 0.721 (West) 5.7 239 0.724 0.344 Page Total Btu/hr 525 75 303 878 34 243 186 643 220 3 108 Btu/hr 259 280 280 337 1 156 Sched. Weighting Btu/hr Internal Gain Frac. Area Heat Gain Factor Ligr is 1.0c X 315 X 1.311 Watts/sgft X 3.41 BtuhlWatt X 0.997 = 1,405 Occup -ants 1.00 X 315 X 250 Btuh/occ. I 7 sgft/occ. X 1.00 = 1,050 Receptacle 1.0 X 315 X 1.500 Watts/sgft x 3.41 BtuhfWaft X 1.00 = 1,613 Process 1.0 X 315 x 0.000 Waftslsgft X 3.41 Btuh/Waft X 1.00 = 0 Infiltration: [ 1.00 x 1.064 x 315 x 8.00 x 0.50 /601 x 38 = 849 Schedule Air Sensible Area Ceiling Height ACH AT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,6071 Sched. Latent Gain Frac. Area Heat Gain Btu/hr 'Oc uc pants 1.00 x 315 X 200 Btuh/occ. I 75 sgft/occ. _ 840 IRecepta,:le 1.00 x x 0009 Watts/ qft x Btuh/Watt Process' i 1.00 X 315 X 0.000 Watts/sgft X 3.413 Btuh/Watt = Infiltration: 1 0o x 4 771 x 315 x x / 60] x = 39 -Schedule Air Latent Area Ceiling Height ACH pyy r I En' rgyPro 3.1 By EnergySoft User Number: 3665 Page: 23 of 26 ROOM COOLING PEAK LOADS Project Title The Hideaway Comfort Station "Clive" Ot JFORMATION DESIGN CONDITIONS Room Name Comfort Station Time of Peak Floor Area 315 Outdoor Dry Bulb Temperature Indoor Dry Bulb Temperature 749= Outdoor Wet Bulb Temperature Area 15.0 96.3 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain U -Value 1 0.05921 Date 6/13/2003 DETD 1 Page Total Weighting Orientation Area SGF Sc Factor x x x = x x x = x x x = x x x = x x x = x x x = x x x = x x x = x x x = x x x = Page Total Aug 3 pm 112 97 78 T Btulhr 49 377 a27 Btu/hr 0 Sched. Weighting Btulhr Internal. Gain Frac. Area Heat Gain Factor Ights1.0 x 3151 x 1.311 Wattslsgft x 3.41 Btuh/Watt x 0.997 = 1,405 Occupants 1.0c X 315 x 250 Btuh/Occ. / 71 sgft/OCc. X 1.00 = 1,050 Feceptacle 1.0 x 315 X 1.500 Watts/sqft x 3.41 Btuh/Watt X 1.00 1,613 rocess 1.0c X 315 x 0.000 Wafts/sqft X 3.41 Btuh/Watt x 1.00 = 0 Infiltration: I 1.00 x 1.064 x 315 x 8.00 x 0.50 / 60 x 38 = 849 -Schedule Air Sensible Area Ceiling Height ACH AT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9 607 Sched. Btulhr Latent Gain Frac. Area Heat Gain Occupants 1.00 x 315 x 200 Btuh/OCC. / 75 sgft/OCc. = 840 e, ta ceocle 1.0o x x 0 Watts/sqft x BtuhlWatt = 0 ;Process ; I 1.00 x 315 x 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Infiltration: Op xE x315 x i a.on x / 60] x = 394 Schedule Air Latent Area Ceiling Height ACH pyy EnergyPro 3.1 By EnergySoft User Number: 3665 Page:24 of 26 IROOIM COOLING COIL LOADS Conduction I-- R-31 8 Roof (R.38.2x14.16) R-21 Wall (W.21.2x6.16) 8" S NAU Wall Solid Woed Door r R-21 Wall (W.21.2x6.16) 8" Solid CMU Wall Double NonMtl Clear Default F S loS Id CMU Wall Double NonMtl Clear Default Area 1 315.01 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain U -Value 0.0280 0.0592 0.6000 0.0637 0.6000 DETD 1 59.5 = 36.0 = 36.9 = 38.1 = 39.6 = 27.4 = 47.2 = 27.4 = Page Total Orientation Project Tittle The Hideaway Comfort Station "Clive" SGF (Date 6/13/2003 OOM IIVFORMATION Weighting X x x x x X X x x X DESIGN CONDITIONS = = = = = = = = = = (East) Room Name Comfort Station Time of Peak Aug 3 pm (South) Floor Area 315 Outdoor Dry Bulb Temperature 112 (South) Indoor Dry Bulb Temperature 740F Outdoor Wet Bulb Temperature 78 c Conduction I-- R-31 8 Roof (R.38.2x14.16) R-21 Wall (W.21.2x6.16) 8" S NAU Wall Solid Woed Door r R-21 Wall (W.21.2x6.16) 8" Solid CMU Wall Double NonMtl Clear Default F S loS Id CMU Wall Double NonMtl Clear Default Area 1 315.01 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain U -Value 0.0280 0.0592 0.6000 0.0637 0.6000 DETD 1 59.5 = 36.0 = 36.9 = 38.1 = 39.6 = 27.4 = 47.2 = 27.4 = Page Total Orientation Area x X X X X X X X X X SGF X X X x X X X X X X SC Weighting X x x x x X X x x X Factor = = = = = = = = = = (East) 5.7 38 0.724 1.666 (South) 6.7 80 0.724 0.721 (South) 6.7 80 0.724 0.721 _(West) 5.7 239 0.724 0.344 Page Total Btu/hr 525 75 303 878 34 243 186 643 220 3 108 Btu/hr 259 280 280 337 1J56 Sched. Weighting gtu/hr Internal Gain Frac. Area Heat Gain Factor iii hr is 1.0 X 315 X 1.311 Wafts/sqft X 3.41 Btuh/Watt X 0.997 = 1,405 Occl u ants 1.0 x 315 X 250 Btuh/OCC. / 7 Sgft/OCC. X 1.00 = 1,050 Reci eptacle 1.0d X 315 x 1.500 Wafts/sgft x 3.41 BtuhlWaft X 1.00 = 1,613 Process 1.0 x 315 X 0.000 Watts/sgft X 3.41 Btuh/Waft x 1.00 = 0 Infiltration:[Schedule 1.00 x 1.064 x 315 x 8.00 x 0.50 / 60] x 38 849 Air Sensible Area Ceiling Height ACH AT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,607 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants1.00 X 315 X 200 Btuh/OCC. / 75 Sgft/occ. Receptacle = 840 OQ x x .00 Wafts/sgft x Btuh/Watt = Process1 1.00 x 315 x 0.000 Watts/sqft X 3.413 Btuh/Waft = o Infiltration: Fs-ODJ x 4 Z71I xE::::12 x a oo x/ 60] x I . D= 894 -Schedule Air Latent Area Ceiling Height ACH pyy EnargyPro 3.1 By EnergySoft User Number: 3665 1 Page:25 of 26 IROOINI COOLING COIL LOADS I Project Title The Hide_ away Comfort Station "Clive" Date 6/13/2003 OOM INFORMATION DESIGN CONDITIONS Room Name Comfort Station Time of Peak Aug 3 pm Floor Area 315 Outdoor Dry Bulb Temperature 112 9F Indoor Dry Bulb Temperature 74CIZ Outdoor Wet Bulb Temperature 78 c Conduction r— R-2 1 Wall (W.21.2x6.16) 8" Solid CIOU Wall Area 15.0 96.3 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain U -Value 0.0592 0.0637 DETD 1 55.5 61.5 Page Total Weighting Orientation Area SGF SC Factor x x x x x x x x x x x x x x x x x x = x x x = x xx = x x x x x x = Page Total Btu/hr 49 377 a27 Btu/hr 0 Sched. Weighting Btu/hr Internal Gain Frac. Area Heat Gain Factor 'Fights 11.0c x 315 x 1.311 Watts/sgft x 3.41 BtuhlWatt x 0.997 = 1,405 Pccupan s 1.0c X 315 X 250 Btuh/OCC. / —71 sgft/occ. x 1.00 = 1,050 Recce eptacle 1.0c X 315 x 1.500 Watts/sqft X 3.41 Btuh/Watt X 1.00 = 1,613 Process Zhedule 1.0 x 315 x 0.000 Watts/sqft x 3.41 Btuh/Waft x 1.00 = 0 Infiltration: 1.00 x 1.064 x 315 x 8.00 x 0.50 /601 x 38 = 849 Air Sensible Area Ceiling Height ACH &T Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,607 Sched. Latent Gain Frac. Area Heat Gain Btu/hr O c p Its 1 1.00 X 315 x 200 Btuh/occ. / 75 sgft/occ. = 840 'Receptacle I 1.00 x 315 x Wattslsgft x Btuh/Watt = ,Process' j 1.00 X 315 X 0.000 Wafts/sqft X 3.413 Btuh/Waft = o Infiltration: Lr x x,771 x 315 x x o so / 60] x = 394 y Schedule Air Latent Area Ceiling Height ACH QW EnergyPro 3.1 By EnergySoft User Number: 3665 Page: 26 of 26 - r ice- i b r : r • r' :r - sir- .:r = r r r r f•.. ---a'r - r,,, - i .fir • .r W _r- t,Wx7r '' _ .. .. = " '1 a ' _I ,et' w _.a s._? ^A.r_ n s .r_' - _e.=r'; -•xs.r_;._va. .r-ry.+a; . 