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CONR (04-4551)
58588 Madison St 04-4551 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: Applicant: A 04-00004551 58588 MADISON ST 764-200-999-S -316812- NEW COMML - OTHER NON -F LOW DENSITY RESIDENTIAI 67378 Architect or BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: CORAL OPTION I 79285 RANCHO LA QUINTA DR LA QUINTA, CA 92253 Contractor: SPARKS CONSTRUCTION, INC P.O. BOX 1716 LA QUINTA, CA 92253 (760)771-1941 Lic. No.: 674074 \ VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 3/02/06 ------------------------------------------------------------------------------------------------- LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury t licensed under pr sof Chapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations: Section- 7000) of Division 3 of the 13 ' ess an rofessionaIs C e, an my License is in full force and effect. _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided License Cla : 13 L' nse No.. 67407 for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Date' ontr3ctor: _I.have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor ^ ` Code, for the performance of the work for which this permit is issued. My workers' compensation OWNER -BUILDER DECLARATION .tea insurance carrier and policy number are: I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the Carrie STATE FUND Policy Number 0000348-2005 following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any construct, alter, improve, demolish, or repair any structure, prior to its issuarice, also requires the applicant for the person in any manner so as to become subject to the workers' compensation laws of California, permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State and agree that, if I should become subject to the workers' ensation provisions of Section License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or 00 of the Labor Cod rthwith comply w' ose _visions. that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by "" any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: Data►/ - licant: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and s %^ the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The , WAR G: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE UNILAWFU, AND SHALL Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND and who does the work himself or herself through his or her own employees, provided that the DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES ASS PROVIDED FOR IN improvements are not intended or offered for sale. If, however, the building or improvement is sold within SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY 1 hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPEILNIIT APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. 1 agree to comply with all city and co ty rdinances and state laws relating to building nco struction, and hereby tithorize repre ives of this co ty enter upon the above-mentioned property for inspection purposes. ign- a v lApplicant or Agent) Application Number . . . . . 04-00004551 ------ Structure Information COMMERCIAL OFFICE ----- Construction Type . . . . . TYPE V - NON RATED Occupancy Type . . . . . BUSINESS <50 Other struct info . . . . . CODE EDITION FIRE SPRINKLERS NO OCCUPANT LOAD 5.00 PATIO SQ FTG 2980.00 ---------------------------------------------------------------------------- 1ST FLOOR SQUARE FOOTAGE 480.00 Permit . . . BUILDING PERMIT Additional desc . . Permit Fee . . . . 495.50 Plan Check Fee 322.08 Issue Date . . . . Valuation . . . . 67378 Expiration Date 8/29/06 Qty Unit Charge Per Extension BASE FEE 414.50 18.00 4.5000 ---------------------------------------------------------------------------- THOU BLDG 50,001-100,000 81.00 Permit MECHANICAL Additional desc . . Permit Fee . . . . 39.50 Plan Check Fee 9.88 Issue Date . . . . Valuation . . . . 0 Expiration Date 8/29/06 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 1.00 6.5000 ------------- =-------------------------------------------------------------- EA MECH VENT FAN 6.50 PermitELEC-NEW COMMERCIAL .Additional desc . Permit Fee . . . . 24.60 Plan Check Fee 6.15 Issue Date . . . . Valuation . . . . 0 Expiration Date 8/29/06 Qty Unit Charge Per Extension BASE FEE 15:00 480.00 .0200 ---------------------------------------------------------------------------- ELEC GARAGE OR NON-RESIDENTIAL 9.60 Permit . . . PLUMBING Additional desc . LQPERDIIT Application Number . . . . . 04-00004551 Permit . . . . . . PLUMBING Permit Fee . . . . 57.00 Plan Check Fee 14.25 Issue Date . . . .. Valuation . . . . 0 Expiration Date 8/29/06 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 6.0000 EA PLB FIXTURE 24.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 3.0000 ---------------------------------------------------------------------------- EA PLB WATER INST/ALT/REP 3.00 Permit . . . GRADING PERMIT Additional desc . . Permit Fee . . . . 15.00 Issue Date . . . . Plan Check Fee . . .00 Valuation . . . . 0 Expiration Date . . 8/29/06 Qty Unit Charge Per Extension BASE FEE 15.00 ---------------------------------------------------------------------------- Special Notes and Comments Commercial "Security Office", (480 sqft) "B" Occupancy, Type VN, Occupant Load 5. ---------------------------------------------------------------------------- Other Fees . . . . . . . ACCESSIBILITY PLAN REVIEW 32.21 ART IN PUBLIC'PLACES-COM 309.93 DIF CIVIC CENTER - COMM 25.92 ENERGY REVIEW FEE 32.21 DIF FIRE PROTECTION -COMM 27.84 STRONG MOTION _(SMI) - COM 13.85 DIF STREET MAINT FAC -COMM 13.44 ` DIF TRANSPORTATION - COMM 1015.68 Fee summary Charged Paid Credited Due --------------------------------------------------------- Permit Fee Total 631.60 .00 .00 631.60 Plan Check Total 352.36 .00 .00 352.36 Other Fee Total 1471.08 .00 .00 1471.08 Grand Total 2455.04 .00 .00 2455.04 LQPERMIT Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 Project Name: This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMWIND. AMOUNT: DATF.• RECEIPT- CHECK a. INITIAIS• CERTIFICATE OF COMPLIANCE (California Education Code 17620) Date: March 20, 2006 Owner's Name: Coral Option 1 Phone No. 771-1941 Project Address: 58-588 Madison Street La Quinta, CA Project Description: Commercial Gate House & patio trellis ATN: 764-200-999-S Tract #: Lot #'s: Type of Development: Residential Commercial XX Total Square Feet of Building Area: 480 sq. ft. Certification of Applicant/Owners: The person signing certifies that the above penalty.of perjury and further represents that he/she is authorized_tosign on beha, Dated: March 202, 2006 Signature: Industrial is correct and makes this statement under SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF.THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project Agreement Existing Not Subject to Fee 17620 65995 Approval Prior to 1/1/87 Requirement Note Number of Sq.Ft. 480 Amount per Sq.Ft. $0.42 Amount Collected $ ap/,6U Building Permit Application Completed: Yes/No By: Carey M. Carlson, Asst. Supt., Business Services Certificate issued by: Elvira Mattson, Office Technician Signature: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 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 requirements 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, and 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. N-1*V:cimydoosicicvIc esicertilicate of complimce li)rm uible 1`t.? US[:.d oc ( 1/16/03 T City of La C uinta Building et Safety Division e lm P.O. Box 1504, 78-495 Cape Tampico J La Quinta, CA 92253 - (760) 777-7012 .. / Building Permit Application and Tracking Sheet Al Project Addrtxs: 5-0g Owner's Name: 7 L ('`' i. ✓ 1` C L A P. Num o D 00 Addrcss: P-9 (' 7( (o Leal Description: 7 C'y '(City. ST. Zip: C -t?, Gf 5;7 z 2 ►: 3. X Contractor . L-0•Lj-Cj C•7/o-✓ FTclephonc; `? ? / / 4 c1 / :'•'.. x Address 1OJ . . ject Description: X city, ST, zip: , c,,e X Telephone:/ lk O 6aAt•1 L Kcx13 L A state Lie. f : 4, city I. / Designer / u 80 5' • Fop PATI o 'L - .i C 0 ., F-ngr., r: 7 e r-100 Address: City. ST. Zip: 'A x I Telephone: I:i /:{'~:" Project FNwneof Contact Pcmh . /t j fJ C Telephone # of Contact prion: -?"7/ / Construction T YPe p Y:4 type (circle oneg Add'n Ahcr Repair Demo , Sq. Ft: N Stories: / Units• - Value ofPro'eet: 3(,,000 =. Submittal Plan Sets structural Gla. Truss Cala. Energy Cala. Flood plain plan Grading plan Subcontactor List Grant Decd N.O.A. Approval IN HOUSE: - Planning Approval Pub. Wks. Appr School Fees APPLICANT: DO NOT WFM BELOW THIS UNE Reed TRACKING Pian Check submitted Reviewed. ready for corrections Called Contact Person Plans kicked up i'fans resubmitted V Review'. ready for correct ousrus Called Contact Person Phos picked up Plans resubmitted Aj f sea Review, ready for correctioasl ssat Calicd Contact Person Date of permit issue PERMIT FEES Item Plan Check Deposit Pian Check Balance Construction ptichanical Electrical Plumbing Grading Developer Impact Fee Total Permit Fees Amount 1 5 rerit r*i City of La Quinta Building & Safety Division ,J P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 (% Building Permit Application and Tracking Sheet Project Address:r- / 8 ll %s o Owner's Name: 2 A. P. Number: Address:Q Legal Description: _7nn1 3/, f f Z Contractor: %J Yfl F / y v City, ST, Zip Telephone: Address: Project Description: &JAT-G 40USE City, ST, Zip: C t jK Telephone: i /off State Lic. # : City Lic. #: Arch., Engr., Designer: Address: City, ST, Zip: Telephone:t' State Lic. #: Name of Contact Person: p Q d o. Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: #Stories: # Units: Telephone # of Contact Person: 7/ / Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # I Submittal Req'd Recd TRACKING. PERMIT FEES 2-1 Plan Sets Plan Check submitted Item Amount 2 Structural Cates. Reviewed, read or corrections Iah Plan Check Deposit Truss Calcs. Called Contact Person Z /Q plan Check Balance Energy Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2nd Review, ready for correctio issue O Electrical Subcontactor List Called Contact Person 47 Plumbing Grant Deed Plans pickedpp% S.M.I. H.O.A. Approval Plans resubmitted . Grading IN ROUSE:- '`d Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees vco — aKurAC, we= v7/C40 9 z ?/0( CDv v l ,e v5>y r l [ ► t, ---i°ho f i a _)rnn2 Due 71&W Craig E. Anthony Fire Chief Proudly serving the unincorporated areas of Riverside County and the Cities of: Banning 4. Beaumont 4. Calimesa Canyon Lake Coachella Desert Hot Springs Indian Wells ., Indio Lake Elsinore .; La Quinta Moreno Valley Palm Desert 4. Perris .; Rancho Mirage :• San Jacinto Temecula Board of Supervisors Bob Buster, District 1 John Tavaglione, District 2 Jeff Stone, District 3 Roy Wilson, District 4 Marion Ashley, District S RIVERSIDE COUNTY FIRE DEPARTMENT 82-615 HighwayIndio, Fax863-1072 March 10, 2005 Hart / Howerton, Architects One Union Street San Francisco, CA 94111 Re: Non -Structural Building Plan Review LAQ-05-BP-025 / Coral Mtn. Gatehouse (58=588 Madison St. Fire Department personnel have reviewed and approved the plans you submitted for the above referenced project. Please be advised the following conditions apply as a part of the conditions for the issuance of a building permit. 1) The Fire Department is required to set a minimum fire flow for the remodel or construction of all commercial buildings using the procedure established in the 2001 CFC. A fire flow of 1500 gpm for a 2 -hour duration at 20 psi residual operating pressure must be available before any combustible material is placed on the job site. 2) The required fire flow shall be available from a Super hydrant(s) (6"x 4"x 21/2" x 21/2") located not less than 25' or more than 165' from any portion of the building(s) as measured along approved vehicular travel ways. 3)P_rior to the Issuance of a_buildin4_perrnit; applicanUdevelopershell furnish one blueline copy of the water -system plans to the Fire Department -for review. Plans shall conform to the fire hydrant types, location and spacing, and the system shall meet the fire flow requirements. Plans must be signed by a registered Civil Engineer and/or the local water company with the following certification: "I certify that the design of the water system is in accordance with the requirements prescribed by the Riverside County Fire Department". 4) Gate, Power Operated (driveway/road with powered gates). Install Knox key operated switches, series KS -2P with dust cover, mounted per recommended standard of the Knox Company. Plans must be submitted to the Fire Department for approval of mounting location/position and operating standards. Special forms are available from this office for the ordering of the Key Switch. This form must be authorized and signed by this office for the correctly coded system to be purchased. 5) Gates shall have either a secondary power supply or an approved manual means to release mechanical control of the gate in the event of loss of primary power. 6) Install portable fire extinguishers per Title 19, but not less than 2A1 OBC in rating. Contact certified extinguisher company for proper placement of equipment. 7) Approved building address shall be placed in such a position as to be plainly visible and legible from the street and rear access if applicable. Building address numbers shall be a minimum of 12" for building(s) up to 25' in height, and 24" in height for building(s) exceeding 25' in height. All addressing must be legible and of a contrasting color with the background. EMERGENCY SERVICES DIVISION - PLANNING SECTION - INDIO OFFICE 82-675 Highway 111, 2"a FL. Indio, CA 92201 - (760) 863-8886 - Fax (/60) 863-7072 Please contact the Fire Department Planning & Engineering staff for final inspection prior to occupancy. Applicantrinstaller shall be responsible to contact the Fire Department to schedule inspections. Requests for inspections are to be made at least 72 hours in advance and may be arranged by calling (760) 863- 8886. All questions regarding the meaning of these conditions should be referred to the Fire Department Planning & Engineering staff at (760) 863-8886. Cc: City of La Quinta — Building Dept. K DaWUA a&ftwRw.d. Sincerely, FRANK KAWASAKI Chief Fire Department Planner By Walter Brandes Fire Safety Specialist Jan 12 07 01:07p RF STRUCTURAL&SANTAMARIA 760 836 0856 JANUARY 11, 2007 T.D DESERT DEVELOPMENT, L.P_ C/O SPARKS CONSTRUCTION POST OFFICE BOX 1716 LA QUINTA, CA. 92247 Attn.: Mr. NOLAN SPARKS Re.: THE ANDALUSIA AT CORAL MOUNTAIN GAT_ E HOUSE AND GATE HOUSE BRIDGE 58-588 MADISON_S_T_REE_T _ LA QUINT& CA. FOLLOW-UP TO WALK THROUGH JOB NO_ : 4168 DEAR NOLAN P. 1 R F STRUCTURAL CONSULTANTS. INC. 75-153 MERLE DRIVE, STE. 13, PALM DESERT, CA 92211 PHONE (760) 836-1000 FAX (760)836-083;; E MAIL RAYMONDla RFSTRUCTURAi..C%uM THIS LETTER ADVISES THAT WE HAVE OBSERVED THE STRUCTURAL, REQUIREMENTS THAT ARE VISIBLE DURING CONSTRUCTION AT THE TIME OF OUR SITE VISIT. WE BELIEVE THAT THE AS -BUILT CONSTRUCTION COMPLETED AT THE TIME OF OUR VISIT IS IN GENERAL CONFORMANCE WITH OUR STRUCTURAL PLANS AND RELEVANT CORRESPONDENCE ISSUED BY OUR OFFICE. WE OBSERVED THE BUILDING IN ITS FRAMED CONDITION PRIOR TO INSTALLATION OF DRYWALL AND STUCCO. WE OBSERVED THE VISUAL AND ACCESSIBLE STRUCTURAL REQUIREMENTS. (EXCLUSIONS ARE ITEMS SUCH AS: FOOTING SIZE AND REINFORCEMENT AND TOP OF BRIDGE AND SOME BRIDGE RAILING) RESPECTFULLY SUBMITTED ZEYAD FAQIR, PE X.No. 5795g T; i Exp. 06-3p I .... C"LIF :....... DESIGNER: CLIENT: DESIGNED BY: R.F. STRUCTURAL CALCULATIONS FOR CORAL MOUNTAIN GATE HOUSE AND RETAINING WALLS AT 58-588 MADISON LA QUINTA, CA. JOB # 4168 4/22/2004 REVISED 8/20/2004 REVISED 9/25/2006 SEP y 2006 1 CITY OF LA QUINTA BUILDING & SAFDEPT. APPROVED FOR CONSTVIONZDAT B HART HAWORTON T.D. DESERT DEVELOPMENT ZEYAD FAQIR P.E. / P FMSS F Ady No. 57958 ,k Exp. 06-30-01 \Lp CIVIL Q. F OF CAUI R F STRUCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA., 92211 PHONE (760) 836-1000 FAX (760) 836-0856 DESIGN CRITERIA WALK AREA DESIGN 17.36 psf DECKING W/4" LT. WT. CONC.. = 49.00 psf CEILING JOISTS = 2.50 psf STUCCO CEILING = 8.50 psf DEAD LOAD = 60.00 psf LIVE LOAD = 100.00 psf = TOTAL LOAD. = 160.00psf EXTERIOR :WALLS = 15.00 PSF INTERIOR WALLS =10.00 PSF SEISMIC ZONE 4 FAULT TYPE A Na = 1.0 APPROXIMATELY 10.00 Km TO FAULT SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44 Na STRUCTURAL SYSTEM R 4.5 SEISMIC FACTOR = (2.5 x 0.44 x 1.00 x 1.00)/(1.4 x 4.5) = 0.175W SEE CALCULATIONS FOR p FACTOR WIND EXPOSURE C WIND SPEED 70 MAXIMUM HEIGHT 15 ft. MAXIMUM HEIGHT 20 ft. M AXEVI M HEIGHT 25 ft. WIND FACTOR = 17.36 psf WIND FACTOR = 18.51 psf WIND FACTOR = 19.49 psf SOIL BEARING PRESSURE =1500 psf (Soils report per Sladden Engineering) 1997 UNIFORM -BUILDING CODE / 2001 CALIFORNIA BUILDING CODE COMPANY PROJECT•! ® R F STRUCTURAL CONSULTANTS, INC. QQ J May 18, 200410:33:20 r. m "" Y 1iNoo 1/1fo ks le, C e LAw acs ' SUF?SSAh£FYiJf SYU9P:f3F£7G4 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Loadl Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? Dead Full Area 15.00(10.00)* 1341 No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1''Y^ ?i 4"xx „'1z4', .. ' `-t "s3 .f 2 a4 tr N a ` e ,€ '•crs s. 'r' a C: , 4 5 r v t v kj' i x t a 5_ L _a- ' C s i x i . .. Y '2,k„2' ; •,a} .i ,h ,y #,M'+ c'o , yy " .£ 5 .,>. ,t ;sk .a - '' s i _ p' 16'-3" Dead 1341 1341 Live Total 1341 1341 Bearing: Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in Criterion Analysis Value Desi n. Value Analysis/Design Shear fv @d = 28 Fv' = 76 fv/Fv' = 0.37 Bending(+) fb = 539 Fb' = 1215 fb/Fb' = 0.44 Live Defl'n negligible Total Defl'n 0:.35 = L/560 0.81 - L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 1 Fcp'= 625 1 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 5447 lbs -ft Shear LC# 1 D only, V = 1341,:V@d = 1183 lbs Deflection: LC# 1 = D only EI=1115.29e06 lb-in2 Total Deflection=.1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live .S=snow W --wind I=impact C=construction CLd=concentrated) (All LCfs are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R F STRUCTURAL CONSULTANTS, INC. /1 May 18, 200411:29:42-W,,6odWoC1"kS'' ' SOF?SY.l;fFOJl SY00(>Af5!4S• rte t) S e Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf, or plf) *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 15.00(10.00)* Fb' 1080 No I D' 4'-3" I Dead 334 339 Live Total 334 334 Bearing: Length Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full. bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE Nis -1997: (stress=psi, and in) Shear fv@d = 13 Fv' = 76 fV/Fv' = 0.17 Bending(+) fb = 154 Fb' 1080 fb/Fb' = 0.14 Live Defl'n negligible 1.0 0.21 = L/240 1.0 Criterion Analysis Value Design: Value Analysis/Design ADDITIONAL DATA: FACTORS: F CD i CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90: 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 - D only, M = 355 lbs -ft ' Shear LC# 1 D only, V = 339, V@d = 262 lbs Deflection: LC# 1 D only EI= 122.O1e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D --dead L=live 'S=snow W --wind Shear fv@d = 13 Fv' = 76 fV/Fv' = 0.17 Bending(+) fb = 154 Fb' 1080 fb/Fb' = 0.14 Live Defl'n negligible Total Defl'n 0:01 = <L/999 0.21 = L/240 0.07 I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. CADMPANY' PROJECT" 1b)4 4)'3 ® R F STRUCTURAL CONSULTANTS, INC. Q Wood -Works. Apr. 22.2004.16:30:09.` .., (7 40 SfJF7NARE F4Jl WbGtl DF:ilGl: 12I.Ue ' •Y F Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? *Tributary Width (:tt) MAXIMUM REACTIONS (fbs) and BEARING LENGTHS (in) R 22'-3" Dead 1852 Design Value 1852 Live fv @d = 36 Fv' - 171 fv/Fv' = 0.21 Total 1852: Fb' 2122 1852 Live Defl'n negligible Bearing: 0.73 = L/366 1.11 = L/240 0.65 Length 1.0 1.0 GlulamSimple, VG West.DF, 24F -V4, 5-1./8x13-1/2" Self Weight of 16.43 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 36 Fv' - 171 fv/Fv' = 0.21 Bending•(.i-) fb = 794 Fb' 2122 fb/Fb' = 0.37 Live Defl'n negligible Total Defl'n 0.73 = L/366 1.11 = L/240 0.65 ADDITIONAL DATA: . FACTORS : F CD C.M. Ct CL. CF CV Cfu. Cr LC# Fb'+= 2400 0.90 1.00 1.00 1.000: 1.00 0.983 1.00 1.00 1 Fv' = 190 0.90': 1.00 1.00 1 Fcp'= 6.50 1..00 1..0.0• E' = 1.8 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M- 10299 lbs -ft Shear LC# 1 = D only, V = 1852, V@d = 1664 lbs Deflection: LC# 1 - D only EI -1891.38e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span. ( .NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth'x' actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 5 COMPANY PROJECT R F STRUCTURAL CONSULTANTS, INC.WooWdor!.. C Apr. 22, 200417:16:29 &UF7N Afttf'OG SYOUD -A//-1 q Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load': Type" Distribution Magnitude Location [ft] Pattern Shear 530 Total Start End Start End Load? Load4 Live Full. Area 20.00 ,(4.00)* Bearing: No Load2 Dead Full Area 20.00 (4.00)* L/360 No Load3 Dead Full Area 15.00(10.00)* L/240 No '''i'ri0ULa•ry_ wiaLn l rL ) MAXIMUM REA :TIONS (Ibs)..and BEARING LENGTHS (in).: < .°a',":t i°f-,:, "g£±:-..T* a. , ` "y.,xxaf_: u7;'a , 5 ' 's^ MEF'Ky'-( .'y„X§ .r'S 7±'8 4 k" t`r}'v, t'', -.Z c. r+. + r^b'.L s = .."`i'. 1'ax.Yj 2 z, 5iiaSR T.r_sr x, .: zt x 0'' Ll 3'-3" Dead 1623' Value 1623 Live 530: Shear 530 Total 2153: 85 2153 Bending'(+) fb = 70'6 Fb'' = Bearing: fb/Fb:' = '0.52 Live Defl'n 0'.05 = Length. 1..0 L/360 1.0 Timber -softy D.Fir-L, No. 1, 6x1'2" Self Weight of 15.02 plf automatically included in loads; Lateral support:.top=.full,.bbttom=..at:supports;..Load ,combinations: ICC4BC.; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion jAnalysis Value Desi n: Value Anal sis/Desi n Shear fv.@d = 44Fv' = 85 fv/Fv' = 0.51 Bending'(+) fb = 70'6 Fb'' = 1350 fb/Fb:' = '0.52 Live Defl'n 0'.05 = <L/999 0.44 = L/360 0.11 Total Defl'n 0.28 = L/'571 0.66 = L/240 0.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu -Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00: 1.00 1.00 2 Fcp'= 625 1.00' 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 D+L, M = 7133 lbs -ft Shear : LC# 2 D+L, V = 2153, V@d = 1842 lbs Deflection: LC# 2 D+L EI=1115.29e06:1b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W --wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent vou-r title block information. Title : Dsgnr: Description Scope: Re',: 550100 User. KVv-0604888, Ver 5.5.0, 25-sep-2007+ Steel Beare Design (a)198'3-2001 ENEP.CALC Engineering Software Job # Date: 2:16PM. 22 APR 04 Page 1 Description BEAM #5 TYP PURLIN STEEL BEAM x 5 General Information Ca lations are designed to AISC 9th. Edition. ASD and 1,997 UBC Requirements Steel Section : W1 2X50 DL ' oz.s ...... Fy 36.001(si LL Pinned -Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together 73.75 Right Cant 0.00 ft Max. M - Lu : Unbraced Length 20.00 It k -ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 1.000 0:600. .1',000_ k!ft LL 0.800 0.800 0.800 15.50 k!ft ST k Shear @ Right 15.50 k k/ft Start'Location • -2:500. 17:500 ft End Location 2.500 17.500 20.000 -0.466 ft Suar r=71ry 0.000 in Left Cant Defl 0.000in Beam OK - - 0.000 Static Load Case Governs Stress Using: W1 2X50 section, Span = 20.00ft, Fy = 36.Oksi 0.000 0:000 End Fixity = Pinned -Pinned, Lu = 20.00ft, LDF = 1.000 0,000, in :::Query Defl @ 0.000 ft 0.000 Actual Allowable 0.000 0.000 Moment 73:747-k=ft 114:261 -k -ft Max. Deflection -0.466 in fb : Bending Stress 13.690 ksl 21.211 ksi Length/DL Defl .1,120.8: 1 i fb / Fb 0,645:1 15:50 -k Fa calc'd per 1.5-2, K'Ur > Cc Length/(DL+LL Defl) 514.8 : 1. Shear 15.499 k 64.948 k 1 Beam, Major Axis, (102,000 ' Cb / fy)A.6 fv : Shear Stress 3.436 ksi 14.400 ksi I Fy)^.5 , Fb per 1.5-6a tv, I Fv 0.239";- 1 Force Stress summary <<- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only 0 Center Center 0 Cants Cants Max. M + 73.75 k -ft 33.75 73.75 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M.@ Right k -ft Shear @ Left 15.50 k 7.50 15.50 k Shear @ Right 15.50 k 7.50 15.50 k Center Dell. -0.466 In -0.214 -0.466 -0.466 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl- :0.00O. -in. 0:000 0.000 0:000 0:000 0,000, in :::Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 15.50 7.50 15,50 15.50 k Reaction@'Rt 15.50 7.50 15:50 15:50 -k Fa calc'd per 1.5-2, K'Ur > Cc 1 Beam, Major Axis, (102,000 ' Cb / fy)A.6 <= UrT <='(510;000' Cb I Fy)^.5 , Fb per 1.5-6a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb.= 12,000 Cb Af / (Id) Section Properties W12XSO -Depth - - 12.i90In Weight 49.93 #/ft r xx 5.177 in ' -u Width 8.080in I -XX 394.00 in4 r -YY 1.957 in Web Thick 0.370 in [-.YY 56.30 in4 Rt 2.170 in Flange Thickness 0.640 in S:XK 64,6431n3 Area 14.70 02 S-yy 13.936 in3 To specify your title block on Title: these five lines, use the SETTINGS Dsgnr: DL 1.000 Description main menu selection, choose the k/ft Printing & Title Block tab, and ent Scope your title block information. k/ft Rev: 550100 User: K\N-0604888. Ver 5.5.0. 25 -Sep -2001 Steel Beam Design (c)1983-2001 ENERCALC Engineering Software k/ft Descri tion REAM fig TYP STFFI PURLIN BEAM p Job # Date: 2:40PM, 10 AUG 04 Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W1 6X67 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 27.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 27.50 ft Distributed Loads #1 #2 #3 #4 #5 #6; #7 DL 1.000 0.600 1.000 k/ft LL 0.800 0.800 0.800 k/ft ST O!A 0 Center k/ft Start Location 2.500 25.000 ft End Location 2.500 25.000 27.500 ft Force & Stress Summary summary «_ These columns are Dead + Live Load placed as noted -» Beam OK DL LL Static Load Case Governs Stress LL+ST Using: W 16X67 section, Span = 27.50ft, Fy = 36.Oksi Maximum O!A 0 Center Center End Fixity = Pinned -Pinned, Lu = 27.50ft, LDF = 1.000 0 Cants ! 139.92 k -ft 64.29 Actual Allowable k -ft Max. M - Moment 139.920 k -ft 147.571 k -ft Max. Deflection -0.690 in fb : Bending Stress 14.370 ksi 15.156 ksi Length/DLIDefl 1,039.3 :1 fb / Fb 0.948 : 1 Length/(DL+LL Defl) 478.5 :1 Shear 21.170 k 92.885 k k -ft fv : Shear Stress 3.282 ksi 14.400 ksi 10.17 21.17 fv / Fv 0.228 : 1 k Shear @ Right 21.17 k Force & Stress Summary «_ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum O!A 0 Center Center Cants 0 Cants Max. M + 139.92 k -ft 64.29 139.92 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 21.17 k 10.17 21.17 k Shear @ Right 21.17 k 10.17 21.17 k Center Defl. -0.690 in -0.318 -0.690 -0.690 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 O.ObO 0.000 0.000 0.000 in Reaction @ Left 21.17 10.17 21.17 21.17 k Reaction @ Rt 21.17 10.17 21.17 21.17 k Fa calc'd per 1.5-2, K'Ur > Cc I Beam, Major Axis, L1rT > (510,000Cb / Fy)A.5 , Fb per 1.5-6b I Beam, Major Axis, Fb using 1.6-7 Governs, Fb = 12,000 Cb Af I (I' d) Section Properties W1 6X67 Depth 16.330 in Weight 66.91 #/ft r-xx 6.959 in Width 10.235in I -XX 954.00 in4 r-yy 2.458 in Web Thick 0.395 in I -YY 119.00 in4 Rt 2.750 in Flange Thickness 0.665 in S-xx 116.840 in3 Area 19.70 in2 S-yy 23.254 in3 To specify your title block on Title Job # these five lines, use the SETTINGS bs§nr: Date: 2:27PAA, 221 APR 04 main menu selection, choose the Description These columns are Dead Live Load placed as noted ->> Printing & Title Block tab, and ent OL LL LL+ST Scope: LL+ST your title block information. Only 91) Center Rev: 550100 User: KVV-0604668, Ver 5.5.0. 25 -Sep -2001 Steel Beam Design Page I 1953-2001 ENERCALC Engin-eering Software 166.33 Description BEAM # TYP PURLIN STEEL BEAM k-6 Max.-M-- -A ur W1 oa U1 i;z /Oz General Information Calculations are designed to AISC 9th Edition A:SD and 1997 UBC Requirements Steel Section : W14X99 Max. M @ Left Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 27.50 ft Bm Wt. Added to Loads Elastic Modulus' 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 6.66-6. * 11.52 Lu : Unbraced Length 27.50 It Distributed Loads Shear @ Right 28.97 k 114.70 # I # 2 # 3 #4 # 5 # 61 # 7 DL 11.000. 0:600 1.000 k/ft LL 0.800 0.800 0.800 k/ft ST Left Cant Defl 0.000in k/ft Start Location 2.500 20.000 ft. End Location 2.500 25.000 27.500 ft S u mmar y 0.000 Beam . 1. ...Query Dell @ 0.000 ft OK Using: "Il 4X99 section, Span = 27,50ft: Fy = 36.Oks! Static Load Case Governs Stress End Fixity = Pinned -Pinned, Lu = 27.50ft, LOF = 1.000 0.000 in Reaction.@ Left 23.25 Actual . Allowable 23.25 Moment 166.331 k -ft 282:203 k -ft ctio Max. Deflection -0.714 in fb : Bending Stress 12.731 ksi 21.600 ksi Length/DL 1 954.3 fb / Fb 0.589 . I Def :1 Fa calc'd per 1.6-2, K*L/r > Cc Length/(DL.+LL Defl) 462.4: 1 Shear 28.973 k 98.893 k fv: Shear Stress 4,219 ksi 14.400 ksi (510X0 * Cb tv i Fv 0.293 :1 Force & Stress Summary These columns are Dead Live Load placed as noted ->> OL LL LL+ST LL LL+ST Maximum Only 91) Center 0 Center 0- Cants i Cant, Max. M + 166.33 k -ft 80.40 166.33 k-6 Max.-M-- -k-ft Max. M @ Left k -ft Max., M @ Right k -ft Shear @ Leff 23.25 k 11.52 23.25 k Shear @ Right 28.97 k 114.70 28.97 k Center Defl. -0.714 In -0.346 -0.714 -0.714 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0:000 0.000 0.000 in Right Cant Defl 0.000 in 0.000. 0.000 0.000 0.000 0.000 in ...Query Dell @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction.@ Left 23.25 11.52 23.25 23.25 k Reaction .@ Rt 28:97 14.70 26:97 28:97 Fa calc'd per 1.6-2, K*L/r > Cc 1 -Beam -Major Axis, (102;000 - Cb Ify)A.& <= UrT <= (510X0 * Cb i Fy)A.6,.Fb per 1.54a I * Beam, Major Axis, Fb Using 1*.6-7 Govdrhs Fb = 12,000 Cb Alf (I • d) Section Properties W14X99 Depth 14.160 in Weight 98.84 #/ft r-xx 6.176In Width 14.565in I-xx 1,110.00 in4 r-yy 3.717 in .Web Thick .0.485 in I -YY 402.0.0 in4 Rt 4.000 in Flange Thickness 0.780 in S -XX 156.780 in3 Area 29.10 in2 S -YY 55.201 in3 To specify( your.title-;block:on;. Title ; these five lines, use the SETTINGS Dsgiir: main menu selection;c..hogse.the Description Printing & Title Block tab, and ent Scope your title block information. LL Rev:550100 User: KIN -0604666, Ver 5.5.0, 24 -Sep -2001 ^2 Steel Beam Design20.)1:3 eri 53001 ENERCALC Engineng Software Actual Description BM. # 7 TYP. CANTILEVER BM AT FOUNTAIN ' General information Calciitations are d1 Steel Section : W1 2X50 Pinned -Pinned Center Span 18.00 ft Bm Wt. Added to Loads Left Cant. 0,00 ft LL &.ST.Act Together Right Cant 3.004 Lu : Unbraced Length 18.00 ft Point Loads Job # Date: 5:36PM, 22 APR 04 Page 1 C 9t6 Edition ASD' and. 1.9 UBC Requirements Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi #1 #2 #3 #4 #5 #6i #7 Dead Load 7.500 7.500 k Live Load 8.000 8.000 k Short Term k Location 5.500 13.500 ft •. Using: VV 12X50 section. Span = 18.00ft, Fy = 36.Oksi, Left Cant. = 0.00tt; Right Cant. = 3.00ft Beam CCK : tatic Load Case Governs Stress End Fixity = Pinned -Pinned, Lu = 18.0011. LDF = 1.000 LL+ST LL L-L+$T Maximum Actual Allowable Center Cants 0 Cants Moment fb :Bending Stress 82.144 k -ft 15.249 ksi 116.358 k -ft 21.600 ksi Max. Deflection 0:434 in 40.60 fb / Fb 0.706 : 1 Length/DL Defl 600.3: 1 -0,22 k -ft Max. M @ Left Length/(DL+LL Defl) 296.8: 1 Shear 16.823 k 64.948 k Max. M @ Right -0.22 fv : Shear Stress 3.730 ksi 14.400 ksi k -ft k -ft . $hear,.@.Left 1:5,;0$k- fv / Fv 0359: 1 7..52 k Shear @ Right 16.82 k 8.38 16.82 8.38 Farce & St:ress. Stammary Center.Defl. Left Cant Defl -0.434 in O.000in -0:21*5 0.000 0.434 «_ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL L-L+$T Maximum Onfv Center Center Cants 0 Cants Max. M + 82.14 k -ft 40.60 82.14 40.60 k -ft . max: -M - .-0:22 -0;22 -0,22 k -ft Max. M @ Left Max. M @ Right -0.22 -0.22 -0.22 , k -ft k -ft . $hear,.