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07-0300 (SFD)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 T4t�t 4 4a Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number.: 07-0.0.000300 Property Address: 52425 VIA DONA APN: 772-480-028- ' - - Application description: DWELLING - SINGLE FAMILY DETACHED Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 412792 Applicant: Architect or Engineer: NfR P1�L LiC. No.: OOR SQUARE FOOT V"Ill LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Pro ssionals Code, and my License is in full force and effect. License Class; B . — – LiceoseNo.; 755163 OWNER -BUILDER DEC "ATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 70001 of Division 3 of the Business and Professions Code) or 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).: (_ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within ., Vw of uvn.pluliun, tla. uvana•Wildui vvlll liuve the buidee of piuviny dmr Ile ui ahe 110 uur buIIJ ui improve for the purpose of sale.). 1 _ 1 1, 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.). (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I 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: LQPERMIT Owner: WAYNE HEIKKALA 4610 N.E. 77TH AVE VANCOUVER, WA 98662 Contractor: EASTON BUILDERS P.O. BOX 3235 PALM DESERT, CA (760)346-5076 Lic. No.: 755163 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 5/21/07 CORPORA 92261 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ 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 insurance carrier and policy number are: Carrier STATE FUND Policy Number 174457006 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section (/PFAILURE of the Labor Co I iLa hwith c mp11 w'those provisions. Date!" Applicant: WAR IN: TO SECURE KERS' COMPENSATION COV E IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. 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. I agree to comply with all city and county ordinances and state laws relating to building cc�nsSppeCrtt, and hereby authorize repres(entatives of this c ,enty/o enter upon the above-mentioned property for ' urposek / i LQPERAIIT Application Number . . . . . 07-00000300 Permit . . . BUILDING PERMIT Additional desc . Permit Fee . . . . 1735.00 Plan Check Fee 1127.75 Issue Date . . . . Valuation . . . . 412792 Expiration Date 11/17/07 Qty Unit Charge Per Extension BASE FEE 639.50 313.00 3.5000 ---------------------------------------------------------------------------- THOU BLDG 100,001-500,000 1095.50 Permit . . . ELEC-NEW RESIDENTIAL Additional desc . . Permit Fee . . . . 214.57 Plan Check Fee 53.64 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 11/17/07 Qty Unit Charge Per Extension BASE FEE 15.00 4746.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 166.11 923.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 18.46 1.00 15.0000 ---------------------------------------------------------------------------- EA ELEC TEMPORARY POWER POLE 15.00 Permit . . . GRADING PERMIT Additional desc . . Permit Fee 15.00 Plan Check Fee .00 Issue Date . . . Valuation . . . . 0 Expiration Date . . 11/17/07 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit . . . MECHANICAL Additional desc . Permit Fee . . . . 145.50 Plan Check Fee 36.38 Iccuq Date Valuation . . . . 0 Expiration Date 11/17/07 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 9.0000 EA MECH FURNACE <=100K 36.00 4.00 9.0000 EA MECH B/C <=3HP/100K BTU 36.00 8.00 6.5000 EA MECH VENT FAN 52.00 1.00 6.5000 ---------------------------------------------------------------------------- EA MECH EXHAUST HOOD 6.50 Application Number . . . . . 07-00000300 Permit PLUMBING Additional desc . Permit Fee . . . . 248.25 Plan Check Fee 62.06 Issue Date . . . . Valuation . . . . 0 Expiration Date.. 11/17/07 Qty Unit Charge Per Extension BASE FEE 15.00 27.00 6.0000 EA PLB FIXTURE 162.00 1.00 15.0000•EA PLB BUILDING SEWER 15.00 2.00 6.0000 EA PLB ROOF DRAIN 12.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 13.00 .7500 EA PLB GAS PIPE >=5 9.75 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 4746 sq. ft. sfd this permit does not i clude pool & spa block walls or driveway approach.February 8, 2007 2:41:41 PM jjohnson ---------------------------------------------------------------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES 531.98 DIF COMMUNITY CENTERS -RES 74.00 DIF CIVIC CENTER - RES 995.00 ENERGY REVIEW FEE 112.78 DIF FIRE PROTECTION -RES 140.00 GRADING PLAN CHECK FEE 15.00 DIF LIBRARIES - RES 355.00 DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 STRONG MOTION (SMI) - RES 41.27 DIF STREET MAINT FAC -RES 67.00 DIF TRANSPORTATION - RES 1930.00 Fee summary Charged Paid Credited Due ------- _ ---- ---------- Permit Fee Total ---------- ---------- ---------- 2358.32 .00 UU 2358.32 Plan Check Total 1279.83 1000.00 00 279.83 Other Fee Total 5176.03 .00 .00 5176.03 Grand Total 8814.18 1000.00 .00 7814.18 LQPERMIT Bin # ._.. _ -Permit#. Project Address: A. P. Number: Z ^ , naCity of La Quinta Building 8t Safety Division _ Box -1504,, 78=495-Cip�Tarnpico .. • JAN 3 0 2007 Uinta, CA 92253 - (760) 777-7012 0�.. Buildin rmit Application and Tracking Sheet FINetugie Owner's Name: X M/ Address: City. ST, zip: >< Telephone: x �,n - Project Description: X =E. 49" AAE sum Construction Type: State Lic C2g '�w•: Project 0 ect c' t role J type( one,):' nr : eye Add'n Alter Repair Demo Name of Contact Person: S9• Ft.:/Y,65 7 ! # Stories: :Z, #Units: Telephone .# of Contact Person: - �tD 8 Estimated Value of Prject: X 42 APPLICANT: DO NOT WRITE BELOW # Submittal THIS L NE Req'd Reed TRA Pian Sets Structural Cales. Truss Cates. Title 24 Calcs. Flood plain plan Grading plan Subcontactor List Grant Deed H.O.A. Approval IN HOUSE: - Planning Approval Pub. Wks. Appr School Fees CKING PERMIT FEES Plan Check submitted Reviewed, ready fo corrections Called Contact Perso Plans picked up Plans resubmitted 2"' Review, ready for correction Called Contact Person Plans picked up Plans resubmitted '"' Review, ready for Corr ton Called Contact Person Date of permit issue gItem iof'Plan I 4GPlumbing Check Deposit Plan Check Balance. Construction Mechanical Electrical .M.1. rading Developer Impact Fee A.I.P.P. Amount Total Permit Fees Coach "ella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 Project Name: Wayne Heikkala . Owner's Name: Wayne Heikkala Project Address: 52-425 Via Dona Project Description: 1 SFD APN: 772-480-028-2 This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMM/IND. AMOUNT: DATE: KECEIPT: CHECK H: INITIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) Tract #: Type of Development: Residential xx Commercial Total Square Feet of Building Area: 4746 sq. ft. Date: 05/21/07 Phone No. 760- Lot # Certification of Applicant/Owners: The person signing certifies that the above informatior is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: 05/21/07 Signature: *************************************.