2.. `. MTSIGNED r: OM1- ails _ .. • . ... ;;:". x , . ' • rte- 4 RESIDENTIAL COMMERCIA16 D FLOOR TRUSSES a 85-435 MIDDLETON STREET, THERMAL CALIFORNIA 92274 OFFICE: (760) 397-4122 rFAX: (760) 397-472 WWW.. spatescom **NOTE** TRUSSES ALONG THIS SIDE OF BUILDING --WILL HAVE—T' 112,_OVERHANG— COUNTRY CLUB OF THE DESERT "COMFORT STATION PAGE NO: 1 OF 1 -1 a H U) H O m 7 w C iR, cn m x cu **NOTE** TRUSSES ALONG THIS SIDE OF BUILDING --WILL HAVE—T' 112,_OVERHANG— COUNTRY CLUB OF THE DESERT "COMFORT STATION PAGE NO: 1 OF 1 X"O C PTION ( ( MAKE CORRECT**TARN NOTED JJPJJRMD ( j REVISE AND RESUBW (j SUBMIT SPECIFIED ITEM Is only for general conformance w<Qt ft Concept of the project and the gene l 606q0tenm with the information given in the o0nbaetdocuments. Any action shown is subjectto V* requirements of the plans and specifications. Contractor is responsible for. dimensions which Oitl be confirmed and correlated at the job site; fabrication processes and techniques of Constmiction; coordination of his work with that of *QW Cedes; and the satisfactory performano of las work MO. STRUCTURAL ENGINEERING, INC Osie JUN 2 4 2003 By , 1, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (CSCCD T1 ) DATE THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 1650f -1.5E PSF TC DL Z Complete Trusses Required BOT CHORD 2x4 SPF 1650f-I.5E BC DL 7.0 PSF tud 0.0 PSF ivi+=i-i=i=ivG %;i'i' vii•=i=- 57.0 PSF DUR.FAC. TOP CHORD: 1 ROW @ 8" O.C. ROOF OVERHANG -SUPPORTS 2.00 PSF SOFFIT LOAD. BOT CHORD: 1 ROW @ 12" O.C. WEBS : 1 ROW @ 4" o.c. DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS _1 -IN EACH ROW TO AVOID SPLITTING. #1 HIP SUPPORTS 06-00.00 JACKS WITH NO WEBS. -CORNER SETS ARE USE SAME DESIGN FOR ONE PLY COMMON HIP TRUSSES @ 24.0" OC. EXTEND CONVENTIONALLY FRAMED. SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33). OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 02 -09 -15' -OC. W3X4 % W3X4 LI'2 Y 7 W2X4III WLX4III 0-5-8 0-38 5-6-8 I 6-8-0 I 5-8-8 _I 17-11-0 Over 2 Supports j R=1971 W=2.5" R=1938 W=4.5" PLT TYP. Wave TPI -95 Design Criteria: TPI ST $pates Fabricators "WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND 85.435 Middleton Street, Thennil CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACINGI. PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRIO DR.. SUITE 200, MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ALPINE SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATIONI AND TPI. ALPIME CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O UALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•2. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER C'No.C43845 r a *Em. 6-30,2005 CA/6/-/-/-/R/- R795--55101 DATE TC LL 20.0 PSF TC DL 30.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 57.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R795--55101 DATE 07/25/01 D R W CAUSR795 01206013 CA -ENG GTP/CWC SEON - 16068 FROM DS (CSCCD- - T2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 1650f -1.5E ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. BOT CHORD 2x4 SPF 1650f -1.5E I .. _,- _ .... _. .... — . 11.1 ^1 —1- 1.11 X1-1 —1 mini —.1 — —11 rr - on nn 1 nr Dr n 120.00" OC. TRUSSES TO BE SPACED AT 27.0" OC MAXIMUM. I DEFLECTION MEETS L/360.00 LIVE AND L/360.00 TOTAL LOAD. 110 PSF BC LIVE LOAD PER UBC. A W 3 X 4 W3X4 W4X4= W3X4 T 1-4-14 3.5 r- — 3.5 e11I , W2X4III 10-0-12 W3X6= W3X7 W3X6 =— 0-5-8 0-3-8 8-10-8 I 9-0-8 I 17-11-0 Over 2 Supports I R=1203 R=1183 W=4.5" PL'T TYP. Wave TPI -95 Design Criteria: TPI STD CA/6/-/- /-/R/- Scale =.375" Ft. S aces Fabricators 85-435 Mi dleton Street, Thermal CA .^WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. $HIPPING. INSTALLING AND BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON; WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT•' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO Q F y A = 1.1 2H i;6 T Cj 845 t— = TC TC BC LL DL DL 20.0 30.0 7.0 P S F P S F PSF, R E F DATE DRW R795-55102 07/25/01 CAUSR795 01206014 ALPINE Alpine Engineered Products, Inc. BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND .BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORSFACE 0 ARE MADE OF 2OGA ASTH A653 GR4O GALV. STEEL. EXCEPT A$ NOTED. APPLY CONNECTORS TO DRA WI NGS L/T YRSOLELYTHORSTHE$EAL ORUSSOTH T HRCOMPONENTTEO DESIGNIS ORA ING IND ATESOWCCEPTATHEOSUIN CE OF R8ILOFEITYSI DANOS IT) ONRUSEIOFE7H15 S PER RE SPONSIBIVI , 640=5* lINGgrf Oi'CA FOQ 8 C L L 0.0 P S F C A -ENG GTP / C W C TOT . L D . 57.0 P S F S E O N - 16064 D U R FAC . 1.25 FROM D S SPACING 27.0" Sacramento, CA 95828 PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER COMPONENT FOR ANSECTU ANSI/TPI I JOB SITE HANDLING BEGINNING THE ERECTION PROCESS 3) WEB MEMBER PLANE.aning it domioing.Rcritical is preventing Trusses from leaning or tlominoing. Repeat as L/ j\ It is important for the builder or erection contractor to provide substantial bracing for the first truss erected. The two or more shown to create a succession of rigid units. trusses making up the rest of the first set are lied to and rely upon the first truss for stability. Likewise, after this first set of truss- ' as is adequately cross -braced, the remaining trusses installed re upon this first set for stability. Thus, the performance of the Continuous X -bracing Spreader bar for ® r f q N g ir gr ly p lateral bracing larger trusses truss Drecing system tlepentls to a great extent on how well the first group of trusses is braced. GENERAL m® ; GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR Web members h-15' 4-15' 4 One satisfactory method Iles the first unit of trusses o6 to a Another satisfactory method where height of building or U. max. Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS series of braces that are attached to a stake driven into the ground conditions prohibit bracing from the exterior is to tie ty Q tit f. ground and securely anchored. The ground brace itself should the first truss rigidly in place from the interior at the floor X -bracing should De installed on vertical web members PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly ® •' f be supported as shown below or it is apt to buckle. Additional . level, provided the floor is substantially completed and wherever possible, at or near lateral bracing. Plywood sheathing erect, brace, and connect the trusses to the building system. ' ground braces in the opposite direction, Inside the building, are capable of supporting the ground bracing forces. Securely may be substituted for x -bracing. 'A, also recommended. fasten the first truss to the middle of the building. Brace the Web members All of the care and quality involved in the design and manufacture of wood trusses can be jeopardized if the ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY _ Note: Locate ground braces for bracing similar to exterior ground bracing shown et lett. Set tsdMO trusses are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, Proper banding and smooth ground allow for unloading of trusses without damage. This should be _ first truss directly in line with en trusses from the middle toward the end of the building. 