@.Left 1:5,;0$k- 7:52. 15.:08, 7..52 k Shear @ Right 16.82 k 8.38 16.82 8.38 k Center.Defl. Left Cant Defl -0.434 in O.000in -0:21*5 0.000 0.434 -0.434 -0.21:5 -0215 in Right Cant Defl 0.243 in 0.120 0.000 0.243 0.000 0.243 0.000 , 0.120 0.000 in 0.120 in Query Defl @ 0.000 ft .6:000,O 000 0:000 0.000- 0.000 in Reaction @ Left Reaction @ Rt 15.08. 16.97 7.52 8.53 15.08 16.97 15.08 7.52 7.52 k 16.97 8.53 8.53 k Fa calc'd per 1.5-2, K'Ur > Cc I Beam, Major Axis, (102,000' Cb ( Fy). A.6 c' UrT <_ (510,000 • Cb /:Fye",5 , Fb,per 1.5-6a - I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af /•(I' d) SeCtlon F'roPerttes 'W12X50 Depth - Width 12.190 in „,,. Weight p. , . .... .. .- mLgtiuSAY:L 499.. 93 #/ft r_r-xx n2uireu.:aawxr 77 in, 5 .177 n Web Thick 8.080in 0.370 in 1=xx I-yy 394.00 in4 r 1.957 in Flange Thickness 0.640 in S_)01 56.30 in4 64:643. in3 Rtt 2.170 in Area 14.70 in2 S-yy 13.936 in3 i To. specify your title. block on . Title : i Job # these five lines, use the SETTINGS Dsgnr: ,Date: 5:45PM, 22 APR OT main menu selection; choose the Description LL+ST Printing & Title Block tab, and entScope LL+ST i Maximum Only 0 Center your title block information. Cants Max. M + Rev: 550,100 112.02 i User. KIN -0604658, Ver 5.5.0. 2 -Sep-20%_17Ste%I (C)l983-2001 ENERCALC En jineering Software BeBfil Design Page 1 1 1 fd Description BM. # 8 TYP. BEAM AT DRIVE WAY r General Information Calculations am -designed to%RISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W1 6X77 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00. Center Span 23.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft k -ft Lu : Unbraced Length 18.00 ft PCAir'tt OaC$5 k -ft #1 #2 #3 #4 #5 #6 #7 Dead Load_ 1,1..500 11.500 1.1•.500 k Live Load 12.000 12.000 12.000 k Short Term 4040 k Location 5.000 13.500 21.000 ft -0.658 in 0.000in -0,331 0.000 -0.658 -0,658 Summary f 0.000 in Right Cant Defl 0.000 in 0.000 Using: UV16X77 section. Span = 23.50ft, Fy = 36.Oksi Bears OK Static load Case Governs Stress 0.000 0.000 0.000 in 0.000 in ...Query Defl:@ End Fixity = Pinned -Pinned, Lu = 18.00ft. LDF = 1.000 0:000 0.000 0:000 Actual Allowable Reaction @ Left 31.90 16.07 Moment 223.504 k -ft fb.: Bending Stress 19.958. ksi 241.889 k -ft 21.600 Max. Deflection -0.658 in k Reaction @ Rt fb / Fb 0.924': 1 . .ksi Length/DL'Defl 853.0: 1 40.40 k Fa calc'd per 1.5-2, Length/(DL,+LL Defl) 428.3 :1 Shear 40.402 k 108.239 k i I Beam,, Major Axis, (102,000. * Cb /. Fy)A.5 <= UrT <= fv : Shear Stress 5.375 ksi 14.400 ksi 1 Beam, Major Axis, Fb using 1.5-7 Governs, Fb= 12,000 Cb Af /.(I' fv / Fv 0.373 :1 Section Properties Force & Stress Summa -'These columns are Dead + Live Load placed as noted ->> A DL LL LL+ST LLI LL+ST Maximum Only 0 Center Center 0 Cants Cants Max. M + 223.50 k -ft 112.02 223.50 ' k -ft Max. M _ -ft i Max. M @ Left k Max. M @ Right k -ft k -ft S.hear.@ Left 31.90 k 16.07 31.90 k Shear @ Right 40.40 k 20,23 4040 k Center Defl. Left Cant Dell -0.658 in 0.000in -0,331 0.000 -0.658 -0,658 0.000 f 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 in ...Query Defl:@ 0:000`ft 0:000 0.000 0:000 0.000 0.000 in Reaction @ Left 31.90 16.07 31.90 31.90 k Reaction @ Rt 40.40 20.23 40.40 40.40 k Fa calc'd per 1.5-2, K*Ur > Cc I Beam,, Major Axis, (102,000. * Cb /. Fy)A.5 <= UrT <= (510,000Cb ! Fy)".5 ,, Fb per 1.5-6a 1 Beam, Major Axis, Fb using 1.5-7 Governs, Fb= 12,000 Cb Af /.(I' d) Section Properties W16X77 Depth 16.520 in Weight 76.77 #/ft r-xx 7.008 in Width Web Thick 10.295in 0.455 i6 I-xx I-yy ' 1,110.00 in4 r-yy 2.471 in Flange Thickness 0.760 in S-xx 138.00 in4 134.383 in3 Rt 2.770 in Area 22.60 in2 S-yy 26.809 in3 To specify.yo:ur title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 5:47PM, 22 APR 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: + your title block information. ,,t ry KVV-0604608,'Ver5.5.O, 2:rSeii 2001 vasr rrx reur ; Steel Beare Design Page ,11 lc)l983-2200 1 ENEP.CALC En-jineiaing Sdt,,are i Using: W 16X77 section. Span = 15.00ft, Description BM. # 9 TYP. BEAM AT GUARD HOUSE End Fixity = Pinned -Pinned. Lu = 15.00ft. LDF = 1,000 Generai information i Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements " Steel Section : W16X77 Actual i . Fy 2S mti L9 a u k _ti 36.00ksi Moment Pinned -Pinned Load Duration Factor 1.00 Center Span 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together fb / Fb Right Cant 0.00 ft Length/DL Defl 2,888.0: 1 Lu : Unbraced Length 15.00 ft Length/(DL+LL Defl) 1,445.5 :1 Point loads Shear 24.859 k 108.239 k #1 42 #3 #4 #5 #6. #7 Dead Load- 11.500 11.500.k fv / Fv Live Load 12.000 12.000 k Short Term I k Location 3.500 11.000 ft vasr rrx reur ; Beam OK Static Load Case Governs Stress Using: W 16X77 section. Span = 15.00ft, Fy = 36.Oksi End Fixity = Pinned -Pinned. Lu = 15.00ft. LDF = 1,000 i Actual Allowable Moment 92.545 k -ft 241.889 k -ft Max. Deflection -0.125 in fb : Bending Stress 8.264 ksi 21.600 ksi fb / Fb 0.383 : 1 Length/DL Defl 2,888.0: 1 Length/(DL+LL Defl) 1,445.5 :1 Shear 24.859 k 108.239 k fv : Shear Stress 3.307 ksi 14.400 ksi fv / Fv 0.230 : 1- Force & Stress Summary «_ These columns are Dead + Live Load placed as noted --» DL. LL_ LL+ST LL LL+ST Maximum Only Center Center 0 Cants 0 Cants Max. M + 92.55 k-8 46.15 92.55 k -ft Max. M - k -ft Max. M @ Left Max. M @ Right k ft k -ft Shear @ Left 24.86 k 1,2.46 24.86 k Shear @ Right 23.29 k 11.69 23,29 k Center Defl. -0.125 in -0.062 -0.125 -0.125 0.000 i 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 ; 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0:000 0.000 0.000 0.000 0.000 in Reaction @ Left 24.86 12.46 24.86 24.86 k Reaction @ Rt 23.29 11.69 23.29 23.29 k Fa calc'd per 1.5-2, K'Ur > Cc I Beam, Major Axis, (102,000' Cb / Fy)^.6 <= UrT <= (610,000' Cb / Fy)^.5 , Fb.per 1.5.6a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / p' d) Section Properties 1W16X77 Depth 16.520 in » Weight 9 76.77 #/ft r-xx 7.008 in Width 10.295in I -XX 1,110.00 in4 r-yy 2.471 in Web Thick 0.455 in I -YY 138.00 in4 Rt 2.770 in Flange Thickness 0.760 in S -XX 134.383 in3 Area 22.60 in2 S -YY 26.809 in3 i s To specify your title. block on Title:. Job.# these five lines, use the SETTINGS Dsgnr. !Date: 5:51 PM, 22 APR 04 Description main menu selection,, choose the Printing & Title Block tab, and ent Scope: your title block information. Rev: 550? oo User: KAN-06304668. VarS.5A1. 25 -Sen ^2001 Steel Beam Design Page 1 (c)1983-2001 CNERCALC Engineering Software Description BM. # 10 TYP PURLIN BM AT WALK THRU GATE ' General Info.n-nation Calculations are.designed-to AiSC 9th -Edition -.ASD and 1997 UBC Requirements Steel Section: W1 2X30 Fy 36.00ksi Pinned=Pinned Load Duration Factor 1.00. Center Span 12.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left. Cant.. 0.00. ft. LL.&. ST -Act Together Right Cant 0.00 ft Lu : Unbraced Length 12.00 ft i Distributed Loads #1 #2 #3 #4 #5 #61 #7 DL 9.600 LL 0.800 k/ft ST k/ft Start Location j ft End Location 12.000 ! ft f. =aryr Beam OK Static. Load Case Governs Stress Using: W12X30 section, Span=.12,00ft, Fy = 36,Oksi End Fixity = Pinned -Pinned, Lu = 12.00ft, LDF = 1.000 Actual Allowable Moment 25.737.k -ft 62.275 k -ft Max. Deflection -0.097 in Ib : Bending Stress 8.007 ksi 19.373 ksi Length/DL Defl 3.382.2: 1 fb / Fb 0.413 : 1 Length/(DL+LL Defl). 1,489.9 :1 Shear 8.579 k 46.201 k fv : Shear Stress 2.674 ksi 14.400 ksi j fv / Fv 0.186 :1 i Force & Stress Surnmary «_ These columns are Dead + Live Load placed as noted ->> DL LL LL+ST"' LL- LL+ST Maximum Only 0 Center Center 0 Cants ! Cants - Max. M + 25.74 k ft 11.34 25.74 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right j k -ft Shear @ Left 8.58 k 3.78 8.58 k Shear @ Right 8.58 k 3.78 8.58 k Center Defl. -0.097 In -0.043 -0.097 -0.097 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl- 0.000 in, 0.000- 0.000 0.000 0.000 0'.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction .@.Left 8.58 3.78 8.58 8.58 j k Reaction '@ Rt 8.58 3.78 8:58 8:58 k Fa calc'd per 1.5-2, K`Ur > Cc I Beam, Major Axis, (102,000 ` Cb / Fy)A.5 <=.UrT <= (510,000 ` Cb / Fy)A.S,, Fb per 1.5-6a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / (I ` d` Section Properties W1 2X30 - Depth 12.340 -in Weight - 29:86 #lft•• r-xx 1 5.203 in Width 6.520in I -XX 238.00 in4 r-yy 1.520 in Web Thick. 0.260 in 1-yy 20.30 in4. Rt i 1..730 in, Flange Thickness 0.440 in S -U 38.574 in3 Area 8.79 in2 S-yy 6.227 in3 I i To she ,ify your title block on• Title.:. i Job ff these five lines, use the SETTINGS Dsgnr: ". Date: 6:03PM, 22 APF{ 04 mainmenu selection, choose the Qescription Printing & Title Block tab, and ent Scope yourtitle-block information. Rev. 550100 User: Kvv-D604608, ver 5.5.0. 2_-sei- 2001$ t, g ® SI PI Page 1 _(0)196'3-_001 ENERCALC Engineering Softwares Description BM. # 11 TYP BM AT WALK THRU GATE I General Information. Calculations: are designed to AISC 9th Edition ASD and'1997 UBC Requirements Steel Section: W1 2X60 Beare OK Fy I 36.00ksi Static Load Case Governs Stress Using: W1 2X50 section. Span = 18.00ft, Pinned -Pinned Load'Duration Factor 1.00_ Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left. Cant. 5.00 ft. LL & ST Act Together Max. M + 40.07 k -ft Moment Right Cant 5:00 fi Max. Deflection i fb.: Bending Stress Lu : Unbraced Length 18.00 ft Length/DLIDefI -0.62 fb / Fb l oint: Loads -0:62 -0:62 1,747.0 :1 -0.62 #1 #2 #3 #4 #5 76 oaf #7 Dead. Load 4..000 64.948 k Shear,@.Left 4.34.k: 2.23• k Live Load 4.750 14.400 ksi k. Shear g Right 5.31 k k Short Term i k k Location 1,0.000 -0.465 -0.165 -0.079 ft Left Cant Den 0.131 in 0.063 0.131 0.131 0:063 I 0:063 in f Beare OK Static Load Case Governs Stress Using: W1 2X50 section. Span = 18.00ft, Fy = 36.Oksi, Left Cant. = 5.00ft, Right Cant. = 5.00ft LL. _ LL+ST End Fixity = Pinned -Pinned, Lu = 18.000, LDF = 1.000 LL+ST Maximum Only Center Actual Allowable i Max. M + 40.07 k -ft Moment 40.071 k -ft 116.358 k -ft Max. Deflection -0.165 in fb.: Bending Stress 7.439 ksi 21.600 ksi Length/DLIDefI -0.62 fb / Fb 0.344 : 1 -0:62 -0:62 1,747.0 :1 -0.62 ':k -ft Max. M @ Right Length/(DL+LL Den) 825.7 :1 Shear 5.310 k 64.948 k Shear,@.Left 4.34.k: 2.23• fv : Shear Stress 1.177 ksi 14.400 ksi k. Shear g Right 5.31 k fv ! Fv 0.082.: 1 i k Force ,& Stress Summary «_ These columns are Dead + Live Load placed a ns oted DL LL. _ LL+ST LL LL+ST Maximum Only Center Center 915 Cants Cants Max. M + 40.07 k -ft 19.06 40-07 19.06 i k -ft Max. M - -0.62 -0;62 -0.62 k,ft. Max.1VI @ Left -0:62 -0:62 -0.62 ':k -ft Max. M @ Right -0.62 -0.62 -0.62 k -ft Shear,@.Left 4.34.k: 2.23• 4,34 2.23• k. Shear g Right 5.31 k 2.67 5.31 2.67 k Center Defl. -0.165 in -0.079 -0.465 -0.165 -0.079 -0.079 in Left Cant Den 0.131 in 0.063 0.131 0.131 0:063 I 0:063 in Right Cant Den 0.145 in 0.069 0.145 0.145 0.069 0.069 in Query. D:efl`@ 0000" ft 0:000 0i000 0:000: 0;000 0'.000' in Reaction .@ Left 4.59 2.48 4.59 4.59 2.48 2.48 k Reaction @ Rt 5.56 2.92 5.56 5.56 2.92 2.92- k Fa calc'd per 1.5-2, K'L/r > Cc L.Beam,.Major Axis, (102,000' Cb I Fy)^.5;<=.L/rT <= (510,000' Cb /,Fy-JAX , Fb per. 1.5-6a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Alf / (I • d) Section Properties W12X50 i Depth 12.190 in Weight 49.93 #/ft ; T r-xx I 5.177 in Width 6.080in. I-xx . 39400 in4 r_yy 1.957 in Web Thick 0.370 in I -YY 56.30 in4 Rt I 2.170 in Flange Thickness 0.640 in S -XX .64.643.in3 Area 14.70 in2 S-yy 13.936 in3 COMPANY PROJECT 9/4-f Im % ^ ( R F STRUCTURAL CONSULTANTS, INC. .To Wo1 1 SMay 18, 200410:34:01'W oi SOFEIY4:.FFh114YUUUSiF..i7f*l` ` r e Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : v ` ,zs ` .'} h tk,r ay, , ; s -;.d`w .k',. +--..,.:v.?t,.xl:. .? . i.`"_"'- -, ,..i r.,r tr -€",.:ur e,v :`' ,3 , J: ' 'r s."a', ".. x ..w .yJ?`;.. , :.' .; r7' . ,.,.. r. ; :"On T, 0' 16'-3" Load Type Distribution Magnitude Location [ft] Pattern Live 731 fv/Fv' = 0.39 731 fb = 637 Fb' = 1350 Start End Start End Load? 1585 0.13 - <L/999 Loadl Dead Full Area 10.00 (9.00)* Total Defl'n No 0.81 = L/240 Length 1.0 Load2 Live Full Area 10.00 (9.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : v ` ,zs ` .'} h tk,r ay, , ; s -;.d`w .k',. +--..,.:v.?t,.xl:. .? . i.`"_"'- -, ,..i r.,r tr -€",.:ur e,v :`' ,3 , J: ' 'r s."a', ".. x ..w .yJ?`;.. , :.' .; r7' . ,.,.. r. ; :"On T, 0' 16'-3" Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports, Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Dead 853 Analysis/Design 853 Shear Live 731 fv/Fv' = 0.39 731 fb = 637 Fb' = 1350 Total 1585 1585 0.13 - <L/999 0.54 - L/360 Bearing: Total Defl'n 0.35 = L/560 0.81 = L/240 Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports, Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 33 Fv' = 85 fv/Fv' = 0.39 Bending(+) fb = 637 Fb' = 1350 fb/Fb' = 0.47 Live Defl'n 0.13 - <L/999 0.54 - L/360 0.23 Total Defl'n 0.35 = L/560 0.81 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 . 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' - 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 6437 lbs -ft Shear : LC# 2 = D+L, V = 1585, V@d = 1398 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W --wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT May 18: 200410:37.2 CONSULTANTS, INC. /vl7l 5JY 6 } "I {i dv y S Woo'dWorks../P S'Uft;viifffUSJ S'dUUU ttF'SiG,4 LAA V IICJ Design Check Calculation Sheet v Sizer 2002a LOADS: Ibs, psf, or pit) t Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x151, Self Weight of 18.26 pit automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in 1 I Load Type Distribution Magnitude Location [ft] Pattern 1335 1538 Fv' = 190 fv/Fv' = 0.26 Total 2873 Start End Start End Load? Bearing: 2873 Loadl Dead Full. Area 10.00(12.00)* No Total Defl'n 0.70 = L/383 Load Live Full Area 10.00(12.00)* No t Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x151, Self Weight of 18.26 pit automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in 1 I Dead 1538 Design Value 1 Live 1335 1538 Fv' = 190 fv/Fv' = 0.26 Total 2873 1335 Fb' = 2333 fb/Fb' = 0.43 Bearing: 2873 Live Defl'n 0.26 = <L/999 Length 1.0 Total Defl'n 0.70 = L/383 1 0 0.63 t Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x151, Self Weight of 18.26 pit automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in 1 I ADDITIONAL DATA: FACTORS: F CD CM Ct. CL CF Cv Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1:00 0.972 1.00 1:00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 _ E' - 1.8 million 1.00 1.00 2 Bending(+):'LC# 2 = D+L, M = 15982 lbs -ft Shear : LC# 2 = D+L, V = 2873, v@d = 2550 lbs Deflection: LC# 2 = D+L EI=2594.49e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C --construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of CV is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). UN Criterion _Analysis Value Design Value Analysis/Design Shear fv @d = 50 Fv' = 190 fv/Fv' = 0.26 Bending(+) fb = 998 Fb' = 2333 fb/Fb' = 0.43 Live Defl'n 0.26 = <L/999 0.74 = L/360 0.34 Total Defl'n 0.70 = L/383 1.11 = L/240 0.63 ADDITIONAL DATA: FACTORS: F CD CM Ct. CL CF Cv Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1:00 0.972 1.00 1:00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 _ E' - 1.8 million 1.00 1.00 2 Bending(+):'LC# 2 = D+L, M = 15982 lbs -ft Shear : LC# 2 = D+L, V = 2873, v@d = 2550 lbs Deflection: LC# 2 = D+L EI=2594.49e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C --construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of CV is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). UN Xl To' specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. User: KW -0604868. Ver 5.5.0. 25 -Sep -2001 (c)1983-2001 ENERCALC Engineering Software 9 Description typ. steel column Title : Dsgnr: Description Scope : Steel..Colullnn Job # ;Date: 11:49AM. 24 AUG 04 Page 1 Axial Load... Dead Load 8.00 k a Live Load 8.00 k Short Term Load k Point lateral Loads... DL Along Y -Y (strong axis moments) Along X -X ( y moments) Ecc. for X -X Axis Moments 0.000 in Ecc. for Y -Y Axis Moments 0.000 in LL ST Height 3.550 k 20.000 ft k ft i Column Design OK Section: P12XS, Height = 20.00ft. Axial Loads: DL = 8.00, LL = 8.00, ST = 0.00k, Ecc. = 0.000in I Unbraced Lengths: X -X = 20.00ft, Y -Y = 20.00ft Combined Stress Ratios Dead Live DL .+ LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0359 0.0359 0.0718 0.5288 XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc t YY Axis : Fa calc'd per 1.5-1 K*L/r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL +Short General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements steel Section P12XS Fy 36.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.330 Y -Y Side'sway : Sway Allowed Column Height 20.000 ft Elastic Modulus 29,000.00 ksi 23.76 ksi End Fixity Fix -Free X -X Unbraced 20.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 20.000 ft Kyy 2.000 Axial Load... Dead Load 8.00 k a Live Load 8.00 k Short Term Load k Point lateral Loads... DL Along Y -Y (strong axis moments) Along X -X ( y moments) Ecc. for X -X Axis Moments 0.000 in Ecc. for Y -Y Axis Moments 0.000 in LL ST Height 3.550 k 20.000 ft k ft i Column Design OK Section: P12XS, Height = 20.00ft. Axial Loads: DL = 8.00, LL = 8.00, ST = 0.00k, Ecc. = 0.000in I Unbraced Lengths: X -X = 20.00ft, Y -Y = 20.00ft Combined Stress Ratios Dead Live DL .+ LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0359 0.0359 0.0718 0.5288 XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc t YY Axis : Fa calc'd per 1.5-1 K*L/r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL +Short Fa : Allowable 11.60 ksi 11.60 ksi 11.60 ksi 15.43 ksi fa : Actual 0.42 ksi 0.42 ksi 0.83 ksi 0.83 ksi Fb:xx : Allow [F3.1 ] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 15.00 ksi Fb:yy : Allow [F3.11 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 12,220 psi Cm:x DL+LL 0.85 Cb:x DL'+LL 1.75 F'ey : DL+LL 12,220 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 16,253 psi Cm:x DL+LL+ST 0.85 Cb:x DLJ+LL+ST 1.00 F'ey : DL+LL+ST 16,253 i Cm:y DL+LL+ST 0.85 Cb:y DL'+LL+ST 1.75 Max X -X Axis Deflection -1 558 in t 20 000 0 a Max Y -Y Axis Deflection 0.000 in at 0.000 ftIL Ail /0 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description Scope: Job # Date: 3:44AM, 26 APR 04 Rev: 550100 User: KW -0604868, Ver 5.5.0,25 -Sep -2001 Pole Embedment in Soil Page 1 (c)1983-2001 ENERCALC Engineering Software Description footing at cant. steel columns General Information Allow Passive 350.00 pcf Applied Loads... Max Passive 1,500.00 Psf Point Load 1,735.00 lbs Load duration factor 1.330 distance from base 20.000 ft Pole is Rectangular Width 48.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft Summary Moments @ Surface... Point load 34,700.00 ft-# Total Moment 34,700.00 ft4 Distributed load 0.00 Total Lateral 1,735.00 lbs Without Surface Restraint... Required Depth 4.985 ft Press @ 1/3 Embed... Actual 775.83 psf Allowable 773.53 psf To specify your title block on Title: ` Job # these five lines, use the SETTINGS Dsgnr: i Date: 3:48AM, 26 APR 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Rev:550100 User: KW -0604868. Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page ' (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 4'-0" high Criteria = 1,185 psf OK Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 1,098 lbs ...resultant ecc. = 4.59 in Soil Data = 1,185 psf OK Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 It FootingllSoil Friction = 0.300 Soil height to ignore = 93.1 psi for passive pressure = 0.00 in Soil Pressure @ Toe = 1,185 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,475 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.5 psi OK Footing Shear @ Heel = 6.8 psi OK Allowable = 93.1 psi Wall Stability Ratios = Overturning = 1.93 OK Sliding = 1.65 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 437.5 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = - 329.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Wall Weight Toe Heel Factored Pressure = 1,475 0 psf Mu': Upward = 517 0 ft-# Mu': Downward = 121 353 ft-# Mu: Design = 397 353 ft-# Actual 1 -Way Shear = 6.54 6.76 psi Allow I -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction fc = 3,000 psi Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Key Depth = 0.00 in fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data p Stem Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min: As 61. = 0.0014 Toe Width = 0.75 ft Heel Width = 1.25 Total Footing Width 7W Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @1Top = 3.00 in @ Btm.= 3.00 in Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.412 280.0 373.3 905.4 4.9 19.4 20.00 6.00 84.0 5.25 fm psi= 1,500 Fs psi = 20,000 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 = Normal 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: No key defined To specify your title block on Title: .lob # these five lines, use the SETTINGS Dsgnr: Date: 3:48AM, 26 APR 04 main menu selection, choose the Description: Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 User: KW -0604888, Ver 5.5.0,25 -Sep -;2001 Cantilevered RetainingWall Design ENERCALC 9 Page 2 (c)19832001 Engineering Software Description retaining wall, 4'40 high Summary of Overturning & Resisting Forces & Moments ....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs it ft-# lbs it ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 256.7 1.71 438.5 • Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = A dal Dead Load on Stem = 0.00 Load @ Stem Above Soil Soil Over Toe = 41.3 0.38 15.5 SeismicLoad = Surcharge Over Toe = Total = 437.5 O.T.M. = 729.2 Stem Weight(s) = 378.0 1.08 409.5 Earth Q Stem Transitions = Resisting/Overturning Ratio = 1.93 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Sal Pressure = 1,097.8 lbs Key Weight = Vert. Component = 121.9 2.00 243.9 Vertical component of active pressure used for soil pressure Total = 1,097.8 lbs R.M.= 1,407.3 a To specify your title block on Title : these five lines, use the SETTINGS Dsgnr: main menu selection, choose the Description Printing & Title Block tab, and ent Scope: vour title block information. 6.00 in Job # :Date: 3:54AM, 26 APR 04 User KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 1 (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 8'-0" high Criteria 1,383 psf OK Retained Height = 8.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 3,637 lbs ...resultant ecc. = 5.23 in Soil Pressure @ Toe = 1,383 psf OK Soil Pressure @ Heel = 329 psf OK Allowable = 1,500 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,618 psf ACI Factored @ Heel = 385 psf Footing Shear @ Toe = 18.5 psi OK Footing Shear @ Heel = 27.8 psi OK Allowable = 85.0 psi Wall Stability Ratios Total Footing Width Overturning = 2.44 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,417.5 lbs less 100% Passive Force = - 1,093.8 lbs less 100% Friction Force = - 1,091.1 lbs Soil Data = 0.0 lbs OK Footing Strengths & Dimensions Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 40,000 psi Equivalent Fluid Pressure Method Wall Weight psf= Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Toe Active Pressure = 0.0 Heel Width = 2.50 Passive Pressure = 350.0 Total Footing Width 3,215 ft-# Water height over heel = 0.0 ft 27.79 psi Allow 1 -Way Shear = 85.00 ' Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 None Spec'd Soil height to ignore None Spec'd Key Width = 12.00 in for passive pressure = 0.00 in Key Depth = 12.00 in Key Distance from Toe = 1.75 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem 2nd Stem OK Stem OK Design height ft= 2.50 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 5 # . 5 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.917 0.912 Total Force @ Section lbs = 529.4 1,120.0 Moment.... Actual ft-# = 970.5 2,986.7 Moment..... Allowable ft-# = 1,058.0 3,274.4 Shear..... Actual psi = 9.5 11.8 Shear..... Allowable psi = 19.4 19.4 Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results 6.00 Wall Weight psf= Toe Heel Factored Pressure = 1,618 385 psf Mu': Upward = 2,850 0 ft-# Mu': Downward = 574 3,215 ft-# Mu: Design = 2,276 3,215 ft-# Actual 1 -Way Shear = 18.48 27.79 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Fy Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 25.00 25.00 Bar Lap/Hook BELOW Ht. in = 25.00 6.00 Wall Weight psf= 84.0 133.0 Rebar Depth 'd' in = 5.25 9.00 Masonry Data = 25.78 fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = No Modular Ration' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = 1,500 20,000 Yes No 25.78 1.000 11.62 Other Acceptable Sizes & Spacings Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: #4@ 14.25 in, #5@ 22.00 in, #6@ 31.25 in, #7@ 42.50 in, #8@ 48.25 in, #9@ 4 Key: Not req'd, Mu < S' Fr To specify your title block on Title : ,lob # these five lines, use the SETTINGS Dsgnr: !Date: 3:54AM, 26 APR 04 Description main menu selection, choose the Printing & Title Block tab, and ent Scope: your title block information. Rev. 550100 User: KW -0604868, Ver 5.5.0, 25-sep-2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 8'-0" high Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 1,320.0 3.50 4,620.0 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 1,417.5 O.T.M. = 4,252.5 Resisting/Overturning Ratio = 2.44 Vertical Loads used for Soil Pressure = 3,637.0 lbs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 96.3 0.88 84.2 Surcharge Over Toe = Stem Weight(s) = 836.5 2.15 1,798.1 Earth @ Stem Transitions = 201.7 2.58 521.0 Footing Weight = 637.5 2.13 1,354.7 Key Weight = 150.0 2.25 337.5 Vert. Component = 395.1 4.25 1,679.0 Total = 3,637.0 lbs R.M.= 10,394.5 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description Scope: Job # Date: 4:04AM, 26 APR 04 User: K-04868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page ' W60 (c)1983-2001 ENERCALC Emineerino Software Description retaining wall, 13'-0" high Criteria fc = 2,500 psi Retained Height = 13.00ft Wall height above soil = 0.50 it Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf Soil Data fc = 2,500 psi Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft Design Summary fc = 2,500 psi Total Bearing Load = 9,468 lbs ...resultant ecc. = 2.86 in Soil Pressure @ Toe = 1,447 psf OK Soil Pressure @ Heel = 996 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,720 psf ACI Factored @ Heel = 1,184 psf Footing Shear @ Toe = 42.1 psi OK Footing Shear @ Heel = 84.6 psi OK Allowable = 85.0 psi Wall Stability Ratios Concrete Data Overturning = 3.15 OK Sliding = 1.51 OK Sliding Cates (Vertical Component Used) Lateral Sliding Force = 3,430.0 lbs less 100% Passive Force= - 2,352.8 lbs less 100% Friction Force = - 2,840.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 1,720 1,184 psf Mu': Upward = 10,510 0 ft-# Mu': Downward = 1,843 18,695 ft-# Mu: Design = 8,667 18,695 ft-# Actual 1 -Way Shear = 42.06 84.61 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Strengths & Dimensions fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 3.25 ft Heel Width = 4.50 Total Footing Width = 75 Footing Thickness = 12 00 in -ootingllSoil Friction = 0.300 25.00 36.00 in= 25.00 foil height to ignore 6.00 psf = Key Width = 16.00 in for passive pressure = 0.00 in 9.00 Key Depth = 26.00 in Equiv. Solid Thick. in = 7.60 Key Distance from Toe = 3.25 ft Concrete Data Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem 2nd ; 3rd Stem OK Stem OK Stem OK Design height ft= 7.50 5.50 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 8.00 12.00 16.00 Rebar Size = # 5 # 5 # 6 Rebar Spacing = 16.00 16.00 8.00 Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.917 0.9,60 0.943 Total Force @ Section lbs = 529.4 984.4 2,957.5 Moment.... Actual ft-# = 970.5 2,460.9 12,815.8 Moment..... Allowable ft-#= 1,058.0 2,563.0 13,584.4 Shear..... Actual psi = 9.5 10.0 21.6 Shear..... Allowable psi = 19.4 19.4 38.7 Bar Develop ABOVE.Ht. Bar Lap/Hook BELOW Ht. Wall Weight Rebar Depth 'd' Masonry Data in= 25.00 25.00 36.00 in= 25.00 25.00 6.00 psf = 84.0 133.0 175.0 in= 5.25 9.00 13.00 fm psi= 1,500 Fs psi = 20,000 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 = Normal Weight Concrete Data fc psi = Fy psi = 1,500 1,500 20,000 24,000 Yes Yes No Yes 25.78 25.78 1.000 1.000 11.62 15.62 Other Acceptable Sizes & Spacings Toe: #4@ 5.25 in, #5@ 8.00 in, #6@ 11.50 in, #7@ :15.50 in, #8@ 20.50 in, #9@ 25. Heel: #4@ 3.25 in, #5@ 4.75 in, #6@ 6.75 in, #7@ 9.25 in, #8@ 12.00 in, #9@ 15.25 Key: #4@ 11.00 in, #5@ 17.25 in, #6@ 24. To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: :Date: 4:04AM, 26 APR 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Rev. 550100 User: KW.0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 13'-0" high Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft -i lbs ft ft-# Heel Active Pressure = 3,430.0 4.67 16,006.7 Soil Over Heel = 4,528.3 6.17 27.924.7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 3,430.0 O.T.M. = 16,006.7 Resisting/Overturning Ratio = 3.15 Vertical Loads used for Soil Pressure = 9,468.0 lbs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Aiaal Dead Load on Stem = 0.00 Soil Over Toe = 178.8 1.63 290.5 Surcharge Over Toe = Stem Weight(s) = 1,732.5 3.79 6,573.3 Earth @ Stem Transitions = 476.7 4.28 2,038.1 Footing Weight = 1,162.5 3.88 4,504.7 Key Weight = 433.3 3.92 1,697.2 Vert. Component = 956.0 7.75 7,408.7 Total = 9,468.0 lbs R.M.= 50,437.1 To specify your title block on Title: these five lines, use the SETTINGS Dsgnr: main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Job # Date: 4:58AM, 26 APR 04 User: KW -01 ENE. Ver 5.5.0, leering 001 Cantilevered Retaining Wall Design Page 1 (c)19832001 ENERCALC Engineering Software 9 9 Description retaining wall, 20'-0" high Criteria = 1,492 psf OK Retained Height = 20.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 17,219 lbs ...resultant ecc. = 1.51 in Soil Data = 1,492 psf OK All Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore = 85.0 psi for passive pressure = 0.00 in Soil Pressure @ Toe = 1,492 psf OK Soil Pressure @ Heel = 1,319 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,684 psf ACI Factored @ Heel = 1,489 psf Footing Shear @ Toe = 46.6 psi OK Footing Shear @ Heel = 75.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Total Force @ Section Overturning = 2.78 OK Sliding = 1.53 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 8,089.4 lbs less 100% Passive Force = - 7,205.4 lbs less 100% Friction Force = - 5,165.8 Itis Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results in = Toe Heel Factored Pressure = 1,684 1,489 psf Mu': Upward = 49,335 0 ft-# Mu' : Downward = 11,772 23,377 ft-# Mu: Design = 37,562 23,377 ft-# Actual 1 -Way Shear = 46.61 75.68 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 6 @ 6.25 in Heel Reinforcing = # 6 @ 7.25 in Key Reinforcing = # 4 @ 12.00 in Stem Construction fc = 2,500 psi Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Key Depth fb/FB + fa/Fa = Total Force @ Section Itis = Moment.:..Actual ft-# = Moment..... Allowable ft-#= Shear..... Actual psi = Shear..... Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data 9.00 p Stem Stem O 14.5 Mason 8.0 16.0 Edge Footing Strengths &r Dimensions ry 0 fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 7.75 ft Heel Width = 4.50 Total Footing Width = 72-.-2F Footing Thickness = 18.00 in Key Width = 21.00 in Key Depth = 53.00 in Key Distance from Toe = 7.75 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 2nd . 