*********-*j*********************** 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/Il/87 Requirement . Number of Sq.Ft. 4746 sq ft Amount per Sq.Ft. $ 3.91 per sq. ft. Amount Collected $ 18,556.86 By: Carey M. Carlson, Asst. Supt., Business Services Certificate issued by: Maria L. Angulo, Facilities Secretary Signature: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND S11ATEMENX qF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires: that this Distrt provide (1) a wr1qSZ 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 lite 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 cat's 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 goodcause, 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 Y.as 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. I I`C lllvducsdc\ l'ec„ccniiiccuc c 1'complimicc 1i61-111 t:IbICsTU I;Slc.doc 1/16/03 T Certificate of Occupancy Tjht 4 4 4P Qumr10 Building & Safety Department This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances. of the City regulating building construction and/or use. BUILDING ADDRESS: 52-425 VIA DONA Use classification: SINGLE FAMILY DWELLING Occupancy Group: R-3 Owner of Building: WAYNE HEIKKALA Building Official Type.of Construction: VN POST Building Permit No.: 07-300 Land Use Zone: RL Address: 4610 N.E. 77th AVE City, ST, ZIP: VANCOUVER, WA. 98662 By: STEVE TRAXEL Date: MAY 16, 2008 E J TITLE 24 REPORT Title 24 Report for: The Heikkala Residence Lot 122- 52-425 Via Dona- The Hideaway La Quinta , CA 92253 Project Designer: OF (U� TA Kristi Hanson CITYDEP72-185 Painters Path Suite A BUDDING & tOV D Palm Desert, CA 92260 AP (760) 776-4068 FOR CONSTR 'CTION DAT I A�4cp) BY Report Prepared By: CJ McFadden BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760) 346-0855 Job Number: Date: 3/12/2007 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 1 TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary Form WS -5R Residential Kitchen Lighting HVAC System Heating and Cooling Loads Summary Room Load Summary Room Heating Peak Loads Room Cooling Peak Loads 1 2 3 9 11 12 16 20 24 EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 Certificate Of Compliance : Residential (Part 1 of 4) CF -1 R _T_h.eRei kka[a_Res.idan Type_ Frame Area U -Fac. Cay. Cont. Azm. Tilt .Roof- Wood- _1074 _0.025 R-38 3L121-2 7 Project Title _Lot 122-5242.5_V_ia_Dona-The- ideaw-ay I a_Q.u.iata R-0-0 0 9Q Date Project Address Wall_ Wood- 23_ _0 069_ R-21 R -Q 0 18n 90 Wall_ Wood_ 532 _0.06.9 -R21 Building Permit # AIR C-0-NDMO-Ni -t -0a-345_ 0. Wall- Wood- _382 0 062 R-21 (760) 346-0855 Wall- Wood_ _ 240_ _0-069 -R21 _BRFF7F Documentation Author Wall_ Wood_ 16.0. 0069 -21 _R-0-0 -270_-9.0 Telephone PlanCheck/Date -En-e- PM --9.0 Wall__ Woad- 358_ _0.0.62 -R21 15 Wall__ Wood_ 295_ _0.0.69. _R-21 Field Check/Date Compliance Method R-0-0 -=-9.0 Roof__ Wood_ 467_ _0..025 R_38 Climate Zone Wall-- Wood- 150 -0-G69- -&210`00_ TDV Standard Proposed Compliance x.80_ 90 (kBtu/sf-yr) Design Design Margin ZC.NE#3 Space Heating 3.25 2.87 0.39 DK Space Cooling 72.60 63.43 9.17 ',New Fans 10.35 10.83 -0.48 _0.9_A,6 Domestic Hot Water 8.35 9.30 -0.95 ZONF#4 Pumps 0.00 0.00 0.00 u Totals 94.55 86.44 8.12 F Building Type: IX] Single Family ❑� Multi Family Building Front Orientation: Fuel Type: Fenestration: ❑ Addition ❑ Existing + Add/Alt (N) 0 deg Natural Gas Area: 904 ft 2 Avg. U: 0.35 Ratio: 31.2% Avg. SHGC: 0.29 BUILDING ZONE INFORMATION Zone Name Floor Area Volume .H \IAC 1 i4 1 -i #2 1,nn6 .HYAC3 348 .HVAC 467 OPAQUE SURFACES I I f AM 11,8]4 14 680 3,489 3,236 na Ion . su Type_ Frame Area U -Fac. Cay. Cont. Azm. Tilt .Roof- Wood- _1074 _0.025 R-38 -0 0 -345_ 0 Wall_ Wood --2-1-0-0..069 -R21 R-0-0 0 9Q Wall_ WQ.od- 49D_ 0..062 R-21 R-0-0 - 90 9.Q Wall_ Wood- 23_ _0 069_ R-21 R -Q 0 18n 90 Wall_ Wood_ 532 _0.06.9 -R21 R0.0 27n 9.Q od_ 006_ _0 .025 -R-38 Roof- Wo1., -t -0a-345_ 0. Wall- Wood- _382 0 062 R-21 0-()0 0-90 Wall- Wood_ _ 240_ _0-069 -R21 _B=0 0 180.--9.0 Wall_ Wood_ 16.0. 0069 -21 _R-0-0 -270_-9.0 Roof W9od- 81.5. 0025 _R-38 R-0.0 345 0 Wall- Wood- 30.5_ _0.069.. R-21 --9.0 Wall__ Woad- 358_ _0.0.62 -R21 _B=0 0 An 90 Wall__ Wood_ 295_ _0.0.69. _R-21 _R-0 0 -J80 9D Wall_ Wood_ 146. 0_06.9_ -R21 R-0-0 -=-9.0 Roof__ Wood_ 467_ _0..025 R_38 _R -O._0 -345_ 0 Wall-- Wood- 150 -0-G69- -&210`00_ 0 90 Wall__ Wood_ _21.6_ _0_062 R-21 R_n n _90.90 Wall_ Wood -_10.4_ 0.062 0.210:0_0 x.80_ 90 -Wall-- Wood- .-21.6. 0.069.021 -00 - 970 9.0 Door None_ 24_ _0..500_ _Nene_ R 0.0_ _27.0 9Q 8.6% Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: pew # of Thermostat Units Zone Type Type 0 37 Sleeping- -SleepingStat 0_35_ Living Livina$_tat 0.12 Living _LLYJngStat 0..16_ Living I Mag tat - 2,894 ft2 n/a ft2 0 ft2 3,362 ft2 11.6 ft 1.00 2 Vent Hgt. Area --8 n/a 8 n/a 8 n/a 8 La Gains Condition Y / N Status JA IV Reference Location / Comments A pew 0.9- 6 70NF #1 A New 0.9-A6 70NE #1 EX New O1A_18 70#2 New 0996 70NE #2 A New _09=A6 7nNF #2 rig� New .0996 ZO�IE_#2 LJ New 091.8 70O#0 SNPw Qq -A6 ZONF #. t� �77II t�New Qq -A6 7nNE #3 iQ ' New 00 --Ag ZONF13 A ❑New 09-A6 ZC.NE#3 D& I_-�New _09-A18 ZONE #4 DK New 0.9 6 ZO.NE-#4 X ',New 09-A6 ZONE #4 _;Ne1v _0.9_A,6 ZONE #4 ix� ^ New 09=A6 ZONF#4 ❑ N.ew 28-A4 ZQN u Run Initiation Time: 03/12/07 11:27:27 Run Code: 1173720447 EnergyPro 4.3 by EnergySoft User Number. 3665 Job Number: Page:3 of 27 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R The Heikkala Residence Area Thick. Heat Inside 26-A1 26-A1 Condition 3/12/2007 Project Title (so (in.) Cap. Cond. R -Val. Date Status FENESTRATION SURFACES Concrete, Heavyweight 736 3.50 28 0_98 2 26-A1 New ZONE #1 / Slab on Grade True Cond. 3.50 Location/ # Type Area U -Factor' SHGC2 Azm. Tilt Stat. Glazing Type Comments J_ Wjnd.ow_Emnt_(N.)_ _3.5_0_ -0-330-NERC -0-36 _NERC 0_ 90- New Loew2n_H(23_) ZONE #1 2 Window Left (E)_ 6.0 0.330 NFRC 0_28 NFRC 90 90 New Loewen HPI (Csmt) (24) ZONE #1 3 Window Left (E) 6.0 0.330 NFRC 0_28 NFRC 90 90 New Loewen HP1 (Csmt) (25) ZONE #1 4 Window Left (E) 15.0 0.330 NFRC 0.28 NFRC 90 90 New Loewen HP1 (Csmt) 00) ZONE #1 5 Window Rear (S) 20.2 0.330 NFRC 0_36 NFRC 180 90 New Loewen HP1 (Fxd) (12) ZONE #1 6 Window Rear (S)_ 60.0 0.350 NFRC 0_20 NFRC 180 90 New Loewen HP1 (SwngGlsDr) (KL- ZONE #1 7 Window Rear (S)_ 20.2 0.33 NERC 0.36 NFRC 180 90 New Loewen HP1 (Fxd) (11) ZONE #1 8 Window Right (W) 6.0 0.330 NFRC 0.28 NFRC 270 90 New Loewen HP1 (Csmt) (16) ZONE #1 6 Window Right (WL 2.0 0.330 NFRC 0_36 NFRC 270 90_ New Loewen HP1 (Fxd) (15) ZONE #1 J.0 Window Rigb (WL 2.0 0.33 NFRQ OAC NFRC 270 90 New Loewen HP1 (Fxd) (1 ZONE #1 11 Window Right (W) 2.0 0.330 NFRC 0_36 NFRC 270 90 New Loewen HP1 (Fxd) (13) ZONE #1 12 Window Front L1 40.0 0.350 NFRC 0_20 NFRC 0 90 New Loewen HP1 (SwngGlsDr) (0) ZONE #2 13 Window_Eront-(N)_ 1A.2- -03ao NFRC _0_3B NERC _0 -90 Neje- LDEHCen HPI (Fxd) (26) JANE #2 14 Window Front (N) 32.7 0.330 NFRC 0_36 NFRC 0 90 New Loewen HP1 (Fxd) (28) ZONE #2 15 Window Front (N) 14.2 0.330 NFRC 0_36 NFRC 0 90 New Loewen HP1 (Fxd) (27) ZONE #2 16 Window Front (N) 220.0 0.340 NFRC 0_32 NFRC 0 90 New Loewen HP1 (SGD) (P) ZONF-#2 17 Window Rear (S) 60.0 0.350 NFRC 0_20 NFRC: 180 90 New Loewen HP1 (SwngGlsDr) (G) ZONE #2 18 Window Rear (S) 60.0 0.350 NFRC 0_20 NFRC 180 90 New Loewen HP1 (SwngGlsDr) (H) ZONE #2 19 Window Rear (S)_ 60.0 0.350 NFRC 0_20 NFRC 180 90 New Loewen HPI (SwngGlsDr) (J) ZONE #2 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Tvpe SHGC Hgt. Wd. Len. Hgt. LEA RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 I Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 Ti- Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 _ 15 Bug Screen 0.76 16 Bug Screen 0.76 _ 17 Bug Screen 0.76 _ 18 Bug Screen 0.76 _ 19 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter Slab Perimeter Area Thick. Heat Inside 26-A1 26-A1 Condition Location/ Type (so (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Concrete, Heavyweight 736 3.50 28 0_98 2 26-A1 New ZONE #1 / Slab on Grade Concrete, Heavyweight 338 3.50 28 0.98 0 26-A1 New ZONE #1 / Slab on Grade Concrete, Heavyweight 1,006 3.50 28 0_98 0 26-A1 New ZONE #2 / Slab on Grade Concrete Heavyweight 815 3.50 28 0.98 0 26-A1 New ZONE #3 / Slab on Grade Concrete, Heavyweight 396 3.50 28 0.98 2 26-A1 New ZONE #4 / Slab on Grade PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter Slab Perimeter 106_ 36 None No Insulation None No Insulation 26-A1 26-A1 New New ZONE #1 ZONE #1 Slab Perimeter None No Insulation 26-A1 New ZONE #2 _ _136 Slab Perimeter _ Slab Perimeter 134 71 None No Insulation None No Insulation 26-A1 26-A1 New New ZONE #3 ZONE #4 _ . _ ...._ Run Initiation Time: 03/12/07 11:27:27 Run Code: 1173720447 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:4 of 27 Certificate Of Compliance: Residential (Part 2 of 4) CF -1 R The Heikkala Residence 3/12/2007 Project Title Date FENESTRATION SURFACES # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 _ 21 True Cond. Location/ # Type 0.76 Area LI -Factor" SHGC2 Azm. Tilt Stat. Glazing Type Comments 20 _W.iadow Hear (S.)