9 '1-°20 Bruce the done as close to the buildin site as ossible to minimize handlin DO NOT break banding until instal- = rows o top chord continuous let- Propertycross-brace the first set of trusses before remov- o N bracing ISTANTIAL ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUB- 9 P g g - eras Draping (either temporary t- PaQ 11 LOSS OF TIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. permanent). inti poor braces and Bening remaining trusses. TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER{ ✓ 2nd, 3rd 8 4th trusses DESIGN OR MANUFACTURE. • —First truss (Prior to truss erection, the builder/erector shall meet with the erection crew for a safety and planning meeting, - 2 x 4 minimum making sure each crew member understands his or her roles and responsibilities during the erection process.r Temporary support DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE See WTCA's Truss Technology In Building Always Diagonally Brace for Safety document for short block use options BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES - - ,F % 45° a+'' scanolding(help ,S Bottom chords _ _ CTIQN_BR ['_IN ___ - - , - —TEMP — -- -- — -- — ntrussesNal shown, ° r. _ . _.._ _ _ j - • "- n "` braced before erection Clear span = v -- - — " - ' "-'0p-- _ ti=r' - MJ 'Ground brut of atlditicnal units. e: Top chords and some web members are not wn, TRUSSES ARE NOT MARKED IN ANY WAY TO IDENTIFY THE FREQUENCY OR LOCATION OF ^w„ `V ' I• n order to make drawings more readable. Brace the Drecing Ground bracing [TEMPORARY RY ERECTION BRACING. All temporary bracing shall comply with the latest edition, I Bearing for trusses STACKING MATERIALS (recommendations and options as described in the Wood Truss Council of America's Warning' Poster 'DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND e - Latera y described herein. Additional important safe Information can be found in the Truss Technology g r ' ; Ground slakes Minimum Two led s`0 rP` p safety ogyinBuildin series +t dpo of publications including Always Diagonally Brace for Safe Web Member Permanent Bracing., Brace it for > Double Headed Nails a 2 t DO NOT PROCEED WITH BUILDING COMPLETION UNTIL P 9 Y 9 Y N: 9 } t t I i a orf° Stability, and Construction Loading, and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS d \ p 2x4 minimum size ,e` ALL BRACING IS SECURELY AND PROPERLY IN PLACE This level re resents ,prepared by the building designer. j @ y v ' EN 4a v 1O ground °ie Bi round poor o single Platform must f G 1 1/2' enetmtion s g rigidly braced • W c story applications PERMANENT TRUSS BRACING ` ' u l ¢ Chord R p Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should be _ shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individual compres- If trusses are stored vertically, they shall be braced in a If trusses are stored horizontally, blocking should be used INADEQUATE SIZE -OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF sion members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the manner that will prevent tipping or toppling. Generally, on eight to ten toot centers, or,aa required, to minimize Q EFIECTION DOMINOING.i _ uilding or erection contractor. This bracing is needed for the proper performance of individual trusses within cubing of the banding is done just prior to installation. lateral bending and moislure•geln. t7 `- he roof or floor system. The design and connection of the bracing to the truss and then to the overall building - - ' s Z e TT ERECTION TOLERANCE NEVER STACK MATERIALS ON UNBRACED Proper distribution of construction materials is a must during the is the responsibility of the building designer, and is in addition to the permanent bracing plan, which is CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUSSES. Q o construction. see wrCA's Truss Technology rn. Building also specified by the building designer. % r/1 . 6 I OR INADEQUATELY BRACED TRUSSES Construction Loading for additional information During long term storage, trusses shall be protected from the environment in a manner that provides to I Length Length for adequate ventilation of the trusses. If tarpaulins or other mateHal is used, the ends shall be left open -. «t • *1 ° J— r Acceptable _ against out- ( for ventilation. Plastic is not recommended, since it can trap moisture. i-, `a T T- - - - - side load fff • ” Y Lesser of ` Length bearing wall • , s, .: ' ¢ _ D/5o or 2• \ Length 16' to 32' = 1' Len 16' to 32' = 1 • ' - -• . r z• - Q t9 Plumb Bob Length 32' 8 over = 2 Length 32' 8 over = 2' K_ H O I STING Q Acceptable S W Complying with erection tolerances is craicat to athiev ng an acceptable roof or floor line, AND TO ACCOMPLISHING EFFEC- over bad - ALL TRUSSES THAT ARE ERECTED ONE AT A TIME SH E HELD SAFELY IN POSITION Q TIVE BRACING. Setting wises within lolerante*heflrst time will prevent the need for the hazardous practice of respacing or Dearing wall BY THE ERECTION EQUIPMENT UNYIL SUCH TIME AfILI ECESSARY BRACING HAS BEEN adjusting trusses when roof sheathing or roof purlins ere snstelled. Trusses leaning or bowing can cause nails to miss the lop NEVER STACK MATERIALS NEAR APEAK -.. _ INSTALLED AND THE ENDS OF E TRUSSES ARE SECt RELY FASTENED TO THE BUILDING. Q chords when sheathing is applied, and create cumulative stresses on the bracing, whlch is a frequent cause of dominosng. uJ WHEN HEuJ pjHLNG,.MAKE_SURE IAILS_ARE3DRIV,EN !N_Z0-TIJE_T_OO CHORD OF THE TRUSSES. O -- B -RACING w . , • v , ' Q -.Always stack materials over two or more trusses. U3S ` •. _ + - NEVER STACK MATERIALS ON THE • Not to exceed 4'0' maximum from bearing J t} j. CANTILEVER OF ATRUSS 1111 4.0• a'o^ i • . ; ' • ,- -. ¢ , D`O NOT INSTALL TRUSSES DO NOT WALK ON TRUSSES • - s ONTEMPORARILY i DO N0TIWALK.ON OR GABLE ENDS LYING FLAT _ a CONNECTED SUPPORTS UNBRACEDTRUSSES AVOID LATERAL BENDING a I of d18Ch09 . r r All anchors, hangers, tie -downs, seats, bearing nails single i/ O ledgers, etc., that are pert of the supporting structure, brace ss Rooting and mechanical contractors are cautioned to slack _ 60° Z shall be accurately and properly placed and perms• i materials only along outside supporting members' or directly - r h r - --= nest attached before truss installation begins. No over Inside supporting members. Trusses are not designed for 60° , or less fn tt N 9' NEVER OVERLOAD SMALL GROUPS or less W 1, direct) { } fOr trusses shall ever be installed onanchors or ties that dynamic loads (i.e., moving vehicles). Extreme care should be f + 5 ` OR SINGLE TRUSSES. POSITION LOAD r _ O 3 have temporary connections to the supposing strut- drectbn . taken when loading and stacking construction. materials SPECIAL DESIGN REQUIREMENTS — rection o mg ture tt of fords OVER AS MANY TRUSSES AS POSSIBLE. , (rolletl roofing, mechanical equipment, etc.) on the oof or t_ ` Ir 1 i - floor system. n K NAILING SCABS TO THE END OF THE BUILDING Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, r. + s r - o A0 fox. "I Tagline y NAILS IN WITHDRAWAL TO BRACE THE FIRST TRUSS IS NOT RECOM• WELL NAILED f - Sleeps "*. App ox. ^ Ir us PARALLEL TO FORCE MENDED. All nailing of bmcing should be done so or other load transfer elements and their connections to wood trusses must io considered separately de the 1/2 truss length 1/2 truss length z ( ) that nails are driven perpendicular to the direction of (PERPENDICULAR TO FORCE) - building designer, who shall determine size, location, and method of connections for all bracing as needed to Tagline up to 30 feet up to 30 feet F- ` force, as shown at right. resist these forces.i •.i;. Truss sling is acceptable where these criteria are met. " BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Panel paint UNLOADING &LIFTING - t Sleepers for mechanical equipment should be located at ' a ' t TEmporery erection bracing must be applied to three planes of the roof system to ensure stability: Plane 1) Top Chord (sheathing), Plane 2) NEVER CUT ANY STRUCTURAL anal pints pints or Quem sin supporting members, and . f - + SPREADER BAR Bosom Chord (ceiling plane), and Plane 3) Web Member plane or vertical plane perpendicular to trusses. *• - P P e ) pPo 9 AVOID LATERAL BENDING -SPREADER BAR , ,X ' ` , l• -t MEMBER OF A TRUSS. 