3rd 4th K Stem OK Stem OK Stem OK 0 12:50 6.75 0.00 Masonry Masonry Concrete 0 12.00 16.00 21.00 5 # 5 # 6 # 6 16.00 8.00 5.00 Edge Edge Edge 0.917 0.960 0.999 0.961 529.4 984.4 3,072.3 11,900.0 970.5 2,460.9 13,569.5 79,333.3 1,058.0 2,563.0 13,584.4 82,584.6 9.5 10.0 22.4 53.2 19.4 19.4 38.7 85.0 25.00 25.00 36.00 20.68 25.00 25.00 28.08 12.06 84.0 133.0 175.0 253.8 5.25 9.00 13.00 18.63 fm psi= 1,500 Fs psi = 20,000 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 = Normal Weight Concrete Data fc psi = Fy psi = 1,500 1,500 20,000 24,000 Yes Yes No Yes 25.78 25.78 1.000 1.000 11.62 15.62 2,500.0 60,000.0 Other Acceptable Sizes 8 Spacings Toe: #4@ 2.75 in, #5@ 4.25 in, #6@ 6.00 in, #7@ 8':00 in, #8@ 10.50 in, #9@ 13.25 Heel: #4@ 3.50 in, #5@ 5.25 in, #6@ 7.25 in, #7@ 10.00 in, #8@ 13.00 in, #9@ 16.5 Key: #4@ 8.00 in, #5@ 12.50 in, #6@ 17.5 To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 4:58AM, 26 APR 04 Description main menu selection, choose the Printing '& Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604868, Ver 5.5.0, 25-Sep-200,Cantilevered Retaining Wall Design Page 2 (c)19832001 ENERCALC Engineering Software Description retaining wall, 20'-0" high Summary of Overturnin8 Resistin Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Ibs ft ft-# Heel Active Pressure = 8,089.4 7.17 57,973.9 Soil Over Heel = 6,050.0 10.88 65,793.8 Toe Active Pressure = 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 = Soil Over Toe = 426.3 3.88 1,651.7 SeismicLoad - Surcharge Over Toe = Stem Weight(s) = 3,489.1 8.46 29,510.8 Total = 8,089.4 O.T.M. = 57,973.9 Earth @ Stem Transitions = '1,084.0 9.06 9,825.8 Resisting/Overturning Ratio = 2.78 Footing Weight = 2,756.2 6.13 16,881.9 Vertical Loads used for Soil Pressure = 17,219.4 lbs Key Weight = 1,159.4 8.63 9,999.5 Vert. Component = 2,254.5 12.25 27,618.2 Vertical component of active pressure used for soil pressure Total 1:7,219.4 lbs R.M.= 161,281.8 Wase To specify your title block on Title: these five lines, use the SETTINGS Dsgnr: main menu selection, .choose the Description Printing & Title Block tab, and ent Scope your title block information. 6.00 in Job # Date: 5:42PM. 18 MAY 04 lis=_r:I<VY-Q6C4868,Ver 5.5.0,2rS= -20Q1Cantilevered Retaining Wall Design Page 1 cj 1083-2001 614PRCALC EnginaerWq Soft, ,we Description RETAINING WITH FENCE WALL ABOVE Criteria 964 psf OK Retained Height = 5.50 ft Wall height above soil = 7.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 16.5 psf Design Summary Total Bearing Load = 3,020 lbs ...resultant ecc. = 3.93 in Soil Pressure @ Toe = 964 psf OK Soil Pressure @ Heel = 378 psf OK Allowable = 1,500 psf Soil Pressure Less Than Ailowable ACI Factored @ Toe = 1,258 psi ACI Factored @ Heel = 493 psf Footing Shear @ Toe = 15.7 psi OK Footing Shear @ Heel = 22.4 psi OK Allowable = 85.0 psi ' Wall Stability Ratios ToeActive Pressure = Overturning = 3.02 OK Sliding = 1.51 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = .863.1 lbs less 100% Passive Force= - 393.8 lbs less 100% Friction Force = - 905.9 lbs !Soil data ........... _..._., ....for 1.5: 1 Stability = 0.0 Footing Strengths & Dimensions Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 40,000 psi Equivalent Fluid Pressure Method Factored Pressure = Min. As % _ 0:0014 Heel Active Pressure = 35.0 0 ft-# Toe Width = 2.00 ft ToeActive Pressure = 0.0 1,990 Heel Width = 2:50 Passive Pressure = 350.0 Allow 1 -Way Shear = Total Footing Width = ---4.70- Water height over heel = 0.0 it Heel Reinforcing = # 4 @ 16.75 in Key Reinforcing = None Spedd Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Soil height to ignore for.passive.pressure = O.00.In Key Depth' = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in Btm.= 3.00 in SteKCo83Structjon Top Stem 2nd . Stem OK StemOK Design height ft = 5.50 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Rebar Spacing = 24.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.450 0.803 Total Force ,@ Section lbs = 123.8 653:1 Moment.... Actual ft-#= 464.1 2,115.2 Moment..... Allowable ft-# = 1,032.3 2,634.5 Shear..... Actual psi = 3.3 12.1 Shear..... Allowable psi = 25.8 38:7 Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results psf = 61•.0 Toe Heel Factored Pressure = 1,258 493 psf Mu': Upward = 2,664 0 ft-# Mu': Downward = 674 2,756 ft-# Mu: Design = 1,990 2,756 ft- # Actual 1 -Way Shear = 15.70 22.43 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 4 @ 16.75 in Key Reinforcing = None Spedd Bar Develop ABOVE Ht. Bar Lap/Hook BELOW Ht. Wall Weight Rebar Depth 'd' Masonry Data in= 20.00 25:00 in= 20.00 6.00 psf = 61•.0 84.0 in= 5.25 5.25 fm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = No Yes Special Inspection = No Yes Modular Ratio'n' = 25.78 25.78 Short Term Factor = 1.330 1.000 Equiv. Solid Thick. in= 5.20 7.60 ete Block Type = Mncrasonry Co Data Normal Weight fc psi = Fy .psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr .Heel:.#4 16751n,#5 25.75 in, @ 36.50 in, #7(g 48.25 in, #8@ 48.25 in, #9@ 4 Key: No key defined i To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 5:42PM. 18 MA Y 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Rea- 5501W Use,: Kvv-0fiM868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (cj19S3-20(31 F-WERCALC Enginea+itla Sof:.va+e - Description RETAINING WITH FENCE WALL ABOVE Summary of Overturning & Resistin Forces & Moments ...-OVERTURNING..... ...-RESISTING.—, .. Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure x 739.4 2.17 1,602.0 Soil .Over Heel 1,109.2 3.58 3,974.5 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = • Added Lateral Load = Abal Dead Load on Stem = 0.00 Load @ Stem Above Soil = 123.8 10.25 1,268.4 Soil Over Toe _ 110.0 1.00 110.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) _ .919.5 2.33 2,145.5 Total = 863.1 b.T.M. = 2,870.4 Earth @ Stem Transitions = Resisting/Overturning Ratio = 3.02 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure = 3,019.7 lbs Key Weight = Vert. Component = 206.1 4.50 927.3 Verticalcomponent. of active pressure -used for soil pressure Total = 3,019.7 lbs R.M.= 8,676.1 0 R F STRUCTURAL CONSULTANTS, INC. ------------- 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA 92211 PHONE (760) 836-1000 FAX (760) 836-0856 E- MAIL: R. FRANGIE@VERIZON.NET ''• Y'. Y 2.+:- ` ]...:vet ro MIJ 'did. if q-yy] w I ' K 13-0 2 W l(p K r1 n n 0 J'sl A` 90 o l jo crS O 5 L hill, Wgje- 5L acs- W dWo.tiff '. ''. Design LOADS: (Ibs, psf, or plf ) COMPANY . R F STRUCTURAL CONSULTANTS, INC. Aug. 24, 200410:32:54 ck Calculation Sheet Sizer 2002a Load I Type Distribution Magnitude Start E d Location [ft] I Start End Pattern Load? Loadl Dead Point 27 Fv' = 85 6.50 1 No MAXIMUM REACTIONS (lbs) and BEARING 01 THS (in) : 2'-6" ' /jVaVhegC' N a 6'-6" Dead Analysis Value Design V 87 Analysis/Design Shear Live Fv' = 85 fv/Fv' = 0.10 Pending(-) fb = 196 Uplift 47 fb/Fb' = 0.17 Deflection: Total negligible 87 Bearing: Total 0.00 = <L/999 0.13 = L/240 0.03 Cantil. Live negligible Total Length 0.0 1.0 1 .0.0 Lumb Spaced at 16" c/c; Self Lateral support: top= full, bottom= at supports; Repetitive fact SECTION vs. DESIGN CODE NDS -1997: ( stress: -soft, D.Fir-L, No.2, 2.x6" eight of 1.96 plf automatically included in loads; applied where permitted (refer to online help); Load combinations: ICC -IBC; ;i, and in ) Criterion Analysis Value Design V lue Analysis/Design Shear fv @d = 8 Fv' = 85 fv/Fv' = 0.10 Pending(-) fb = 196 Fb' = 1179 fb/Fb' = 0.17 Deflection: negligible Interior Live Total 0.00 = <L/999 0.13 = L/240 0.03 Cantil. Live negligible Total 0.08 = L/589 0.40 = L/120 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'-= 900 0.90 1.00 1.00 0.974 1.30 1.000 1.00 1.15 1 Fv' = 95 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(-): LC# 1 = D only, M = 124 lbs -ft Shear LC# 1 = D only, V = 47, V@d 47 lbs Deflection: LC# 1 = D only EI= 33.27e06 lo -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate or your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported a cording to the provisions of NDS Clause 4.4.1. Lf . co r P A To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date:': 12:31 PM; 24 AUG 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. R2V;J7rJ I'JV User: MV -0604868. Ver 5.5.0, 25 -Sep -12001 Steel Column Base Plate Page 1 rc)1983-2001 ENERCALC Engineering Software Description TYYP. BASE PLATE DESIGN General Information 101.2 psi Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements J Loads Allow per AISC J9 Steel Section P12xs Thickness OK Actual fb Section Length 12.7,,50 in Axial Load 25.00 k Section Width 12.750 in X -X Axis Moment 0.00 k -ft Flange Thickness 0.500 in Web Thickness 0.500 in Plate Dimensions Plate Length 19.000 in Allowable Stresses Plate Width 13.000 in Concrete fc . 3,000.0 psi Plate Thickness 0.313 in Base Plate Fy 36:00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 24.000 in Dist. from Plate Edge 2.000 in Pier Width 24.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 101.2 psi Allow per ACI 10.17 2,360.7 psi Allow per AISC J9 1,846.9 psi Plate Bending Stress Thickness OK Actual fb 27,725.3 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k a Baseplate OK Full Bearing: No Bolt Tension To specify your title block on Title: these five lines, use the SETTINGS Dsgnr: Description main menu selection, choose the = 3.00 ft Printing & Title Block tab, and ent Scope your title block information. 6.00 in Job # Date: 12:20PM, 27 SEP 06 User:KW-0604868, Ver 5.5.0. 25 -Sep 2001 Cantilevered Retaining Wall Design Page 1 (c)1883-2001 ENERCALC Engineering Software c:\ec55\coral.ecw:Calcu1ations Description RETAINING WALL 23'-0" HIGH Criteria 1,436 psf OK Retained Height = 23.00 ft Wall height above soil = 3.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Lateral Load Applied to Stem Desi n Summary Total Bearing Load = 19,272 lbs ...resultant ecc. = 1.76 in Soil Pressure @ Toe = 1,436 psf OK Soil Pressure @ Heel = 1,269 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,528 psf ACI Factored @ Heel = 1,351 psf Footing Shear @ Toe = 57.6 psi OK Footing Shear @ Heel = 63.7 psi OK Allowable = 85.0 psi Wall Stability Ratios 0.00 in Overturning = 2.57 OK Sliding = 1.51 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 10,504.4 lbs less 100% Passive Force= - 10,063.7 lbs less 100% Friction Force = - 5,781.7 lbs Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0 0 ft Footing Strengths & Dimensions fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 10.50 It Heel Width = 3.75 Total Footing Width =5 - Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability Footing Thickness = 18.00 in FootingllSoil Friction = 0.300 psi = Toe Heel Factored Pressure = Soil height to ignore 1,351 psf Mu': Upward = Key Width 0 ft-# = 26.00 in for passive pressure = 0.00 in Mu: Design = Key Depth 12,715 ft-# 67.00 in 57.60 63.70 psi Allow 1 -Way Shear = Key Distance from Toe - , 10.50 ft Toe Reinforcing = None Spec'd in= Cover @ Top. = 3.00 in @ Btm.= 3.00 in Lateral Load = 50.0 #/ft ...Height to Top = 0.00 ft I'm psi= ...Height to Bottom = 0.00 ft Stem Construction Top Stem 2nd 3rd 4th 20,000 20,000 Stem OK Stem OK : Stem OK Stem OK Design height It = 17.50 15.50 9.75 0.00 Wall Material Above "Hr' = Masonry Masonry Masonry Concrete Thickness = 8.00 12.00: 16.00 26.00 Rebar Size = # 5 # 5 # 7 # 8 Rebar Spacing = 16.00 . 16.00: 8.00 5.00 Rebar Placed at = Edge Edge Edge Edge Design Data fb/FB + fa/Fa = 0.917 0.860 0.904 0.964 Total Force @ Section lbs = 529.4 984.4: 3,072.3 15,737.8 Moment.... Actual ft-# = 970.5 2,460.9 ,' 13,569.5 120,656.1 Moment.... Allowable ft-# = 1058.0 2563 0 15004.7 125 184 2 Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results 55.8 Shear..... Allowable psi = Toe Heel Factored Pressure = 1,528 1,351 psf Mu': Upward = 81,852 0 ft-# Mu': Downward = 21,609 12,715 ft-# Mu: Design = 60,243 12,715 ft-# Actual 1 -Way Shear = 57.60 63.70 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd in= Heel Reinforcing = None Spec'd 13.00 Key Reinforcing = None Spec'd Shear..... Actual psi = 9.5 10.0: 22.8 55.8 Shear..... Allowable psi = 19.4 19.4 38.7 85.0 Bar Develop ABOVE Ht. in = 25.00 25.00 35.00 23.07 Bar Lap/Hook BELOW Ht. in= 25.00 25.00: 40.95 10.76 Wall Weight psf = 84.0 133.0 175.0 314.2 Rebar Depth 'd' in= 5.25 9.00: 13.00 23.50 Masonry Data I'm psi= 1,500 1,500 1,500 Fs psi = 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Special Inspection = No No Yes Modular Ratio'n' = 25.78 25.78: 25.78 Short Tenn Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.62 15.62 Masonry Block Type = Normal Weight Concrete Data fc psi = 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes 8 Spacings Toe: #4@ 1.75 in, #5@ 2.50 in, #6@ 3.75 in, #7@ 5.00 in, #8@ 6.50 in, #9@ 8.00 i Heel: #4@ 6.25 in, #5@ 9.50 in, #6@ 13.50 in, #7@ 18.25 in, #8@ 24.00 in, #9@ 30. Key: #4@ 6.25 in, #5@ 9.75 in, #6@ 13.75 To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 12:20PM, 27 SEP 06 main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software c:\ec551coral.ecw:CalCUlations Description RETAINING WALL 23'-0" HIGH Summer of Overturninq & Resistins Forces & Moments .....OVERTURNING..... :.....RESISTING..... ` Force Distance Moment Force Distance Moment • Item lbs It ft-# lbs : ft ft-# Heel Active Pressure = 10,504.4 8.17 85,785.7 Soil Over Heel = 4,005.8 13.46 53,911.8. Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = AdjacentFooting Load = Added Lateral Load = 1.50 Axial Dead Load on Stem = 0.00 • Load @ Stem Above Soil = Soil Over Toe = 517.5 5.25 3,031.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 5,049.4 11.36 57,378.7 Total = 10,504.4 O.T.M. = 85,785.7 Earth @ Stem Transitions = 1,691.3 12.05 20,372.5 Resisting/Overturning Ratio = 2.57 Footing Weight = 3,206.2 7.13 22,844.4 Vertical Loads used for Soil Pressure = 19,272.4 lbs Key Weight = 1,814.6 11.58 21,018.8 Vert. Component = 2,927.6 14.25 41,718.6 Vertical component of active pressure used for soil pressure Total= 19,272.4 lbs R.M.= 220,276.7 of i 0 f To specify your title block on Title : .lob # these five lines, use the SETTINGS Dsgnr: Date: 1:51 PM, 27 SEP 06 Description main menu selection, choose the Printing & Title Block tab, and ent Scope vour title block information. User: KW0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 1 tc3 1983-2001 ENERCALC Engineering Software c:\ec551coral.ecw:Calculations Description RETAINING WALL 20'-0" HIGH Criteria = 35.0 Retained Height = 20.00ft Wall height above soil = 3.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Lateral Load Applied to Stem Design Summary Total Bearing Load = 17,569 lbs ...resultant ecc. = 1.20 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = . 0.0 ft FootingIlSoil Friction = 0.300 Soil height to ignore Footing Shear @ Toe for passive pressure = 0.00 in Soil Pressure @ Toe = 1,313 psf OK Soil Pressure @ Heel = 1,443 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,489 psf ACI Factored @ Heel = 1,636 psf Footing Shear @ Toe = 46.0 psi OK Footing Shear @ Heel = 75.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Key Distance from Toe. Overturning = 2.96 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 8,089.4 lbs less 100% Passive Force = - 7,205.4 lbs less 100% Friction Force = - 5,270.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Concrete Toe Heel Factored Pressure = 1,489 1,636 psf Mu': Upward = 51,760 0 ft-# Mu': Downward = 13,340 23,377 ft-# Mu: Design = 38,420 23,377 ft-# Actual 1 -Way Shear = 46.05 75.68 psi Allow 1 -Way Shear = 85.00. 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Lateral Load = 50.0 #/ft Stem Construction Top stem fc = 500 2,psi Stem Design height ft = 14.5 Wall Material Above "Ht" = Mason Thickness = 8. Rebar Size = # Rebar Spacing = 16. Rebar Placed at = Edg OK ry 00 00 Footing Strengths & Dimensions fc = 500 2,psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 8.25 ft Heel Width = 4.50 Total Footing Width = X75 Footing Thickness = 18.00 in Key Width = 21.00 in Key Depth = 53.00 in Key Distance from Toe. = 8.25 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in ...Height to Top. = 0.00 ft ...Height to Bottom = 0.00 ft 2nd 3rd 4th Stem OK Stem OK Stem OK 0 12.50 6.75 0.00 Masonry Masonry Concrete 12.00 16.00 21.00 5 # 5 # 7 # 8 16.00 8.00 5.00 e Edge Edge Edge fb/FB + fa/Fa = 0.917 0.960 0.904 0.820 Total Force @ Section lbs = 529.4 984.4 3,072.3 11,900.0 Moment.... Actual ft-# = 970.5 2,460.9 13,569.5 79,333.3 Moment..... Allowable ft -4 = 1,058.0 2,563.0 15,004.7 96,744.2 Shear..... Actual psi = 9.5 10.0 22.8 53.6 Shear..... Allowable psi = 19.4 19.4 38.7 85.0 Bar Develop ABOVE Ht. in = 25.00 25.00 35.00 19.35 Bar Lap/Hook BELOW Ht. in = 25.00 25.00 40.95 9.03 Wall Weight psf = 84.0 133.0 175.0 253.8 Rebar Depth 'd' in= 5.25 9.00 i 13.00 18.50 Masonry Data I'm psi= 1,500 1,500 1,500 Fs psi = 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Speciallnspection = No No Yes Modular Ratio'n' = 25.78 25.78 25.78 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 7.60 11.62 15.62 Masonry Block Type = Normal Weight Concrete nata - fc psi = 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 2.75 in, #5@ 4.25 in, #6@ 5.75 in, #7@ 7.75 in:, #8@ 10.25 in, #9@ 13.00 Heel: #4@ 3.50 in, #5@ 5.25 in, #6@7.25 in, #7@ 10.00 in, #8@ 13.00 in, #9@ 16.5 Key: #4@ 8.00 in, #5@ 12.50 in, #6@ 17.5 To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 1:51 PM, 27 SEP 06 Description main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software ; c:1ec55\coral.ecw:Calcu12tions Description RETAINING WALL 20'-0" HIGH Summary of Overturnin 8 Resistin Forces 8 Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment • Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 8,089.4 7.17 57,973.9 Soil Over Heel = 6,050.0 11.38 68,818.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 1.50 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over.Toe = 453.8 4.13 1,871.7 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 3,699.1 8.94 33,057.8 Total = 8,089.4 O.T.M. = 57,973.9 Earth @ Stem Transitions = 1,084.0 9.56 10,367.8 Resisting/Overturning Ratio = 2.96 Footing Weight = 2,868.7 6.38 18,288.2 Vertical Loads used for Soil Pressure = 17,569.4 lbs Key Weight = 1,159.4 9.13 10,579.2 Vert. Component = 2,25:4.5 12.75 28,745.5 Vertical component of active pressure used for soil pressure Total = 17,569.4 lbs R.M.= 171,729.0 a To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 11:58AM, 27 SEP 06 Description main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604W8, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Waft Design Page 1 (c)19832001 ENERCALC Engineering Software _ _ , cAec55\coral.ecw:Ca1culations Description RETAINING WALL 13'-0" HIGH Criteria = 35.0 Retained Height = 13.00 ft Wall height above soil = 3.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Lateral Load Applied to Stem Design Summary Total Bearing Load = 9,678 lbs ...resultant ecc. = 2.88 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore Footing Shear @ Toe for passive pressure = 0.00 in Lateral Load = 50.0 #/ft Soil Pressure @ Toe = 1,480 psf OK Soil Pressure @ Heel = 1,017 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,766 psf ACI Factored @ Heel = 1,213 psf Footing Shear @ Toe = 43.4 psi OK Footing Shear @ Heel = 84.6 psi OK Allowable = 85.0 psi Wall Stability Ratios Rebar Spacing Overturning = 3.20 OK Sliding = 1.53 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force . = 3,430.0 lbs less 100% Passive Force = - 2,352.8 lbs less 100% Friction Force = - 2,903.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results sFsr• s Moment.... Actual Toe Heel Factored Pressure = 1,766 1,213 psf Mu': Upward = 10,790 0 ft-# Mu': Downward = 1,843 18,695 ft-# Mu: Design = 8,948 18,695 ft-# Actual 1 -Way Shear = 43.43 84.61 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction rc = 2,500 psi Top Stem Min. As % = 0.0014 Stem OK Design height ft = 7.50 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data 2nd 3rd Stem OK Stem OK fb/FB + fa/Fa = 0.917 Total Force @ Section lbs = 529.4 Moment.... Actual ft-# = 970.5 Moment..... Allowable ft-# = 1,058.0 Shear..... Actual psi = 9.5 Shear..... Allowable psi = 19.4 Bar Develop ABOVE Ht. in = 25.00 Bar Lap/Hook BELOW Ht. in = 25.00 Wall Weight psf = 84.0 Rebar Depth 'd' in= 5.25 Masonry Data Fm psi = 1,500 Fs psi = 20,000 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 = Normal Weight Concrete Data fc psi = Fy psi = Footing Strengths & Dimensions rc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 3.25 ft Heel Width = 4.50 Total Footing Width 19.4 `: Footing Thickness = 12.00 in Key Width = 16.00 in Key Depth = 26.00 in Key Distance from Toe = 3.25 ft Cover @ Top'; = . 3.00 in @ Btm.= 3.00 in ...Height to To = 0.00 ft ...Height to Bottom = 0.00 It 2nd 3rd Stem OK Stem OK 5.50 0.00 Masonry Masonry 12.00 16.00 # 5 # 7 16.00 8.00 Edge Edge 0.960 0.854 984.4 2,957.5 2,460.9: 12,815.8 2,563.0: 15,004.7 10.0: 21.9 19.4 `: 38.7 25.00 35.00 25.00 7.00 133.0 175.0 9.00 13.00 1,500: 1,500 20,000 20,000 Yes Yes No Yes 25.78 25.78 1.000 1.000 11.62 15.62 Other Acceptable Sizes & Spacings Toe: #4@ 5.00 in, #5@ 7.75 in, #6@ 11.00 in, #7@ 15.00 in, #8@ 19.75 in, #9@ 25. Heel: #4@ 3.25 in, #5@ 4.75 in, #6@ 6.75 in, #7@ 9.25 in, #8@ 12.00 in, #9@ 15.25 Key: #4@ 11.00 in, #5@ 17.25 in, #6@ 24. To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 11:58AM, 27 SEP 06 Description main menu selection, choose the Printing & Title Block tab, and ent Scope: vour title block information. rtev: oou wu User: KW Ver Ver 5.5.0, 25-SeFr200, Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software oAec55\cora1.ecw:Calcu1ati0 ns Description RETAINING WALL 13'-0" HIGH Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... :....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,430.0 4.67 16,006.7 Soil Over Heel = 4,528.3 6.17 27,924.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 1.00 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 178.8 1.63 290.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,942.5 3.77 7,325.8 Total = 3,430.0 O.T.M. = 16,006.7 Earth @ Stem Transitions = 47. 6.7 4.28 2,038.1 Resisting/Overturning Ratio = 3.20 Footing Weight = 1,162.5 3.88 4,504.7 Vertical Loads used for Soil Pressure = 9,678.0 lbs Key Weight = 433.3 3.92 1,697.2 Vert. Component = 956.0 7.75 7,408.7 Vertical component of active pressure used for soil pressure Total = 9,678.0 lbs R.M.= 51,189.6 i 0 0, 0 To specify your title block on Title : these five lines, use the SETTINGS Dsgnr: Description main menu selection, choose the = 3.00 ft Printing & Title Block tab, and ent Scope your title block information. 6.00 in Job # Date: 12:OOPM, 27 SEP 06 R e J.7V IVV User: Kw-0604668,Ver5.5.0,25-Se-2001 Cantilevered Retaining Wall Design Page 1 (c't :8 -"f ENERCALC Engineering Software c:\ec55\coral.ecw:Calculations III Description RETAINING WALL 8'-0" HIGH Criteria = 1,500.0 psf Retained Height = 8.00 ft Wall height above soil = 3.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem ;Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft Footingl[Soil Friction 0.0 psf Soil height to ignore for passive pressure Lateral Load Applied to Stem Design Summa Total Bearing Load = 3,847 lbs ...resultant ecc. = 5.02 in Lateral Load EmouKlEt = 0.00 in 50.0 #/ft Footing Strengths & Dimensions Pc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width Heel Width Total Footing Width Footing Thickness Key Width , Key Depth Key Distance from Toe Cover @ Top := 3.00 in ...Height to Top ...Height to Bottom = 1.75 ft = 2.50 _ 5- 12.00 in 12.00 in 12.00 in 1.67 ft @ Btm.= 3.00 in 0.00 ft 0.00 ft Stem Construction = 1,439 psf OK Top Stem 2nd Allowable = 1,500 psf Stem OK Stem OK Design height ft= 2.50 0.00 Wall Material Above "Hr' = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 5 # 5 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge Design Data Toe Heel Factored Pressure = 1,702 439 psf Mu': Upward = 3,008 0 ft-# fb/FB + fa/Fa = 0.737 0.912 Total Force @ Section lbs = 529.4 1,120.0 Moment.... Actual ft-# = 970.5 2,986.7 Moment..... Allowable ft-# = 1,317.2 3,274.4 Shear..... Actual psi = 9.$ 11.8 Shear..... Allowable psi = 19.4 19.4 Soil Pressure @ Toe = 1,439 psf OK Soil Pressure @ Heel = 371 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,702 psf ACI Factored @ Heel = 439 psf Footing Shear @ Toe = 19.8 psi OK Footing Shear @ Heel = 27.8 psi OK Allowable = 85.0 psi Wall Stability Ratios 25.78 Overturning = 2.54 OK Sliding = 1.59 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force 1,417.5 lbs less 100% Passive Force= - 1,093.8 lbs less 100% Friction Force = - 1,154.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 1,702 439 psf Mu': Upward = 3,008 0 ft-# Mu': Downward = 574 3,215 ft-# Mu: Design = 2,434 3,215 ft-# Actual 1 -Way Shear = 19.82 27.79 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Speo'd Heel Reinforcing = None Spedd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 25.00 25.00 Bar Lap/Hook BELOW Ht. in = 25.00 6.00 Wall Weight psf = 84.0 133.0 Rebar Depth 'd' in = 5.25 9.00 Masonry Data = No Pm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Special Inspection = No No Modular Ratio'n' = 25.78 25.78 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.62 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: #4@ 17.00 in, #5@ 26:25 in, #6@ 37.00 in, #7@ 48:25 in, #8@ 48.25 in, #9@ 4 Heel: #4@ 14.25 in, #5@ 22.00 in, #6@ 31.25 in, #7@ 42:50 in, #8@ 48.25 in, #9@ 4 Key: Not req'd, Mu < S' Fr 4, • i I To specify your title block on Title : Job # these five lines, .use the SETTINGS Dsgnr: Date: 12:OOPM, 27 SEP 06 Description main menu selection, choose the Printing & Title Block tab, and ent scope your title block information. Rev: 550100 Page 2 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design g (c)1983.2001 ENERCALC Engineering Software c.\ec55\coral.ecw:Calculations Description RETAINING WALL 8'-0" HIGH Summary or f Overturnihq & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 1,320.0 3.50 4,620.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 1.00 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 96.3 0.88 84.2 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,046.5 2.14 2,235.6 Total = 1,417.5 O.T.M. = 4,252.5 Earth @ Stem Transitions = 201.7 2.58 521.0 Resisting/Overturning Ratio = 2.54 Footing Weight = 637.5 2.13 1,354.7 Vertical Loads used for Soil Pressure = 3,847.0 lbs Key Weight = 150.0 2.17 325.0 Vert. Component = 395.1 4.25 1,679.0 Vertical component of active pressure used for soil pressure Total = 3,847.0 lbs R.M.= 10,819.5 A r To specify your title block on Title: these five lines, use the SETTINGS Dsgnr: Description main menu selection, choose the = 3.00 it Printing & Title Block tab, and ent Scope your title block information. = 6.00 in Job # Date: 12:06PM, 27 SEP 06 Rev: 55V1UV User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design age (c)1983-2001 ENERCALC Engineering Software c: 1ec5ftoral.ecw:Calculations Description RETAINING WALL, 4'-0" HIGH Criteria 1,257 psf OK Retained Height = 4.00 ft Wall height above soil = 3.00 it Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Lateral Load Applied to Stem Design Summary Total Bearing Load = 1,308 lbs ...resultant ecc. = 3.69 in Soil Pressure @ Toe = 1,257 psf OK Soil Pressure @ Heel = 51 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,596 psf ACI Factored @ Heel = 64 psf Footing Shear @ Toe = 7.5 psi OK Footing Shear @ Heel = 6.8 psi OK Allowable = 85.0 psi Wall Stability Ratios Cover @ Top i = 3.00 in Overturning = 2.24 OK Sliding = 1.80 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 437.5 lbs less 100% Passive Force = - 393.8 lbs less 100°% Friction Force = - 392.4 lbs (Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft Footing Strengths & Dimensions fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width i 0.75 ft Heel Width = 1.25 Total Footing Width =0 Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Wall Weight Key Width 0.00 in Soil height to ignore Factored Pressure = Key Depth 0.00 in for passive pressure = 0.00 in - Key Distance from Toe - 0.67 ft 121 353 ft-# Cover @ Top i = 3.00 in Btm.= 3.00 in Lateral Load = 50.0 #/ft ...Height to Top = 0.00 ft Allow 1 -Way Shear = 85.00 ...Height to Bottom = 0.00 It Stem Construction Top Stern Heel Reinforcing = None Spec'd Equiv. Solid Thick. Stem OK None Spec'd Design height fl= 0.00 Wall Material Above "Hr' = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.412 Total Force @ Section lbs = 280.0 Moment.... Actual ft-# = 373.3 Moment..... Allowable = 905.4 Shear..... Actual psi = 4.9 Shear..... Allowable psi = 19.4 Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Wall Weight a Toe Heel Factored Pressure = 1,596 64 psf Mu': Upward = 572 0 ft-# Mu': Downward = 121 353 ft-# Mu: Design = 452 353 ft-# Actual 1 -Way Shear = 7.51 6.76 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Short Term Factor Heel Reinforcing = None Spec'd Equiv. Solid Thick. Key Reinforcing = None Spec'd Masonry Block Type = Bar Develop ABOVE Ht: in = 20.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 84.0 Rebar Depth 'd' in = 5.25 Masonry Data I'm psi= 1,500 Fs psi = 20,000 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 = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < SFr Heel: Not req'd, Mu < S Fr Key: No key defined To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 12:06PM, 27 SEP 06 main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software c:iec551coral.ecv4:Calculations Description RETAINING WALL, 4'-0" HIGH Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... ....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs `. ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 256.7 1.71 438:5 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 1.00 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 41.3 0.38 15.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 588.0 1.08 637.0 Total = 437.5 O.T.M. = 729.2 Earth @ Stem Transitions = Resisting/Overturning Ratio = 2.24 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure = 1,307.8 lbs Key Weight = 0.67 Vert -Component = 121.9 2.00 243.9 Vertical component of active pressure used for soil pressure Total= 1,307.8 lbs R.M.