_ 947 _0_330NEJELQ_0_3.6 _NFBC X8.0_ _Ro_ New LoeWenJip1�Fxd1 (9) ZONE #2 21 Window Left (E) 6.8 0.330 NFRC 0_36 NFRC 90 90 New Loewen HP1 (Fxd) (5) ZONE #3 22 Window Rear (S) 25.0 0.330 NFRC 0_28 NFRC 180 90 New Loewen HPI (Csmt) U ZONE #3 23 Window Right (W) 24.0 0.770 116-A 0_59 116-B 270 90 New Craftsman (SWngGISDr) (S) ZONE #3 24 Window Front (N) 6.0 0.330 NFRC 0_28 NFRC 0 90 New Loewen HP1 (Csmt) (30) ZONE #4 25 Window Left (E)_ 6.0 0.330 NFRC 0_28 NFRC 90 90 New Loewen HP1 (Csmt) (33) ZONE #4 2§ Window Left (E)_ 6.0 0.330 F 0_36 NFRC 90 90 New Loewen HP1 (Fxd) (34) ZONE #4 27 Window Left (E) 6.0 0.330 NFRC 0.28 NFRC 90 90 New Loewen HP1 (Csmt) (35) ZONE #4 28 Window Left (E)_ 6.0 0.339NFSC 0.36 NFRC_ 90 94 New Loewen HP1 (Fxd) (31) ZONE #4 .29 Window Rear (a1 48.0 0.350 NFRC 0_20 NFRC 180 9Q New Loewen HP1 (,SwngGlsDr) (=_ ZONE #4 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 _ 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 _ 24 Bug Screen 0.76 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 _ THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (so (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Concrete, Heavyweight 71 3.50 28 0_98 0 26-A1 New ZONE #4 / Slab on Grade PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 28 None No Insulation 26-A1 New ZONE #4 Run Initiation Time: 03/12/07 11:27:27 Run Code: 1173720447 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:5 of 27 Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R The Heikkala Residence Project Title Date 3/12/2007 HVAC SYSTEMS Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -#1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC -#2 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC43 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC DISTRIBUTION Location Duct Coolina Location HVAC -#1 Ducted Ducted Attic HVAC -#2 Ducted Ducted Attic HVAC -#3 Ducted Ducted Attic Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Duct Condition Ducts R -Value Status Tested? 4.2 New No 4.2 New No 4.2 New No WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Standard Gas 50 gal. Small Gas No Pipe Insulation 1 40,000 50 New 0.53 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Kristi Hanson Address: 72-185 Painters Path Suite A Palm Desert, CA 92260 Telephone: (760) 776-4068 Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Documentation Author Name: CJ McFadden Title/Firm: BREEZE AIR CONDITIONING Address: 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 Telephone: 760 346-0855 3 12 47 (signature) I (date) (signature) (date) I Run Initiation T6me& 03/12/07 11G27o27 Run Code* 1173720447 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:6 of 27 i Certificate Of Comaliance : Residential (Part 3 of 4) CF -1 R The Heikkala Residence 3/12/2007 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -#4 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC DISTRIBUTION Location Heatin HVAC -#4 Ducted Duct Duct Condition Ducts Cooling Location R -Value Status Tested? Ducted Attic 4.2 Nev,. No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status cr RE Loss (%) Ext. Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Adc 1/2" Control # HP Type In Plenum Outside Buried Insulation REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Kristi Hanson Address: 72-185 Painters Path Suite A Palm Desert, CA 92260 Telephone: (760) 776-4068 Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Documentation Author Name: CJ McFadden Title/Firm: BREEZE AIR CONDITIONING Address: 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 Telephone: 760 346-0855 (signature) �date) (signature) (date) Run Initiation Time* 03/12/07 11 27627 Run Codee 1173720447 EnergyPro 4.3 by EnergySoft User Number. 3665 Job Number. Page:7 of 27 Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R The Heikkala Residence 3/12/2007 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adeauacv of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Plan Field The Roof "R-38 Roof' includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residential Manual. The HVAC System "HVAC -#1" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. r HIGH MASS Design - Verify Thermal Mass: 736 sqft Covered Slab Floor, 3.50" thick at Master Suite HIGH MASS Design - Verify Thermal Mass: 338 sqft Exposed Slab Floor, 3.50" thick at Master Suite The HVAC System "HVAC -#2" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. i HIGH MASS Design - Verify Thermal Mass: 1006 sqft Exposed Slab Floor, 3.50" thick at Entry/Great Room The HVAC System "HVAC -#3" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HIGH MASS Design -Verify Thermal Mass: 815 sqft Exposed Slab Floor, 3.50" thick at Kitchen/Laundry i The HVAC System "HVAC -#4" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. :HIGH MASS Design - Verify Thermal Mass: 396 sqft Covered Slab Floor, 3.50" thick at 2nd Floor/Office HIGH MASS Design - Verify Thermal Mass: 71 sqft Exposed Slab Floor, 3.50" thick at 2nd Floor/Office HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervisio-n of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF -41K installation certificate. Plan Field ,The HVAC System "HVAC -#1" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. iThe Cooling System "PSA2131) / PGC1RA (4 Ton) 13 SEER" includes credit for a 11.6 EER Condenser. A certified HERS rater must (field verify the installation of the correct Condenser. The HVAC System "HVAC -#2" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion i Valve. (The Cooling System "PSA2BD / PGC1RA (3 Ton) 13 SEER" includes credit for a 12.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System "HVAC -#3" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "PSA213D / PGC1RA (3 Ton) 13 SEER" includes credit for a 12.0 EER Condenser. A certified HERS rater must I field verify the installation of the correct Condenser. i IThe HVAC System "HVAC -#4" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion I Valve. The Cooling System "PSA2BD / PGC1RA (2 Ton) 13 SEER" includes credit for a 11.9 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. I ' Run Initiation Time: 03/12/07 11.27:27 Run Code: 1173720447 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:8 of 27 Y 1 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. 'DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the ENFORCE - permit application documentation. NIA DESIGNER MENT Building Envelope Measures ❑ ❑X ❑ ;§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ *§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ Q ❑ ❑ apply to exterior mass walls). ;§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. Masonry and factory -built fireplaces have: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ X ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ ER ❑ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and b. outside air intake with damper and control, flue damper and control t ^1 E ❑ 2. No continuous burning gas pilot lights allowed. ❑ 0 ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ E]❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ ❑ ❑ CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ 1z ❑ i2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain 1:1 ER 11Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ 0 ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ 0 ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ E ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external El ��tt ox ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ X ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. ❑ ❑ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and t ^1 indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydropic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. LI I El 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ J - and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed 7_i _ r ILI entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:9 of 27 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑X ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑X ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and 2. System is installed with: support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause ❑ ❑ ❑ reductions in the cross-sectional area of the ducts. b. Cover for outdoor pools or outdoor spas. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ® ❑ duct tapes unless such tape is used in combination with mastic and draw bands. § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) E]® ,.. ❑ 4. Exhaust fan systems have back draft or automatic dampers. ❑ Lighting Measures 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ® ❑ dampers. electric and have an output frequency no less than 20 kHz. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water luminaire has factory installed HID ballast. retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ ❑X ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, ❑ ❑ ❑ 7. Flexible ducts cannot have porous inner cores. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑X ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: ❑ ❑ ❑ a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ x❑ ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑X ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑X ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ X❑ ❑ controlled by an occupant sensor that complies with Section 1219(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 10 of 27 Residential Kitchen Lighting Worksheet WS -5R The Heikkala Residence 3/12/2007 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. Luminaire Type High Efficacy? Watts Quantity High Efficacy Watts Other Watts (1) 18w Compact Fluorescent Quad 4 Pin Yes X No 18.0 x 14 = 252 or (1) 2 ft Fluorescent T8 Elec Yes X No 16.0 x 3 = 48 or (1) 3.5 ft Fluorescent T8 Elec Yes X No 26.0 x 3 = 78 or 35w Low Voltage Halogen Yes No X1 35.0 x 5 = or 175 Decorative Hanging Fixture (1_) Yes No X1 60.0 x 3 = or 180 Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes I No x = or Yes No x = or Total A: 378 B: 355 COMPLIES IF A >_ B YES ® NO ❑ EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 11 of 27 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Heikkala Residence 3/12/2007 SYSTEM NAME FLOOR AREA HVAC -#1 I 1,074 ENGINEERING CHECKS SYSTEM LOAD ember of Systems 11 COIL COOLING PEAK CFM Sensible Latent Total Room Loads 1 742 14,801 31247 Return Vented Lighting 01 Return Air Ducts 2,123 Return Fan o Ventilation 8 3,235 1,873 Supply Fan 0 Supply Air Ducts 1 2,123 TOTAL SYSTEM LOAD 22 282 5,120 COIL HTG. PEAK CFM I Sensible 703 21,3621 2,425 0 81 4,507 0 2,425 30 720 Heating System Output per System 58,000 Total Output (Btuh) 58,000 Output (Btuh/sqft) 54.0 Cooling System Output per System 47,000 Total Output (Btuh) 47,000 Total Output (Tons) 3.9 1 Total Output (Btuh/sqft) 43.8 Total Output (sgftrron) 274.2 Air System HVAC EQUIPMENT SELECTION CFM per System 1,600 58,000 PSA213D / PGC1 RA (4 Ton) 13 SEER 39,413 0 Airflow (cfm) 1,600 Airflow (cfm/sgft) 1.49 Airflow (cfm/Ton) 408.5 Total Adjusted System Output (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK 39,413 =o F Aug 2 pm 58,000 Outside Air (%) 5.0 Outside Air (cfm/sqft) 0.08 Jan 12 am Note: values above given at ARI conditions J­IEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 of 75.9 OF 110.0 of 110.00F .1 .1 1 Q Outside Air V 81 cfm Heating Coil Supply Fan 1600 cfm 78.6 OF Return Air Ducts Supply Air Ducts 108.6 of ROOMS 80.0 of I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak I 1111.0 / 77.6 of Outside Air 81 cfm i 73.2/59.90F 75.1/61.10F M 52.0/50.90F Cooling Coil 52.0 / 50.9 of -�10 Supply Air Ducts Supply Fan 53.2 / 51.4 of 1600 cfm 48.1% R.H. i ROOMS-; 72.0 / 59.5 of Return Air Ducts EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 12 of 27 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE ! The Heikkala Residence 3/12/2007 SYSTEM NAME FLOOR AREA HVAC -#2 1,006 ! Number of Systems I 11 (Heating System Output per System 43,000 Total Output (Btuh) i 43,000 Output (Btuh/sgft) 42.8 Cooling System Output per System 35,000 Total Output (Btuh) 35,000 Total Output (Tons) 2.9 Total Output (Btuh/sqft) 34.8 Total Output (sgft/Ton) 344.7 Air System CFM per System Airflow (cfm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sgft) Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRIC 26.0 OF Outside Air 75 cfm 77.6 of 1,200 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK I COIL HTG. PEAK CFM I Sensiblel Latent I I CFM I Sensible 11426 24,058 3,09 975 26,6631 0 i 3,451 3,027 0 0 75 2,912 1,557 75 4,144 0 1 0 3,451 3,027 33,871F4,648 36,86 1,200 PSA213D / PGC1 RA (3 Ton) 13 SEER 30,054 0 1.19 411.4 Total Adjusted System Output --01 0.071 6.3 (Adjusted for Peak Design Conditions) 30,054 0 0.07 TIME OF SYSTEM PEAK Aug 2 pm 74.4 of ■ 108.1 of Heating Coil Time of 0 Supply Fan 1200 cfm 43,000 43,000 Jan 12 am 108.1 of Supply Air Ducts 105.7 of ROOMS 80.0 of ! Return Air Ducts `S ! OOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak I 1111.0/77.6 OF 77.0/62.6 OF 53.4/52.3 OF 53.4/52.3 OF 41 0, Supply Air Ducts Outside Air 75 cfm °F ! Cooling Coil Supply Fan 56.2/53.4 1200 cfm 51.3% R.H. ROOMS I' 74.7/61.30F 72.0/60.4OF Return Air Ducts EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: 13 of 27 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Heikkala Residence I 3/12/2007 SYSTEM NAME FLOOR AREA HVAC -#3 348 Number of Systems 1 ;Heating System Output per System i 43,000' Total Output (Btuh) 43,000 Output(Btuh/sqft) 123.6 Cooling System Output per System 35,000 Total Output (Btuh) 35,000 Total Output (Tons) 2.9 Total Output (Btuh/sqft) 100.6 Total Output (sgft/Ton) 119.3 Air System CFM per System 1,200 Airflow (cfm) 1,200 Airflow (cfm/sqft) 3.45 Airflow (cfm/Ton) 411.4 Outside Air (%) 2.2 Outside Air (cfm/sgft) 0.08 Note: values above JEATING SYSTE 26.0 of Outside Air 26 cfm 78.7 of YSTEM LOAD Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible; Latent CFM I Sensible 1 454 9,472 1,593 444 14,184 0 1 1,359 1,610 0 0 26 1,053 650 26 1,465 0 0 1,359 1,610 TOTAL SYSTEM LOAD I 13,242 2,243 18,870 HVAC EQUIPMENT SELECTION PSA2BD / PGC1 