'only on trusses that have been designed for such loads. - 1)ITOP CHORD PLANE. Most important to the builder or erection con- , 2) BOTTOM CHORD PLANE In order to hold proper spacing on the ` _ i.• r" - y trsctor is bracing in the plane of the lop chord. Truss top chords are ;bosom chord temporary bracing is recommended on the top of the bot- CAUTION, I O NOTES • .TOE IN TOE IN susceptible to lateral buckling before they are braced or sheathed. tom chord.'. f -j T ,;. , . , ``'r/_ TOE IN TOE IN i i ti, y f .t"- Top Chord • Continuous _ t , W T .'Diagonal Bracing I t Ib e'n Errors in building lines and/or dimensions, or errors by others shall be corrected -by -the NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, care must be taken to avoid LATERAL BENDING of trusses, which can cause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACTTHE LOCAL POWER COMPANY. IF USING A CRANE WITHIN MILES OF AN AIRPORT 5 CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. Approx. 1/2 to 2/ r Approx. 1/2 to Z3 _ truss length + , _ -truss length up to 60 feet' • , up to 60 feet Tagline Tagline * 1 "Use spreader bar In ALL other cases. It should be noted that the Imes from the ends of the spreader bar "TOE IN"; if these lines should "TOE OUT" the truss may fold in half. t r r { STRONGBACW y< SPREADER BAR •STRONGBACW -I SPREADER BAR Zvi • • l_ " APProx. 2/3 to 3/4 _ f s = '+ I APpruosk 2/3 to 3/4 truss length _j •Y ;r} h—/ truss length x '7 over 60 feet - over 60 feet Tagline For lifting trusses with spans in excess of 60 feet,, it is recommended that a strongback/spreader - 3' should r s be attached h n • bar be used r ba to the to chorda d as illustrated. Th stn n cWs reads The o ba PP 9 web members at intervals of approximately 10 .feet. Further, the strongback/Spreader bar should (' be at or above the mid -height of the truss to prevent overturning. The strongback/spreader,bar, can be of any material with sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bending of the truss. - 'inuous latera eb _ Web members s ere re I g ng Not to stele. : contractor or responsible construction trade subcontractor or supplier BEFORE Ierection. of t . ', r ` trusses begins. r, BottomChord 2 x 4" x 10' Length - - _ 't,_ .. Bottom chord Cutting of nonstructural overhangs Is considered a art of normal erection and shall be done b Spans 45' - 60' Use sparing rq greater" 6 lapped I over two 9 9 P Y _ Sr behveen 30'-45': use 8'spadng trusses. y,ov the builder or erection contractor. ' - or'iD• Spam up re 30': Use la spacing - - ' I (• " Any field modification that Involves the cutting, drilling, or relocation of any structural truss - - --- • LateConral orery . - ' s lateral Becing - member or connector plate shall not be done without the approval of the truss manufacturer or Temporafy Diagonal (where possible et a licensed design professional. Grating every 20' • each top chord joint) The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses SAFELY in place In a completed structure. a•' These recommendations for bracing wood trusses originate from the collective experience Connect and of of leading technical personnel in the wood truss Industry, but must, due to the nature of 45• zo• • bracing to rigid support or add diagonalbracing at responsibilities Involved, be presented only as a GUIDE for use by a qualified building designer, 9• • approximately 20' intervals (repeat at both ends).builder, or erection contractor. Thus, the Wood Truss Council of America expressly str disclaims any responsibility for damages arising from the use, application, or reliance 2" x 4" x 1O' Len th *Long sans, hes loads or other spacing configurations on the recommendations and information contained herein. mpo'rery Diagonal 9 9 P heavy PB 9 9 - Bracing every 20' lapped over two trusses • , .may require closer spacing between lateral bracing end _ - '• ' closer intervals between diagonals. Consult the building \CT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED designer, HIB, OSB (Recommended Design Specification .. - Selected text and figures referenced or reproduced from HIB and DSB by BRACING IS INSTALLED to avoid the hazardous practice of removing for Temporary Bracing of Metal -Plate Connected Wood .r` permission of the T1usa Plate Institute, Madison, VA.; Ing to adjust spacing. This act of "adjusting spacing" can cause trusses to r Trusses) or WFCA's Truss Technology in Building Always 7 daif connections are removed atthe wrong time. Diagonally Brace for Safely documant WOOD TRUSS COUNCIL OF AMERICA E p T" One WTCA Center DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! 6300 Enterprise Lane -• • ' Madison, WI 53719 SEE WTCA' TRUSS TECHNOLOGY IN BUILDING ALWAYS DIAGONALLYt608/274-4849 •608/274-33 29 fax w r m •www.w truss www.woodtruss.com o BRACE FOR SAFETY DOCUMENT FOR ADDITIONAL BRACING OPTIONS. wtca® oodt uss co Copyright O 198E2002 Wood Truss Council of America As w°m rw. azox2e BEARING BLOCK NAIL SPACING DETAIL MAXIMUM NUMBER OF NAIL LINES PARALLEL TO GRAIN MINIMUM SPACING FOR SiivGLE BEARING BLOCK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AVOID SPLITTING. A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) IF NAIL HOLES ARE PREBORED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: * SPACING MAY BE REDUCED BY 507 / ** SPACING MAY BE REDUCED BY 337 BEARING BLOCK TO BE SAME SPECIES, SIZE AND GRADE AS BOTTOM CHORD. C** NAIL LINE t t t t t t ► /t 1 l 1 1 1 1 1 1 T T T AAA C** LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN IN B/2* DIRECTION OF LOAD AND NAIL ROWS (12" MINIMUM - 24" MAXIMUM) --WARNING-. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI CTRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WE. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ..IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN] ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPIl OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLYCONNECTORS TO EACH FACE OF ALPINE ENGINEERED PRODUCTS, INC. TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER POMPANO BEACH, FLORIDA DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY'PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. MINIMUM NAIL SPACING DISTANCES CHORD SIZE DISTANCES NAIL TYPE 2X4 2X6 2X8 2X10 2X12 8d BOX 0.113"X2.5" 3 6 9 12 15 10d BOX 0.128"X3" 3 5 7 10 12 12d BOX 0.128"X3.25" 3 5 7 10 12 16d BOX 0.135"X3.5" 3 5 7 10 12 20d BOX 0.148"X4" 2 4 5 6 8 8d COMMON (0.131"X2.5") 3 5 7 10 12 10d COMMON 0.148"X3" 2 4 6 1 8 10 12d COMMON 0.148"X3.25" 2 1 4 6 8 10 16d COMMON 0.162"X3.5" 2 4 6 8 10 0.120"X2.5" GUN 3 6 8 11 14 0.131"X2.5" GUN 3 5 1 7 10 12 0.120"X3.0" GUN 3 6 8 11 14 0.131"x3.0" GUN 3 1 5 1 7 10 12 MINIMUM NAIL SPACING DISTANCES THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0699 REF BEARING BLOCK DATE 12/16/99 p\ DRWG CNBRGBLK1299 *11 1 1 -ENG SJP/KAR DISTANCES NAIL TYPE A B* C** 8d BOX 0.113"X2.5 3/4" 1 3/8" 1 3/4" 10d BOX 0.128"X3" 7 8" 1 5/8" 2" 12d BOX 0.128"X3.25" 7/8" 1 5/8" 2" 16d BOX 0.135"X3.5" 7/8" 1 5/8" 2 1/8 20d BOX 0.148"X4" 1" 1 7/8" 2 1/4" 8d COMMON (0.131"X2.5") 7/8" 1 5/8" 2" 10d COMMON 0.148"X3" 1" 1 7/8" 2 1/4" 12d COMMON 0.148"13.25" 1" 1 7/8" 2 1/4" 16d COMMON 0.162"X3.5" 1' 2" 2 1/2 " 0.120"X2.5" GUN 3/4" 1 1/2 " 1 7/8" 0.131"X2.5" GUN 7/8" 1 5/8 " 2" 0.120"X3.0" GUN 3/4" 1 1/2" 1 7/8" 0.131"x3.0" GUN 7/8" 1 1 5/8" 2" THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0699 REF BEARING BLOCK DATE 12/16/99 p\ DRWG CNBRGBLK1299 *11 1 1 -ENG SJP/KAR .JOB" GABLE END DETAIL W/. SIUUUU THIS DWG. PREPARED FR 3 STRONGBACK i 1 NAIL TO UDGER 12" O.C. j (2x4 BRACED AT 30" O.C.Y / ROOF MATERIAL \ a (20 BRACED AT 56" O.C) BRACE f ` — A34 FOR 2X4 STRONGBACK A35 FOR 2X8 STRONGBACK LEDGER (NAILH3(%) TO VERTICAL 1/3-10d NAILS) GABL (K) SPACING FOR H3 = 56.0" O.C. REFER TO SIMPSON CATALOG C -94H-1 FOR PRODUCT ATTACHMENT SPECIFICATION (ATTACH 44/05 IN FI DIRECTION OUTLOOKER (C) GABLE END 2X6 DIAGO BRACE (M ) 2X LEDGER II\ COMMON , TRUSSES (C) 1X4 CONTINUOUS LATERAL BRACING FOR (SI) BRACE (STRONGBACK) MEMBER LONGER THAN (M) 2X4 SPF STANDARD OR 75". ATTACH AT MIDPOINT OF EACH BRACE (NI IGI BTR STRONGBACK BRACE 1/2-8d CCOMMON NAILS. 24" MAX CABLE END 1 S 1 I LEDGER IN► j4"OjCj MA (S1) (Pi) PEAK PLATE TO MATCH COMMON TRUSSES. (S1) SPLICE PLATE TO MATCH COMMON TRUSSES (111) HEEL PLATE TO MATCH COMMON TRUSSES. 10) OPTION TO WEB PLATING: USE (3)-2" TIRE STAPLES (0.072 DIA./15 GA.) TOENAILED THRU CHORD INTO WEB & THRU TEO INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI), (SI) & 1 H1) MUST BE PLATED. (G) GABLE END DESIGN BASED ON BOMPH WIND LOAD, EXPOSURE "C AT 0-30 FT. MEAN HEIGHT. NOTE: THIS DETAIL MAY BE USED FOR TRUSSES WITH PITCHED B.C. ALSO. PLATE I MAX. WEB LENGTH 1X3• 2-8-0 2X4• 8-1-0 3X4• 8-7-0 2X4 STRONGBACK 7 - 10d COMMON 2X4 BLOCK NAILS , / 0000 4-10d NAILS EACH END OUTLOOKER CRITERIA QNS1 SUBMITTED BY THU55 MFH. o. 2X6 STRONGBACK ►- IU 13 - 10d COMMON 2X6 BLOCK W NAILS , / A34 / TO BOTH FACES 3.5" MAX. TYP. NOTCH 0 24" O.C. 1.5" MAX. R T. OUTLOOKER / 12" MIN ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REOUIRE EXTREME CARE ARNING IN HANDLING. ERECTIONANODEVIATION CA -ENG DC, JD, PBC 24" MAX BRACING. SEE HIB -91 BY TPI. SEE THIS DESIGN STUCCO FACING 2X4 SPF MAX. LENGTBMAX.2X4 OUIREMENTS. UNLESS OTHERWISE INDICATED. TOA653 F.L. MAX. LENGTH WITHOUT GT STRONGBACK LUMBER WITHOUT 1I/ STRONGBACK LUMBER BRACE (S) GRADES BRACING ( N ) CE ( S ) GRADES BRACING (.N) 77- STANDARD 3-3-0 7-4-0 STANDARD 3-5-0 0 STUD 3-3-0 7-4-0 STUD 3-5-0 _9-0 #3 3-3-0 7-4-0 #3 3-5-0 7-8-0 #1/#2 3-5-0 7-9-0 #2 3-7-0 8-1-0 SS 3-6-0 7-11-0 #1 3-8-0 8-3-0 #1 & BETTER 3-9-0 8-5-0 SS 3-10-0 8-7-0 TYP.—ALPINE DESIGN CRIT -UBC OTY = i TOTAL = 1 30.0 15.0 0.0 45:0. 1.15 24.0" PSF PSF. PSF PSF PSF REF 8992--45342 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REOUIRE EXTREME CARE ARNING IN HANDLING. ERECTIONANODEVIATION CA -ENG DC, JD, PBC SHALLNOT BE RESPONSIBLE FOR ANY FROMTHISDESIGNOR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB -91 BY TPI. SEE THIS DESIGN FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TDI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOA653 UP37 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACEDWITHPROP R AUS*IMPORTANT** TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHO CONNECTORS PER DRAWINGS 130. 150 G IGOA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE CONFORM N/APPLICABLE PROVISIONS OF NOS G TPI. AN ENGINEER'S ALPINE TECHNICALUPDATE (7/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS p p p p p p IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. I DESIGN TO THE TRUSS ERECTION CONTRACTOR. W --TPI - TRUSS PLATE INSTITUTE NDS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION TC LL C OL OL LL .- .r OT.LO.`. OFCALIF r`Q- SPACING 30.0 15.0 0.0 45:0. 1.15 24.0" PSF PSF. PSF PSF PSF REF 8992--45342 DATE 03/21/97 DRWG CDI23 CA -ENG DC, JD, PBC L U.v-_L.Ja,fDn= = -j=l- I C U L I F- L_L_ _- -= - _ - - - -- LUMBER GRADES TCLL/TCDL MAX SETBK TCLI_ TCDL MAX SETBI< SPF 16501-1.5E 16/7=23/( 8-8-0 16/14=30# 8-0-0 SPF 21001-1.8 16/7=23Q 1 8-10-0 16/14=30# 8-4-0 • NOTE: MAXIMUM SETBACK IS FROM INSIDE OF BEARINGS. EXTCNSIUN MUST BE SUPPORTED PLATING PITCH 2.82-3.00 3.00-4.50 4.50-6.00 (A) 3x8 3x7 3x6 (8) 3X5 3X5 3x5 (C) 3X8 3X8 3x8 EVERY 4-0-0 MAX. EXTENSIONS CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS MAY BE PLATED FOR ADDITIONAL DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS LENG7I-1. USE 3x8 PLATES FOR, 2X4 ERECTING TRUSSES ARE CAUTIONED 10 SEEK THE ADVICE OF A LOCAL LUMBER. 5X8 PLATES F013 2X6 PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. DEFLECTION CRITERIA: LUMBER, ETC. LIVE LOAD L/240 TOTAL LOAD. = L/180 (SS) SHIM ALL SUPPORTS SOLID TO BEARING (C) (SS) (NO) NO QVERCUTIING ALLOWED ON RIPPED CHORD. (B) THIS HIPJACK DESIGNED, 10 SUPPORT CONVENTIONALLY FRAMED RAFTERS. / CANTILEVER HEEL RAISED HEEL VARIES ,2.82-6.0 - WITH 1111CIA - {A) — --i_ I _j 1.5 MW' _3X4 TIE PLATE /// 8 P VARIES WITH SETBACK I 2X4 / (NO) IFl / / BLOCK PLATE ►-+ 3X4 PLATE OVER SUPPORT 2X4 —2X6 2X6 —2X8 R=347/( MAX. W=1.5" MIN. R=694# MAX. W=1.5" MIN. 2X8 —2X10 2X4. 2X6. 2X8, 2X10 BLOCK FL GRADE 18' MIN. I '2X10 -2X12 ere— •-VARNING•• TRUSSES REOUIRE CXIREME CARC IN IIANDLING, SHIPPING,. INSIALL1146 AND BTIACING. O O O o O O REFER 10 HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHCD BY IPI (TRUSS PLAIC \~ \C \ TC LL PSF REF O o o C o INSTITUTE, 597 D'ONOFRIO DR., SUITE 200, MADISON. VI 57719). FOR SAFETY PRACIWES PRIOR ,0 LOADING rev 7/16/98 TO PERFORMING THESE FUNCTIONS, UNLESS OIbICPVISE INDICATED. IUP CHOPU SIIALL HAVC PNOPCRLY W TC DL PSF. DATE 0 0 0 o ATTACHED STRUCTURAL PANELS AND BOTTOM CHURD SHALL HAVE A PROPERLY AIIAC14ED RIGHT CEILING. SEE O C o o --IMPORTANT.