= 1,634.8 b DESIGNER: CLIENT: STRUCTURAL CALCULATIONS won CORAL MOUNTAIN GATE HOUSE W 58-588 MADISON LA QUINTA, CA. CITY OF IA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 0 DESIGNED BY: R.F. JOB # 4168 4/22/2004 REVISED 8/20/2004 p FriG Lo HART HAWERTON HART HOWERTON NICHOLAS F. ABOUFADEL, PE "R!Eo civ<< Q NICHOLAS ABOU-FADEL NO 50588 EXP. 913alrA OF CA l " \P l v/ R Y+ STRUCTURAL CONSULTANTS, INC. N 44100 MONTEREY AVE., SUITE 201-C, PALM DESERT, CA. 92260 PHONE (760) 836-1000 FAX (760) 836-0856 DESIGN CRITERIA WALK AREA DESIGN DECKING W/4" LT. WT. CONC.. = 49.00 psf CEILING JOISTS = 2.50 psf STUCCO CEILING = 8.50 psf DEAD LOAD = 60.00 psf LIVE LOAD = 100.00 psf TOTAL LOAD = 160.00 psf EXTERIOR WALLS = 15.00 PSF INTERIOR WALLS = 10.00 PSF SEISMIC ZONE 4 FAULT TYPE A Na = 1.0 APPROXIMATELY 10.00 Kin TO FAULT SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44 Na STRUCTURAL SYSTEM R = 4.5 SEISMIC FACTOR = (2.5 x 0.44 x 1.00 x 1.00)/(1.4 x 4.5) = 0.175W SEE CALCULATIONS FOR p FACTOR WIND EXPOSURE C WIND SPEED 70 MAXIMUM HEIGHT 15 ft. WIND FACTOR = 17.36 psf MAXIMUM HEIGHT 20 ft. WIND FACTOR = 18.51 psf MAXIMUM HEIGHT 25 ft. WIND FACTOR = 19.49 psf SOIL BEARING PRESSURE = 1500 psf (Soils report per Sladden Engineering) 1997 UNIFORM BUILDING CODE / 2001 CALIFORNIA BUILDING CODE COMPANY PROJECT 6M,•I Ogf RF STRUCTURAL CONSULTANTS, INC. jjWood o r kSMay 18, 200410:33:20 ?r/'• 6ll V SC:: !;a;iik x'i:_...?U%': ht•:•.. I4A L e t, i`A't, °CS Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Load1 Type Distribution Magnitude Start End Location ift] Start End Pattern Load? Shear fv @d = 28 Dead Full Area 11 5.00(10.00 1341 INO Dead1341 lAnalysis Value iDesign Value 1341 FACTORS: F CD Live Shear fv @d = 28 Fv' = 76 fv/Fv' = 0.37 Total' 1341 Fb' = 1215 1341 1 Live DeflIn negligible Bearing: 1.00 1.00 Total Defl'n 0.35 = L/560 0.81 = L/240 Length 1.0 1.0 " Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion lAnalysis Value iDesign Value JAnal sis/Design FACTORS: F CD CM Ct CL CF CV Cfu Cr Shear fv @d = 28 Fv' = 76 fv/Fv' = 0.37 Bending(+) f.b = 539 Fb' = 1215 fb/Fb' = 0.44 1 Live DeflIn negligible E. = 1.6 million 1.00 1.00 Total Defl'n 0.35 = L/560 0.81 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCH Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 E. = 1.6 million 1.00 1.00 1 Bending(+): LCH 1 = D only, M = 5447 lbs -ft Shear : LCH 1 = D only, V = 1341, V@d = 1183 lbs Deflection: LCH 1 = D only EI=1115.29e06 1b-in2 Total Deflection = 1..50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (Ail LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ?i / ' R F STRUCTURAL CONSULTANTS. INC. /1 at"') O \ / \ / O Y C May 18. 200411:29:42 7-0 tt%, G rs:.>.,.Y:K;;=x ;.;1,.,.,,,to.J, jr(%8 Of ilA Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or p)f ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? Loadl Dead Full Area 15.00(10.00) Fb' = 1080 No Tributary Width (ft) MAXIMUM R ACTIONS lbs and BEARING LENGTHS (in): 0' 4'-3" Dead334 Analysis Value IDesiqn Value 334 Live fv @d = 13 Fv' = 76 fv/Fv' = 0.17 Total 334 Fb' = 1080 334 Bearing: negligible —Length 1.0 0.21 = L/240 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads: Lateral support: top= full. bottom= at supports, Load combinations: ICC -IBC: SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value IDesiqn Value Anal sis/Design Shear fv @d = 13 Fv' = 76 fv/Fv' = 0.17 Bending(+) fb = 154 Fb' = 1080 fb/Fb' = 0.14 Live Defl'n negligible Total Defl'n 0.01 = <L/999 0.21 = L/240 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 355 lbs -ft Shear : LC# 1 = D only, V = 334, V@d = 262 lbs Deflection: LC# 1 = D only EI= 122.O1eO6 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. pry COMPANY R F STRUCTURAL CONSULTANTS, INC. 1 ,Wood Works' Apr. 22 200416:30:09 Design Check Calculation Sheet Sizer 2002a LOADS: (Ibs, psf, or plf ) Load Type Distribution I Magnitude Location [ft] Start End Start End Pattern Load? [No L.oad4_.Re-d ._._._Pu !.Area__.-........._...15.09-(.1.0.!?Q1.*_..._...... - .. Bearing: *'Tributary wldtn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) N PROJECT 1b Id 02106 77680 22'-3" Dead 1852 1852 Li ve .FACTORS: F CD Shear Bending(} Live Defl'n Total Defl'n Total 1852 1852 Bearing: 1.00 1.000 1.00 0.983 1.00 1.00 1 Length 1.0 1.0 Ghulam -Simple, VG West.DF, 24F -V4, 5=4/8x43=4/2" Self Weight of 16.43 plf automatically included in loads: Lateral support: top= full, bottom= at supports: Load combinations: ICC -IBC: SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design .FACTORS: F CD Shear Bending(} Live Defl'n Total Defl'n fv @d = 36 fb = 794 negligible 0.73 = L/366 Fv' = 171 Fb' = 2122 1.11 = L/240 fv/Fv' = 0.21 fb/Fb' = 0.37 0.65 1.00 1.00 1.000 1.00 0.983 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 ADDITIONAL DATA: .FACTORS: F CD C.M. Ct CL CF CV Cfu. Cr LC$. Fb'+= 2400 0.90 1.00 1.00 1.000 1.00 0.983 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 -C,P _ --i7_ I .1j ID 1.111i - E' = 1.8 million 1.00 1.00 1 Be.rdJng1 LCfl 1 = D only, M = 10299 lbs -ft Shear LCii 1 = D only, V = 1852, V@d = 1664 lbs Deflection: LCA 1 = D only EI -1891.38e06 lb-.in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension). Fcp(comp'n). COMPANY PROJECT W J R F STRUCTURAL CONSULTANTS, INC. ` o o d o Y K C Apr. 22.200417:16:296 Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern Shear 530 Total Start End Start End Load? Load4 Live Full Area 20.00 '.,4.001 Bearing. No Load2 Dead Full Area 20.00 (4.00)* L/360 No Load3 Dead Full Area 15.00(10.00)* L/240 No 'Irioutaty vdIUL[-, tit) I MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 13'-3" 1 Dead 1623 Value 1623 Live 530 Shear 530 Total 2153 85 2153 Bending(+) fb = 706 Fb' = Bearing. fb/Fb' = 0.52 Live Defl'n 0.05 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x1'2" Self Weight of 15.02 plf automatically included in loads: Lateral support: top= full, bottom= at supports: Load. combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 44 Fv' = 85 fv/Fv' = 0.51 Bending(+) fb = 706 Fb' = 1350 fb/Fb' = 0.52 Live Defl'n 0.05 = <.L/999 0.44 = L/360 0.11 ?'c, Ldl Defi'n 0.28 = L/571 0.66 = L/240 0.92 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 F'v' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7133 lbs -ft Shear : LC# 2 = D+L, V = 2153, V@d = 1842 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (Ail LC's are listed in the Analysis output) LDESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. To specify your title block on these five lines, use the SETTINGS main menuselection, choose the Printing & Title Block tab, and ent your title block information. Title : Dggnr., Description Scope : Stc .,ei Beam Design .....:-:.::+.v.ti...+':......,.r.s+..r..n.:.n ._±.a.e.... ..wns.nv.'t-. .a-:rc.n.._:-.... ..._ u-....... .... ,_..... .-... ire."Criptioo BEAM #A TYP PURLIN STEEL BEAM Job .# Date: :: cFf? .... AIPRI ;4 Page 1 'j gr1•g ;; I ?fzr ; f1,tp ;; Calculations are designed to RISC 9th Edition.ASD and 1997 UBC Requirements~ Steel Section : W1 2X50 OK k -ft Fy 36.00ksi Slaf : Load C'15e Gc'verll '.tress Pinned -Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 It LL & ST Act Together Allowable Maximum Right Cant 0.00 ft 73.747 k -ft 114.261 k -ft Max. Deflection Lu : Unbraced Length 20.00 ft 13.690 ksi 21.211 ksi Length/DL Defl 1,120.8: 1 fb / Fb 0.645 : 1 Left Cant Deft 0.000in 0.000 D, 0.000 0.000 0.000 in Length/(DL+LL Defl) #1 #2 #3 #4 #5- #6 #7 DL 1.000 0.600 1.000 3.436 ksi k/ft LL 0.800 0.800 0.800 0.239 : 1 k/ft ST k Reaction @ Rt 15.50 k/ft Stat Location 2:500 17.500 k ft End Location 2.500 17.500 20.000 ft ,err Fys sgr k nam.. OK k -ft Max. M @ Left Slaf : Load C'15e Gc'verll '.tress k -ft Max. M @ Right These columns are Dead + Live Load placed as noted -->> k -ft DL LL LL+ST Actual Allowable Maximum Only Moment 73.747 k -ft 114.261 k -ft Max. Deflection -0.466 in fb : Bending Stress 13.690 ksi 21.211 ksi Length/DL Defl 1,120.8: 1 fb / Fb 0.645 : 1 Left Cant Deft 0.000in 0.000 0.000 0.000 0.000 0.000 in Length/(DL+LL Defl) 514.8: 1. Shear 15.499 k 64.948 k 0.000 in ...Query Defl @ 0.000 ft fv : Shear Stress 3.436 ksi 14.400 ksi 0.000 0.000 in fv ! Fv 0.239 : 1 15.50 15.50 Max. M - k -ft Max. M @ Left k -ft Max. M @ Right These columns are Dead + Live Load placed as noted -->> k -ft DL LL LL+ST LL LL+ST Maximum Only 0 Center Center 0 Cants Cants Max. M + 73.75 k -ft 33.75 73.75 Center Defl. -0.466 in k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 15.50 k 7.50 15.50 k Shear @ Right 15.50 k 7.50 15.50 k Center Defl. -0.466 in -0.214 ••0.466 -0.466 0.000 0.000 in Left Cant Deft 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Def! 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 15.50 7.50 15.50 15.50 k Reaction @ Rt 15.50 7.50 15.50 15.50 k Fa calc'd per 1.5-2, K'L/r > Cc I Beam, Major Axis, (102;000 . Cb I Fy)".5 <= UrT <_ (510,000' Cb / Fy)^:5 , Fb per 1.5-5a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / (I' d) >t P4 013E-If1 c v t 12 r 5' Depth 12.190 in Weight 49.93 #/ft r-xx y5.177 in Width 8.080in I-xx 394.00 in4 r-yy 1.957 in Web Thick 0.370 in 1-yy 56.30 in4 Rt 2.170 in Flange Thickness 0.640 in S-xx 64.643 in3 Area 14.70 in2 S -YY 13.936 in3 To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 2:40PM, 10 AUG 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 User: M.V-M04868. Ver 5.5.0, 25 -Sep -2001 Steel Beard Design Page 1 M1983-2001 EHERCALC Engineering Software Description BEAM #6, TYP STEEL PURLIN BEAM General Information Requirements Calculations are designed to AISC 9th Edition ASD and 1997 UBC Re g q Steel Section : W16X67 k -ft Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 27.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL & ST Act Together Shear @ Left 21.17 k Right Cant 0.00 ft Lu : Unbraced Length 27.50 ft 10.17 21.17 Distributed Loads k Center Defl. -0.690 in #1 #2 #3 #4 #5 #6 #7 DL 1.000 0.600 1.000 k/ft LL 0.800 0.800 0.800 k/ft ST 0.000 0.000 k/ft Start Location 2.500 25.000 ft End Location 2.500 25.000 27.500 ft 1 Using: W1 6X67 section. Span = 27.50ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = 27.50ft, LDF = 1.000 Actual _Allowable Moment 139.920 k -ft 147.571 k -ft fb : Bending Stress 14.370 ksi 15.156 ksi fb / Fb 0.948 : 1 Shear 21.170 k 92.885 k fv : Shear Stress 3.282 ksi 14.400 ksi fv / Fv 0.228 :1 Beam OK Static Load Case Governs Stress Max. Deflection -0.690 in Length/DL Defl 1,039.3 : 1 Length/(DL+LL Defl) 478.5 :1 Force & Stress Summary <- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Center @ Center 0 Cants 0 Cants Max. M + 139.92 k -ft 64.29 139.92 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 21.17 k 10.17 21.17 k Shear @ Right 21.17 k 10.17 21.17 k Center Defl. -0.690 in -0.318 -0.690 -0.690 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 21.17 10.17 21.17 21.17 k Reaction @ Rt 21.17 10.17 21.17 21.17 k Fa calc'd per 1.5-2, K'L/r > Cc I Beam, Major Axis, L/rT > (510,000Cb / Fy)^.5 , Fb per 1.5-6b I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb At / (I' d) I -Section Properties W1 6X67 Depth 16.330 in Weight 66.91 #/ft r-xx 6.959 in Width 10.235in I -XX 954.00 in4 r-yy 2.458 in Web Thick 0.395 in I -YY 119.00 in4 Rt 2.750 in Flange Thickness 0.665 in S-xx 116.840 in3 Area 19.70 in2 S -YY 23.254 in3 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. wi .....1'jPTicza+ BEAM #&TYP PURLIN STEEL BEAM Title : Dsgnr. Description Scope : Job # Date: _.._-t'r.:1. <: To specify your title -block_ on: Title:, .lob # these five lines, use the SETTINGS Dsgnr: Date: 5:36PM 221 ::YIN main menu selection_ choose the Description Printing & Title Block tab, and ent Scope your title block information. Steel Bt?arn Design Page 1 Y't kY,Y.R:nC1".W:,Flit'1:X '..k•:5'wk'.uF ..SYS ;.'. g 35i7A?2''+':x'A3 i i.'.X'1•G. .' A3e`1>4.`k4,T."Y =&' 3" .o`iA A'cTx ti. = "iat "L4iiEX. w'Y°;' .oS`+Z:: kLS±+.`.Y«:A i..ASPJ.".f`W.":'df;.i SSstw..:' :7e :4x^ui`-Y( tk,` i .".l R 1i)esc;ription BM. # 7 TYP. CANTILEVER BM AT FOUNTAIN #1 #2 Calculations are designed to RISC 9th Edition ASD and 1997 UBC Requirements. aw .<c< a t-' ' r c r ,.m. +7. .w. ,-a :- ,,.a.. J q.:.s- .cam r x c :rsu, nv . r .x:w+ u o.n ,tF. r wn x or.vrr..asu.> co. - .^.w a.•cs vu Steel Section- W12X50 Short Term -0.22 Fy 36.00ksi 13.500 Allowable Pinned -Pinned Load Duration Factor 1.00 Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together fb / Fb Right Cant 3.00 ft k Center Defl. -0.4341n Lu : Unbraced Length 18.00 ft Length/(DL+LL Defl) 296.8: 1 0.215 #1 #2 Dead Load 7.500 7.500 Live Load 8.000 8.000 Short Term -0.22 Location 5.500 13.500 #3 #4 #5 #6 #7 .Ji '-t.iir Max. M @ Right -0.22 -0.22 Actual Allowable k Moment 82.144 k -ft 116.358 k -ft Max Deflection -0.434 in fb : Bending Stress k 21.600 ksi Length/DL Defl 600.3 :1 fb / Fb 0.706 :1 8.38 k Center Defl. -0.4341n -0.215 -0.434 Length/(DL+LL Defl) 296.8: 1 0.215 ft Beare OK 1:RtiC i..uad Cae Governs Stress Shear 16.823 k 64.948 k fv : Shear Stress 3.730 ksi 14.400 ksi fv / Fv 0.259 :1 F t7rce & f rd S ..firltt'4'd lca+ i .. .....9.r,. ,. ,d':n:Xt.-!f'.: n....<, ..su. Y.:. s. v: ,,x...fw:.t zR.ri,•rkr4r:.¢Sr•:v'. x ,c.. Aii3s::tr_t .. .szs?yrG .Nim.,... •. a.-uy.-k:'a r..cv.P a1;.L•fset_.r.s.vs. :.r;ut wr+_krv4Yettvrasvu+et .a. ::'r'.t,-:euav'tu..r.M:_ay..umwti'.Wtc+ls,'} <- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only L5 Center 0 Center Cants 0 Cants Max. M + 82.14 k -ft 40.60 82.14 40.60 k -ft Max. M - -0.22 -0.22 -0.22 k -ft Max. M @ Left •: ;i.. ':':..^.:i:; . .: l; .'f l+::'... :;.i f '7 e;-; i.. 1=. .Ji '-t.iir Max. M @ Right -0.22 -0.22 Actual Allowable k -ft Moment 82.144 k -ft 116.358 k -ft Max Deflection -0.434 in fb : Bending Stress 15.249 ksi 21.600 ksi Length/DL Defl 600.3 :1 fb / Fb 0.706 :1 8.38 k Center Defl. -0.4341n -0.215 -0.434 Length/(DL+LL Defl) 296.8: 1 Shear 16.823 k 64.948 k fv : Shear Stress 3.730 ksi 14.400 ksi fv / Fv 0.259 :1 F t7rce & f rd S ..firltt'4'd lca+ i .. .....9.r,. ,. ,d':n:Xt.-!f'.: n....<, ..su. Y.:. s. v: ,,x...fw:.t zR.ri,•rkr4r:.¢Sr•:v'. x ,c.. Aii3s::tr_t .. .szs?yrG .Nim.,... •. a.-uy.-k:'a r..cv.P a1;.L•fset_.r.s.vs. :.r;ut wr+_krv4Yettvrasvu+et .a. ::'r'.t,-:euav'tu..r.M:_ay..umwti'.Wtc+ls,'} <- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only L5 Center 0 Center Cants 0 Cants Max. M + 82.14 k -ft 40.60 82.14 40.60 k -ft Max. M - -0.22 -0.22 -0.22 k -ft Max. M @ Left k -ft Max. M @ Right -0.22 -0.22 -0.22 k -ft Shear.@.Left 15.08k 7.52 15.08 7.52 k Shear @ Right 16.82 k 8.38 16.82 8.38 k Center Defl. -0.4341n -0.215 -0.434 -0.434 0.215 =0.215 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.243 in 0.120 0.243 0.243 0.120 0.120 in ...Query Defl @ 0.000 ft 0.000 0:000 0.000 0.000' 0.000 in Reaction @ Left 15.08 7.52 15.08 15.08 7.52 7.52 k Reaction @ Rt 16.97 8.53 16.97 16.97 8.53 8.53 k Fa calc'd per 1.5-2, K*L/r> Cc I Beam, Major Axis, (102,000' Cb / Fy)".5 <= UrT <= (510,000' Cb! Fy)".5 , Fb per 1.5-6a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af /'(1 d) Sectioi, i` 3 sAt'iai:.4 tr .12X50 . .tir. .m.+5.i4...i .iaW... iwt .I.K. _c..[,r .?.a/:+.•...«ew au.xfi n. FY+✓.+..SfiAX.ZSr1t .3S.....J.r h -JW..+.... Depth < 12.190 in Weight .3 -..-.::..-.Ls a4i%Y?.+6;-x:...e]NYJa.S. .? ......ma.+.:a.....}1:as N+.-..Fr.n;sn 49.93 #/ft r-xx s.'+ He.c-r+bu 5...lda...'W.... '.,.y t.. 5.177 in Width 8.080in I-xx 394.00 in4 r-yy 1.957 in Web Thick 0.370 in I -YY 56.30 in4 Rt 2.170 in Flange Thickness 0.640 in S-xx 64.643 in3 Area 14.70 in2 S -YY 13.936 in3 To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 5:42N.1. 22 r,PR t -j main menu selection, choose the Description Printing & Title Block tab, and ent scope your title block information. Page 1 Steel Beam Design 7. L^5. Y• = :4n :.c AE=&Y4.x"'wiA-91rAA'.4WA;" ot.:0 AW*f'•'tr "kf K'CKAMa Sf ."'.5 ±T^}R)32rTl@'rt:W..;-Rk':V, x ?, T'3'1`7W47Y^:::.-'9Z. SeScr;t:liota BM. # 8 TYP. BEAM AT DRIVE WAY „ e ferab I;for c f} teFE➢ci ( Calculations are -designed to RISC 9th Edition ASD and 1997 UBC Requirements y k` 'x d.'+. ,1 df•'+sefiN'vE: T".iL "rt ie' .' 4•m.' +AF`RRASR+INaFA9RCGkF..6.A:r. .._ <.tx5wwa.. :a11+vT:4E ^As Y+i.'i [iy1M[ru. .. :5a• ei'+.;stSaS'i Steel Section : W16X77 }, ava* Fy 36.00ksi wr-r-- Weight ».m w wwo •n 3 .," r z nr-.r- ..✓rc. .. _ , 76.77 #/ft r-xx 7.008 in Pinned -Pinned Load Duration Factor 1.00 Center Span 23.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together 31.90k Right Cant 0.00 ft Area 22.60 in2 Lu : Unbraced Length 18.00 ft 40.40 k 20.23 40.40 k #1 #2 #3 #4 #5 #6 #7 Dead Load 11.500 11.500 11.500 k Live Load 12.000 12.000 12.000 k Short Term 0.000 in Right Cant DO k Location 5.000 13.500 21.000 ft F11: r'-;ttqy :1I# .^•+l@. ta f`;< , 18 ':.'tt. i.DF Actual Allowable Moment 223.504 k -ft 241.889 k -ft fb : Bending Stress 19.958 ksi 21.600 ksi fb / Fb 0.924 : 1 Shear 40.402 k 108.239 k fv : Shear Stress 5.375 ksi 14.400 ksi fv / Fv 0.373 : 1 Stearn OK :.' UvOc. I.,o d Ca : Gove.rns Strep:; Max. Deflection -0.658 in Length/DL DO 853.0 :1 Length/(DL+LL Defl) 428.3 : 1 5 , , ..9 . .. ,. N.'•' xe`;.lwe ...,,.. 4eni; .w.r". 3 :ayyRy>_ •.vwm3>reiwc' 1 rAi aafw.<mreAnew.,m ae k'fl. .Ataas[sraWn...aa as . w,r aravfr. lex+ eP,x arS L-»'ac7v V These columns are Dead + i4 Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only 0 Center 0 Center Cants Cants Max. M + 223.50 k -ft 112.02 223.50 k -ft Max. M - ( k -ft Max. M @ Left }, ava* Depth ro..ws 16.520 in wr-r-- Weight ».m w wwo •n 3 .," r z nr-.r- ..✓rc. .. _ , 76.77 #/ft r-xx 7.008 in k -ft Max. M @ Right I-xx 1,110.00 in4 r-yy 2.471 in Web Thick 0.455 in I-yy k -ft Shear.@.Left 31.90k 16.07 31.90 Area 22.60 in2 k Shear @ Right 40.40 k 20.23 40.40 k Center Defl. -0.658 in -0.331 -0.658 -0.658 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant DO 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query DO @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 31.90 16.07 31.90 31.90 k Reaction @ Rt 40.40 20.23 40.40 40.40 k Fa calc'd per 1.5-2, K'Ur > Cc I Beam,, Major Axis, (102,000' Cb / Fy)^.5 <= UrT <_ (510,000' Cb / Fy)^.5 Fb per 1.5-6a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / (I' d) ( A -+r.r •u }, ava* Depth ro..ws 16.520 in wr-r-- Weight ».m w wwo •n 3 .," r z nr-.r- ..✓rc. .. _ , 76.77 #/ft r-xx 7.008 in Width 10.295in I-xx 1,110.00 in4 r-yy 2.471 in Web Thick 0.455 in I-yy 138.00 in4 Rt 2.770 in Flange Thickness 0.760 in S-xx 134.383 in3 Area 22.60 in2 S-yy 26.809 in3 To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: <??P;; s, 'R Description main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. F r'y Page 1 1r,�'�?RI� ri -.. « YAnR. t.o_.u.esti':'y4T:h7LSLY�Yhza$3k4'�.°.�C.�`x.Yui'A`:€37isY�'a'E3Y751��ay.GC�f�iii�'6�;N�9 H::�l1 Ytu'rS!iiNTd.+�%id`.S1 GMir3rv':"'�i�STP'1'i'A"�1¢.'ilGt�aiiR2�F5;4.aYiiR.Si3i"�C�c'S�•�7A'�...�IR.'4A:E ci9lFriet% BM. # 9 TYP. BEAM AT GUARD HOUSE Calculations are designed to RISC 9th Edition ASD and 1997 UBC Requirements it .. 5 .. %LP F' r3 K 4 � hTRt4Ti-ai�.rtWAS.i^"aL itV`'gY'tr! .uWN�aYl1k"W v�b:91 TK.+M Y: Y[flMiM,9Y•]S YAlibF�Wtk{. J9 Steel Section . W16X77 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 15.00 ft #1 #2 #3 #4 Dead Load 11.500 11.500 Live Load 12.000 12.000 Short Term Location 3.500 11.000 7'? 5e^tir; 3Pawi 1 -15.!10 ft. Fv = 36 Ok ry Actual Allowable Moment 92.545 k -ft 241.889 k -ft fb : Bending Stress 8.264 ksi 21.600 ksi fb / Fb 0.383 : 1 Shear 24.859 k 108.239 k fv : Shear Stress 3.307 ksi 14.400 ksi fv / Fv 0.230 : 1 #5 #6 #7 k k k ft Static Max. Deflection -0.125 in Length/DL Defl 2.888.0 :1 Length/(DL+LL Defl) 1,445.5 :1 . .: . �. .:.. -.. � ,n - - .!. . 'r.... a..:x .:. .. ..w .v:.....y :ti: _ .:": :. lk: a':K^.t••lGlrk':':;YfCM.-.fl.i W.._. Y.�'.e. .r.Xi. .. 'l.isf:.fi... iFr1 ...T a�%I;`i,4's!.'R54k...iYiM «_.. These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Center Center 0 Cants 0 Cants Max. M + 92.55 k -ft 46.15 92.55 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 24.86 k 12.46 24.86 k Shear @ Right 23.29 k 11.69 23.29 k Center Defl. -0.125 in -0.062 -0.125 -0.125 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 24.86 12.45 24.86 24.86 k Reaction @ Rt 23.29 11.69 23.29 23.29 k Fa calc'd per 1.5-2, K'L/r > Cc I Beam, Major Axis, (102,000' Cb / Fy)^.5 <= L/rT <= (510,000' Cb / Fy)^.5 , Fb per 1.6-6a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / (I * d) !.,'V 15 X '7 7 +3 � ✓i lis xP-.¢.rri c+rG' hVd 3°aw ftl. 't i+ msrnA... !rW Sw xriW.. -a+� wv -a. .r. � ay i, ,c. wt xt-. sryr-? .oqr Depth 16.520 in Weight 76.77 #/ft r-xx 7.008 in Width 10.295in I-xx 1,110.00 in4 r-yy 2.471 in Web Thick 0.455 in I -YY 138.00 in4 Rt 2.770 in Flange Thickness 0.760 in S-xx 134.383 in3 Area 22.60 in2 S -YY 26.809 in3 To specify your title block on Title : .lob # these five lines, use the SETTINGS Dsgnr: Date: :i: 'FM 22 APR _,.a.. main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Steen I"T3 Design Page 1 s;isC•4.d a '+Etdsc; i_i'£:;:ninw rr_,i'::.;, - :s :.xecy. , rsc rs ax : ::,.anttc - :....3: a€xz . uw.r^ .u. .a . aes wr :a ax.,a !e; ; .w €aar a r saam... :a- esas s asrn. ., :•: Description BM. # 10 TYP PURLIN BM AT WALK THRU GATE GF€-tr`ra?, infvclYwlen 12.340 in Calculations are designed to AISC 9th -Edition ASD and 1997 UBC Requirements Steel Section : W1 2X30 Width Fy 36..OOksi 238.00 in4 r-yy 1.520 in Web Thick Pinned -Pinned Load Duration Factor 1.00 Center Span 12.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Shear @ Left 8.58 k Right Cant 0.00 ft Lu : Unbraced Length 12.00 ft 3.78 8.58 >.r r Center Defl. -0.097 in .e•..,. . s > '-' -' #1 ,..,w #2 z' 3s ,er ,,,= a. icw a .r ¢r ,aw. ,:ra Y.u x ran u x ..0 -usv #3 #4 #5 #6 aa r a :s,rsb aw e % #7 DL 0.600 Left Cant Defl 0.000in 0.000 k/ ft LL 0.800 0.000 0.000 in k/ft ST 0.000 0.000 k/ft Start Location ...Query Defl @ 0.000 ft 0.000 ft End Location 12.000 0.000 0.000 in ft rY L=;;:,.,:; , ... in: ;;-f- ir;rr•^i i.:.- - ;)!tt,i •:r:.. . !:rw Actual Allowable Moment 25.737 k -ft 62.275 k -ft fb : Bending Stress 8.007 ksi 19.373 ksi fb / Fb 0.413 : 1 Shear 8.579 k 46.201 k fv : Shear Stress 2.674 ksi 14.400 ksi fv / Fv 0.186 : 1 Ream Ol'ri Stan(, Load Case Governs Strw;s Max. Deflection -0.097 in Length/DL Defl 3,382.2 :1 Lengthi(DL+LL Defl) 1.489.9 : 1 Force a. Syn-l32tti- t „ ..,.. .. - ... ..x .3 , . . r, , ...r-, w.. v.+,.a..-s.,.•a. ......... ,r..v,. . ,..a ,r....r .. ..v. _ uw.m . ....v s za«,+tc.. sz.,, . •..a, 7x n s.. ...✓.. .saas...wwraa nn..,c.r . ..,. s r,,.1. ,x4 <- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only 0 Center 9D Center 0 Cants Cants Max. M + 25.74 k -ft 11.34 25.74 k -ft Max. M - 12.340 in Weight 29.86 #/ft r-xx 5:203 in Width k -ft Max. M @ Left 238.00 in4 r-yy 1.520 in Web Thick 0.260 in 1-yy k -ft Max. M @ Right 0.440 in S-xx 38.574 in3 Area k -ft Shear @ Left 8.58 k 3.78 8.58 k Shear @ Right 8.58 k 3.78 8.58 k Center Defl. -0.097 in -0.043 -0.097 -0.097 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.58 3.78 8.58 8.58 k Reaction @ Rt 8.58 3.78 8.58 8.58 k Fa calc'd per 1.6-2, K'Ur > Cc I Beam, Major Axis, (102,000' Cb ! Fy)^.5 <= UrT <= (510,000' Cb ! Fy)".5 , Fb per 1.5-6a I Beam, Major Axis, Fb using 1.6-7 Governs, Fb = 12,000 Cb Af / (Id) S::;f.;Non Pr'ofjef+ies VV 1 1X130 1sl Depth 12.340 in Weight 29.86 #/ft r-xx 5:203 in Width 6.520in I -XX 238.00 in4 r-yy 1.520 in Web Thick 0.260 in 1-yy 20.30 in4. Rt 1.730 in Flange Thickness 0.440 in S-xx 38.574 in3 Area 8.79 in2 S -YY 6.227 in3 To.sp cify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Osgnr: Qescription Scope: Ste---! Butt':) Design Description BM. # 11 TYP BM AT WALK THRU GATE Job # Date: 6:03PM. 22 APR +:+4 Page 1 Gorier pu infor ii' atior; Calculations are designed to RISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X50 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 5.00 ft Right Cant 5.00 ft Lu : Unbraced Length 18.00 ft Dead Load 4.000 Live Load 4.750 Short Term Location 10.000 LL & ST Act Together JAvueYi:.41V;i�a.:`R:::.ii: +:x.....vw.'+icii:.YSV.:etv�,_2K.:�;.�'+ris.:ei�.�Ssai-..Laaf':4+m:a".Y-�.w,:SAS(D'e:ra.�L:+b'Y.,Fw✓.l'iil:AA'::.::ao'.:z #3 #4 #5 #6 #7 R k k ft Beare OK Static Load Case Governs Stress l "1•:L: ."X":'� -0.079 -0.165 F." .i}\::1. Left i...:nt. Or --F:. `r 41, [ v:nt. -0.079 -0.079 in r{'t .�iriid��:'r�'=`lr'?r':::,�`. U.1 0.131 <- These columns are Dead + Live Load placed as noted --» 0.063 in Right Cant Defl 0.145 in DL Actual Allowable LL+ST ...Query Deft @ 0.000 ft Moment 40.071 k -ft 116.358 k -ft Max. Deflection -0.165 in fb : Bending Stress 7.439 ksi 21.600 ksi Length/DL Defl 1,747.0 :1 Max. M - fb / Fb 0.344 : 1 -0.62 -0.62 k -ft Max. M @ Left -0.62 -0.62 Length/(DL+LL Defl) 825.7: 1 Shear * d) 5.310 k 64.948 k -0.62 k -ft fv : Shear Stress 1.177 ksi 14.400 ksi 2.23 k Shear @ Right fv / Fv 0.082 : 1 5.31 2.67 k �-'v t•'r' (':4 Y. f't ess SttiXn'Yv.YnF -0.079 -0.165 -0.165 -0.079 -0.079 in Left Cant Defl 0.131 in 0.063 0.131 0.131 <- These columns are Dead + Live Load placed as noted --» 0.063 in Right Cant Defl 0.145 in DL LL LL+ST LL LL+ST ...Query Deft @ 0.000 ft Maximum Only 0 Center 0 Center 0 Cants 0 Cants Max. M + 40.07 k -ft 19.06 40.07 19.06 k -ft Max. M - 2.92 -0.62 -0.62 -0.62 k -ft Max. M @ Left -0.62 -0.62 -0.62 k -ft Max. M @ Right * d) -0.62 -0.62 -0.62 k -ft Shear @ Left 4.34 k 2.23 4.34 2.23 k Shear @ Right 5.31 k 2.67 5.31 2.67 k Center Defl. -0.165 in -0.079 -0.165 -0.165 -0.079 -0.079 in Left Cant Defl 0.131 in 0.063 0.131 0.131 0.063 0.063 in Right Cant Defl 0.145 in 0.069 0.145 0.145 0.069 0.069 in ...Query Deft @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.59 2.48 4.59 4.59 2.48 2.48 k Reaction @ Rt 5.56 2.92 5.56 5.56 2.92 2:92 k Fa calc'd per 1.5-2, K*Ur > Cc I. Beam, Major Axis, (102,000 • Cb / Fy)^.5.<= UrT <= (510,000 * Cb! Fy)^.5 , Fb per 1.5-6a I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / (I * d) W,, 2 X 5 v.,iT,:,,....,.�..,du sire+a,.r-�,Fz%�..�.e,�.ans,rrk..aaw.r.:•7.estr.�•a:as.::.,,»t.a_rw�..,t,,,...,u:,3..z:a5re..s:r�=.a.:..w.ms.�:an �•-,€ww:a.:.•;.€.w:.a.-.w.-as.:su-... <+::.ewxss:�e wtiwc.....:a'ua::,..ar.a.t.:,.a;tu;:v�xmu- Depth 12.190 in Weight 49.93 #/ft r-xx 5.177 in Width 8.080in I-xx 394.00 in4 r-.yy 1.957 in Web Thick 0.370 in I -YY 56.30 in4 Rt 2.170 in Flange Thickness 0.640 in S-xx 64.643 in3 Area 14.70 in2 S-yy 13.936 in3 COMPANY PROJECT ex- ?-iri 21llfoodVl/o rks R F STRUCTURAL CONSULTANTS, INC. Tp. 615t@May 18. 2004 10:34:01 Y e IA6 CL Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude location (ft] Pattern 731 fv @d = 33 Total 1585 1585 Start End Start End Load? Loadl Dead Full Area 10.00 (9.00)+ Length No 1.0 0.35 = L/560 Load2 Live Full Area 10.00 (9.00)* No Dead 853 853 Anal sis/Desi n Live 731 731 fv @d = 33 Total 1585 1585 fb = 637 Fb' = 1350 fb/Fb' = 0.47 Bearing. 0.13 = <L/999 0.54 - L/360 0.23 Length 1.0 1.0 0.35 = L/560 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads: Lateral support: top= full, bottom= at supports, Load combinations: ICC -IBC: SECTIONvs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion lAnalysis Value Desi n Value Anal sis/Desi n Shear fv @d = 33 Fv' = 85 fv/Fv' = 0.39 Bending(+) fb = 637 Fb' = 1350 fb/Fb' = 0.47 Live Defl'n 0.13 = <L/999 0.54 - L/360 0.23 Total Defl'n 0.35 = L/560 0.81 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCH Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' - 1.6 million 1.00 1.00 2 Bending(+): LCH 2 = D+L, M = 6437 lbs -ft Shear : LCH 2 = D+L, V = 1585, V@d = 1398 lbs Deflection: LCH 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT tg1gf 13 WoodWorks R F STRUCTURAL CONSULTANTS. INC. y U, -; May 18, 200410:37:23 ' l PwAMSCJ /tf/^ eq Rpwnl Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) 'Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 22'-3" Load Type Distribution Magnitude Location (ft) Pattern I 13351 1335 fv/Fv' = 0.26 Bending(+) rota! 2873 Start End Start End Load? Bearing: 0.26 - <L/999 0.74= L/360 0.34 Dead Full Area 10.00(12.00)* 0.70 = L/383 No 0.63 Length IlLoadl Load2 Live Full Area 10.00(12.00)* No 'Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 22'-3" Glulam-Simple, VG West.DF, 24F -V4, 5-1!8x15" Self Weight of 18.26 plf automatically included in loads: Lateral support: top= full. bottom= at supports: Load combinations: ICC -IBC: SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Dead 1.538 1538 Live I 13351 1335 fv/Fv' = 0.26 Bending(+) rota! 2873 2873 Bearing: 0.26 - <L/999 0.74= L/360 0.34 Total Defl'n 0.70 = L/383 1.11 = L/240 0.63 Length 1.0 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1!8x15" Self Weight of 18.26 plf automatically included in loads: Lateral support: top= full. bottom= at supports: Load combinations: ICC -IBC: SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion lAnalysis Value IDesign Value Analysis/Desi n Shear fv @d = 50 Fv' = 190 fv/Fv' = 0.26 Bending(+) fb = 998 Fb'= 2333 fb/Fb' = 0.43 Live Defl'n 0.26 - <L/999 0.74= L/360 0.34 Total Defl'n 0.70 = L/383 1.11 = L/240 0.63 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 .1.00 1.00 1.00 1.000 1.00 0.972 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 15982 lbs -ft Shear : LC# 2 = D+L, V = 2873, V@d = 2550 lbs Deflection: LC# 2 = D+L EI=2594.49e06 lb-in2 Total Deflection = 1.50('Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension). Fcp(comp'n). .Z' LArcllk- '? P( 95+ 9 c Z' l ` os So of /PC -- 41 1 -3 1ST ,o To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 11:49AM. 24 AUG 04 Description main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 User: Kw -0604868. Ver 5.5.0. 25 -Sep -2001 Steel Column Page 1 X)1983-2001 ENERCALC Engineering Software Description typ. steel column General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P12XS Fy 36.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 20.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 20.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 20.000 ft Kyy 2.000 Loads Axial Load... Dead Load 8.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 8.00 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 3.550 k 2.0.000 ft Along X -X ( y moments) k ft M Summary N Section : P12XS, Height = 20.00ft, Axial Loads: DL = Unbraced Lengths: X -X = 20.00ft, Y -Y = 20.00ft Combined Stress Ratios Dead Column Design OK 8.00, LL = 8.00, ST = 0.00k, Ecc. = 0.000in Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0359 0.0359 XX Axis ; Fa calc'd per 1.5-1, K*Lir < Cc YY Axis : Fa calc'd Der 1.5-1. K'L lr < Cc 0.0718 0.5288 Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 11.60 ksi 11.60 ksi 11.60 ksi 15.43 ksi fa : Actual 0.42 ksi 0.42 ksi 0.83 ksi 0.83 ksi Fb:xx : Allow [F3.1 ] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 15.00 ksi Fb:yy : Allow [F3.1 ] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 12,220 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 12,220 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 16,253 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey DL+LL+ST 16,25,3 si` Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection 1.558 in at 20.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft ® To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 3:44AM, 26 APR 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 Pole Embedment in Soil Page 1 KW -06 User: 4868. Ver 5.5.0, 25 -Sep -2001 (c)1983-2001 ENERCALC Engineering Software Description footing at cant. Steel columns General Information Allow Passive 350.00 pcf Applied Loads... Max Passive 1,500.00 psf Point Load 1,735.00 lbs Load duration factor 1.330 distance from base 20.000 ft Pole is Rectangular Width 48.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft Moments @ Surface... Point load 34,700.00 ft-# Total Moment 34,700.00 ft-# Distributed load 0.00 Total Lateral 1,735.00 lbs Without Surface Restraint... Required Depth 4.985 ft Press @ 1/3 Embed... Actual 775.83 psf Allowable 773.53 psf To specify your title block on Title : these five lines, use the SETTINGS Dsgnr: Description main menu selection, choose the 0.50 ft Printing & Title Block tab, and ent Scope: your title block information. 6.00 in Job # Date: 3:48AM, 26 APR 04 Rev: 550100 Page 1 Use.' r: KW -0604868. Ver 5.5.0.25 -Sep -2001 Cantilevered Retaining Wall Design (c)1983.2001 ENERCALC Engineering Software Description retaining wall, 4'-0" high Criteria = 35.0 Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf Design Summa Total Bearing Load = 1,098 lbs ...resultant ecc. = 4.59 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore = for passive pressure = 0.00 in Stem Construction T Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Allowable fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual fta# = Moment..... Allowable = Shear..... Actual psi = Shear.....Allowable psi = Soil Pressure @ Toe = 1,185 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,475 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.5 psi OK Footing Shear @ Heel = 6.8 psi OK Allowable = 93.1 psi Wall Stability Ratios 0.00 ft Overturning = 1.93 OK Sliding = 1.65 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 437.5 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = - 329.