RA (3 Ton) 13 SEER 28,805 0 43,000 Total Adjusted System Output28,805 0 43,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am n at ARI conditions I L- SYCHROMETRICS (Airstream Ter 77.6 of 111.3 of Heating Coil of Heatina Pea Supply Fan 1200-cfm 111.3 of 30 Supply Air Ducts 110.0 of ROOMS 80.0 of I Return Air Ducts `S I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak I 1111.0/77.6 OF 73.9/59.9 OF 51.3/50.2 OF 51.3/50.2 OF Q: Supply Air Ducts Outside Air i 26 cfm Cooling Coil Supply Fan 52.4 5,0.7 of 1200 cfm 46.0% R.H. ROOMS 73.1 / 59.3 of 72.0 / 58.9 of I n Return Air Ducts I i EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number. Page: 14 of 27 j HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Heikkala Residence 3/12/2007 SYSTEM NAME FLOOR AREA HVAC -#4 467 NG CHECKS Number of Systems 1 11 Heating System Output per System 36,000 Total Output (Btuh) 36,000 Output (Btuh/sqft) 77.1 11 Output per System 24,000 Total Output (Btuh) I Sensiblel 24,000 Total Output (Tons) Sensible 2.0 Total Output (Btuh/sqft) 1,360 51.4 Total Output (sgft/Ton) 35 233.5 Air system CFM per System Airflow (cfm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sgft) Note: values above giver 26.0 OF Outside Air 35 cfm 78.4 OF 800 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensiblel Latent I I CFM Sensible 4231 8,563 1,864 1 306 11,982 01 1,228 1 1,360 0 0 35 1,399 828 351 1,953 0 0 1,228 1,360 12,419 2,692 16,655 IPSA2BD / PGCIRA (2 Ton) 13 SEER 1 20,0641 01 Total Adjusted System Output 20,0 — 0 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pm at ARI conditions I L- YCHROMETRICS (Airstream Ter 76.10F 118.40F Heating Coil Time of Supply Fan 800 'cfm 36,000 36,000 Jan 12 am 118.4 OF -�0 Supply Air Ducts 116.8 OF ROOMS 80.0 OF i% Return Air Ducts 'I OOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.6°F 75.1/60.9°F 51.5/50.4°F 51.5/50.4OF Supply Air Ducts j Outside Air ° 0 i 35 cfm Cooling Coil Supply Fan 53.0 / 51.0 of j 800 cfm 47.6% R.H. ' ROOMS il 72.0 / 59.4 of I 73.4 / 59.9 °F h Return Air Ducts `5 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 15 of 27 ROOM LOAD SUMMARY PROJECT NAME The Heikkala Residence DATE 3/12/2007 SYSTEM NAME HVAC -#1 FLOOR AREA 1,074 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #1 Master Suite 1 742 14,801 3,247 742 14,801 3,247 703 21,362 PAGE TOTAL 1 742 14,801 3,247 1 703 21,362 TOTAL 1 742 14,801 3,247 703 21,362 i EnergyPro By EnergySoft User Number: User Job Number: Page: 16 of 27 i i ROOM LOAD SUMMARY PROJECT NAME The Heikkala Residence DATE 3/12/2007 SYSTEM NAME HVAC -#2 FLOOR AREA 1,006 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #2 Entry/Great Room 1 1,426 24,058 3,091 1,426 24,058 3,091 975 26,663 PAGE TOTAL 1 1,426 24,058 3,091 975 26,663 TOTAL 1 1,426 24,058 3,091 975 26,663 i EnergyPro By EnergySoft User Number: User Job Number: Page: 17 of 27 ROOM LOAD SUMMARY PROJECT NAME The Heikkala Residence DATE 3/12/2007 SYSTEM NAME HVAC -#3 FLOOR AREA 348 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM I SENSIBLE ZONE #3 Kitchen/Laundry 1 454 9,472 1,593 454 9,472 1,593 444 14,184 I PAGE TOTAL 1 454 9,47211,593 444 14,184 TOTAL 4541 9,472 1 1,593 444 14,184 EnergyPro By EnergySoft User Number: User Job Number: Page: 18 of 27 ROOM LOAD SUMMARY PROJECT NAME The Heikkala Residence DATE 3/12/2007 SYSTEM NAME HVAC -#4 FLOOR AREA 467 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #4 2nd Floor/Office 1 423 8,563 1,864 423 8,563 1,864 306 11,982 PAGE TOTAL 1 423 8,563 1,864 306 11,982 TOTAL 1 423 8,563 1,864 306 11,982 l EnergyPro By EnergySoft User Number: User Job Number. Page:19 of 27 ROOM HEATING PEAK LOADS Project Title Date The Heikkala Residence i3/12/2007 Room Information Design Conditions Room Name Master Suite Time of Peak Jan 12 am Floor Area 1,074 Outdoor Dry Bulb Temperature 26°F Indoor Dry Bulb Temperature 80 OF Conduction Area X x x X X x x X x x X X x X x x x x x x Xx x X X X X x X X x X X X X X x x X X x Height U -Value x X x x X x x X X X x x x x X x x x x x X x X x x x X x x x X x X X X X x x x Z�T of = = = = = = = = _ . = =360 = = = = = = = = = = = = Btu/hr R-38 Roof 1,074.0 0.0250 54 1.450 IR -21 Wall 209.5 0.0690 54 781 ILoewenJJP1_(Fxd)-(2) 35.0 0.3300 54 624 R-21 Wall 489.5 0.0690 54 1,824 Loeven_hl?J 6.0 0.3300 54 107 Loewen HP1 Csmt (25 6.0 0.3300 54 107 Loewen HP1 ( s t) (10 15.0 0.3300 54 267 R-21 Wall 22.6 0.0690 54 84 Loewen-1�12-1_(Exd.)_(_17) Loewen HP1 Swn GlsDr (K) 20.2 0.3300 54 360 60.0 0.3500 54 1,134 Lce-wen HP1 (Fxd) 20.2 0.3300 5 R-21 Wall 532.0 0.0690 54 1,982 Loewen HP1 Csmt 16 6.0 0.3300 54 107 Loewen HP1 Fxd 15 2.0 0.3300 54= 36 HP1 (Fxd) (14) 2 0.3300 54=36 rrLoe-wen ILoeweFxdl (11)(11) 2.0 0.3300 54 36 n Slab-OGra lime1er = 105 .5- 0.7300, 54= Slab -On -Grade -pe perimeter = 36.0 0.7300 54 1,419 r i _ i Items shown with an asterisk (') denote conduction through an interior Infiltration: j 1 00 x 1.0641 x 1 Schedule Air Sensible Fraction surface to another room. 1.0741 x 11.00 Area Ceiling 0.5741 / 601 ACH J Page Total:14 AT 8711 6.4911 TOTAL HOURLY HEAT LOSS FOR ROOM 21,362 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 20 of 27 ROOM HEATING PEAK LOADS ::1 112roject Title (Date Room Intormation uesian L;onaiuons Room Name Entry/Great Room Time of Peak Jan 12 am Floor Area 1,006 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 80 OF Conduction Area U -Value OT of Btu/hr R-38 Roof � 1,005.51 x x X x X x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xx x x I x x x Height 0.0250 x x x x X X x X x x x X x X x x x x x x x x x x x x x x x x x x x x x I x x x x 54 = = = = = = = = -. = = = = = = = = = = = = = = = = = = = = = = 1 357 R-21 Wall 382.4 0.0690 54 1,425 Loewen-HP_1 40.0 0.3500 54 756 _SwnaG1sD0_(9) Loewen HP1 Fxd 26 14.2 0.3300 54 253 Lo_ev,ten_lP1_(Exd.)_(28) 32.7 0.3300 54 582 Loewen HP1F( xd) 27 14.2 0.3300 54 253 Loewen HP1 (SGL)) (P) 220.0 0.3400 54 4,039 R-21 Wall 240.3 0.0690 54 895 Loewet IP1 (SwngG1sD4)(.G) Loewen HPI Swn GlsQr H 60.0 0.3500. 54 1,134 60.0 0.3500 54 1,134 Loewenj:IP_L(_SwngGlsDrl (J_) 60.0 0.3500 54 1. 114 Loewen HP1 Fxd 9 94.7 0.3300 54 1,688 R-21 Wall 159.5 0.0690 54 594 Slab -On -Grade oerimeter = 135.5 0.7300 54= 5,341 I Items shown with an asterisk (') denote conduction through an interior Infiltration: ij 1.00 x 1.064 x I -Schedule Air Sensible Fraction surface to another room. 1,0061 x 14.60 Area Ceiling 1 0.432 1601 ACH - Page Total: 541 GT ! 