- FURNISH A COPY OF THIS DESIGN TO THE INSIALLAIIUN CONTRACIOP, ALPINE BC DL ABOVE PSF DRWG CDT 19 O o O O ENGINEERED PRODUCTS, INC. SHALL NOT BE RESP014SIDLE FOR ANY DEVIATIUN FROM THIS DESIGNI o ANY FAILURE TO BUILD THE 1RUSSFS IN CONFORMANCE WITH TPII OR TIANDLING. SITIPPING. DC LL pSF -ENG ALPINE INSTALLING AND BRACING OF TRUSSES. DESIGN CUNI'URMS WITH APPLICABLE PRI.IVISIUNS OF NDS N„ p p (NATIONAL DESIGN SPECIFICATION PUBLISHED DY IME AMCRICAN FORCSI AND PAPER ASSIICIAIIUN) %' C►I1 TOT.L D. PSF AND IPI. ALPINE CONNECTORS ARE MADE OF ?06A ASTM A653 GP37 GALV. SIEE1. EXCEPT AS NOTED. l TRUSS O APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OIHEPWISF LOCATED ON TIIIS DESIGN, ` Of w HIP JACK O o, o O POSITION CONNECTORS PER DRAWINGS 110. 150 ANTI 160 A -F. AN ENGINCCR'S SCAT ON THIS AAl1 DUR.F AC. 1.25 RAFTER DETAIL O Q r DRAWING APPLIES ONLY 10 THE DESIGN OF LTC TRUSS DEPICTED HERE AND SIIALL NOT DC. PELTED UPON IN ANY OTHER WAY, SPACING 24.. D.C. ( A J and_ AM_ M M M _ STANDARD JACK DETAIL (REPLACES C0101, CD101A) DESIGN CRITERIA: (1] (**) LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/100. Livt (SNOW) LUAU DEFLECTION'LIMITED TO L/240. TRUSSES SPACED AT 24" ON CENTER. REPETITIVE MEMBER INCREASE (1.15) USED FOR RENDING SIRESS. LIVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCII AT LEAST 4:12 LIVE AND DEAD LOAD APPLIED TO 14ORIZONTAL PROJECTION. (*) 2X4 STD, STUD, #3 OR BETTER END VERTICAL WEB WITH W1.5X4 CONNECTORS REQUIRED IF UPPER BEARING POINT IS NOT USED. IT 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FABRICATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY THAT ALL DATA, INCLUDING DIMENSIONS AND LOADS, CONFORM TO TIIE ARC141TECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT. =IS 111_1AIlI I_ 11MM I NPII DS l IS I 1 . 2 - I.-. 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ISI 11 11 AVIN,S 160 A !, 1111 SI At till 11115 IINAWI11 INDII:AIIS ACCI"IAN,:1 NI I•Il1:u S.5nIN6I INI, nn11uNG NL SI.01ISINII IIV SIIIII r IIIN IIII IN 11:-1 1:41111 -"III NI III `:ICN SII41NN. till $III IA1111111 ANII II :.I 111 IIII'. ANSIIIN"IIIONIAN`,:'Ill`1NCmAu u41nulNr, a nn 11151•uN:-11111111 m nn nuuulNe u1::,GnN, rill L, SPACING 24.0" - STANDARD JACK DETAIL REPLACES ORII CDIOIA IIIP FRAME* DETAILS - - HIP FRAMc TVA VA 1/Il.l Ll -9 -- - 24 W1.5X3 2x4 CHORDS 2x4 PURLINS SET BACK YYa,&,I, mIIN. HIP FRAME•. 'R' HIP FRAME S'T'OPS AT PLUMB CUT OF JACKS TO MAINTAIN PITCH CONTINUITY. HIP FRAME* LUMBER IS SPF, SO. PINE, IIF, OR DFL STANDARD, SPUD GRADE, OR BETTER. IN J C` _ PITCHED AND SHEATHED CHORD AREA / HIP FRAME' D BOTTOM CHORD - ATTACH HIP FRAME TO FLAT CHORDS OF STEPPED HIPS AT ALL OVEIZLA13PING POINTS 1VITH 3-8d (0.131"X2.5") OR 2-10d (0.148"X3) COMMON NAILS. BOTTOM CHORD OF HIP FRAME TO BE ATTACHED 1'0 #1 HIP WITH 10d COMMON NAILS ® G" O.C. MAXIMUM SPACING. COMMON TRUSSES S'T'EPPED HIP SYS'T'EM 'TRUSSES A— #1 HIP SEE ENGINEER'S SEALED DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. • THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH TOP CHORD LOADING. 'R' HIP FRAME CHORDS MAY BE TRIMMED UP TO 2" TO FIT. PURLINS MUST BE INTACT AND PROPERLY ATTACHED. ACPINE ,. IIIP FRAME '— SECTION 13-13 SETBACK+—SYSTEMCDHIPTRUSSES— IIIP FRAME* - PROVIDED BY TRUSS MANUFACTURER. HIP FRAME" IS DESIGNED TO PROVIDE BRACING FOR FLAT TOP CHORDS OF HIP FRAME SYSTEM WHERE INDICATED. STRUCTURAL PANELS MUST BE PROPERLY ATTACHED DIRECTLY TO HIP FRAME PURLINS. —VARIIIHG•• IRUSSLS RLUUIRL LXIRLML CARL IN I-ADRICAIING, 11ANDLIN6, SIIII'P NIG, INSIALLING AND BRACING. REFER 10 1110-91 (IIANDLING INSTALLING AND BRACING), PUBLISHED BY IPI (TRUSS PLATE INSTITUTE. 503 D'UNUrRIU DR., SUITE 200, MADISON, VI. 53719) FOR SAFETY PRACTICES PRIUR 10 PERrURMING THESE rUNC11UNS. UNLESS OIIIERVISE INDICATED. TOP CHORD SIIALL HAVE PR(1PERLY ATTACHED STRUCTURAL PANELS AND BOIIUM CHORD SIIALL HAVE A PROPCRLY ATTACHED RIGI CIEILNIG. --IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO TIIE INSTALLATION CONTRACTOR. ALPINC ENGINCERED PRODUCTS, INC. SIIALL 1401 BE RESPONSIBLE FOR ANY DCVIATIO)( FROM THIS DESIGN# ANYFAILURE TO BUILD THE TRUSSES IN CONFORMANCE VIT11 TPI# OR FABRICATING. HANDL SIIIPPING. INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS VIT11 APPLICATILE PROVISIONS Or NDS (NAI TONAL DESIGN SPECIFICATION PUBLISIIED BY 111E AMERICAN FOREST AND PAPER ASSOCIATION) AND IPI. ALPINE CONNECTORS ARE HAD[ Or 20GA ASTM A633 GR40 GALV, STEEL EXCEPT AS NOTED. APPLY CONHECIURS lU EACIIFACE or TRUSS AND, UNLESS OTIH[RVISE LOCATED ON 11115 DESIGN, POSITION CONNECTORS PER DRAVINGS 160 A -Z. THE SEAL ON TIIIS BRAVING INDICATES ACCLPIANCC Or PRUrESSII1NAL ENGINCERING RESPONSIBILITY SULELY FOR IIIc TRUSS COMPUNCNT DESIGN SIIUVN. TIIE SUITABILITY AND USE IIF 1111S COMPONENT FOR ANY PARTICULAR BUILDING C HIS DRAWING REIPL.ACES DRAWING CD126 REF HIP FRAME DATE 06/25/99 DRwG HIPFRAME069! I -ENG DLJ/KAR A PERMANENT BRACING HIP PERMANENT BRACING DETAIL -CRIPPLES SPACED FROM HIP CRIPPLE SUPPORT LAYOUT START OF TOP CHORD STQNS SLOPING cl hollsimir/Alo, MIN/A ko i 0 0 rA, I amm. R, PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALL BIP ENDS. MAXIMUM INTERVAL EQUALS 20'. )NOTE: THE IST BAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE i HTP CAN BE EXCLUDED WHEN AIL OF THE FOLLOWING CONDITIONS ARE MET: 1 THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAT TOP CHORD OF THE ail HIP_- 2) END JACKS ARE SHEATHED WITH PROPERLY ATTACHED STRUCTURAL PANELS SECTION A—A FIELD APPLIED 0 BUILT—INPS CRIPPLES LE OF TRUSSES SPAACING COMMON (C) (C) CRIPPLES SPACED 48' O.C. TYP. (D) BUILT—DV FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES 1HIP PITCHED AND SHEATHED B CHORD AREA o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FIAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CHORD, USING 9 - 8d COMMON TOE NAILS OR 2 - 10d COMMON NAILS THROUGH FACE. 1 HIP GIRDER SECTION B—B BUILT—IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING FOR CRIPPLE SPACING. / (B) SEE CA—HIP ENGINEERING FOR JACK TYPE USED *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. THIS DRAWING REPLACES DRAWING CD110 AND BRCALHIP0099 BY TPI n+ SS LATE IN ItM W. a sr iM HAM VL ) FUR SAFETY PRACTT= PLATE"" TO sti>3 D TC LL PSF REF CALTF'. BRACE E FUNCTI MS. TOP CH M SIMALL WIVE PR ERLr ATTACHED TC DL PSF DATE 05/01/02 STRUMRAL PANELS AMO BOTTOM CHORDHAVE A PRM& ATTAc RIGID CEILIN& TAMT FURNISH A COPY O' THIS DES1UiM TO THE DMSTALLATIOM CONTRACTOR ALPI EBC TD3 w DL PSF DRWG BRCALKWH0502 T D AL+ IN lEtD V C. SHALL MY DE RESPWSME Fa! MY DEVUTM FROM THIS A DULLD ,TE TRUSSES III COiFOtINNCE VITM OtU3IICATIIIGBc HAM IIISTA.LNMG AHB BRACING O= TRUSSES. DESIaM VLTMof LL PSF ENG TSB/clrc AIJPIM PROMMM MTDSHAL DEsmN SPECff=T= PUBLISHED Br THEaEMAN FOREST AMD PAPER ASSOCIATMO AMD TPL ALPI E COaECTDRS ARE MADE O' 2MTOT. ASTM AGM GRID CALK STEEL EXCEPT AS HATED. APPLY COfEMIRS M EACH FALL O' TRUSS ANW, UN ESS GTHEIrd E LOCATED ON Ties DES[Q« POSITDsI COIECTORS PEROLIVDICiS 160A -L THE SEM. OI THIS DRAVNMG Nm1CATES ACCEN+TANCE O PAffFSSD7IAL fto LD. • PSF E)NGNEERNNG RESPO ITY SOLELY FOR THE TRUSS COPOEMT DESM SIflVK THE oDUX. FAC. PTHE THE BR10_DDMG 1ESIOER PER PAI) -1997 . ISPACING • CONVENTIONALLY FRAMED VALLEY DETAIL (A) 2X6 OR LARGER_SP #2 OR SPF #1/#2 VALLEY RAFTER (B) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") - (C) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") (D) 2X6 OR LARGER SP #2 OR SPF #1/#2 RIDGE BOARD NOTE: RIDGE BOARD (D) MUST NOT BE OF LESS SIZE THAN THAT OF VALLEY RAFTER (A). NOTE: REFER TO VALLEY DETAIL VALTRUSS1001 FOR SUPPORTING TRUSS BRACING DETAILS. (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS W-10". (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS 11'-2". COMMON TRUSSES AT 24" 01 VALLEY RAFTERS AT 24" 01 RIDGE BOARD FOR 1X4 AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. FASTEN 1X4 "T" BRACE TO CRIPPLE WITH 8d BOX (0.113" x 2.5") NAILS AT 4" OC. FASTEN 2X4 "T" BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. (2) 16d BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RIDGE BOARD (C) (B (3) 16d BOX NAILS (3) 16d BOX NAILS 4'0" TYP.