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 1,475 0 psf Mu': Upward = 517 0 ft-# Mu': Downward = 121 353 ft_k Mu: Design = 397 353 ft-# Actual 1 -Way Shear = 6.54 6.76 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in= Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data p Stem Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min: As % = 0.0014 Toe Width = 0.75 ft Heel Width = 1.25 Total Footing Width = 2.W Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.412 280.0 373.3 905.4 4.9 19.4 20.00 6.00 84.0 5.25 fm psi= 1,500 Fs psi = 20,000 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 = Normal 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: No key defined Cover @ Top = 3.00 in @ Btm.= 3.00 in To specify your title block on Title: .lob # these five lines, use the SETTINGS Dsgnr: Date: 3:48AM, 26 APR 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 4'-0" high Summa of Overturnin-9 & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft # lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 256.7 1.71 438.5 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem.Above Soil = SeismicLoad = Total = 437.5 O.T.M. = 729.2 Resisting/Overturning Ratio = 1.93 Vertical Loads used for Soil Pressure = 1,097.8 lbs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 41.3 0.38 Surcharge Over Toe = Stem Weight(s) = 378.0 1.08 Earth @ Stem Transitions = Footing Weight = 300.0 1.00 Key Weight Vert. Component = 121.9 2.00 Total = 1,097.8 lbs R.M.= 15.5 409.5 300.0 243.9 1,407.3 To specify your title block on Title: these five lines, use the SETTINGS Dsgnr: main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Job # Date: 3:54AM, 26 APR 04 User: KW -0604868. Ver 5.5.0. 25 -Sep -2001 Cantilevered Retaining Wall Design Page 1 (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 8'-0" high Criteria 1,383 psf OK Retained Height = 8.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = , 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary UMM Total Bearing Load = 3,637 lbs ...resultant ecc. = 5.23 in Soil Pressure @ Toe = 1,383 psf OK Soil Pressure @ Heel = 329 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,618 psf .ACI Factored @ Heel = 385 psf Footing Shear @ Toe = 18.5 psi OK Footing Shear @ Heel = 27.8 psi OK Allowable = 85.0 psi Wall Stability Ratios 12.00 in Overturning = 2.44 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,417.5 lbs less 100% Passive Force = - 1,093.8 lbs less 100% Friction Force = - 1,091.1 lbs Soil Data = 0.0 lbs OK Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft Footing Strengths & Dimensions fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 1.75 It Heel Width = 2.50 Total Footing Width= -2-6- Added Force Req'd = 0.0 lbs OK Fs psi = 20,000 Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Yes Footing Design Results Special Inspection = No No Key Width = 12.00 in Soil height to ignore 25.78 Key Depth 12.00 in for passive pressure = 0.00 in Factored Pressure = Key Distance from Toe - 1.75 ft Equiv. Solid Thick. in= 7.60 11.62 Mu': Upward = Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem 2nd Mu': Downward = 574 3,215 ft-# Stem OK Stem OK Mu: Design = Design height ft= 2.50 0.00 Actual 1 -Way Shear = Wall Material Above "Ht" = Masonry Masonry Allow 1 -Way Shear = Thickness = 8.00 12.00 Toe Reinforcing = Rebar Size = # 5 # 5 None Spec'd Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.917 0.912 Total Force @ Section lbs = 529.4 1,120.0 Moment.... Actual ft-# = 970.5 2,986.7 Moment..... Allowable ft-#= 1,058.0 3,274.4 Shear..... Actual psi = 9.5 11.8 Shear..... Allowable psi = 19.4 19.4 Bar Develop ABOVE Ht. in = 25.00 25.00 Bar Lap/Hook BELOW Ht. in = 25.00 6.00 Wall Weight psf= 84.0 133.0 Rebar Depth 'd' in = 5.25 9.00 Masonry Data -- I'm psi= 1500 1500 Added Force Req'd = 0.0 lbs OK Fs psi = 20,000 20,000 ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = Yes Yes Footing Design Results Special Inspection = No No Modular Ratio'n' = 25.78 25.78 Toe Heel Short Term Factor = 1.000 1.000, Factored Pressure = 1,618 385 psf Equiv. Solid Thick. in= 7.60 11.62 Mu': Upward = 2,850 0 ft-# Masonry Block Type = Normal Weight Mu': Downward = 574 3,215 ft-# Concrete Data Mu: Design = 2,276 3,215 ft-# fc psi = Actual 1 -Way Shear = 18.48 27.79 psi Fy psi= Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel Reinforcing = None Spec'd Heel: #4@ 14.25 in, #5@ 22.00 in, #6@ 31.25 in, #7@ 42.50 in, #8@ 48.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: Not req'd, Mu < S ' Fr To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 3:54AM, 26 APR 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 User: 550100 4868. Ver 5.5.0. 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (0) 1983-2001 ENERCALC Engineering Software Description retaining wall, 8'-0" high Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# meel Active Pressure = 1,41 /.b J.uu 4,ZOZ.0 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total 1,417.5 O.T.M. = 4,252.5 Resisting/Overturning Ratio = 2.44 Vertical Loads used for Soil Pressure = 3,637.0 lbs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 1,320.0 3.50 4,620.0 0.00 96.3 0.88 84.2 836.5 2.15 1,798.1 201.7 2.58 521.0 637.5 2.13 1,354.7 150.0 2.25 337.5 395.1 4.25 1,679.0 3,637.0 lbs R.M.= 10,394.5 To specify your title block on Title : these five lines, use the SETTINGS Dsgnr: main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. 6.00 in Job # Date: 4:04AM, 26 APR 04 User: KW -0804868. Ver 5.5.0. 25 -Sep -2001 Cantilevered Retaining Wall Design Page 1 (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 13'-0" high Criteria = 1,447 psf OK Retained Height = 13.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 9,468 lbs ...resultant ecc. = 2.86 in i Soil Data = 1,447 psf OK Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore = 85.0 psi for passive pressure = 0.00 in Soil Pressure @ Toe = 1,447 psf OK Soil Pressure @ Heel = 996 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,720 psf ACI Factored @ Heel = 1,184 psf Footing Shear @ Toe = 42.1 psi OK Footing Shear @ Heel = 84.6 psi OK Allowable = 85.0 psi Wall Stability Ratios = Overturning = 3.15 OK Sliding = 1.51 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3,430.0 lbs less 100% Passive Force = - 2,352.8 lbs less 100% Friction Force = - 2,840.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results psf= Toe Heel Factored Pressure = 1,720 1,184 psf Mu': Upward = 10,510 0 ft_# Mu': Downward = 1,843 18,695 ft-# Mu: Design = 8,667 18,695 ft-# Actual 1 -Way Shear = 42.06 84.61 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction I T Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Key Depth = 26.00 in fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable ft-#= Shear..... Actual psi = Shear..... Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data -- P Stem Stem 0 7.5 Mason 8.0 16.0 Edg Footing Strengths & Dimensions ry 0 fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 3.25 ft Heel Width = 4.50 Total Footing Width = 7.i5- Footing Thickness = 12.00 in Key Width = 16.00 in Key Depth = 26.00 in Key Distance from Toe = 3.25 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 2nd 3rd 25.00 K Stem OK Stem OK 84.0 0 5.50 0.00 175.0 Masonry Masonry 9.00 12.00 16.00 psi = 5 # 5 # 6 0 16.00 8.00 e Edge Edge 0.917 0.960 0.943 529.4 984.4 2,957.5 970.5 2,460.9 12,815.8 1,058.0 2,563.0 13,584.4 9.5 10.0 21.6 19.4 19.4 38.7 25.00 25.00 36.00 25.00 25.00 6.00 84.0 133.0 175.0 5.25 9.00 13.00 fm psi= 1,500 Fs psi = 20,000 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 = Normal Weight Concrete' Data fc psi = Fy psi = 1,500 1,500 20,000 24,000 Yes Yes No Yes 25.78 25.78 1.000 1.000 11.62 15.62 Other Acceptable Sizes & Spacings Toe: #4@ 5.25 in, #5@ 8.00 in, #6@ 11.50 in, #7@ 15.50 in, #8@ 20.50 in, #9@ 25. Heel: #4@ 3.25 in, #5@ 4.75 in, #6@ 6.75 in, #7@ 9.25 in, #8@ 12.00 in, #9@ 15.25 Key: #4@ 11.00 in, #5@ 17.25 in, #6@ 24. W Cv (D ccowmp 046 CITY OF LA QUINTA BUILDING & SAFETY D,PT. APPROVED FOR CONSTRUCTION DAM: To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 4:04AM, 26 APR 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 User: KW -0604868. Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 13'-0" high Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# heel Active Pressure = 3,430.0 4.57 16,006.7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 3,430.0 O.T.M. = 16,006.7 Resisting/Overturning Ratio = 3.15 Vertical Loads used for Soil Pressure = 9,468.0 lbs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 4,528.3 6.17 27,924.7 0.00 178.8 1.63 290.5 1,732.5 3.79 6,573.3 476.7 4.28 2,038.1 1,162.5 3.88 4,504.7 433.3 3.92 1,697.2 956.0 7.75 7,408.7 9,468.0 lbs R.M.= 50,437.1 To specify your title block on Title: these five lines, use the SETTINGS Dsgnr: Wall height above soil = Description main menu selection, choose the 0.00: 1 Printing & Title Block tab, and ent Scope: vour title block information. 110.00 pcf Job # Date: 4:58AM, 26 APR 04 user KW -0604868. Ver 5.5.0.25 -Sep -2001 Cantilevered Retaining Wall Design Page 1'' (0)1983-2001 ENERCALC Engineering Software Description retaining wall, 20'-0" high Criteria = 1,500.0 psf Retained Height 20.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf Design Summary Total Bearing Load = 17,219 lbs ...resultant ecc. = 1.51 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft Footing Strengths & Dimensions fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 7.75 ft Heel Width = _ 4.50 Total Footing Width = .. Soil Pressure @ Toe = 1,492 psf OK Soil Pressure @ Heel Footing Thickness = 18.00 in FootingIISoil Friction = 0.300 ACI Factored @ Toe = 1,684 psf ACI Factored @ Heel = 1,489 psf Soil height to ignore = 46.6 psi OK Footing Shear @ Heel Key Width Allowable = 21.00 in for passive pressure = 0.00 in Overturning Key Depth Sliding = 53.00 in Sliding Calcs (Vertical Component Used) Lateral Sliding Force Key Distance from Toe = 7.75 ft less 100% Friction Force = - 5,165.8 lbs Added Force Req'd = 0.0 lbs OK Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem 2nd 3rd 4th - Mu': Downward = Stem OK Stem OK Stem OK Stem OK Design height ft= 14.50 12.50 6.75 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Concrete Thickness = 8.00 12.00 16.00 21.00 Rebar Size = # 5 # 5 # 6 # 6 Rebar Spacing = 16.00 16.00 8.00 5.00 Rebar Placed at = Edge Edge Edge Edge Design Data fb/FB + fa/Fa = 0.917 0.960 0.999 0.961 Total Force @ Section lbs = 529.4 984.4 3,072.3 11,900.0 Moment.... Actual ft-# = 970.5 2,460.9 13,569.5 79,333.3 Moment..... Allowable ft-#= 1,058.0 2,563.0 13,584.4 82,584.6 Shear..... Actual psi = 9.5 10.0 22.4 53.2 Shear..... Allowable psi = 19.4 19.4 38.7 85.0 Soil Pressure @ Toe = 1,492 psf OK Soil Pressure @ Heel = 1,319 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,684 psf ACI Factored @ Heel = 1,489 psf Footing Shear @ Toe = 46.6 psi OK Footing Shear @ Heel = 75.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Rebar Depth 'd' Overturning = 2.78 OK Sliding = 1.53 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 8,089.4 lbs less 100% Passive Force= - 7,205.4 lbs less 100% Friction Force = - 5,165.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 1,684 1,489 psf Mu': Upward = 49,335 0 ft-# Mu': Downward = 11,772 23,377 ft-# Mu: Design = 37,562 23,377 ft-# Actual 1 -Way Shear = 46.61 75.68 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 6 @ 6.25 in Heel Reinforcing = # 6 @ 7.25 in Key Reinforcing = # 4 @ 12.00 in Bar Develop ABOVE Ht. in = 25.00 25.00 36.00 20.68 Bar Lap/Hook BELOW Ht. in = 25.00 25.00 28.08 12.06 Wall Weight psf= 84.0 133.0 175.0 253.8 Rebar Depth 'd' in = 5.25 9.00 13.00 18.63 Masonry Data -- fc psi = Fy fm psi= 1,500 Fs psi = 20,000 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 = Normal Weight Concrete Data -- fc psi = Fy psi = 1,500 1,500 20,000 24,000 Yes Yes No Yes 25.78 25.78 1.000 1.000 11.62 15.62 2,500.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 2.75 in, #5@ 4.25 in, #6@ 6.00 in, #7@ 8.00 in, #8@ 10.50 in, #9@ 13.25 Heel: #4@ 3.50 in, #5@ 5.25 in, #6@ 7.25 in, #7@ 10.00 in, #8@ 13.00 in, #9@ 16.5 Key: #4@ 8.00 in, #5@ 12.50 in, #6@ 17.5 To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 4:58AM, 26 APR 04 main menu selection, choose the Description Printing iii Title Block tab, and ent Scope your title block information. Rev: 550100 e 2 User: 550100 4868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page (c)1983-2001 ENERCALC Engineering Software Description retaining wall, 20'-0" high Summa if Overturninq & Resistin Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 8,089.4 7.17 57,973.9 Soil Over Heel = 6,050.0 10.88 65,793.8 Toe Active Pressure = 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 = Soil Over Toe = 426.3 3.88 1,651.7 "SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 3,489.1 8.46 29,510.8 Total = 8,089.4 O.T.M. = 57,973.9 Earth @ Stem Transitions = 1,084.0 9.06 9,825.8 Resisting/Overturning Ratio = 2.78 Footing Weight = 2,756.2 6.13 16,881.9 Vertical Loads used for Soil Pressure = 17,219.4 lbs Key Weight = 1,159.4 8.63 9,999.5 Vert. Component = 2,254.5 12.25 27,618.2 Vertical component of active pressure used for soil pressure Total = 17,219.4 lbs R.M.= 161,281.8 To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 5::29r-1. ;! f -Alar -04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. _,. - i;,. = r `.-:y : •, Y:. Cantilevered Retaining Wall Design Page 1 '&cr;sr:=c is RETAINING WITH FENCE WALL ABOVE Wind on Stem = 16.5 psf ------------ Y h. jti,y4c t Cs2 ttY t it Total Bearing Load = 3,020 Ibs ...resultant ecc. = 3.93 in Soil Hata Allow Soil Bearing Retained Height = 5.50 ft Wall height above soil = 7.50 ft Slope Behind Wall = 0:00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 16.5 psf ------------ Y h. jti,y4c t Cs2 ttY t it Total Bearing Load = 3,020 Ibs ...resultant ecc. = 3.93 in Soil Hata Soil Pressure @ Toe Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft FootingIlSoil Friction = 0.300 Soil height to ignore Allowable for passive pressure = 0.00 In Soil Pressure @ Toe = 964 psf OK Soil Pressure @ Heel = 378 psf OK Allowable = 1,500 psf =.,. ts>,_ ihal:.;'s; .rifle ACI Factored @ Toe = 1,258 psf ACI Factored @ Heel = 493 psf Footing Shear @ Toe = 15.7 psi OK Footing Shear @ Heel = 22.4 psi OK Allowable 85.0 psi Wall Stability Ratios fb/FB + fa/Fa Overturning = 3.02 OK Sliding = 1.51 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 863.1 lbs less 100% Passive Force = - 393.8 lbs less 100% Friction Force = - 905.9 lbs Added Force Req'd = 0.0 Itis OK ....for 1.5 : 1 Stability = 0.0 lbs. OK i;'s4jYiE3ty Design Result. To c fi?ec 3 Factored Pressure = 1,258 493 psf Mu': Upward = 2,664 0 ft Mu' : Downward = 674 2,756 ft-# Mu: Design = 1,990 2,756 ft-# Actual 1 -Way Shear = 15.70 22.43 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 4 @ 16.75 in Key Reinforcing = None Spec'd p Stem Stem O 5.5 Mason 8.0 24.0 Edg t3C3tiSst t.'c?nq 'is & Did ensions p' =x-=xr ,v.. xa,w.casr:ss.:,ass.;ar.`..;z , -u:. fc = 2,500 psi Fy = :.r, a+..:+S:T1J.sYaP]'i,+e^dS1''L^Y'c-!A,a3Y-uL'' W S.vQQeK.Si.=Y5@] Design height ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 0.00 in Key Distance from Toe = fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# _ Moment..... Allowable ft-# _ Shear..... Actual psi = Shear..... Allowable psi = Bar Develop ABOVE Ht. in Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Masonry Data p Stem Stem O 5.5 Mason 8.0 24.0 Edg t3C3tiSst t.'c?nq 'is & Did ensions p' =x-=xr ,v.. xa,w.casr:ss.:,ass.;ar.`..;z , -u:. fc = 2,500 psi Fy = .nes»c..c :•c:. ::ya ' 40,000 psi Min. As % = 0.0014 Toe Width = 2.00 ft Heel Width = 2.50 Total Footing Width = Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 2nd Masonry Block Type = K Stem OK Concrete Data 0 0.00 ry Masonry psi = 0 8.00 Fy 4 # 5 0 8.00 e Edge 0.450 0.803 123.8 653.1 464.1 2,115.2 1,032.3 2,634.5 3.3 12.1 25.8 38.7 20:00 25.00 20.00 6.00 61.0 84.0 5.25 5.25 fm # psi = 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ratio 'n' = 25.78 Short Tenn Factor = 1.330 Equiv. Solid Thick. in= 5.20 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = 1,500 20,000 Yes Yes 25.78 1.000 7.60 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: #4@ 16.75 in, #5.@ 25.75 in, #6.@ 36.50 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Key: No key defined To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 18 main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. Page 2 . ...... Cantilevered Retaining Wall Design Ck: r iiati wo RETAINING WITH FENCE WALL ABOVE ")Vt YU Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 1,109.2 3.58 3,974.5 Toe Active Pressure = 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 = 123.8 10.25 1,268.4 Soil Over Toe = 110.0 1.00 110.0 SeismicLoad = Surcharge Over Toe - Stem Weight(s) = 919,5 2.33 2,145.5 Total = 863.1 O.T.M. = 2,870.4 Earth @ Stem Transitions Resisting/Overturning Ratio = 3.02 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure = 3,019.7 lbs Key Weight Vert. Component = 206.1 4.50 927.3 Vertical component of active pressure used for soil pressure Total = 3,019.7 lbs R.M.= 8,676.1 R F STRUCTURAL CONSULTANTS, 1NC. ---------- 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA 92211 PHONE (760) 836-1000 FAX (760) 836-0856 E- MAIL R. FRANGIE@VERIZON.NET 04 1A A -a2- > 44 4x lcxj lbs r Aol, 37M COMPANY P JECT r ®. R F STRUCTURAL CONSULTANTS, INC. r WoodW%.Y tl C Aug. 24, 200410:32:54 y f4 Design Check Calculation Sheet . Sizer 2002a [LOADS: ( lbs, psf, or plf ) Load Pype Distribution Magnitude Start End Location [ft) Start End Pattern Load? Shear l,oadl Dead jPoint 27 6.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : iA 1 %'l j' ..., w +;' .' af b l `• ' 4ti ': fy aia.;f;! ., .,.:,, '"t. n t.iet' .a,H '`.;t''` '.: res;l3i 'i :ki...uai4d ,ei i tR...,ft,.9tirJ`rr r ,tr,; 'tgiw'a t `,?`M r 'f^N."5+ i ' ,a•a' ' . ,i+ !as +v ." " `?, . :`, +,' ' . 0' 2'-6" 6-6" Dead Analysis Value Design Value 87 FACTORS: F CD CM Ct CL CF CV Cfu Cr LCii Shear Live Fv' = 85 fv/Fv' = 0.10 Pending(-) fb = 196 Fb' = 1179 fb/Fb' = 0.17 Uplift 47 Deflection: negligible E' = 1.6 million 1.00 1.00 1 Total Interior Live 87 Tota.. 0.00 ._ <L/999 0.13 = L/240 0.03 Cantil. Live negligible Bearing: 'Fatal Deflection = 1.50.(Dead Load Deflection) + Live Load Deflection. Total 0.06 = L/589 0.40 = L/120 0.20 Length 0.0 (All LC's are listed in the Analysis output) 1.0 0.0 DESIGN NOTES: Lumber -soft, D.Fir-L, No.2, 2x6" - Spaced at 16" c/c; Self Weight of 1.96 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC: SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value :Anal sis/Desi n FACTORS: F CD CM Ct CL CF CV Cfu Cr LCii Shear fv @d = 8 Fv' = 85 fv/Fv' = 0.10 Pending(-) fb = 196 Fb' = 1179 fb/Fb' = 0.17 Deflection: negligible E' = 1.6 million 1.00 1.00 1 Interior Live Pending(-): LC9 1 = D only, M = 1-4 lbs -ft Tota.. 0.00 ._ <L/999 0.13 = L/240 0.03 Cantil. Live negligible 'Fatal Deflection = 1.50.(Dead Load Deflection) + Live Load Deflection. Total 0.06 = L/589 0.40 = L/120 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCii Fb'-= 900 0.90 1.00 1.00 0.974 1.30 1.000 1.00 1.15 1 Fv' = 95 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Pending(-): LC9 1 = D only, M = 1-4 lbs -ft Shear : LCk 1 = D only, V = 47, V@d = 47 lbs Deflection: LCO 1 = D only EI= 33.27e06 lb -int 'Fatal Deflection = 1.50.(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according:to the provisions of NDS Clause 4.4.1. 16 k Sao 56 qg 40 i r To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 12:31 PM: 24 AUG 04 Description main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 Page 1 User:OV'0604868.Ver5.5.0,25-Seu2001 Steel Column Base Plate 1c;1983-2001 ENERCALC Engineefing Sofhvare _ wtit°°a.. .uY.. .ne. r,cc s rv .amamso-va ^.•o- ..v„e« __ c.—s aa.-.nw.emr_av_s Description TYYP. BASE PLATE DESIGN General Information 101.2 psi Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Allow per AISC J9 Steel Section P12xs Thickness OK Actual fb Section Length 12.750 in Axial Load 25.00 k Section Width 12.750 in X -X Axis Moment 0.00 k -ft Flange Thickness 0.500 in Web Thickness 0.500 in Plate Dimensions Plate Length 19.000 in Allowable Stresses Plate Width 13.000 in Concrete fc 3,000.0 psi Plate Thickness 0.313 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 24.000 in Dist. from Plate Edge 2.000 in Pier Width 24.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 101.2 psi Allow per ACI 10.17 2;360.7 psi Allow per AISC J9 1,846.9 psi Plate Bending Stress Thickness OK Actual fb 27,725.3 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k Baseplate OK Full Bearing: No Bolt Tension I TITLE 24 REPORT I Title 24 Report for: Coral Mountain Gatehouse 79-285 Rancho La Quinta Drive La Quinta, CA 92253 Project Designer: Hart Howerton One Union Street San Francisco, CA 94111 415-439-2200 Report Prepared By: Dave Celmer, P.E. EquitySpec Consulting Engineers, Inc. 4508 N. Sierra Way Suite 115 San Bernardino, CA (909) 881-727E Job Number: 03036 Date: 2/8/2005 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA 3" 3'0(BY s%. p,eFice The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number 03036 User Number 4582 TABLE OF CONTENTS Cover Page Table of Contents Nonresidential Performance Title 24 Forms Form ENV -MM Envelope Mandatory Measures Form MECH-MM Mechanical Mandatory Measures 1 2 3 11 12 EnergyPro 3.1 By EnergySoR Job Number 03036 User Number 4582 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 of PERF -1 PROJECT NAME This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and DATE Coral Mountain Gatehouse DATE OF PLANS 2/8/2005 PROJECT ADDRESS CLIMATE ZONE 15 BUILDING TYPE 79-285 Rancho La Quinta Drive La Quinta NONRESIDENTIAL HIGH RISE RESIDENTIAL HOTEUMOTEL GUEST ROOM PRINCIPAL DESIGNER - ENVELOPE TELEPHONE Building Permit # ; Hart Howerton 415-439-2200 R ❑ 2. 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section DOCUMENTATION AUTHOR EquitySpec Consulting Engineers, Inc. TELEPHONE (909) 881-7278 Checked by/Date 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 Enforcement Agency Use GENERAL INFORMATION This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a Building using the performance compliance approach. DOCUMENTATION AUTHOR DATE OF PLANS 5.10.04 BUILDING CONDITIONED FLOOR AREA 450 Sq.1 CLIMATE ZONE 15 BUILDING TYPE The Principal Designers hereby certify that the proposed building design represented in the construction documents and modelled NONRESIDENTIAL HIGH RISE RESIDENTIAL HOTEUMOTEL GUEST ROOM PHASE OF CONSTRUCTION ENV. LTG. MECH. NEW CONSTRUCTION ADDITION [:] ALTERATION EXISTING + ADDITION STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a Building using the performance compliance approach. DOCUMENTATION AUTHOR SIGNATURE !2go E Dave Celmer. P.E. The Principal Designers hereby certify that the proposed building design represented in the construction documents and modelled 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 sig D_thi11 s..documenLas the person responsible for its preparation; and that I am licensed as a civil engineer, echarncal engineer, -electrical engineer or architect. R ❑ 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. ❑ R 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 IG TU LIC. NO. DA Hart Howerton / G27 1 ( [!.3 3 I - c LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures Lighting Compliance Not In The Scope Of Required Forms This—Submittal 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 PRINCIPAL MECHANICAL DESIGNER - NAME SIGNA U E LI . NO. DATE E uit Spec Consulting Engineers Inc. jEnergyPro 3.1 By EnergySoft User Number: 4582 Job Number: 03036 Page:3 of 13 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 PERF -1 ATE Coral Mountain Gatehouse --[D2/8/2005 ANNUAL SOURCE. ENERGY., USE SUMMARY kBtu/s ft- r ENERGY COMPONENT Standard Design Proposed Design Compliance Margin StenoardProaosed, Space Heating Space Cooling P 9 Indoor Fans Heat'Rejection & Misc. Domestic Hot Water Lighting Receptacle Process TOTALS: 2.00 2.67 0s7 t ' 1 WIN= 10 w katu(sq}Gyr ` 84 .00 73.33 10.67 44.00 40.67 3.33'"x° 0.00 0.00 0.00Pumps 0.00 0.00 0.00 0.00 0.00 0.00oma 38.00 38.00 0.00 25.33 25.330.00 0:00 o.00 0.00 193.33 180.00 13.33 BUILDING COMPLIES GENERAL INFORMATION Building Orientation Number of Stories Number of Systems Number of Zones East 90 deg Conditioned Floor Area 450 sgft. Unconditioned Floor Area 0 sgft. Conditioned Footprint Area 0 sgft. 1 1 1 Orientation Front Elevation (East) Left Elevation (south) Rear Elevation (West) Right Elevation .' (North) Total Roof Gross Area sgft. sgft. sgft. sgft, sqft. sgft. Glazing Area Glazing sgft. sgft. sgft. sgft. sgft. sgft. Ratio 184 20 10.9% 220 95 43.2% 184 21 11.4% 110 o 0.00/( 698 136 450 0.0% Standard Proposed Lighting Power Density 1.300 wisgfi. 1.300 wisgft. Prescriptive Env. Heat Loss 139 86 Prescriptive Env. Heat Gain 16,971 12,853 Remarks: Run Initiation Time: 02/08/0517:39:52 Run Code: 1107913192 EnergyPro 3.1 By EnergySoft User Number: 4582 Job. Number: 03036 Page:4 of 13 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 of 3 PERF -1 PROJECT NAME DATE Coral Mountain Gatehouse I 2/8/2005 Floor Inst. Port. Ctrl Tailored Prof: Area LPD LPD Credits LPD -d.oads System Name Zone Name Occupancy Type (sgft.) (W/sf)1 (W/sf)1 W/s 2 (W/sf) 3 (W/if) FC-G/HP-G Gate house Office 450 '1.300 Notes: 1. See LTG -1 (items marked with asterisk, see LTG -2 by others) 2. See LTG -3 3. See LTG4 Items above require special documentation... . EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the speciaal 'ustification and documentation submitted. of .. I r e a The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Authorized Signature or Stamp I EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number: 03036 Paae:5 of 13 1 ENVELOPE COMPLIANCE SUMMARY Performance ENV -1 PROJECT NAME Coral Mountain Gatehouse Area JU-Fac. Act. Azm. SHGC DATE 2/8/2005 OPAQUE SURFACES 1 Window 20 0.250 90 0.34 Surface Framing Act. # Type Type Area U -Fac. Azm. Tilt Solar Gains y/N Form 3 Reference Location I Comments 1 Wall Wood 164 0.065 90 90 X R-19 Wall .19.24.16 Gate house 2 Wall Wood 125 0.065 180 1 90 & R-19 Wall W.19.24.16 Gate house 3 lWall Wood 163 0.065 270 90 X R-19 Wall .19.2x6.16 Gate house 4 lWall Wood 110 0.065 0 90 R-19 Wall .19.24.16 Gate house 5 Roof Wood 450 0.035 0 0 R-30 Roof R.30.2x12.16 Gate house EXTERIOR SHADING ## Exterior Shade Type FENESTRATION SURFACES Overhang Left Fin Right Fin Len. H t. LExt.RExt. Dist. Len. H t. Dist. Len. H t. 1 None 0.76 Site Assembled GlazingU L necK Dox Ir buuding Is — 1uu,uuu sqtt of c;ra and — 10,000 sgft vertical glazing then NFRC Certification is required. Fnllnw NFRC inn -SR Prnrprluroe nnrl mihmif KIFRr` 1 nKni r1o4;rr # C .. # Type Area JU-Fac. Act. Azm. SHGC Type Location / Comments 1 Window 20 0.250 90 0.34 -Glazing Marvin Bronze Tint Low E II Gate house 2 Window 95 0.250 180 0.34 Marvin Bronze Tint Low E II Gate house 3 Window 21 0.250 270 0.34 Marvin Bronze Tint Low E II Gate house EXTERIOR SHADING ## Exterior Shade Type Window SHGC Hgt. Wd. Overhang Left Fin Right Fin Len. H t. LExt.RExt. Dist. Len. H t. Dist. Len. H t. 1 None 0.76 2 None 0.76 3 None 0.76 Run Initiation Code: EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number: 03036 Page:6 of 13 CERTIFICATE OF COMPLIANCE Performance MECH-1 PROJECT NAME DATE Coral Mountain Gatehouse 2/8/2005 SYSTEM FEATURES MECHANICAL SYSTEMS SYSTEM NAME FC-G/HP-G NOTE TO rir n TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? 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 COOLING DUCT LOCATION R -VALUE VERIFIED SEALED DUCTS IN CEILING/ROOF SPACE Programmable Switch Heating & Cooling Required n/a Yes 0.0 kW Constant Volume No No Constant Tem Constant Tem n/a Air Balance Auto No Economizer 100 cfm Heat Pum 3.20 HSPF Split DX 12.0 SEER / 8.6 EER Bryant FB4CO24/661CO24 Yes Yes Ducts in Attic 4.2 Ducts in Attic 4.2 No CODE TABLES: Enter code from table below into columns above. HEAT PUMP THERMOSTAT? TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S: Prog. Switch H: Heating Enter Number of I: Inlet Vanes O: Occupancy C: Cooling Isolation Zones. P: Variable Pitch VAV MINIMUM POSITION CONTROL? Sensor B: Both V: VFD SIMULTANEOUS HEAT / COOL? Y: Yes M: Manual Timer O: Other C: Curve - - - - - - - N: No PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? SEALED DUCTS IN CEILING/ROOF SPACE VOTES TO FIELD - For Building Deg_ar VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM B: Air Balance A: Auto A: Air Enter Outdoor Air C: Outside Air Cert. G: Gravity W: Water CFM. M: Out. Air Measure N: Not Required Note: This shall be no D: Demand Control EC: Economizer less than Col. H on N: Natural Control See Section MECH-3. 144e3 It Use Only n,wnQtnc 0..-. / -A- AAA•7HA 9Af1.f EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number: 03036 Page:7 of 13 MECHANICAL EQUIPMENT SUMMARY Part 1 of 2 MECH-2 PROJECT NAME Coral Mountain Gatehouse DATE 2/8/200 CHILLER AND TOWER SUMMARY Efficiency Tons PUMPS Equipment Name Equipment Type Qty. Tot. Qty GPM BHP Motor Eff. Drive Eff. Pump Control TANK INSUL. fE,n,ergyFactor Standby Loss or Pilot System Name System Type Distribution Type Qty Rated Input (GalsEfficiency Vol.Recovery Ext. R-Val. CENTRAL SYSTEM RATINGS HEATING COOLING System Name System Tye _Qty,__ Output Aux. kW Eff. Output Sensible Efficiency Economizer Type Bryant FB4CO24/661CO24 Split DX 1 22,600 0.0 3.20 HSPF 17,700 14,70012.0 SEER / 8.6 EER No Economizer EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number: 03036 Paae:8 of 13 MECHANICAL EQUIPMENT SUMMARY PROJECT NAME oral I CFM Part 2of2 DATE TERMINAL FAN [ Motor Drive CFM BHP Eff. Eff. MECH-2 .-U. W Output EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number. 03036 Page:9 of 13 Room Name Qty. CFM BHP MotoFDrive Eff. Room Name Qty. CFM BHP Motor Eff. Drive Eff. Gate house 1 100 0.17 77.0 .-U. W Output EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number. 03036 Page:9 of 13 MECHANICAL VENTILATION MECH-3 (PROJECT NAME DATE Coral Mountain Gatehouse 2/8/2005 MECHANICAL VENTILATION A ©© o 0 0© o o a a AREA BASIS COND. MIN. ZONE/SYSTEM AREA CFM CFM (SF) PER SF (B x C) Gate house 450 0.15 68 FC-G/HP-G ENVELOPE MANDATORY MEASURES ENV -MM ROJECT NAME Coral Mountain Gatehouse DATE 2/8/2005 DESCRIPTION Designer Enforcement ❑X §118(,) Installed Insulating Material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20, Chapter 4, Article 3. 0 §118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. FX] § 117(a) All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. ❑ § 116(b) Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). 