20.5861 _ _ 6,0771 TOTAL HOURLY HEAT LOSS FOR ROOM 26,663 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 21 of 27 ROOM HEATING PEAK LOADS Project Title Date The Heikkala Residence 3/12/2007 Room Information Design Conditions 771 Room Name Kitchen!Laundry Time of Peak Jan 12 am (Floor Area 348 Outdoor Dry Bulb Temperature 26°F Indoor Dry Bulb Temperature 80°F Conduction Area U -Value 815.0 X 0.0250 x 305.0 x 0.0690 x 358.2 x 0.0690 x 6.8 X 0.3300 X 295.0 X 0.0690 X 25.0 X 0.3300 X 146.0 X 0.0690 X 24.0 x 0.7700 x perimeter = 134.5 x 0,7300.X X X X X X X X x X X X X x X X X X x x X x X X x X X X I x X X X x X x x X X X x X x X X X X X x ( x X X X X X I X X X X x X X &T OF Btu/hr 1,100 1,136 1,335 121 1.099 446 544 998 5.302 i I I Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: I 12,081 Infiltration: 1.00 x 1.064 x 1 3481 x 10.00 x 0.631 / 601 x 54 = i 2 103 —Schedule Air Sensible Area Ceiling Height ACH — OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 14,184 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 22 of 27 ROOM HEATING PEAK LOADS (Project Title Date The Heikkala Residence 3/12/2007 1 Room Information Design Conditions 771 Room Name 2nd Floor/Office Time of Peak Jan 12 am Floor Area 467 Outdoor Dry Bulb Temperature 260F Indoor Dry Bulb Temperature 80 OF 0 Conduction U -Value - n_ Btu/hr *R-0 Floor F.0.2, .16 I 467.0 X X x x x x x X x X X x X X x x X X X X X X X X X X X X X X X X X X I x x I x x x 8.001 x Height 0.0710 x x x x x X X x X x X X X x x X X x X x X X X I X X X X X X X x X x X x x x x x x 0 = = = = = = = = =_ =907 = = = = = = = = = = = = _ = = = = = = = = 0 R-38 Roof 467.0 0.0250 54 630 B 2 Wall 150.0 0.0690 54 559 Loewen HPI Csmt 30 6.0 0.3300 54 107 &Zl-W-all 216.0 0.0690 54 805 Loewen HP1 Csmt 33 6.0 0.3300 54 107 Lown HPI (Fxd)_(34) 6.0 0.3300 54 107 Loewen HP1 Csmt 35 6.0 0.3300 54 107 6 0.3300 54 107 .Loewenli21_(.Exd) R-21 Wall 104.0 0.0690 54 388 Loewen-J12-1-(.SymgGlSDr) SAO 48.0 0.3500 R-21 Wall 216.0 0.0690 54 805 Solid Wood Door AN 24.0 0.5000 54 648 Slab -On -Grade oerimeter = 71.0 0.7300 54= 2,799 lab=QaSGrade perimeter = 27.5 0.7300 54=1 Q84 i L� iI i I Items shown with an asterisk (') denote conduction through an interior Infiltration: ;I 1.00 x 1.064 x '-Schedule Air Sensible Fraction surface to another room. 4671 x i Area Ceiling 1 0.7891 / 60] ACH Page Total: 541 CT 9,1591 I____2 8221 TOTAL HOURLY HEAT LOSS FOR ROOM 11,982 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 23 of 27 RESIDENTIAL ROOM COOLING LOAD SUMMARY (Project Title Date I !The Heikkala Residence 13/12/2007 lRoom Information Design Conditions 1 Room Name: Master Suite Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,074 sf Outdoor Web Bulb Temperature: 78OF Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces Roof Wall R-21 Wall R-21 Wall Orientation Area 1,074.0 209.5 489.5 22.6 532.0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration FxdWdw 23 CsmntWdw 24 CsmntWdw 25 CsmntWdw 10 FxdWdw 02 Swn GlsDr K FxdWdw (11) U -Factor x I 0.0173 X x 0.0690 X x 0.0690 X X 0.0690 X x 0.0690 X x E x x 6.0X x x E x x 6.0X x x E x x 15.0X x x S x CLTD 1 56.0 23.0 33.0 26.0 33.0 Page Total Btu/hr Orientation Shaded Area x X x x x GLF + + + + I + Unshaded Area x X X x I X1 GLF 20.0 = = = = I= Btu/hr N 0.0 20.0 35.0 699 E 0.0x 17.0+ 6.0X 33.6= 202 E 0.0x 17.0+ 6.0X 33.6= 202 E 0.0x 17.0+ 15.0X 33.6= 504 S 0.0 20.0 20.2 20.0 405 S 0.0 14.4 60.0 14.5 868 S 0.0 20.0 20.2 20.0 405 W 0.0X 17.0+ 6.0X 33.6= 202 W O.Ox 20.0+ 2.0X 41.3 83 W O.Ox 20.0+ 2.0x 41.3= 83 -I I Page Total 1 3,6511 Internal Gain Btu/hr fOccupants ::4 x Occupants x 230 Btuh/occ. = 920 Equipment 1 X Dwelling Units X 1,6001 Wafts/sgft = 1,6001 Infiltration: 0 x 1.49 x 75.78 x I 4d = 4,8081 Air Sensible CFM ELA TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 14,801 Latent Gain Btu/hr Occupants 41 x Occupants x 2001 Btuh/occ. = I 8001 Infiltration: 4,771: x 1.491 x 75.781 x 0.00454 = r 2,4471 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 3,247 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 24 of 27 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title iDate The Heikkala Residence 13/12/2007 Room Information Design Conditions Room Name: Entry/Great Room I Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,006 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area x x x x x x x x x x x x U -Factor x x x x x x x x x x x x CLTD 1 = = = = = = = Btu/hr N 1,005.5 0.0173 77.0 1,339 N 382.4 0.06901 31.0 818 0.0 240.3 0.0690 38.0 6301 (W) 159.5 0.0690 55.0 605 798 N 0.0 24.4 14.2 24.4 347 N 0.0 22.6 220.0 22.6 4,979 S 0.0x 16.9+ 60.0X 21.3= 1,278 S) 0.0x 16.9+ 60.0X 21.3= 1,278 S 0.0x 16.9+ 60.0X 21.3= 1,278 S 0.0 24.4 94.7 32.3 3,063, Items shown with an asterisk (-) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Page Total 1 3,3931 Orientation Btu/hr Shaded Area x x x X x x x GLF + + + + + + + Unshaded Area X X x X X x 1XI GLF = = = = = = Btu/hr N 0.0x 16.9+ 40.0x 16.9= 676 N 0.0 24.4 14.2 24.41 347 N 0.0 24.4 32.7 24.4 798 N 0.0 24.4 14.2 24.4 347 N 0.0 22.6 220.0 22.6 4,979 S 0.0x 16.9+ 60.0X 21.3= 1,278 S) 0.0x 16.9+ 60.0X 21.3= 1,278 S 0.0x 16.9+ 60.0X 21.3= 1,278 S 0.0 24.4 94.7 32.3 3,063, I Page Total E=i044 Internal Gain Btu/hr x Occupants x 230 Btuh/occ. = P P Occu ants P1, 920 Equipment X Dwelling Units x 1,2001 Watts/sqft = 1,20 Infiltration: 1.064 x 1.49 X 70.95 x = 4.5n2 Air Sensible CFM ELA TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 24,0581 Latent Gain Btu/hr Occupants 'i 41 x Occupants x i 2001 Btuh/occ.= I 08 01 Infiltration: 4,771' x 9 x 70.951 x ' 0.004541 2,2911 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 3,091 _ EnergyPro 4.3 by EnergySoft User Number. 3665 Job Number: Page: 25 of 27 S RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Heikkala Residence 3/12/2007 Room Information Design Conditions Room Name: Kitchen/Laundry Outdoor Dry Bulb Temperature: 1120F Floor Area: 348 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr Wall R-21 Wall N 815.0 X X X X X x x x x x x x 0.0173 X X X X X x x x x x x x + + + + + + + + + = = = = = = = = = = = N 305.0 0.0690 23.0 E 358.2 0.0690 33.0 S 295.0 0.0690 26.0 W 146.0 0.0690 33.0 W 0.0 37.3 24.0 72.3 1,736 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration rage I otal 529 332 Orientation Shaded Area X x x x X X x x Ix GLF + + + + + + + + + Unshaded Area x x x x x X X x x GLF = = = = Btu/hr E 0.0x 20.0+ 6.8x 41.3= 281 S 0.0x 17.0+ 25.0X 17.1= 426 W 0.0 37.3 24.0 72.3 1,736 Page Total2 443 Internal Gain Btu/hr ,Occupants 4 X Occupants x 230 Btuh/occ. = 920 E ui ment x Dwelling Units X 1,600 Wafts/sqft = 1,6001 Infiltration: I 1.0641 x 1 1.49 x 24.56 x 1558 Air Sensible CFM ELA /nIT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9472 Latent Gain Btu/hr !Occupants i [ 4 x Occupants x 2001 Btuh/occ. _ 8001 Infiltration: 4,771; X 1.491 X fi X 0.00454 = 793 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,593 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 26 of 27 i RESIDENTIAL ROOM COOLING LOAD SUMMARY jProject Title Date !The Heikkala Residence 3/12/2007 Room Information Design Conditions Room Name: 2nd Floor/Office Outdoor Dry Bulb Temperature: 112°F Floor Area: 467 sf Outdoor Web Bulb Temperature: 78°F (Indoor Dry Bulb Temperature: 72 OF Outdoor Daily Range: 340F ue burraces R-21 Wall R-21 Wall Solid Wood Door (AN) Orientation Area X X X X X X X x x x x x U -Factor X X X X X X X x x x x x CLTD 1 0.0 56.0 Unshaded Area 467.0 0.0710 N 467.0 0.0173 N 150.0 0.0690 23.0 E 216.0 0.0690 33.0 S 104.0 0.0690 26.0 W 216.0 0.0690 33.0 A 24.0 0.5000 33.0 6.0X 33.6= 202 E 0.0X 20.0+ 6.0X 41.3= 248 S 0.0x 14.4+ 48.0X 14.5= 694 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Nage I otal Btu/hr 0 452 238 492 187 492 396 Orientation Shaded Area x X x x X x GLF + + + + + + Unshaded Area x X X x x X GLF = = = = = = Btu/hr N 0.0x 17.0+ 6.0x 17.0= 102 E 0.0x 17.0+ 6.0X 33.6= 202 E 0.0 20.0 6.0 41.3 248 E 0.0x 17.0+ 6.0X 33.6= 202 E 0.0X 20.0+ 6.0X 41.3= 248 S 0.0x 14.4+ 48.0X 14.5= 694 Page Total E1 696 Internal Gain Btu/hr Occupants 4 x Occupants X 230 Btuh/occ. = 920 Equipment 1 x Dwelling Units X 1 6001 600 Wafts/sqft = I 1,600 Infiltration: 1.064 x 1.49 X �3 51 x I 40 = 2091 Air Sensible CFM ELA �T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 8,563 Latent Gain ,Occupants I 4 x Occupants x 2001 Btuh/occ. _ Btu/hr 8001 -� Infiltration: ' 4,7711 x 1.491 x 32.951 X ' 0.004541 = 1,0641 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,864 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 27 of 27 TITLE 24 REPORT Title 24 Report for: The Heikkala Residence Lot 122- 52-425 Via Dona- The Hideaway La Quinta , CA 92253 Project