(B) 2) 16d BOX NAII -NAILED (TYPICAL) PROPERLY ATTACHED RATED SHEATHING :PARTIAL _FRAMING _PLAN -- -1_= -_ 16d BOX NAILS, -NAILED RATED SHEATHING (2) 16d BOX NAILS, 1 TOE -NAILED (D) (A) (3) 16d BOX - NAILS, TOE -NAILED SUPPORTING TRUSSES _ AT 24" OC MAX SPACING (3) 16d BOX NAILS, TOE -NAILED Z-(3) 16d BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RATED SHEATHING THIS DRAWING REPLACES DRAWING V1O5-CONN "VARNINGam TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING '['(,' LL 30 30 40 PSF REF CONY. VALLEY AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, VI. 537I9> FOR SAFETY PRACTICES PRIOR 70 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE TC DL 20 15 7 PSF DATE 02/18/03 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED A RIGID CEILING. HC DL 10 10 10 PSF DRWG VALC0NVF0203 ■'IMPORTANTv FURNISH COPY [IF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN I ANY FAILURE ,, ,,, ALPINE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI) OR FABRICATING, HANDLING, SHIPPING, INSTALLING * rwrigry BC LL 0 D 0 PSF -ENG MLIi/KAR 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONASHOWN. THE L DESIGN SPEC, BY AF6PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16GACV,HS/K) ASTM TOT. LD. 60 55 57 PSF A653 GRADE 40/60(V,K/HS) GAL V. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS 4 ALPINE ENGINEERED PRODUCTS. INC. OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS I60A-2. ANY INSPECTION OF PLATES rE'Ui CALIFO \ DUR.FAC.1.25/1.331.151.15 FOLLOVED BY <D SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING POMPANO BEACH, FLORIDA INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS THE RESPONSIBILITY ILITY OF THE BUILDING SUITABILITY DESIGNER,AND PERUSE ANSI/TPI 1 3 2NT FOR ANY BUILDING IS SPACING SEE ABOVE (K_UetalI - JL:UIILt UtIA1L) IM1_ VWU rMErAKtu rKUrI LunruIEM Inrul (LVAw a vinEn;)IV" 3) )U0VIIIIEV Of InV» nr . DETAIL FOR TRUSSES OFFSET FOR 30" SCUTTLE OPENING. SEE ORIGINAL DRAWING FOR LUMBER, CONFIGURATION, CONNECTOR SIZES, AND SPACING AND LOADING INFORMATION. TRUSSESEACH SIDE -OF SCUTTLE-OPENI'NG_ SHALL: BE DESIGNED TO --SUPPORT THEIR FULL TRIBUTARY LOAD. FOR AN OPENING OF 30", WITH TRUSS SPACING OF 24" ON CENTER, TRUSSES EACH SIDE SHALL BE DESIGNED FOR 28" 0/C. (30 + 1.5 + 24) / 2 = 27.75. ADEOUATE SPAN -RATED DECKING SHALL BE USED. BLOCKING AS SHOWN SHALL BE INSTALLED IF THE TRUSS SPACING EXCEEDS THE SPAN -RATING OF THE DECKING MATERIAL, OR AT THE DISCRETION OF THE BUILDING DESIGNER. I THIS DETAIL IS NOT TO BE USED IN CONJUNCTION WITH PULL-DOWN OR PERMANENT STAIRS. I(B) BLOCKING LUMBER DF -L STUD (GREEN) OR SPF #2. ATTACH BLOCKING WITH TWO 10d COMMON (0.148X3") NAILS, TYPICAL. TOP' VIEW 24"1 TYPICAL BOTTOM VIEW L X30" ESS OPENING 24" 24" 24" 24" 31.5" 24" 24" 24" 31.5" 31.5" .. L3 (R_Detail - T12A) OFESS PLT TYP. High Stren th,Wave TPI -95 QR CA/2/1/R F MS ales Fabricators 85-435 Middleton Street, Thermal CA WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTTUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED Q D ftl Q' T C L L T C D L REF F R 7 9 5 -77901 DATE 01104102 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Mar 1 03 -- D R W CAUSR795 02004021 - ••IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO C A -ENG / G W H- S E 0 N - 27046 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALL It1G AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NO (NATIONAL DESIGN SPECILICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE COIINECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORSR TO * No. C 58005 Fxp. 6-30-2006 B C L L _ TOT. L D . Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER I RESPONSIBILITY SOLELYTFORHE STHE EAL TRUSSICOMPONENT DESIGN ING TSHOWNES EPTATHE SUITABILITY14CE OF OAND USENAL IOFETHIIs COMPONENT FOR 414Y PARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGN R. PER ANSI/TPI 1-1995 SECTION 2. civil q OF CALlFo¢ `P FROM P S SPACING See above _ `NSpftT10N 4 _ ?OOJ`1S FfjtC------------ P ---._.. _.._...---- - -' -'•-'-'-----O lIANO. OREGON -"'.--- V/.Jim a TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124' AVENUE VANCOUVER, WA 98684 We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER — QA275. This is to verify that: SPATES FABRICATORS, INC 85-435. MIDDLETON STREET THERMAL, CA 92274 is under our Audited Quality Control Program and has been since: JUNE, 1990 We audit the production Quarterly under the Uniform Building Code Section 2304.4.4. TONY LEWIN MANAGER OF WESTERN TRUSS DIVISION S REPORT TM ER -5352 Reissued July 1, 2001 ICBG) Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 • www.icboes.org Filing Category: DESIGN—Wood (038) WAVE:- METAL CONNECTOR PLATE FOR WOOD TRUSSES ' ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINE:S CITY, FLORIDA 33844 ' 1.0 SUBJECT WAVE' Metal Connector Plate for Wood Trusses. 11 2.0 DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage [0.0356 inch (0.90 mm)], ASTM A 653-94 SQ, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated GE;O. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on cen- ter along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 2 inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth, includ- ing the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0. 12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with — respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when requested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as determined by species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be designed for tension capacity, based on the orienta- tion of the metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 ofANS I/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allow- able tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 ofANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and otherjoints involving shear must be designed using the allowable shear values (shown in Table 3 in units of pounds per lineal inch per pair of plates) forthe metal connec- tor plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load re- duction factors forthe metal plates must be considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller sys- tem having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini- mum diameter of the roller press and the appropriate strength -reduction factor from this report. 2. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the WAVE metal connector plates are installed in lumber having a moisture content greaterthan 19 percent at the time of truss fabrication. REF'ORTS—are not to be construed us representing aesthetics or anv other attributes not specilicailr addressed. nor ore thev to be construed us an endorsement uj'the subject q/'the report or it recommendation for its use. There is no n•arran(v by 1C80 Evaluation Set,•ice. Inc., express or implied, us to rniv.linding or other mutter in this report. ur as to unv product covered by the report. Cnnvrinh, r 9M1 Page 1 of 5 Page 2 of 5 4. Allowable lateral resistance values for WAVE metal con- nector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, HR, as follows: HR = 0.85 - 0.05 (12 tan 0-2.0) where: 0.65 5 HR 5 0.85 8 = angle between lines of action of the top and bottom chords shown in Figure 4. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal con- nector plate relative to the directions of loading. Design for combined shear and tension must be in accordance with Sec- tion 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal con- nector plates designed only for axial forces are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2335.5 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following information, at a minimum, should be speci- fied by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber -and -metal -connector -plate al- lowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- cator who has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction. The allow- able loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneu- ER -5352 matic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; com- binations of partial embedment roller/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single - pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset before passing through the roller press by striking at least two opposite comers of each plate with s hammer. 2.6 Identification: Each WAVE metal connector plate is embossed with the iden- tifying mark "WAVE" stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the WAVE metal connector plate for wood trusses complies with the 1997 Uniform Building Code', subject to the following conditions: 4.1 For the trusses using metal connector plates de- scribed in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to trans- fer the required loads in accordance with the de- sign formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates must comply with this evaluation report. 4.4 Teeth of metal connector plates placed in knots, bark, pitch pockets, holes, and joint gaps are con- sidered ineffective. 4.5 Metal connector plates are installed in pairs on op- posite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord- ance with Section 2335.5 of the code. 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals is outside the scope of this report. 4.9 Where one-hour fire -resistive rating is required for trusses using WAVE connectors, see evaluation re- ports ER -1632 and ER -5640. This report is subject to re-examination in one year. Page63 Of 5 4 1 1 fel (L;11 •I 9 ' ' EA Orientation ER -5352 - TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE i Load Load ` WAVE" METAL CONNECTOR PLATE1 Ij LUMBER SPECIES DIRECTION OF GRAIN ANDPEC . LOAD WITH REST TO LENGTH OF PLATE=•2 ' PL7IjJJ MODEL EA AE Speeies Specific Gravity Allowable Load Per Plate (pounds per square inch of plate contact area)2 EETE - .. METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas tir 0.39'. 206 156 145 Load Load AE Orientation Hem -fir 0.43 164 109 106 153 124 EE Orientation ' Southern Dine 0.55 206 '158 163 4 , FIGURE 1—PLATE ORIENTATIONS'+ NAVE Spruce -pine -fir 0.42 I'm 109 106 170 118 I METAL PLATE VALUES RATED BY SEMI -VET AREA METHOD' • Douglas fir 0.49 275 195 145 Hem -fir 0.43 208 134 1 153 Southern pine 0,55 275 195 16363 124 For SI: inch Spruce -pine -fir 0.42 + 208 I'm 1 106 = 25.4 mm. I psi = 6.89 kPa. 170 118 See Figltre 1 for a description of plate orientation. +" ' 'The tabulated 3Metaf ciinnector values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. plates must be installed in 4For mepil pairs on opposite faces of trltss members connected by plates. plates rated by the semi -net area method- the end distance of I/,) inch, measured for each parallel to grain, must be excluded when determing the metal plate member of a joint. See Figure 2 for exmples of joints affected by the mandatory reduction of plate coverage. coverage t Load I I I I I I I I 1 1 1 1 111111111111 4 1 1 fel (L;11 •I 9 ' Orientation EA Orientation Load AA Orientation EA Orientation - i Load Load ` 111111 Load Load AE Orientation ' EE Orientation ' 4 , FIGURE 1—PLATE ORIENTATIONS'+ Page 4 of 5 ER -5352 ' In•• For SI: 1 inch = 35.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD , TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE" METAL CONNECTOR PLATEI , DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 2 0° 90° 0° 90' Allowable Tension Load PLATE MODEL (pounds per linear inch per pair of plates) Tension Load Efficiency Ratio ' WAV E 89 0.513 349 0.486 For SI: I psi = 6.89 kPa. 'See Figure 3 for a description of plate orientation. '-The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate tabrication. Load F Length Load Load F Width L L (a) 0° Plate Orientation (b) 90° Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load _> 1 I (a) 0° Plate Orientation (b) 90° Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load _> 1 TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° 1 30° 60° 90° 120° 150° 0° 30° 60° 90° 1207 15o° MODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratlo VAVE" 656 361 969 567 1 529 556 0.563 0.739 0.332 1 0.437 0.454 1 0.477 No• — v.nra. Pagi 5 of 5 ER -5352 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR THE WAVE- METAL CONNECTOR PLATE INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE ,PLATE MODEL SPECIFIC GRAVITY1 AA EA AE EE WAVE - 0.49 0.815 0.885 0.815 0.885 El'i' 0.50 0.870 - 0.905 0.870 0.905 For SI: I inch = 25.4 mm. ITh. (4!R value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific gravity of 0.49 or lower, and the QR',alue for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific gravity of 0.50 or higher. - FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES E ' 3/8 in 1 ' Plate Length G _ i i 1 Plate Width I,. 0.25 in (6.35 nm) O.C. between slots 0.12 in (3.05' ,,) I I \ slot width 0.0356 in (minimum) 1 in (25.4' mm) a. Ir 0.5 in (12.7 nn) between slots, uFfset between slat length adjacent slots ' 0.06 in (1.52 nm) , I,. T I PLATE AVAILABLE IN INCREMENTS OF 1 IN (25.4 For SIf: I inch = 25.4 mm. ' f1 FIGURE 5—WAVE PLATE' DIMENSIONS C t I