1A I§ 116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1-E. of the Standards. Manufactured fenestration products must be labeled for U -value according to NFRC procedures. ❑ § 118(e) Demising Walls In Nonresidential Buildings: The opaque portions of framed demising walls in nonresidential buildings shall have Insulation with an installed R -value of no less than R-11 between framing members. EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number: 03036 Page: 11 of 13 MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH-MM PROJECT NAME Coral Mountain Gatehouse DATE 2/8/2005 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies §111 Any appliance for which there is a California standard established in the Appliance Efficiency Regulations will comply with the applicable standard. § 115(a) Fan type central furnaces shall not have a pilot light. § 123 Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. § 124 Air handling duct systems shall be installed and Insulated in compliance with Sections 601, 603 and 604 of the Uniform Mechanical Code. Controls § 122(e) Each space conditioning system shall be installed with one of the following: F§ 122(e)1A Each space conditioning system serving building types such as offices and manufacturing facilities (and all others not explicitly exempt from the 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; incorporate an automatic holiday "shut- off' feature that turns off all loads for at least 24 hours, then resumes the normally scheduled operation; and has 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 § 122(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 the system. ❑ § 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 heating and/or a setup cooling thermostat setpoint. § 122(g) Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shall be 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. © § 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 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. ❑ § 122(c) Thermostats shall have numeric setpoints In degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. § 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. EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number: 03036 Page: 12 of 13 MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH-MM ROJECT NAME Coral Mountain Gatehouse DATE 2/8/2005 Description Designer Enforcement Ventilation ❑X § 121(e) Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. § 122(f) Gravity or automatic dampers interlocked and closed on fan shutdown shall be provided on the outside air Intakes and discharges of all space conditioning and exhaust systems. ❑ § 122(f) All gravity ventilating systems shall be provided with automatic or readily accessible manually operated dampers In all openings to the outside, except for combustion air openings. F] § 121(f)l Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau (NEBB) Procedural Standards (1983), or Associated Air Balance Council (AABC) National Standards (1989); or §121(f)2 Outside Air Certification: The system shall provide the minimum outside air as shown on the mechanical drawings, and shall be measured and certified by the Installing licensed C-20 mechanical contractor and certified by (1) the design mechanical engineer, (2) the installing licenced C-20 mechanical contractor, or (3) the person with overall responsibility for the design of the ventilation system; or § 121(f)3 Outside Air Measurement: The system shall be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a continuous basis and displaying that quantity on a readily accessible display divice; or § 121(f)4 Another method approved by the Commission. Service Water Heating Systems § 113(b)2 If a circulating hot water system is installed, it shall have a control capable of automatically turning off the circulating pump(s) when hot water is not required. § 113(b)3B Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. F § 113(b)3C Lavatories in restrooms of public facilities shall be equipped with one of the following: Outlet devices that limit the flow of hot water to a maximum of 0.5 gallons per minute. Foot actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Proximity sensor actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.25 gallons/cycle (circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.50 gallons/cycle (non -circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.75 gallons/cycle (foot switches and proximity sensor controls). EnergyPro 3.1 By EnergySoft User Number: 4582 Job Number: 03036 Page: 13 of 13 T D DESERT DEVELOPMENT P.O. BOX 1716 LA QUINTA, CALIFORNIA 92253 5 C C- C 1Y GEOTECHNICAL ENGINEERING REPORT CORAL MOUNTAIN SEC MADISON STREET & AVENUE 58 LA QUINTA, CALIFORNIA September 2, 2003 © 2003 Earth Systems Southwest Unauthorized use or copying of this document is strictly prohibited , without the express written consent of Earth Systems Southwest. File No.: 9305-01 03-09-700 0 Earth Systems 1/ Southwest 79-811B Country Club Drive Bermuda Dunes, CA 92201 (760)345-1588 (800)924-7015 FAX (760) 345-7315 September 2, 2003 T D Desert Development P.O. Box 1716 La Quinta, CA 92253 Attention: Mr. Nolan Sparks Project: Coral Mountain SEC Madison Street & Avenue 58 La Quinta, California Subject: GEOTECHNICAL ENGINEERING REPORT Dear Mr. Nolan Sparks: File No.: 9305-01 03-09-700 We take pleasure to present this Geotechnical Engineering Report prepared for the proposed Coral Mountain development to be located at the southeast: corner of Madison and Avenue 58 in the City of La Quinta, California. This report presents our findings and recommendations for site grading and foundation design, incorporating the information provided to our office. The site is suitable for the proposed development provided the recommendations in this report are followed in design and construction. In general, the upper soils should be over -excavated and recompacted to improve bearing capacity and reduce settlement. The site is subject to strong ground motion and resulting soil liquefaction from the San Andreas Fault. Near surface soils have a severe sulfate content affecting concrete and requiring special mixes. 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 July 21, 2003. Other services that may be required, such as plan review and grading observation, are additional services and will be billed according to our 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 SOUTHWEST QROFESS/ Shelton L. Stringer cq No. 266 m GE 2266 Exp. 6-30-04 SERJsls/dacTF . CttN C A. Distribution: 6/T D Desert Development I/RC File 2/BD File H Section 5 RECOMMENDATIONS....................................................................................14 SITE DEVELOPMENT AND GRADING......................................................................14 5.1 Site Development - Grading..................................................................................14 5.2 Excavations and Utility Trenches..........................................................................15 5.3 Slope Stability of Graded Slopes...........................................................................15 STRUCTURES................................................................................................................16 5.4 Foundations...........................................................................................................16 5.5 Slabs-on-Grade......................................................................................................17 5.6 Retaining Walls.....................................................................................................18 5.7 Mitigation of Soil Corrosivity on Concrete...........................................................19 5.8 Seismic Design Criteria.........................................................................................19 5.9 Pavements.............................................................................................................. 20 Section 6 LIMITATIONS AND ADDITIONAL SERVICES..........................................22 6.1 Uniformity of Conditions and Limitations............................................................ 22 6.2 Additional Services................................................................................................23 REFERENCES............................................................................................................... 24 APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters 2003 International Building Code (IBC) Seismic Parameters Logs of Borings APPENDIX B Laboratory Test Results EARTH SYSTEMS SOUTHWEST TABLE OF CONTENTS Page EXECUTIVE SUMMARY................................................................................................ii 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.....................................................................3 2.1 Field Exploration..................................................................................................... 3 2.2 Laboratory Testing............................................:......................................................4 Section3 DISCUSSION.........................................................................................................5 3.1 Soil Conditions........................................................................................................ 5 3.2 Groundwater............................................................................................................ 5 3.3 Geologic Setting...................................................................................................... 5 3.4 Geologic Hazards.....................................................................................................6 3.4.1 Seismic Hazards..........................................................................................6 3.4.2 Secondary Hazards...................................................................................... 7 3.4.3 Site Acceleration and Seismic Coefficients.................................................8 3.5 Liquefaction............................................................................................................. 9 Section4 CONCLUSIONS..................................................................................................13 Section 5 RECOMMENDATIONS....................................................................................14 SITE DEVELOPMENT AND GRADING......................................................................14 5.1 Site Development - Grading..................................................................................14 5.2 Excavations and Utility Trenches..........................................................................15 5.3 Slope Stability of Graded Slopes...........................................................................15 STRUCTURES................................................................................................................16 5.4 Foundations...........................................................................................................16 5.5 Slabs-on-Grade......................................................................................................17 5.6 Retaining Walls.....................................................................................................18 5.7 Mitigation of Soil Corrosivity on Concrete...........................................................19 5.8 Seismic Design Criteria.........................................................................................19 5.9 Pavements.............................................................................................................. 20 Section 6 LIMITATIONS AND ADDITIONAL SERVICES..........................................22 6.1 Uniformity of Conditions and Limitations............................................................ 22 6.2 Additional Services................................................................................................23 REFERENCES............................................................................................................... 24 APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters 2003 International Building Code (IBC) Seismic Parameters Logs of Borings APPENDIX B Laboratory Test Results EARTH SYSTEMS SOUTHWEST In EXECUTIVE SUMMARY The site is located at the southeast corner of Madison Street and Avenue 58 in the City of La Quinta, California. The proposed development will consist of residential housing, commercial areas, stretches of golf course, facility maintenance units and a clubhouse. We anticipate that the proposed structure will be wood -frame construction supported with perimeter wall foundations and concrete slabs -on -grade. The proposed project may be constructed as planned, provided that the recommendations in this report are incorporated in the final design and construction. Site development will include clearing and grubbing of vegetation, site grading, building pad preparation, underground utility installation, street and parking lot construction, and concrete driveway and sidewalks. Based of the non-uniform nature and the hydro -collapse potential of the near surface soils, remedial site grading is recommended to provide uniform support for the foundations. We consider the most significant geologic hazard to the project to be the potential for severe seismic shaking and resulting soil liquefaction that is likely to occur during the design life of the proposed structures. The project site is located in the highly seismic Southern California region within the influence of several fault systems that are considered to be active or potentially active. The site is located in Seismic Zone 4 of the 2001 California Building Code (CBC). Structures should be designed in accordance with the values and parameters given within the CBC. The seismic design parameters are presented in the following table and within the report. TTheite soils have a severe sulfate content that can affect concrete. Special concrete mixes can ate this corrosive effect on the concrete. EARTH SYSTEMS SOUTHWEST Earth Systems Southwest July 1, 2004 Coral Options I, LLC P.O. Box 1716 La Quinta, California 92253 Attention: Mr. Nolan Sparks Project: Coral Mountain SEC Madison Street and Avenue 58 La Quinta, California Subject: Addendum to Geotechnical Engineering Report Dear Mr. Sparks: 79-811 B Country Club Drive Bermuda Dunes,, CA 92203 (760)345-1588 (800)924-7015 FAX (760) 345-7315 File No.: 09305-01 04-07-702 -e-4S This letter serves - as an addendum to our geotechnical engineering report prepared for the proposed Coral Mountain development to be located at the southeast corner of Madison and Avenue 58 in the City of La Quinta, California. Specifically, this letter addresses the liquefaction mitigation options discussed in Section 3.5 of the report and their implementation in the foundation recommendations in Section 5.4 of the report. To clarify, intermediate grade beams or PT slabs are not necessarily required, provided the structural engineer can satisfy the requirement that foundations can withstand the anticipated 1:360 (1 inch in 30 feet) angular distortion throughconventional footing design and reinforcement. One correction in Section 5.4 should be noted: Pad footings should not be isolated, but should be part of the wall foundation or else connected by grade beams. Please contact our office if there are any questions or comments concerning this report or its recommendations. Respectfully submitted, EARTH SYSTEMS SOUTHWEST Shelton L. Stringer GE 2266 Letter/sls/reh Distribution: 2/Coral Options I, LLC I/RC File 2/BD File Q pFESSl0,y9 ONrn m W No. 2266 M Exp. 6-30 Opp Ol FOrECVAAN Q P 0 e - et 9 SUMMARY OF RECOMMENDATIONS Desigp :Item; Recommended Pairameter Reference Secton;`No., Foundations Allowable Bearing Pressure 5.4 Continuous wall footings 1,500 psf Pad (Column) footings 1,800 psf Foundation Type Spread Footing 5.4 Materials Engineered fill -Bearing Allowable Passive Pressure 250 psf per foot 5.6 Active Pressure 35 pcf 5.6 At -rest Pressure 50 pcf 5:6 Allowable Coefficient of Friction 0.35 5.6 Soil Expansion Potential Very low I<20 3.1 Hazards & Seismic -Geologic liquefaction Potential High 3.5.2 Significant Fault and Magnitude San Andreas, M7.7 5.8 Fault Type A 5.8 Seismic Zone 4 5.8 Soil Profile Tye Sp 5.8 Near -Source Distance 12.1 km (7.5 miles) 5.8 Seismic Coefficient, NA 1.00 5.8 Seismic Coefficient, Nv 1.12 5.8 Pavement TI equal to 4.5 (Light Traffic) 2.5" AC / 4.0" AB 5.9 TI equal to 5.0 (Light Traffic) 3.0" AC / 4.0" AB 5.9 Slabs Building Floor Slabs On engineered fill 5.5 Modulus of Sub rade Reaction 200 pci 5.5 Existing Site Conditions Existing Fill Soil CorrosivitySevere sulfates ) content _./ 5.7 Groundwater Depth Presently >30 feet, Historic about 20 feet 3.2 Estimated Fill and Cut includes overexcavation 4 feet - fill 4 feet - cut 1.1 The recommendations contained within this report are subject to the limitations presented in Section 6 of this report. We recommend that all individuals using this report read the limitations. EARTH SYSTEMS SOUTHWEST September 2, 2003 1 of 25 File No.: 09305-01 03-09-700 GEOTECHNICAL ENGINEERING REPORT CORAL MOUNTAIN SEC MADISON STREET & AVENUE 58 LA QUINTA, CALIFORNIA Section 1 INTRODUCTION 1.1 Project Description This Geotechnical Engineering Report has been prepared for the proposed Coral Mountain development to be located at the southeast corner of Madison Street and Avenue 58 in the City of La Quinta, California. The proposed residential development will be a set of one-story structures With golf courses across the site. The proposed development will also consist of a commercial center proposed at the northwest corner of the site, two maintenance areas in the northeast and southwest areas, and a clubhouse facility located approximately at the center of the site. We anticipate that the proposed structures will be of wood -frame construction and will be supported by conventional shallow continuous or pad footings. Site development will include site grading, building pad preparation, underground utility installation, street and parking lot construction, and concrete driveway and sidewalk placement. Based on existing site topography and ground conditions, site grading is expected to consist of fills not exceeding 4 feet and cuts of about 4 feet (including over -excavation). We used maximum column loads of 25 kips and a maximum wall loading of 2.0 kips per linear foot as a basis for the foundation recommendations. All loading is assumed to be dead plus actual live load. We assumed the preliminary design loading. If actual structural loading exceeds these assumed values, we would need to reevaluate the given recommendations. 1.2 Site Description The proposed site is located at the southeast corner of Madison Street and Avenue 58 in the City of La Quinta, California. The site location is shown on Figure 1 in Appendix A. The project site presently is relatively flat and consists of partially barren land. Some sections of the site are presently covered with vegetation primarily consisting of agricultural vegetation like date palm trees. The history of past use and development of the property was not investigated as part of our scope of services. No evidence of past development, other than agricultural use, was observed on the site during our reconnaissance. Due to the agricultural use, pre-existing agricultural tile drains may be present. There may be underground utilities near and within the building area. These utility lines include but are not limited to domestic water, electric, sewer, telephone, cable, and irrigation lines. EARTH SYSTEMS SOUTHWEST September 2, 2003 2 of 25 File No.: 09305-01 03-09-700 1.3 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 13 exploratory borings to depths ranging from 16.5 to 31.5 feet, supplemented with 5 CPT sounding to a depth of about 50 feet. ➢ Laboratory testing of selected soil samples obtained from the exploratory borings. ➢ Review of selected published technical literature pertaining to the site and its surroundings, and previous geotechnical reports prepared for T D Desert Development (May 19, 2000 by Earth Systems Southwest) and Taylor -Woodrow Homes California Ltd. (May 18,1990 by Buena Engineers, Inc.). ➢ 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. 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, including soil liquefaction and its mitigation. ➢ Graphic and tabulated results of laboratory tests and field studies. ➢ Recommendations 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, • Mitigation of the potential corrosivity of site soils to concrete and steel reinforcement, • Seismic design parameters, • Preliminary pavement structural sections. Not Contained In This Report: Although available through Earth Systems Southwest, the current scope of our services does not include: ➢ A corrosive study to determine cathodic protection of concrete or buried pipes. ➢ 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. EARTH SYSTEMS SOUTHWEST September 2, 2003 3 of 25 File No.: 09305-01 03-09-700 Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration Thirteen exploratory borings were drilled to depths ranging from 16.5 to 31.5 feet below the existing ground surface to observe the soil profile and to obtain samples for laboratory testing. In addition, five electric cone penetrometer (CPT) soundings were advanced to approximate depths of 50 feet. The borings were made on July 31, 2003 using 8 -inch outside diameter hollow -stem augers, and powered by a Mobile CME 45 truck -mounted drilling rig. The boring and CPT locations are shown on the boring location map, Figure 2, in Appendix A. The locations shown are 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, hammer manually activated by rope and cathead, dropping 30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in containers and returned to the laboratory. Bulk samples were also obtained from auger cuttings, representing a mixture of soils encountered at the depths noted. 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 exploration. 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 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. Earth Systems Southwest has generally confirmed the accuracy of CPT interpretations from extensive work at numerous Coachella Valley sites. The CPT exploration was conducted by hydraulically advancing an instrument Hogentogler 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. Interpretive logs of the CPT soundings are presented in Appendix A of this report. EARTH SYSTEMS SOUTHWEST September 2, 2003 4 of 25 File No.: 09305-01 03-09-700 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). ➢ Maximum density tests were performed to evaluate the moisture -density relationship of typical soils encountered (ASTM D 1557). ➢ 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. ➢ Consolidation (Collapse Potential) (ASTM D 2435 and D5333) to evaluate the compressibility and hydroconsolidation (collapse) potential of the soil. ➢ R -Value test (ASTM D 2844) to evaluate the soil subgrade support for pavement design. ➢ Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the potential adverse effects of the soil on concrete and steel. .xlrr PA Jr EARTH SYSTEMS SOUTHWEST September 2, 2003 5 of 25 File No.: 09305-01 03-09-700 Section 3 DISCUSSION 3.1 Soil Conditions The field exploration indicates that site soils, consist of primarily medium dense to dense silts, sands, silty sands and sandy silts, and low to medium plasticity clays. Silts and silty sands, with traces of clay, are predominant in the upper 10 to 15 feet. Layers of clayey soils are typically encountered at depths below 12 feet. The boring logs provided in Appendix A include more detailed descriptions of the soils encountered. The soils are visually classified to be in the very low expansion (EI < 20) category in accordance with Table 18A -I -B of the California Building Code. 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 up to 1.7% collapse upon inundation, and is considered a slight 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 (PM10) 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 during exploration. Therefore, the depth to groundwater in the area can be assumed to be greater than 30 feet. Groundwater was measured at about 36 feet in previous CPT soundings made by Earth Systems Consultants Southwest in April 2000. Historical data indicated the groundwater depth was about 20 feet based on 1978 water well data obtained from the Coachella Valley Water District (USGS OFR 91-4142). However, there is uncertainty in the accuracy of short-term water level measurements. Groundwater levels may fluctuate with precipitation, irrigation, drainage, regional pumping from wells, and site grading. The absence of groundwater levels detected may not represent an accurate or permanent condition. 3.3 Geologic Setting Regional Geology: The site lies within the Coachella Valley, a part of the Colorado Desert 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 this depression in the area of the Salton Sea is below sea level. The Coachella Valley forms the northerly part of the Salton Trough. The Coachella Valley contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains EARTH SYSTEMS SOUTHWEST September 2, 2003 6 of 25 File No.: 09305-01 03-09-700 surrounding 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 - Mesozoic granitic rocks. The San Andreas Fault zone within the Coachella Valley consists of the Garnet Hill Fault, the Banning Fault, and the Mission Creek Fault that traverse along the northeast margin of the valley. Local Geology: The project site is located approximately 60 feet below mean sea level in the lower part of the Coachella Valley. The sediments within the valley consist of fine to coarse- grained sands with interbedded clays, silts, gravels, and cobbles of aeolian (wind-blown), lacustrine (lake -bed), and alluvial (water -laid) origin. 3.4 Geologic Hazards Geologic hazards that may affect the region include seismic hazards (ground shaking, surface fault rupture, soil liquefaction, and other secondary earthquake -related hazards), slope instability, flooding, ground subsidence, and erosion. A discussion follows on the specific hazards to this site. 3.4.1 Seismic Hazards Seismic Sources: Several active faults or seismic zones lie within 62 miles (100 kilometers) of the project site as shown on Table 1 in Appendix A. The primary seismic hazard to the site is strong groundshaking from earthquakes along the San Andreas and San Jacinto Faults. The Maximum Magnitude Earthquake (Mme,) listed is from published geologic information available for each fault (Cao et. al, CGS, 2003). The Mmax 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, 1997). Well -delineated fault lines cross through this region as shown on California Geological Survey (CGS) maps (Jennings, 1994). Therefore, active fault rupture is unlikely to occur at the project site. While fault rupture would most likely occur along previously established fault traces, future fault rupture could occur at other locations. Historic Seismicity: Six historic seismic events (5.9 M or greater) have significantly affected the Coachella Valley over the last 100 years. They are as follows: • 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 (6.2MW) earthquake occurred on July 8, 1986 in the 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. • Joshua Tree Earthquake - On April 22, 1992, a magnitude 6.1 ML (6.1 MW) earthquake occurred in the mountains 9 miles east of Desert Hot Springs. Structural damage and minor injuries occurred in 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 occurred near Landers, the largest seismic event in Southern California for 40 years. Surface rupture EARTH SYSTEMS SOUTHWEST September 2, 2003 7 of 25 File No.: 09305-01 03-09-700 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 (6.4MW) earthquake occurred near Big Bear Lake. No significant structural damage from these earthquakes was reported in the Palm Springs area. • 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 Valley. Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. In 2002, the California Geological Survey (CGS) and the United States Geological Survey (USGS) completed the latest generation of probabilistic seismic hazard maps. 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. The 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 rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.7 for the Southern Segment of the fault (USGS, 2002). This segment has the longest elapsed time since rupture than any other part of the San Andreas Fault. The last rupture occurred about 1690 AD, based on dating by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on about 1020, 1300, and 1450 AD, with an average recurrence interval of about 220 years. The San Andreas Fault may rupture in multiple segments producing a higher magnitude earthquake. Recent paleoseismic 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 Secondary seismic hazards related to ground shaking include soil liquefaction, ground 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 time. 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 discussed further in Section 3.5 of this report. Ground Subsidence: The potential for seismically induced ground subsidence is considered to be high at the site. Dry sands tend to settle and densify when subjected to strong earthquake shaking. The amount of subsidence is dependent on relative density of the soil, ground motion, and earthquake duration. Uncompacted fill areas may be susceptible to seismically induced settlement. Based on Tokimatsu and Seed methodology, we estimate that about 1.5 inches of total ground subsidence may occur in the upper 50 feet of soils for the Design Basis Earthquake ground motion. EARTH SYSTEMS SOUTHWEST September 2, 2003 8 of 25 File No.: 09305-01 03-09-700 Slope Instability: The site is relatively flat. Therefore, potential hazards from slope instability, landslides, or debris flows are considered negligible. Flooding: The project site does not lie within a designated FEMA 100 -year flood plain. The project site may be in an area where sheet flooding and erosion could occur. If significant 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 Seismic Coefficients Site Acceleration: The potential intensity of ground motion may be estimated by 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 alone is an inconsistent scaling factor to compare to the CBC 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 2002 CGS/USGS seismic hazard maps. EARTH SYSTEMS SOUTHWEST September 2, 2003 9 of 25 Estimate of PGA and EPA from 2002 CGS/USGS Probabilistic Seismic Hazard Maps File No.: 09305-01 03-09-700 Risk Equivalent Return Period (years) PGA (g Approximate EPA (g)z_ 10% exceedance in 50 years 475 - 0.50 1 0.45 Notes: 1. Based on a soft rock site, SBic and soil amplification factor of 1.0 for Soil Profile Type Sp. 2. Spectral acceleration (SA) at period of 0.2 seconds divided by 2.5 for 5% damping, as defined by the International Building Code. 2001 CBC Seismic Coefficients: The California Building Code (CBC) seismic design criteria 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 CBC design. The seismic and site coefficients given in Chapter 16 of the 2001 California Building Code are provided in Section 5.8 of this report. 