Designer: Kristi Hanson 72-185 Painters Path Suite A Palm Desert, CA 92260 (760) 776-4068 Report Prepared By: CJ McFadden BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760) 346-0855 Job Number: Date: 3/12/2007 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 2005 Building =nergy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary Room Load Summary Room Heating Peak Loads Room Cooling Peak Loads Manufacturer's Specifications EneravPro 4.3 Job Number: 1 2 3 7 9 11 13 15 17 User Number: 3665 ' i Certificate Of Compliance : Residential (Part 1 of 4) CF -1 R _The_Heikkala_Resjdte-n 1,272 ft2 Existing Floor Area: 3 2L2007 Project Title _Lot 122-52425_V_i.a_D-o.n.a-T_he_Hide.avw-ay-La_Q.uiata Raised Floor Area: Date Project Address Slab on Grade Area: 1,272 ft2 Building Permit # AIR CO_N.D=0-R G Number of Dwelling Units: (760) 346-0855 -B-REF-7F Documentation Author Telephone Plan Check/Date _Ene gvPrn 15 Field Check/Date Compliance Method Climate Zone TDV Standard Proposed Compliance _(kBtu/sf-yr) Design Design Margin Space Heating 2.70 2.35 0.35 Space Cooling 70.88 67.88 3.00 Fans 10.12 10.40 -0.28 Domestic Hot Water 15.20 17.32 -2.12 Pumps 0.00 0.00 0.00 Totals 98.91 97.95 0.96 Percent better than Standard: Building Type: [ Single Family ❑ Multi Family Building Front Orientation: Fuel Type: Fenestration: ❑ Addition ❑ Existing + Add/Alt (N) 0 deg Natural Gas Area: 181 ft2 Avg. U: 0.34 `9e] Total Conditioned Floor Area: 1,272 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: 0 ft2 Slab on Grade Area: 1,272 ft2 Average Ceiling Height: 10.0 ft Number of Dwelling Units: 1.00 Ratio: 14.2% Avg. SHGC: 0.25 Number of Stories: 1 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area .H_ __VA_ G_#1 571 571 nn _0 45_ -Conditioned- -Setback- 2 -nLa EVA G#2 701 7 010 _0..5.5- Conditioned - -Setback- -Na OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Roof Wood_ 571 -n n25 R_38_ R_n_0 345 -Q Wall_ Wood_ 248 0_08.9 R-21 R-0.0_ 0__9.0 Wall_ Wood_ 278_ n 089 -R21 _R-0-0 gQ-990. Wall- Wood- x.91 -0 069 _R21 -n n --i80_g0 Wall -Wood- _225_ 0..0.69 -R21 R-0 0_ -279_ 9.0. Roof Wood_ -----ZOa. -0-025_ -R_3.8- X0..0- 345 0 11.1Lall WOod_ 224 -QO69 021 R -n 0 -0 90 Wall- Wood- BOO_ X069 021. _R-0 O_ -9➢_ 9D _Wal I_ Wood_ t98_-0_OFi9 021 �0� 5.0 9O Wall_ Wood_ _--447- _0.08.9 _R21 JZ0_0_ 27.09Q Gains Condition Y / N Status JA IV Reference Location / Comments New 01-A18 70NF #1 New -Q9-A6 New _0.9--A6 ZQdF #1 70NE #1 Ne Q9 -A6 70NF #1 N.ew 09-A6 New 0.1_2].8 ZONE #1 70NE #2 New _09-A6 Ne_w Q9 A6_ New Q9:A6 New-A.9- 700E #2 - 70NE #2 ZONE-#2- _#2N.ew ZONE #2 Run Initiation Time: 03/12/07 11:27:59 Run Code: 1173720479 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:3 of 17 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R The Heikkala Residence 26-A1 3/12/2007 Project Title Slab Perimeter Date FENESTRATION SURFACES 26-A1 New ZONE #1 True Cond. Location/ # Type Area LI -Factor' SHGC2 Azm. Tilt Stat. Glazing Type Comments 1_ Window—F1o.nt_(N.)_ 7.0 —0-U0 NER--0-3-6 NFRC 0_ —9D- New Laew-en HPd)_(6) -7ntF #1 2 Window Left (E) 7.0 0.330 NFRC 0_36 NFRC 90 90 New Loewen HP1 (Fxd) (7) ZONE #1 3 Window Rear (S)_ 54.0 0.350 NFRC 0_20 NFRC 180 90 New Loewen HP1 (SwngGlsDr) (F) ZONE #1 4 Window Front (N) 30.0 0.330 NFRC 0_28 NFRC 0 90 New Loewen HP1 (Csmt) (20) ZONE #2 5_ Window Front (N) 5.5 0.330 NFRC 0.36 NFRC 0 90 New Loewen HP1 (Fxd) (21) ZONE #2 6 Window Rear (S)_ 5.5 0.330 NFRC 0_28 NFRC 180 90 New Loewen HP1 (Csmt) (22) ZONE #2 L Window Rear (S)_ 54.Q 0.350 NFRC_ 0.20 NFRC_ 180 9011 ew Loewen HP1 (SwngGlsDr) (N)_ZQNE #2 8 Window Right (W)_ 6.0 0.330 NFRC 0.36 NFRC 270 90 New Loewen HP1 (Fxd) (17) ZONE #2 9 Window Riaht (W)_ _ .0 0.33 NFRC 0.36 NFRC_ 270 90 New Loewen HP1 (Fxd) (18) ZONE #2 1Q Win ow lR ht (W)_ 6.0 0.330 NFRC 0.36 NFRC 270 90 New Loewen HP1 (Fxd) (19) ZONE #2 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug_Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Buq Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 84 None No Insulation 26-A1 New ZONE #1 Slab Perimeter _ 20 None No Insulation 26-A1 New ZONE #1 Slab Perimeter 100 None No Insulation 26-A1 New ZONE #2 Slab Perimeter 37 None No Insulation 26-A1 New ZONE #2 _ Run Initiation Time: 03/12/07 11:27:59 Run Code: 1173720479 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:4 of 17 Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R The Heikkala Residence 3/12/2007 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -#1 Central Furnace 80% AFUE Slit Air Conditioner 13.0 SEER New Setback HVAC -#2 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. HVAC DISTRIBUTION 50 New 0.53 n/a n/a Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC -#1 Ducted Ducted Attic 4.2 New No HVAC -#2 Ducted Ducted Attic 4.2 New No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Standard Gas 50 gal. Small Gas No Pipe Insulation 1 40,000 50 New 0.53 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Kristi Hanson Address: 72-185 Painters Path Suite A Palm Desert, CA 92260 Telephone: (760) 776-4068 Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Documentation Author Name: CJ McFadden Title/Firm: BREEZE AIR CONDITIONING Address: 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 Telephone: (760) 346-0855 (signature) (date) (signature) (date) I Run Initiation Times 03/12/07 11 G27*59 Run Codes 1173720479 _ EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:5 of 17 i Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R The Heikkala Residence 3/12/2007 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement aaencv determines the adeauacv of the justification, and may refect a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. IThe Roof "R-38 Roof' includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residential Manual. HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF -4R installation certificate. or a HERS verified Thermostatic Expansion Valve Plan I Field Plan I Field The Cooling System "PSA2131) / PGC1 RA (3 Ton) 13 SEER" includes credit for a 12.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. I A IThe HVAC System "HVAC -#2" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. Run Initiation Time: 03/12/07 11:27:59 Run Code: 1173720479 EnergyPro 4.3 by EnergySoft User Number. 3665 Job Number: Page:6 of 17 I Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. ❑ i Check or initial applicable boxes or check NA if not applicable and included with the DESCRIPTION ENFORCE - permit application documentation. N/A DESIGNER MENT Building Envelope Measures ❑ ;§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑ ❑ § 150(b): Loose fill insulation manufacturers labeled R -Value: ❑ ❑ ❑ �§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not I! ❑ L^ ❑ apply to exterior mass walls). ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox b. outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed. § 150(0: Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. Space Conditioning, Water Heating and Plumbing System Measures ❑ ❑ ❑ ❑ N ❑ ❑ t.. ❑X ❑ ❑ 1z ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ a ❑ ❑ 0 ❑ ❑ FX1 ❑ § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h); Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. ❑ ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less.than 0.58 must be externally wrapped with insulation ❑ ❑x ❑ having an installed thermal resistance of R-12 or greater. I ! 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ElI i �t xl El insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: ! 