2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions Seismic Zone: Seismic Zone Factor, Z: Soil Profile Type: Seismic Source Type: Closest Distance to Known Seismic Source Near Source Factor, Na: Near Source Factor, Nv: Seismic Coefficient, Ca: Seismic Coefficient, Cv: 4 0.4 Sp A 12.1 km = 7.5 miles 1.00 1.12 0.44 = 0.44Na 0.71 = 0.64Nv R af-rPnra Figure 16-2 Table 16-I Table 16-J Table 16-U (San Andreas Fault) Table 16-S Table 16-T Table 16-Q Table 16-R Seismic Hazard Zones: The site lies within a liquefaction hazard area established by the City of La Quinta General Plan. Riverside County has not been mapped by the California Seismic Hazard Mapping Act (Ca. PRC 2690 to 2699). 2003 IBC Seismic Coefficients: For comparative purposes, the 2003 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. 3.5 Liquefaction Soil liquefaction is a natural phenomenon that occurs when granular soils below the water table are subjected to vibratory motions, such as produced by earthquakes. Vibrations cause the water pressure to increase within soil pores, as the soil tends to reduce in volume. When the pore water pressure reaches the vertical effective stress, the soil particles become suspended in water causing a complete loss in soil strength. The liquefied soil behaves as a thick liquid. Liquefaction can cause excessive structural settlement, ground rupture, lateral spreading EARTH SYSTEMS SOUTHWEST September 2, 2003 10 of 25 File No.: 09305-01 03-09-700 (movement), or failure of shallow bearing foundations. Liquefaction is typically limited to the upper 50 feet of the subsurface soils. Four conditions are generally required before liquefaction can occur: 1. The soils must be saturated. below a relatively shallow groundwater level. 2. The soils must be loosely deposited (low to medium relative density). 3. The soils must be relatively cohesionless (not clayey). Clean, poorly graded sands are the most susceptible. Silt (fines) content increase the liquefaction resistance in that more cycles of ground motions are required to fully develop pore pressures. If the clay content (percent finer than 2 micron size) is greater than 10%, the soil is usually considered non - liquefiable, unless it is extremely sensitive. 4. Groundshaking must be of sufficient intensity to act as a trigger mechanism. Two important factors that affect the potential for soil liquefaction are duration as indicated by earthquake magnitude (M) and intensity as indicated by peak ground acceleration (PGA). The soils encountered at the points of exploration included saturated sands and silty sands. The potential for liquefaction at this site is considered high Method of Anal We have conducted a liquefaction analysis of the subsurface soils at the project site using the Robertson and Wride method as presented in 1997 NCEER Liquefaction Workshop proceedings. This method is an empirical approach to quantify the liquefaction hazard using CPT data from the site exploration and magnitude and PGA estimates from the seismic hazard analysis. The resistance to liquefaction is plotted on a chart of cyclic shear stress ratio versus a normalized tip resistance, Q,1N. Induced ground subsidence from soil liquefaction has been estimated using the 1987 Tokimatsu and Seed method by a computer spreadsheet, CPT- Liquefy.xls (Stringer, 2001). The QcrN readings were adjusted to an equivalent clean sand blow count, Ni(60)-cs according to the estimated fines content of the soil. The results of the analysis is that 5.6 to 12.5 feet of the substrata starting at about 20 -foot depth is likely to liquefy during the UBC Design Basis Earthquake (7.7M -0.5g) for 10% risk in 50 years. The results are summarized in the table below. The potentially liquefiable layers may be more or less extensive than revealed by our investigation. EARTH SYSTEMS SOUTHWEST September 2, 2003 11 of 25 File No.: 09305-01 03-09-700 SUMMARY OF LIQUEFACTION ANALYSES Design Basis Earthquake (7.7Magnitude, 0.5g PGA) Historic Groundwater at 20 feet CPT Safety Factor Against Liquefaction Thickness of the Liquefied Zone (feet) Depth To First Liquefied Zone (feet) Estimated Induced Subsidence (inches) 1 0.4 5.6 33 0.6 2 0.5 5.9 20 0.8 3 0.5 12.5 21 1.5 4 0.4 10 20 1.4 5 0.6 8.2 23 0.7 Our analyses further indicate the site has probably never experienced liquefaction from earthquakes (Magnitudes 5.9 to 7.3) occurring in the last 100 years in vicinity of the project site. The likely triggering mechanism for liquefaction appears to be strong ground shaking (0.2g or greater) associated with the future rupture of the San Andreas Fault. Liquefaction Effects: We have estimated ground subsidence induced from liquefaction to be 1.5 inches. Differential building settlements may be estimated to be about 50 to 67% of the total subsidence, about 1/4 to 1 inches (SCEC, 1999). Based on empirical charts developed by Ishihaua (1985) and Youd and Garris (1995), surface ground disruption, cracking or sand boil formation may occur. The depth of the liquefiable layer would generally result in a wide areal ground subsidence rather than bearing capacity failure by the proposed structures. There is a low potential for lateral spreading (movement) of the ground because of the nearly level ground. Mitigation: Ground improvement methods to prevent liquefaction from occurring include vibroflotation compaction, stone columns, or compaction grouting. These methods are feasible but quite costly (on the order of $10 to $20/sf of treated area). More cost effective means to mitigate liquefaction damage (but do not prevent its occurrence) include deep foundation systems (piling), foundations that are structurally designed to withstand some differential movement or tilting, or a compacted zone of reinforced soil beneath the structure. Because of the high potential of differential settlement from soil liquefaction, new structures should be either founded on: • Foundations that use grade beam footings to tie floor slabs and isolated columns to continuous footings, designed to accommodate the estimated differential settlement of 1 -inch in a 30 -foot span (1:360 angular distortion ratio). EARTH SYSTEMS SOUTHWEST September 2, 2003 12 of 25 File No.: 09305-01 03-09-700 Structural mats that are flat -plate or waffled and use either conventionally reinforced or post - tensioned tendons, designed to accommodate the estimated differential settlement of 1 -inch in a 30 -foot span (1:360 angular distortion ratio). These alternatives reduce the effects of liquefaction by making the structures more able to withstand differential settlement and lateral movement. The minimum goal of liquefaction mitigation should be to provide a foundation system that can withstand the expected movement without causing such structural damage so as to pose a life -safety hazard (such as structural collapse from excessive drift). The choice of mitigation design alternatives depends on the economic costs of installation versus the economic risks that the owner and designer are willing to accept. EARTH SYSTEMS SOUTHWEST September 2, 2003 13 of 25 File No.: 09305-01 03-09-700 Section 4 CONCLUSIONS "The following is a summary of our conclusions and professional opinions based on the data obtained from a review of selected technical literature and the site evaluation. General: ➢ From a geotechnical perspective, the site is suitable for the proposed development provided the recommendations in this report are followed in the design and construction of this project. Geotechnical Constraints and Mitigation: ➢ The primary geologic hazard is severe ground shaking and resulting soil liquefaction from earthquakes originating on nearby faults. A major earthquake above magnitude 7 originating on the local segment of the San Andreas Fault zone would be the critical seismic event that may affect the site within the design life of the proposed development. Engineered design and earthquake -resistant construction increase safety and allow development of seismic areas. ➢ The project site is in seismic Zone 4 and about 12.1 km from a Type A seismic source as defined in the California Building Code. A qualified professional should design any permanent structure constructed on the site. The minimum seismic design should comply with the 2001 edition of the California Building Code. ➢ Ground subsidence from seismic events or hydroconsolidation is a potential hazard to the project site. Adherence to the grading and structural recommendations in this report 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 water erosion. Preventative measures to reduce seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also be implemented during construction. Site grading should be in strict compliance with the requirements of the South Coast Air Quality Management District (SCAQMD). ➢ Other geologic hazards including fault rupture, seismically induced flooding, and landslides are considered low on this site. The upper soils were found to be medium dense to very dense and are suitable in their present condition to support structures, fill, and hardscape. The soils within the building and structural areas will require moisture conditioning, over excavation, and recompaction to improve bearing capacity and reduce settlement from static loading. Soils can be readily cut by normal grading equipment. EARTH SYSTEMS SOUTHWEST September 2, 2003 14 of 25 File No.: 09305-01 03-09-700 Section 5 RECOMMENDATIONS SITE DEVELOPMENT AND GRADING 5.1 Site Development - Grading A representative of Earth Systems Southwest (ESSW) should observe site clearing, grading, and the bottom of excavations before placing fill. Local variations in soil conditions may warrant increasing the depth of recompaction and over -excavation. Clearing and Grubbing: At the start of site grading existing vegetation, trees, large roots, pavements, foundations, non -engineered 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 clearing should be properly backfilled and compacted as described below. Dust control should also be implemented during construction. Site grading should be in strict compliance with the requirements of the South Coast Air Quality Management District (SCAQMD). Building Pad Preparation: Because of the relatively non-uniform and under -compacted nature of the site soils, we recommend recompaction of soils in the building area. The existing surface soils within the building pad and foundation areas should be over -excavated to a minimum of 4 feet below existing grade or a minimum of 3 feet below the footing level (whichever is lower). The over -excavation should extend for 5 feet beyond the outer edge of exterior footings. The bottom of the sub -excavation should be scarified; moisture conditioned, and recompacted to at least 90% relative compaction (ASTM D 1557) for an additional depth of 1 -foot. Moisture penetration to near optimum moisture should extend at least 5 feet below existing grade and' be verified by testing. Auxiliary Structures Subgrade Preparation: Auxiliary structures such as garden or retaining walls should have the foundation subgrade prepared similar to the building pad recommendations given above. The lateral extent of the over -excavation needs only to extend 2 feet beyond the face of the footing. Subgrade Preparation: In areas to receive fill, pavements, or hardscape, the subgrade should be scarified; moisture conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of 1 -foot below finished subgrades. Compaction should be verified by testing. Engineered Fill Soils: The native soil (silty sand or sandy silt) is suitable for use as engineered fill and utility trench backfill provided it is free of significant organic or deleterious matter. The native soil should be placed in maximum 8 -inch lifts (loose) and compacted to at least 90% relative compaction (ASTM D 1557) near its optimum moisture content. Compaction should be verified by testing. EARTH SYSTEMS SOUTHWEST September 2, 2003 15 of 25 File No.: 09305-01 03-09-700 Imported fill soils (if needed) 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 be prequalified by ESSW. 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. Shrinkap,e: The shrinkage factor for earthwork is expected to range from 15 to 25 percent for the upper excavated or scarified site soils. 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 0.2 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 CaIOSHA 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 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 be placed 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. 5:3 Slope Stability of Graded Slopes Unprotected, permanent graded slopes should not be steeper than 3:1 (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 slopes should be overfilled and trimmed back to competent material. Slope stability calculations are not presented. because of the expected minimal slope heights (less than 5 feet). EARTH SYSTEMS SOUTHWEST September 2, 2003 16 of 25 File No.: 09305-01 03-09-700 STRUCTURES In our professional opinion, structure foundations 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, but with a potential for seismic induced or hydroconsolidation settlement below the depth of recompaction. 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 ESSW should observe foundation excavations before placement of reinforcing steel or concrete. Loose soil or construction debris should be removed from footing excavations before placement of concrete. Conventional Spread Foundations: Allowable soil bearing pressures are given below for 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). ➢ 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 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 ('/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 exceed these values, the - geotechnical engineer must reevaluate the allowable bearing values and the grading requirements. Minimum reinforcement for continuous wall footings should be four, No.4 steel reinforcing bars, two placed near the top and two placed near the b ttom of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. Expected Settlement: Estimated total static settlement should be less than l inch, based on footings founded on firm soils as recommended. Diffbrential settlement between exterior and interior bearing members should be less than %z -inch, ixpressed in a post -construction angular distortion ratio of 1:480 or less. Seismic induced settlement may be as great at 1-'/z inches with 1 -inch differential in a 30 -foot span (1:360 angular distortion ratio). Foundations should be designed to accommodate this potential movement. i EARTH SYSTEMS SOU WEST September 2, 2003 17 of 25 File No.: 09305-01 03-09-700 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 pcf may also be used. These values include a factor of safety of 1.5. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced by one-third. A one-third ('/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 backfill next to foundations is properly compacted. 5.5 Slabs -on -Grade Sub rade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Vapor Retarder: In areas of moisture sensitive floor coverings, an appropriate vapor retarder should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas an impermeable membrane (10 -mil thickness) 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 -slump concrete should be used to help reduce the potential for concrete shrinkage. The effectiveness of the membrane is dependent upon its quality, method of overlapping, its protection during construction, and the successful sealing around utility lines. Slab Thickness and Reinforcement: Slab thickness and reinforcement of slabs -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 (actual, not nominal). We suggest that the concrete slabs be reinforced with a minimum of No. 3 rebars at 18 -inch centers, both horizontal directions, placed at slab mid -height to resist swell forces and 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 continually observe all reinforcing steel in slabs during placement of concrete to check for 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 by American Concrete Institute (ACI) guidelines. All joints should form approximately square 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 ('/4 of slab depth) within 8 hours of concrete placement. Construction (cold) joints should consist of thickened 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 EARTH SYSTEMS SOUTHWEST September 2, 2003 18 of 25 File No.: 09305-01 03-09-700 moisture or foreign material intrusion. These procedures will reduce the potential for randomly oriented cracks, but may not prevent them from occurring. 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 may be used including trial batch mix designs, batch plant inspection, and on-site special inspection and testing. Typically, for this type of construction and using 4500 -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 t Granular Backfill Passive Pressure 350 pcf - level ground Active Pressure (cantilever walls) 35 pcf - level ground Use when wall is permitted to rotate 0.1 % of wall height At -Rest Pressure (restrained walls) 50 pcf - level ground Dynamic Lateral Earth Pressure Z Acting at 0.5H, 25H psf or 50 pcf Where H is height 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 and not supporting inhabitable structures need not consider this increased pressure (reference: CBC Section 1630A. 1. 1.5). 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 granular material. Waterproofing should be according to the designer'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. EARTH SYSTEMS SOUTHWEST September 2, 2003 19 of 25 File No.: 09305-01 03-09-700 Backfill and Subgrade 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. Foundation subgrade preparation should be as specified in Section 5.1. 5.7 Mitigation of Soil Corrosivity on Concrete Selected chemical analyses for corrosivity were conducted on soil samples from the project site as shown in Appendix B. The native soils were found to have an severe sulfate ion concentration (> 15,000 ppm). 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 California Building Code requires for very severe sulfate conditions that Type V Portland Cement -plus pozzolan be used with a maximum water cement ratio of 0.45 using a minimum4,500 ps)concrete mix (CBC Table 19-A-4). The pozzolan used should have service record okimpr sulfate resistance when used in concrete containing Type V cement. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water. Additionally, the concrete should be thoroughly vibrated during placement. Electrical resistivity testing of the soil suggests that the site soils may present a severe to very 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. Earth Systems does not practice corrosion. engineering. We recommend that a qualified corrosion engineer evaluate the corrosion potential on metal construction materials and concrete at the site to provide mitigation of corrosive effects. 5.8 Scismic 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 2001 edition of the California Building Code using the seismic coefficients given in the table below. EARTH SYSTEMS SOUTHWEST September 2, 2003 20 of 25 File No.: 09305-01 03-09-700 2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions The CBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. If further information on seismic design is needed, a site-specific probabilistic seismic analysis should be conducted. The intent of the CBC 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 CBC 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 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 sites lying close to the major seismic sources. 5.9 Pavements Since no traffic loading was 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 advised to prolong the service life of the pavements. Water should not pond on or near paved areas. The following table provides our preliminary recommendations for pavement' sections. Final pavement sections recommendations should be based on design traffic indices and R -value tests conducted during grading after actual subgrade soils are exposed. EARTH SYSTEMS SOUTHWEST Reference Seismic Zone: 4 Figure 16-2 Seismic Zone Factor, Z: 0.4 Table 16-I Soil Profile Type: SF** Table 16-J Seismic Source Type: A Table 16-U Closest Distance to Known Seismic Source: 12.1 km = 7.5 miles (San Andreas Fault) Near Source Factor, Na: 1.00 Table 16-S Near Source Factor, Nv: 1.12 Table 16-T Seismic Coefficient, Ca: 0.44 = 0.44Na Table 16-Q Seismic Coefficient, Cv: 0.71 = 0.64Nv Table 16-R *** Note Soil Profile Type, SF as defined by CBC Section 1629.3.1 includes soils that are vulnerable to potential failure from seismic loading such as liquefaction. The site lies within a Riverside County designated soil liquefaction hazard zone. For purposes of Regular CBC designed structures, the seismic coefficients given are for the pre -liquefied soil seismic response, similar to Soil Profile type Sp. The CBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. If further information on seismic design is needed, a site-specific probabilistic seismic analysis should be conducted. The intent of the CBC 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 CBC 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 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 sites lying close to the major seismic sources. 5.9 Pavements Since no traffic loading was 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 advised to prolong the service life of the pavements. Water should not pond on or near paved areas. The following table provides our preliminary recommendations for pavement' sections. Final pavement sections recommendations should be based on design traffic indices and R -value tests conducted during grading after actual subgrade soils are exposed. EARTH SYSTEMS SOUTHWEST September 2, 2003 21 of 25 File No.: 09305-01 03-09-700 PRELIMINARY RECOMMENDED PAVEMENTS SECTIONS R -Value Subgrade Soils - 40 (assumed) Design Method — CALTRANS 1995 Notes: 1. Asphaltic concrete should be Caltrans, Type B, ''/z -in. or '/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 SOUTHWEST Flexible Pavements Rigid Pavements Asphaltic Aggregate Concrete Base Portland Aggregate Cement Base Traffic Index Pavement Use Thickness Thickness Concrete Thickness (Assumed) (Inches) (Inches) (Inches) (Inches) 4.5 Auto Parking Areas 2.5 4.0 4.0 4.0 5.0 Residential Streets 3.0 4.0 1 5.0 1 4.0 Notes: 1. Asphaltic concrete should be Caltrans, Type B, ''/z -in. or '/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 SOUTHWEST September 2, 2003 22 of 25 File No.: 09305-01 03-09-700 Section 6 LIMITATIONS AND ADDITIONAL SERVICES 6.1 Uniformity of Conditions and Limitations Our 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 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 conditions of a property can occur with passage of time whether they are from natural processes or 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 may be 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 recommendations 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. 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 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 responsibility to verify 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 Southwest (ESSW) 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. This report was prepared for the exclusive use of the Client and the Client's authorized agents. ESSW 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 ESSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. Although available through ESSW, the current scope of our services does not include an environmental assessment, or investigation for the presence or absence of wetlands, hazardous or EARTH SYSTEMS SOUTHWEST September 2, 2003 23 of 25 File No.: 09305-01 03-09-700 toxic materials in the soil, surface water, groundwater or air on, below, or adjacent to the subject property. 6.2 Additional Services This report is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining ESSW 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 responsibility of Geotechnical Engineer of Record. Construction monitoring and testing would be additional services provided by our firm. The costs of these services are not included in our present fee arrangements, but can be obtained from our office. The recommended review, tests, and observations include, but are not necessarily limited to the following: • Consultation during the final design stages of the project. • 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 CBC Sections 1701 and 3317 or local grading ordinances. • Consultation as needed during construction. •1• Appendices as cited are attached and complete this report. EARTH SYSTEMS SOUTHWEST September 2, 2003 24 of 25 File No.: 09305-01 03-09-700 REFERENCES Abrahamson, N., and Shedlock, K., editors, 1997, Ground motion attenuation relationships: Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p. American Concrete Institute (ACI), 1996, ACI Manual of Concrete Practice, Parts 1 through 5. California Geologic Survey (CGS), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. Cao, T, Bryant, W.A., Rowhandel, B., Branum. D., and Wills, C., 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps, California Geologic Survey (CGS), June 2003. California Department of Water Resources, 1964, Coachella Valley Investigation, Bulletin No. 108, 146 pp. Envicom Corporation and the County of Riverside Planning Department, 1976, Seismic Safety and Safety General Plan Elements Technical Report, County of Riverside. Frankel, A.D., et. al, 2002, Documentation for the 2002 Update of the National Seismic Hazard Maps, USGS Open -File Report 02-420. Hart, E.W., 1997, Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42. International Code Council (ICC), 2002, California Building Code, 2001 Edition. International Code Council (ICC), 2003, International Building Code, 2003 Edition. Jennings, C.W, 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. 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. Reichard, E.G. and Mead, J.K., 1991, Evaluation of a Groundwater Flow and Transport Model of the Upper Coachella Valley, California, U.S.G.S. Open -File Report 91-4142. Riverside County Planning Department, 2002, Geotechnical Element of the Riverside County General Plan — Hearing Draft. Rogers, T.H., 1966, Geologic Map of California - Santa Ana Sheet, California Division of Mines and Geology Regional Map Series, scale 1:250,000. Structural Engineers Association of California (SEAOC), 1996, Recommended Lateral Force Requirements and Commentary. EARTH SYSTEMS SOUTHWEST September 2, 2003 25 of 25 File No.: 09305-01 03-09-700 Tokimatsu, 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. Working Group on California Earthquake Probabilities, 1995, Seismic Hazards 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 Professional Paper 1515, 283 p. EARTH SYSTEMS SOUTHWEST APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters 2003 International Building Code (IBC) Seismic Parameters Logs of Borings EARTH SYSTEMS SOUTHWEST '-12 4.ill IAVE NUE AVENUE 56.. G '• til.. ' Q I. - • 1. It I.i I I' ' i r•. 2 22 23 n II -' I o ' i LI AVENUE _--i1 -.__.. j :i 158 ' AVENUE_ I _ '27286 -_ II u rl ". tl; I r, . ,i • JJ'' OWpB emee OFi -,. , e"C2h6l t }I 1 „ ; •nl f'81 ; ! II ,LS 1sl . :, ' Pa•eo- 'nei°f-` t ,1 e+.a.;'. :•t pp it • ti .../,UUFUilC7 i y :. __ a Y.„P ,.., ;-G.-,r,.«er-W-., 3„w _. T I __ -- -• G6 2, • 11 .Je»' .L •L 'l7 00 Q 9{P - '• b • A( -_ _ . Q. j it 3i. _• t {r!^ '11L",' '7 "'••' ./O'C o19%aP'IO bP:l P4lY 6C .eG POO a0.OY►. ►b6♦ 9m5 '' R. •i` ; 11 V '1ryry-";;' p7 7 9}.('' , YY►VOtlm PP CO aP-eOOpon Q4oA _ Y O2W Sb PPeo 4 O.tlm •l• T T1. •, . i3 /// 1 ., :' t It Off/ L'!L. , I „e 'J F • e v n e c'v • A a : r 1 .., t '. ? ...._..1. i'---.'.i 'I ' ..., ...I,.. fele i'Ps P am•pb{e m ouo4ua 4o! t d. II lG. tq ii Ar.::; ti t^ we o eooaea f ssb m to CA , _.. •r- `..7' .L. "SFr ' 'd Le i•ib aQ .°'op Pa . P.. •.:.,',.' , - am •P•amm a .e{ mb>: . ,.1`, 1 .f O f m o! DOL{be•{•< I;, , 1 neo e. Pe`s'1mQ em •nr.i uoe ' S n. . vfGagstp e ♦e a wnvome ,;,`J % l• obvepb ' ` v•m •p? Pa • r s !/ I _ .m as rev p q „yp wees upoba s•i{aq,. v e Pam 4 t 1 t I -^ Swlminrrig Fo r 1 I AVE' AV t ' 1. .. t , ,' t 3 li. II • I 1 Reference: USGS Topographic Map, abc Quadrangle, La Quinta 1982 (photorevised) Scale: 1'I = 2,000' I 0 2,000 4,000 I Figure 1 - Site Location Coral Mountain S.E.C. Madison Street &Avenue 58, La Quinta Riverside County, California File No.: 09305-01 Earth Systems Southwest Avenue 58 _ r 1;P .: ®CP ®CPT B-12 F , r { , rte.. i.. .. \, •Iii I: Mi Ij :,- - \♦ —113 11- NO B I X, Z113-5 1 ' ' ' '' • ,til -3 N ®CPT L ° _ a ;yam ' s c: n' B-6 6 . rp `_ice/•,• c; .. .`• . r - i 9 /_ /l / F i; r, . /.''err / 1 Y.ar.-,....-✓:.-.: \ J '; ISI• • 1 i . lif, l —B-4 • r ..,., CPT -5 B=1 d: • Jr" .rl _ _..__.-_-- • ._.ren-.,. :;;; :;._::: _, ;, .,•,,, . ---. . _... _ .................. Avenue 60 LEGEND Figure 2 - Boring & CPT Locations s'Coral =Approximate Boring Locations Mountain And Numbers S.E.C. Madison Street & Avenue 58, La Quinta, CPT --5 = Approximate CPT Locations Riverside County, California File No.: 09305-01 And Numbers Earth Systems I 1" = 700' 0 Southwest Coral Mountain Table 1 Fault Parameters & & Deterministic Estimates of Mean Peak Ground Acceleration (PGA) 09305-01 Fault Name or Seismic Zone Distance from Site (mi) (km) Fault Type Maximum Magnitude Mmax (Mw) Avg Slip Rate (-m/yr) Avg Return Period (yrs) Fault Length (km) Mean Site PGA (g) Reference Notes: (1) (2) (3) (4) (2) (2 (2) (5 San Andreas - Southern 7.5 12.1 SS A 7.7 24 220 199 0.39 San Andreas - Mission Crk. Branch 10.8 17.4 SS A 7.2 25 220 95 0.25 San Andreas - Banning Branch 10.8 17.4 SS A 7.2 10 220 98 0.25 San Jacinto-Anza 18.2 29.3 SS A 7.2 12 250 91 0.16 San Jacinto -Coyote Creek 19.8 31.8 SS B 6.8 4 175 41 0.12 Burnt Mtn. 23.4 37.7 SS B 6.5 0.6 5000 21 0.09 Eureka Peak 24.2 38.9 SS B 6.4 0.6 5000 19 0.08 San Jacinto - Borrego 29.6 47.6 SS B 6.6 4 175 29 0.07'` Pinto Mountain 35.9 57.8 SS B 7.2 2.5 499 74 0.08 Brawley Seismic Zone 36.0 57.9 SS B 6.4 25 24 42 0.05 Emerson So. - Copper Mm. 36.7 59.0 . SS B 7.0 0.6 5000 54 0.07 Earthquake Valley 36.7 59.1 SS B 6.5 2 351 201 0.05 Pisgah -Bullion Mm. -Mesquite Lk 37.6 60.4 SS B 7.3 0.6 5000 89 0.08 Landers 38.4 61.9 SS B 7.3 0.6 5000 83 0.08 San Jacinto -San Jacinto Valley 40.0 64.4 SS B 6.9 12 83 43 0.06 Elsinore -Julian 41.5 66.8 SS A 7.1 5 340 76 0.07 Elmore Ranch 43.8 70.5 SS B 6.6 1 225 29 0.05 North Frontal Fault Zone (East) 44.7 72.0 DS B 6.7 0.5 1727 27 0.06 Elsinore -Coyote Mountain 46.3 74.6 SS B 6.8 4 625 39 0.05 Superstition Mm. (San Jacinto) 47.4 76.2 SS B 6.6 5 500 24 0.04 Elsinore -Temecula 48.1 77.4 SS B 6.8 5 240 43 0.05 Superstition Hills (San Jacinto) 48.2 77.5 SS B 6.6 4 250 23 0.04 Johnson Valley (Northern) 49.2 79.2 SS B 6.7 0.6 5000 35 0.04 Calico - Hidalgo 50.5 81.2 SS B 7.3 0.6 5000 95 0.06 'I..enwood-Lockhart-Old Woman Sprigs 55.2 88.8 SS B 7.5 0.6 5000 145 0.06 North Frontal Fault Zone (West) 55.7 89.6 DS B 7.2 1 1314 50 0.06 Weinert (Superstition Hills) 60.3 97.0 SS C 6.6 4 250 22 0.03 Notes: I. Jennings (1994) and California Geologic Survey (CGS) (2003) 2. CGS (2003), SS = Strike -Slip, DS = Dip Slip, BT = Blind Thrust 3. 2001 CBC, where Type A faults: Mmax > 7 & slip rate>5 mm/yr & Type C faults: Mmax. <6.5 & slip rate < 2 mm/yr 4. CGS (2003) 5. Tile estimates 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 , (4) 1997 Abrahamson & Silva (mean plus sigma values are about 1.5 to 1.6 times higher) Based on Site Coordinates: 33.628 N Latitude, 11033 W Longtude and Site Soil Type D EARTH SYSTEMS SOUTHWEST Coral Mountain Period Sa 09305-01 T (sec) (g) Table 2 0.00 2000, 2003 International Building Code (IBC) Seismic Parameters Seismic Category 0.12 D Table 1613.3(1) Site Class 1.00 D Table 1615.1.1 Latitude: 33.628 N 1.00 Longitude: 0.70 -116.233 W Maximum Considered Earthquake (MCE) 0.75 Ground Motion 0.90 Short Period Spectral Reponse Ss 1.50 g Figure1615(3) 1 second Spectral Response S, 0.60 g Figurel615(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 1.60 SM, 0.90 g = F,*St Design Earthquake Ground Motion 1.80 0.33 Short Period Spectral Reponse SDs 1.00 g = 2/3*SMs 1 second Spectral Response SDI 0.60 g = 2/3*SM, To 0.12 sec = 0.2*SDI/Sps Ts 0.60 sec = SDI/SDS 2000 IBC Equivalent Elastic Static Response Spectrum 1.2 1 CU U) 0.8 0 a a 0.6 U U Q 0.4 a n 0.2 0.0 0.0 0.5 1.0 1.5 Period (sec) EARTH SYSTEMS SOUTHWEST 2.0 1.90 0.32 2.00 0.30 2.20 0.27 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 2.0 1.90 0.32 2.00 0.30 2.20 0.27 Earth Sy.- Southwest y,Southwest MS 79-8118 Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345.1588 FAX (760) 345-7315 Boring No: B-1 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes v Sample Type PenetrationV) ' Description of Units Page l of 1 n Resistance _ °' Q a 'C) Note: The stratification lines shown represent the y q V)) o approximate boundary between soil and/or rock types Graphic Trend q Ei a o M v) (Blows/6") p U and the transition may be gradational. Blow Count Dry Density ML SILT: grayish olive, medium dense, dry, very fine 8,8,9 grained, trace small marine shells, trace very thin 75 2 small roots 1 1,21,33 light olive, very dense, trace clay, non plastic, trace small 89 5 voids 5 21,24,26 very dense, trace clay, non plastic, small marine shells 94 5 become more frequent 10 9'16,28 very dense 97 9 15 12,15,21 SP -SM SAND WITH SILT: light olive gray, dense, dry, medium grained with some coarse and fine grained 20 4,6,7 CL CLAY: dusky yellow clay with silt, medium dense, moist, medium plasticity, trace very small voids — 25 10,7,8 SM SILTY SAND: grayish olive, medium dense, damp, fine grained, trace marine shells, some thin silt SM/ML - interbedded layers to 1/2" thick SANDY SILT: grayish olive, medium dense, damp, very fine grained, silty, trace silt interbedded layers — 30 9,9,9 to 1/4" thick, trace marine shells Total Depth 31.5 feet No groundwater encountered — 35 — nn Earth Systems Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-2 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes _ u Sample Type Penetration SM93 ' Description of Units Page 1 of 1 s Resistance o ' V) U r- q n y- T ami Note: The stratification lines shown represent the I V Y F o T q v o approximate boundary between soil and/or rock types Graphic Trend q m cL 0 (Blows/6") q U and the transition may be gradational. Blow Count Dry Density 5 10 15 20 25 30 35 40 12,17,23 SM93 I SILTY SAND: grayish olive, very dense, dry, very fine grained, trace thin roots, trace small marine 18,31,43 SM/ML99 I shells, trace very small voids SANDY SILT: grayish olive, very dense, dry, silt, SP -SM 9,21,33 102 I very fine grained, trace small marine shells SAND WITH SILT: dense, dry, fine to very fine 10,28,36 grained light grayish olive, no marine shells 10,9,9 CL CLAY: moderate olive brown, dense, dry, silt, low to medium plasticity SM SILTY SAND: grayish olive, dense, damp, very fine to fine grained 7,9,9 slightly more moisture Total Depth 18.5 feet No groundwater encountered 0 Earth Systems Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 5 10 15 20 25 30 35 40, rnonetiov)wrnaa r1Xx(1ov)s43-i,51:) Boring No: B-3 SILTY SAND: grayish olive, medium dense, dry, Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA 88 Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 101 0 Logged By: Karl Hewes w Sample Type Penetration 10,12,17 `✓ Description of Units 1 of 1 F n v Resistance _ V) Q a o° Note: The stratification lines shown represent the dense :Do approximate boundary between soil and/or rock types Graphic Trend Q m V) (Blows/6") q U and the transition may be gradational. Blow Count Dry Density 5 10 15 20 25 30 35 40, SM SILTY SAND: grayish olive, medium dense, dry, 13,16,19 88 0 fine grained, trace roots to 4" long 1/8" diameter, trace small marine shells 14,21,22 101 0 dense 10,12,17 96 1 same as above 7,18,28 dense ML SILT: grayish olive, dry, sandy silty, very fine grained 7,13,20 CL CLAY: light olive, very stiff, damp, low to medium plasticity, trace small marine shells, some thin clay laminations at 16 feet 10,17,21 SM SILTY SAND: light grayish olive, medium dense, damp, fine grained Total Depth 21.5 feet No groundwater encountered Earth Systems ' le) Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-4 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes Sample Type yp Penetration "' Description of Units Page 1 of I n Resistance _ E y Can o Note: The stratification lines shown rep resent the p Y o (Blows/6") c Q " U approximate boundary between soil and/or rock types Graphic Trend m N and the transition may be gradational. Blow Count Dry Density 6,21,31 ML I05 1 very ry, SILT: grayish olive, ve dense d very g Y , ve fine to fine grained, trace small marine shells 10,14,14 dense 94 3 SP -SM SAND WITH SILT: moderate olive brown, medium 6115,25 dense, dry, fine grained 5 105 1 light olive gray 12,22,35 96 2 ML SILT: grayish olive, dense, dry, very fine grained, trace small marine shells 10 7,12,21 97 16 CL CLAY: light olive, hard, damp, trace small voids, decomposed small piece of wood, low to medium plasticity, becomes more silty at 13 feet 15 8,14,13 Jj.. IL SM SILTY SAND: light olive gray, medium dense, dry, fine grained 20 Total Depth 18.5 feet No groundwater encountered — 25 — 30 — 35 _ nn Earth Systems Southwest 79-81 IB Country Club Drive, Bennuda Dunes, CA 92201 — rnonetibu)sa3-nas rAx(1bu)sa3-i3n Boring No: B-5 SILTY SAND: grayish olive, medium dense, dry, Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA 9,14,18 Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 o fine grained, trace small marine shells, trace roots Drill Type: CME 45 with cathead Boring Location: See Figure 2 5, 13, 15 Logged By: Karl Hewes v Sample Type Penetration same as above _ Description of Units Page I of 1 a u Resistance _ V) 0 n a „ o U Note: The stratification lines shown represent the Y o T o approximate boundary between soil and/or rock types Graphic Trend p t, o m v) i (Blows/6") p U and the transition may be gradational. Blow Count Dry Density -5 - 10 - 15 - 20 - 25 30 35 40 SM SILTY SAND: grayish olive, medium dense, dry, 9,14,18 98 o fine grained, trace small marine shells, trace roots 5, 13, 15 98 2 same as above 7,11,13 ML 93 12 SILT: grayish olive, dense, dry, very fine grained, clay becomes more prominent at 6 feet . 4,5,8 light olive, medium dense, non plastic, trace thin clay interlayers 4,5,7 CL CLAY: light olive, stiff, damp, trace small marine shells, low plasticity 6,6,8 SM SILTY SAND: grayish olive, medium dense, dry, fine grained, some orange staining Total Depth 21.5 feet No groundwater encountered Earth Systems Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone(760)345-1588 FAX (760)345-7315 Boring No: B-6 8,12,16 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA 6 SILT: grayish olive, dense, damp, very fine grained, trace small marine shells, trace roots Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 ML/CL 86 16 Logged By: Karl Hewes Sample Type Penetration ' Description of Units Page 1 of I s u Resistance o D E 9= q o . •= aCi Note: The stratification lines shown represent the q 5,5,8 (Blows/6") q p .. ° c U approximate boundary between soil and/or rock types Graphic Trend and m a- 0 the transition may be gradational. Blow Count Dry Density M 10 15 20 25 30 35 40 8,12,16 ML 98 6 SILT: grayish olive, dense, damp, very fine grained, trace small marine shells, trace roots 7,11.14 ML/CL 86 16 CLAYEY SILT: light olive, very stiff, damp, medium plasticity, high frequency of roots to 3/8" 5,5,8 ML 83 29 diameter, trace small voids SILT: moderate olive brown, medium dense, damp, 5,8,16 very fine grained CL CLAY: light olive, very stiff, moist, low plasticity, trace roots to 1/4" diameter, laminated clay layers 15,15,15 SM SILTY SAND: light olive gray, medium dense, moist, fine grained 6,9,15 SM/ML SANDY SILT: light olive, medium dense, damp, very fine grained, some silt laminations Total Depth 18.5 feet No groundwater encountered Earth Systems Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 — rnone(/ou)sg3-nss PAX(/DU).19:)-/.7U Boring No: B-7 SILT: moderate olive brown, medium dense, moist, Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA 4,5,7 Drilling Method: 8" Hollow Stein Auger File Number: 09305-01 24 very fine grained, trace roots to 1/8", trace clay Drill Type: CME 45 with cathead Boring Location: See Figure 2 4,7,1 I Logged By: Karl Hewes Sample 20 grayish olive, dense, damp, trace roots to 1/4" diameter Page 1 1 V Type Penetration ML 98 14 7' Description of Units of s SANDY SILT: grayish olive, dense, damp, very fine to fine grained, trace roots Resistance N p a •o Note: The stratification lines shown represent the a Y E- o E Z o approximate boundary between soil and/or rock types Graphic Trend p o G (Blows/6") G] U and the transition may be gradational. Blow Count Dry Density roots O] In 5,7,8 -5 10 • 15 - 20 - 25 30 35 40 ML SILT: moderate olive brown, medium dense, moist, 4,5,7 83 24 very fine grained, trace roots to 1/8", trace clay 4,7,1 I 94 20 grayish olive, dense, damp, trace roots to 1/4" diameter 7,9,13 ML 98 14 SANDY SILT: grayish olive, dense, damp, very fine to fine grained, trace roots 4,6,5 85 36 CL SILTY CLAY: moderate olive brown, stiff, wet, very fine grained, some laminated silt layers, trace roots 5,7,8 SM SILTY SAND: grayish olive, medium dense, moist, fine to medium grained with trace coarse grained 5,8,9 SM/ML SANDY SILT: grayish olive, medium dense, moist, very fine grained Total Depth 21.5 feet No groundwater encountered Earth Systems "' Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 -5 10 15 20 25 30 35 40 3,3,4 rnone (ioU) 345 -nen rAX (/6U) 345-1315 Boring No: B-8 5 SILTY SAND: grayish olive, medium dense, dry, very fine grained, trace roots to 1/8" Drilling Date: August I, 2003 Project Name: Coral Mountain, La Quinta, CA 3,4,5 Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes t; Sample type Penetration to fine grained, trace roots to 1/8" •7 Description of Units Page 1 of I .. n 5,7,12 Resistance o = E V)c U q 0 ., .o Note: The stratification lines shown represent the 0 Y oe (Blows/6") q U approximate boundary between soil and/or rock types Graphic Trend m N 0 and the transition may be gradational. Blow Count Dry Density -5 10 15 20 25 30 35 40 3,3,4 SM95 5 SILTY SAND: grayish olive, medium dense, dry, very fine grained, trace roots to 1/8" 3,4,5 SM/ML 105 14 SILTY SAND: grayish olive, loose, damp, very fine to fine grained, trace roots to 1/8" 5,7,12 medium dense, becomes slightly less silty, trace roots to 1/4" 7,17,20 113 3 SP -SM SAND WITH SILT: light grayish olive, medium dense 6,8,13 ML SILT: grayish olive, dense, moist, with clay and sand, very fine grained, non plastic 7,10,12 SM/ML SANDY SILT: moderate olive brown, medium dense, damp, very fine to fine grained Total Depth 18.5 feet No groundwater encountered Earth Systems 7-Iftilaff Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-9 Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8".Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes 5 10 15 20 25 30 35 40 v Sample Typ Type,._, Penetration ML °' Description of Units Page 1 of 1 Resistance _ U Q Q • Nresent the Note: The stratification lines shown rep 3 n Y F o T 2 o approximate boundary between soil and/or rock types Graphic Trend SM/ML q m (Blows/6") N q U and the transition may be gradational. Blow Count Dry Density 5 10 15 20 25 30 35 40 ML SILT: grayish olive, loose, damp, very fine grained, 6,5,4 96 3 trace thin roots, trace small marine shells 5,6,7 SM/ML 90 10 SILTY SAND: moderate olive brown, medium dense, moist, trace thin clay layers, non plastic trace 4,5,7 ML 77 19 roots to 1/8" diameter SILT: grayish olive, loose to medium dense, damp 5,7,8 73 29 4,6,8 SM/ML SANDY SILT: grayish olive, medium dense, damp, very fine to fine grained 4,4,6 SM SILTY SAND: light grayish olive, fine grained Total Depth 21.5 feet No groundwater encountered Earth Systems 4'8'9 5,7,12 5,10,18 8,17,21 Southwest 96 109 108 23 18 12 79.811B Country Club Drive, Bermuda Dunes, CA 92201 SILTY SAND: light olive gray, medium dense, Phone (760) 345-1588 FAX (760) 345.7315 Boring No: B-10 Drilling Date: August I, 2003 - Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger " File Number: 09305-01 roots to 1/4" diameter Drill Type: CME 45 with cathead Boring Location: See Figure 2 4,5,6 Logged By: Karl Hewes t, Sample Type Penetration Description of Units Page 1 of 1 " Resistance o E GO U p a •= r- Note: The stratification lines shown represent the C) (Blows/6") .. Q c approximate boundary between soil and/or rock types Graphic Trend Total Depth 18.5 feet m 0 j and the transition may be gradational. Blow Count Dry Density 5 10 15 20 25 30 35 40 4'8'9 5,7,12 5,10,18 8,17,21 ML SM 96 109 108 23 18 12 SILT: grayish olive, medium dense, damp, very fine grained, trace roots to 1/4" diameter, one piece of rested. frletal debris less silty, some orange staining moderate olive brown, very fine grained, sandy SILTY SAND: light olive gray, medium dense, damp, fine grained, trace medium grained, trace roots to 1/4" diameter 4,5,6 slightly darker to light grayish olive, loose 7,12,13 medium dense, slightly finer grained Total Depth 18.5 feet No groundwater encountered Earth Systems Southwest 79-81113 Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-11 Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes a 10 15 20 25 30 35 40 Sample Type Penetration SM/ML G V ... Description of Units Page 1 of 1 Resistance _ V) M a .o � Note: The stratification lines shown represent the P 2 CL Y Q E p c approximate boundary between soil and/or rock types Graphic Trend ML 0 m N 0 (Blows/6") rn SILT: light olive, dense, dry, very fine grained, t j and the transition may be gradational. Blow Count Dry Density a 10 15 20 25 30 35 40 SM/ML SILTY SAND: grayish olive, medium dense, dry, 6,8,9 104 2 fine grained with trace medium grained, trace very thin roots, marine shells 8,17,23 ML 99 6 SILT: light olive, dense, dry, very fine grained, trace clay, non plastic, trace small voids, trace thin 7,20,29 T. SM 98 2 roots, trace small marine shells SILTY SAND: moderate olive brown, dense, dry, very fine grained, some orange staining, trace thin roots 7,26,30 grayish olive 7°9.12 SM SILTY SAND: grayish olive, medium dense, dry, very silty, very fine to fine grained 10,12,12 less silty, some orange staining Total Depth 21.5 feet No groundwater encountered Earth Systems ' southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B -I2 Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes 5 10 15 20 25 30 35 40 u Sample Type Penetration ML 96 E Description of Units Page 1 of 1 • n 3 Resistance o `n En q o Y .o Note: The stratification lines shown represent the 5 Q Y F po (Blows/6") 9,21'31 approximate boundary between soil and/or rock types Graphic Trend ML 95 m Q U and the transition may be gradational. Blow Count Dry Density 5 10 15 20 25 30 35 40 7,14,15 ML 96 s SILT: grayish olive, dense, g Y dry, very fine grained, trace clay interlayers, non plastic, small marine 8,13,16 96 5 shells, trace very thin roots moderate olive brown, sandy, trace laminations 9,21'31 ML 95 6 SILT: light olive brown, hard g dry, no to very low plasticity, trace small voids, trace thin roots, some 5,9,8 ML laminations SILT: moderate olive brown, dense, dry, trace clay laminations, non plastic, very fine grained, trace small marine shells 8,9,13 SM SILTY SAND: light olive gray, medium dense, dry, fine grained 8,8.11 grayish olive Total Depth 18.5 feet No groundwater encountered Earth Systems 1W Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 5 10 15 20 25 30 35 Y 40 rnone tiov) rAA tiou) Boring No: B-13 SILT: grayish olive, medium dense, dry, very fine Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA 5,8,8 Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 4 grained, trace clay laminations, trace small voids, trace thin roots, trace small marine shells Drill Type: CME 45 with cathead Boring Location: See Figure 2 7,21'31 Logged By: Karl Hewes v Sample Type Penetration 2-11 a' Description of Units Page 1 of 1 a 17,29,36 Resistance _ E staining I Co.'o '= Note: The stratification lines shown represent the ML CL 1 Q CIO v c approximate boundary between soil and/or rock types Graphic Trend q m N 0 (Blows/6") V>)q CJ and the transition may be gradational. Blow Count Dry Density 5 10 15 20 25 30 35 Y 40 ML SILT: grayish olive, medium dense, dry, very fine 5,8,8 89 4 grained, trace clay laminations, trace small voids, trace thin roots, trace small marine shells 7,21'31 SM 95 2 SILTY SAND: moderate olive brown, dense, dry, very fine grained, trace thin roots, some orange 17,29,36 99 5 staining I ML CL CLAYEY SILT: moderate olive brown, e, dry, low plasticity, trace small voids, trace decomposed roots to 1/4 " diameter, some laminated clay 15,25,37 SM SILTY SAND: grayish olive, very dense, dry, very fine to fine grained, trace very thin roots, trace small marine shells 8,12,13 ML SILT: grayish olive,dense, dry, very fine grained, some orange staining Total Depth 16.5 feet No groundwater encountered r-arx" Oyssems outnwe P W W x CPT No: CPT -1 CPT Vendor: Holguin Fahan & Associates Project Name: Coral Mountain Truck Mounted Electric Project No.: 0305-01 Cone with 23 -ton reaction Location: See Site Exploration Plan Date: 4/15/2003 a W Friction Ratio (%) Tip Resistance, Qc (tsf) Graphi.; Log (SBT) Interpreted Soil Stratigraphy Robertson & Campanella ('89) Density/Consistency 8 6 4 2 0 40 80 120 160 200 240 0 12 Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt very dense Clayey Silt to Silty Clay hard Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt dense Silty Clay to Clay hard Clay very stiff Sandy Silt to Clayey Silt loose Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Clayey Silt to Silty Clay hard Clay very stiff Silty Clay to Clay stiff Silty Clay to Clay stiff Sandy Silt to Clayey Silt medium dense Sand to Silty Sand medium dense Sand to Silty Sand very dense Sand to Silty Sand dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt loose Silty Clay to Clay stiff Clay stiff Clay very stiff Silty Clay to Clay stiff Clay very stiff Silty Clay to Clay hard Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense End of Sounding @ 50.5 feet 5 10 15 20 25 _ 30 35 40 _ 45 50 tarn syszems utnwes P W W LL_ X CPT No: CPT -2 CPT Vendor: Holguin Fahan & Associates Project Name: Coral Mountain Truck Mounted Electric Project No.: 0305-01 Cone with 23 -ton reaction Location: See Site Exploration Plan Date: 4/15/2003 0.o WWInterpreted Friction Ratio (/o) Tip Resistance, Qc (ts Graphic Log (SBT) Soil Stratigraphy g 6 4 2 0 40 80 120 160 200 240 0 12 Robertson & Campanella ('89) Density/Consistency Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt very loosesz- Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt dense Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt dense Clayey Silt to Silty Clay hard Overconsolidated Soil medium dense Clay hard Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt dense Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Overconsolidated Soil medium dense Overconsolidated Soil medium dense Overconsolidated Soil medium dense Overconsolidated Soil medium dense Clayey Siltto SiltyClay Sandy Silt to ClayeyS It dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Clay very stiff Clay very stiff' Sandy Silt to Clayey Silt loose Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Clay hard Clay stiff Clay very stiff Clay stiff Clay stiff End of Sounding @ 51.0 feet - 5 _ 10 _ 15 20 25 30 35 40 45 _ 50 cart" ays><ems P W LL_ 2 CPT No: CPT -3 CPT Vendor: Holguin Fahan & Associates Project Name: Coral Mountain Truck Mounted Electric Project No.: 0305-01 Cone with 23 -ton reaction Location: See Site Exploration Plan Date: 4/15/2003 a WW Friction Ratio (%) Tip Resistance, Qc (tst7 Graphic Log (SBT) Interpreted Soil Stratigraphy g 6 4 2 0 40 80 120 160 200 240 0 12 Robertson & Campanella ('89) Density/Consistency Sandy Silt to Clayey Sit very dense Silty Sand to Sandy Silt very dense Sand to Silty Sand very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silt to Silty Clay hard Silty Clay to Clay hard Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt very dense Overconsolidated Soil medium dense Silty Clay to Clay hard Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Silty ) ay to Clay hard ClayeySilt to Silty Clay hard Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Sand to Silty Sand very dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Overconsolidated Soil medium dense Overconsolidated Soil medium dense Sand to Clayey Sand dense Silty Clay to Clay hard Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Overconsolidated Soil medium dense End of Sounding @ 50.9 feet -5 _Clayey 10 15 20 I 25 _ 30 35 _ 40 45 50 1 r- r opixems Southwest P W W W 1: CPT No: CPT -4 CPT Vendor: Holguin Fahan & Associates Project Name: Coral Mountain Truck Mounted Electric Project No.: 0305-01 Cone with 23 -ton reaction Location: See Site Exploration Plan Date: 4/15/2003 a W 0 Friction Ratio (%) Tip Resistance, Qc (tsf) Graphic Log (SBT) Interpreted Soil Stratigraphy Robertson & Campanella ('89) Density/Consistency 8 6 4 2 0 40 80 120 160 200 240 0 12 verconso i ated Soil very dense Clayey Silt to Silty Clay very stiff Sandy Silt to Clayey Silt loose Sandy Silt to Clayey Silt very loose Clayey Silt to Silty Clay very stiff Sandy Silt to Clayey Silt dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt dense Clayey Silt to Silty Clay hard Silty Clay to Clay very stiff Clay firm Clay firm Satnd lay to Clay hard very dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt medium dense Clay very stiff Clay very stiff Silty Clay to Clay very stiff Sandy Silt to Clayey Silt very loose Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt dense Clayey Silt to Silty Clay hard Clay very stiff Silty Clay to Clay very stiff Sand to Silty Sand 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 Clayey Silt to Silty Clay hard Clay very stiff Clay very stiff Silty Clay to Clay stiff Silty Clay to Clay stiff Silty Clay to Clay stiff Silty Clay to Clay stiff Clay very stiff Overconsolidated Soil medium dense Sand to Clayey Sand dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt dense End of Sounding @ 50.9 feet - 5 _ 10 15Sil 20 25 30 35 _ 40 45 50 U-aran -Pyaac111a PPP P w w LL- x CPT No: CPT -5 CPT Vendor: Holguin Fahan & Associates Project Name: Coral Mountain Truck Mounted Electric Project No.: 0305-01 Cone with 23 -ton reaction Location: See Site Exploration Plan Date: 4/15/2003 F- a- W Friction Ratio (%) Tip Resistance, Qc (tst) Graphic Log (SBT) Interpreted Soil Stratigraphy Robertson & Campanella ('89) Density/Consistency 8 6 4 2 0 40 80 120 160 200 240 0 12 Sandy Silt to Clayey Silt very dense Overconsolidated Soil dense Silty Clay to Clay hard Sandy Silt to Clayey Silt dense Overconsolidated Soil dense Overconsolidated Soil very dense Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand dense Sand to Silty Sand very dense Sand to Silty Sand very dense Clayey Silt to Silty Clay hard Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Clayey Silt to Silty Clay hard Silty Clay to Clay hard Clay very stiff Clay hard Clay very stiff Clay very stiff Clay very stiff Clay very stiff Clay very stiff End of Sounding @ 50.7 feet - 5 _ _ _ 10 15 20 _ 25 _ 30 35 40 45 Cc 50 I APPENDIX B Laboratory Test Results EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 Job Name: Coral Mountain BI Sample Location Depth (feet) Unit Dry Density (pcf) Moisture Content (%) USCS Group Symbol 3 BI 1 75 2 ML BI 3 89 5 ML BI 5 94 5 ML BI 10 97 9 ML B2 0 93 1 SM B2 2 99 1 SM/ML B2 4 102 1 SP -SM B3 1 88 0 SM B3 3 101 0 SM B3 5 96 1 SM B4 0 105 1 ML B4 2 94 3 ML B4 4 105 1 SP -SM B4 7 96 2 ML B4 12 97 16 CL B5 1 98 0 SM B5 3 98 2 SM B5 5 93 12 ML B6 0 98 6 ML B6 2 86 16 ML B6 4 83 29 ML B7 1 83 24 ML B7 3 94 20 ML B7 5 98 14 ML B7. 10 85 36 CL EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 Job Name: Coral Mountain Sample Location Depth (feet) Unit Dry Density (pco Moisture Content (%) USCS Group Symbol B8 B8 2 95 5 SM B8 4 105 14 SM/ML B8 7 113 3 SP -SM B9 1 96 3 ML B9 3 90 10 SM/ML B9 5 77 19 ML B9 10 73 29 ML - B10 0 96 23 ML B10 2 109 18 ML 1310 4 108 12 ML B11 1 104 2 SM/ML B11 3 99 6 ML B l l 5 98 2 SM B12 0 96 5 ML B12 2 96 5 ML B12 5 95 6 ML B13 1 89 4 ML B13 3 95 2 SM B13 5 99 5 ML B13 10 107 3 SM EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Coral Mountain Sample ID: B4 @ 7' Feet Description: Very Sandy Silt (ML) 100 90 80 70 60 c" 50 v v c 40 30 20 10 0 -F- 100 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2 " 100 3/8" 100 #4 100 #8 100 #16 100 #30 100 #50 98 #100 81 #200 55 % Gravel: 0 % Sand: 44 % Silt: 45 % Clay (3 micron): 10 (Clay content by short hydrometer method) 10 1 0.1 Particle Size (mm) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 09305-01 August 15, 2003 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Coral Mountain Sample ID: B1 @ 0-5' Feet Description: Sandy Silt (ML) 100 90 80 70 60 c" 50 40 30 20 10 0 -F1- 100 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 99 #50 97 #100 89 #200 73 % Gravel: 0 % Sand: 27 % Silt: 56 % Clay (3 micron): 17 (Clay content by short hydrometer method) 10 1 0.1 Particle Size ( mm) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 09305-01 August 15, 2003 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Coral Mountain Sample ID: B12 @ 0-5' Feet Description: Sandy Silt (ML) Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2 " 100 3/8" 100 #4 100 #8 100 #16 100 #30 100 #50 99 #100 92 #200 69 100 90 80 70 60 CU CU -- 50 P Q1 40 30 20 10 0 +L '100 % Gravel: 0 % Sand: 31 % Silt: 50 % Clay (3 micron): 19 (Clay content by short hydrometer method) 10 1 0.1 Particle Size ( mm) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coral Mountain Initial Dry Density: #VALUE! 131 @ 10' Feet Initial Moisture, %: 8.6% Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: #VALUE! 2 1 0 - -1 - -2 - -3 -4 -5 -6 -7 -8 -9 -10 -11 -12 0.1 Hydrocollapse: 0.6% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram —8 Before Saturation °°"Hydrocollapse ■ After Saturation ---Rebound 1.0 EARTH SYSTEMS SOUTHWEST 10.0 File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coral Mountain Initial Dry Density: 74.5 pcf B6 @ 4' Feet Initial Moisture, %: 29.5% Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.237 2 1 0 -1 -2 -3 - -4 -5 -6 -7 - -8 -9 -10 -11 -12 0.1 Hydrocollapse: 0.6% @ 2:0 ksf % Change in Height vs Normal Presssure Diagram —8 Before Saturation °'"'Hydrocollapse i After Saturation ——Rebound 1.0 EARTH SYSTEMS SOUTHWEST LV.V File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 Coral Mountain Initial Dry Density: 82.6 pcf B7 @ 10' Feet Initial Moisture, %: 36.3% Silty Clay (CL) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.019 2 1 0 -1 -2 -3 -4 -5 -6 - -7 -8 -9 -10 -11 -12 0.1 % Change in Height vs Normal Presssure Diagram --9--Before Saturation ° "`°"''WSwell ■ After Saturation --SIE—Rebound 1.0 EARTH SYSTEMS SOUTHWEST IV.V File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coral Mountain Initial Dry Density: 86.4 pcf Co Coal 10' Feet Initial Moisture, %: 28.7% 139 Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 0.929 Hydrocollapse: 0.5% @ 2.0 ksf -12 4- 0.1 % Change in Height vs formal Presssure Diagram —E) Before Saturation ="' "°""`Hydrocollapse ■ After Saturation --*—Rebound 1.0 EARTH SYSTEMS SOUTHWEST 10.0 File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coral Mountain B 13 @ 10' Feet Silty Sand: F to M (SM) Ring Sample L 1 0 -1 -2 -3 -4 -5 -6 -7 -8 -5 -1C -17 -L' 0.1 Initial Dry Density: 99.5 pcf Initial Moisture, W 2.7% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.675 Hydrocollapse: 1.7% @ 2.0 ksf Change in Height vs Normal Presssure Diagram —&—Before Saturation °°°Hydrocollapse ■ After Saturation ---Rebound 1.0 EARTH SYSTEMS SOUTHWEST 10.0 File No.: 09305-01 August 15, 2003 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) Job Name: Coral Mountain Procedure Used: A Sample ID: B 1 @ 0-5' Feet Preparation Method: Moist Location: Native Rammer Type: Mechanical Description: Olive Brown: Sandy Silt (ML) Sieve Size % Retained Maximum Density: 118.5 pcf 3/4" 0.0 Optimum Moisture: 12% 3/8" 0.0 #4 0.0 U a 140 135 130 125 110 10E 10( 0 5 10 15 20 25 30 Moisture Content, percent EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) Job Name: Coral Mountain Procedure Used: A Sample ID: B 12 @ 0-5' Feet Preparation Method: Moist Location: Native Rammer Type: Mechanical Description: Olive Brown: Sandy Silt (ML) Sieve Size % Retained Maximum Density: 118 pcf 3/4" 0.0 Optimum Moisture: 13% 3/8" 0.0 #4 0.0 1.40 135 130 125 11C 10` 10( 0 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST Chemical Agent Amount in Soil Degree of Corrosivity July 28, 2003 -r File No.: 09305-01 Low Sulfates 1000 - 2000 ppm Moderate 2000 - 5000 ppm Severe > 5000 ppm SOIL CHEMICAL ANALYSES Resistivity 1-1000 ohm -cm Very Severe 1000-2000 ohm -cm Severe 2000-10,000 ohm -cm Moderate Job Name: Coral Mountain 10,000+ ohm -cm Low Job No.: 09305-01 Sample ID: #1 #2+3 #4+5 #6+7 #8+9 Sample Depth, feet: 0-1' 0-1' 0-1' 0-1' 0-1' pH: N/A N/A N/A N/A N/A Resistivity (ohm -cm): 2,600 70 810 3,000 330 (saturated soil) Chloride (Cl), ppm: N/A N/A N/A N/A N/A Sulfate (SO4), ppm: N.D. 15,236 1,502 N.D 11,837 Note: Tests performed by Subcontract Laboratory: M.J. Schiff & Associates, Inc. 431 W. Baseline Road Claremont, CA 91711 Tel: (909) 626-3316 Chemical Agent Amount in Soil Degree of Corrosivity Soluble 0 -1000 ppm Low Sulfates 1000 - 2000 ppm Moderate 2000 - 5000 ppm Severe > 5000 ppm Very Severe Resistivity 1-1000 ohm -cm Very Severe 1000-2000 ohm -cm Severe 2000-10,000 ohm -cm Moderate 10,000+ ohm -cm Low EARTH SYSTEMS SOUTHWEST File No.: 09305-01 July 28, 2003 SOIL CHEMICAL ANALYSES Job Name: Coral Mountain Job No.: 09305-01 Sample ID: #10 Sample Depth, feet: 0-1' pH: N/A Resistivity (ohm -cm): 900 (saturated soil ) Chloride (Cl), ppm: N/A Sulfate (SO4), ppm: 452 Note: Tests performed by Subcontract Laboratory: M.J. Schiff & Associates, Inc. 431 W. Baseline Road Claremont, CA 91711 Tel: (909) 626-3316 uenerai Guiu6„uG-5 1 vu,■ ...... .---, Chemical Agent Amount in Soil Degree of Corrosivi Soluble 0 -1000 ppm Low Sulfates 1000-2000 ppm Moderate 2000 - 5000 ppm Severe > 5000 Ppm Very Severe Resistivity 1-1000 ohm -cm Very Severe 1000-2000 olun-cm Severe 2000-10,000 ohm -cm Moderate 10,000+ ohm -cm Low EARTH SYSTEMS SOUTHWEST