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑ ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. 1:1 EXI n ! 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ! indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. !❑ ❑ I 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ IR ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑� i entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number. Page:7 of 17 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. NIA DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑X ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ x❑ ❑ sealed sheet metal, duct board or Flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ® ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ ® ❑ 4. Exhaust fan systems have back draft or automatic dampers. 5: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operatirg ❑ ® ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ ❑ ❑ 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: ❑ ❑ ❑ a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ FAI ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑X ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are❑ X❑ ❑ controlled by an occupant sensor that complies with Section fl9(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number. Page:8 of 17 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE L The Heikkala Residence 1 3/12/2007 1 SYSTEM NAME FLOOR AREA HVAC -#1 1 571 ENGINEERING CHECKS ;Number of Systems 1 I !Heating Svstem Output per System 43,000 Total Output (Btuh) 43,000 Output (Btuh/sqft) 75.3 Cooling System Output per System 35,000 Total Output (Btuh) 35,000 Total Output (Tons) 2.9 Tntal Output 1Rhih/snft1 I 61.3 26.0 OF 76.9 OF Outside Air 43 cfm 78.7 OF Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM I Sensible 403 8,293 1,883 402 12,523 0 1,289 1,607 0 I 0 43 1,731 1,038 43 2,404 0 0 1,289 1,607 12,6021 2,9211 18,140 PSA26D / PGC1 RA (3 Ton) 13 SEER 29,032 0 Total Adjusted System Output 29,032 0 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pm Temperatures at Ti 110.50F Heating Coil -�@J Supply Fan 1200 cfm 43,000 43,000 Jan 12 am 110.50F —� Supply Air Ducts 109.3 OF ROOMS 80.0 OF �% Return Air Ducts `i (COOLING SYSTEM PSYCHROMETRICS (Airstream Temoeratures at Time of Coolinq Peak) J 1111.0 / 77.6 OF Outside Air 43 cfm 73.0!59.5 °F 74.4/60.4°F ■ 51.6/50.5°F 51.6/50.5°F I Cooling Coil 0 --�b Supply Air Ducts Supply Fan 52.6 / 51.0 ° F 1200 cfm 46.9% R.H. i ROOMS ; 72.0 ! 59.2 OF Return Air Ducts I I EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:9 of 17 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Heikkala Residence 3/12/2007 SYSTEM NAME FLOOR AREA HVAC -#2 701 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK CFM Sensible Latent Total Room Loads 512 10,685 2,129 Return Vented Lighting 0 Return Air Ducts 1,661 Return Fan 0 Ventilation 53 2,126 1,304 Supply Fan 0 Supply Air Ducts 1,661 TOTAL SYSTEM LOAD 1 16,134 3,434 COIL HTG. PEAK CFM Sensible 525 16,6661 2,138 1 0 53 2,951 0 2,138 23,893 Heating System Output per System 58,000 Total Output (Btuh) 58,000 Output (Btuh/sqft) 82.7 Cooling System Output per System 47,000 Total Output (Btuh) 47,000 Total Output (Tons) 3.9 Total Output (Btuh/sgft) 67.0 Total Output (sgft/Ton) 179.0 Air System HVAC EQUIPMENT SELECTION CFM per System 1,600 PSA2BD / PGCIRA (4 Ton) 13 SEER Total (Adjusted ed foSPeadk Design Conditios Output ( 1 9 ) TIME OF SYSTEM PEAK 38,831 0 38,831 Aug 2 pm 58,000 58,000 Jan 12 am Airflow (cfm) 1,600 Airflow (cfm/sgft) 2.28 Airflow (cfm/Ton) 408.5 Outside Air (%) 3.3 Outside Air (cfm/sqft) 0.08 Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0°F 77.0°F 111.10F 111.10F ' Outside Air O TIF 53 cfm Heating Coil Supply Fan 1600 cfm 78.7 of Return Air Ducts Supply Air Ducts o 109.8F ROOMS 80.0 OF I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak i 1111.0/77.6OF 310 :4 1 Outside Air .93 cfm I 74.2/60.1°F 51.4/50.3OF 51.4/50.3OF 310 Supply Air Ducts 4 OF ' 73.0 / 59.3 of Cooling Coil Supply Fan 1600 cfm }t Return Air Ducts 4 52.4 / 50.7 46.2% R.H. ROOMS -i 72.0/59.0 of 1 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 10 of 17 ROOM LOAD SUMMARY PROJECT NAME The Heikkala Residence DATE 3/12/2007 SYSTEM NAME HVAC -#1 FLOOR AREA 571 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #1 Guest Bed 1 1 403 8,293 1,883 403 8,293 1,883 402 12,523 PAGE TOTAL 1 403 8,293 1,883 IF 402 12,523 TOTAL 1 403 8,293 1,883 402 12,523 EnergyPro By EnergySoft User Number: User Job Number: Pagel1 of 17 ROOM LOAD SUMMARY PROJECT NAME The Heikkala Residence DATE 3/12/2007 SYSTEM NAME HVAC -#2 FLOOR AREA 701 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #2 Guest Bed 2 1 512 10,685 2,129 512 10,685 2,129 525 16,666 PAGE TOTAL 1 512 10,685 2,129 525 16,666 TOTAL 1 512 10,685 2,129 525 16,666 I EnergyPro By EnergySoft User Number: User Job Number: Page:12 of 17 t ROOM HEATING PEAK LOADS Project Title Date The Heikkala Residence 3/12/2007 Room Information Design Conditions Room Name Guest Bed 1 Time of Peak Jan 12 am Floor Area 571 Outdoor Dry Bulb Temperature 260E Indoor Dry Bulb Temperature 80 OF Conduction Area U -Value e,T of Btu/hr 571.0 X u.ul5u x 54 = ((11 248.0 X 0.0690 X 54 = 924 7.0 x 0.3300 x 54 = 125 278.0 x 0.0690 X 54 = 1,036 7.0 x 0.3300 X 54 = 125 191.0 X 0.0690 x 54 = 712 54.0 X 0.3500 X 54 = 1,021 225.0 x 0.0690 x 54 = 838 perimeter = 84.0 x 0.7300 X 54 3,311 perimeter = 20.0 X 0.7300 x 54 = 788 x x = x x = x x = x x = x x = x x _ x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x F x x x = ' x I x = x x = I x x x i x I = Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: i9,651 Infiltration:'' 1.00 x 1.064 x 1 5711 x001 0 x 0.525 160 x {'541 = 2,8721 —Schedule Air Sensible Area Ceiling Height ACH ' CT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 12,523 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 13 of 17 ROOM HEATING PEAK LOADS Project Title Date The Heikkala Residence i3/12/2007 Room Information Design Conditions Room Name Guest Bed 2 Time of Peak Jan 12 am Floor Area 701 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 80 OF Conduction Area U -Value !1T of Btu/hr R-38 Roof 701.0 x x x x x x x x x x x x x x x x x X x x x x x x x x x x x X x x X x x x I x x ; x Height 0.0250 x x x x x x x x x x x x x x x x x X x X x x x x x X x x x x x x x x x x x I x x 54 = = = = = = = = = = = = = = = = = = = = = = - _ 946 R-21 Wall 224.5 0.0690 54 8361 Loewe.LHE1(CC.mt)_(20) 30.0 0.3300 54 535 Loewen HP1 Fxd 21 5.5 0.3300 54 98 - 400.0 0.0690 54 1,490 -1 R-21 Wall 195.5 0.0690 54 728 Loewen HP1 C mt 22 5.5 0.3300 54 98 Loewen HPI Swn GIsDr N 54.0 0.3500 54 1,021 R 0,0690 54 1,666 -2 -1 -Wall Loewen HP1 Fxd (17) 6.0 0.3300 54 107 ewen HPI (Eyd.)_0 6.0 0.3300 54= Loewen HP1 Fxd 19 6.0 0.3300 54 1071 Slab -On -Grade perimeter = 100.0 0.7300 54 3,942 Slab -On -Grade ' perimeter = 37.0 0.7300 54 1,459 I 1 I f Items shown with an asterisk (') denote conduction through an interior Infiltration: 01 x1 1.0641 x `Schedule Air Sensible Fraction surface to another room. 0 x 0 Area Ceiling 0.5251 / 601 ACH J Page Total: L j 13.146 TOTAL HOURLY HEAT LOSS FOR ROOM 16,666 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 14 of 17 RESIDENTIAL ROOM COOLING LOAD SUMMARY (Project Title Date !The Heikkala Residence 3/12/2007 Room Information Design Conditions Room Name: Guest Bed 1 Outdoor Dry Bulb Temperature: 1120F Floor Area: 571 sf Outdoor Web Bulb Temperature: 780F , Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F ue burtaces Wall Wall Orientation Area X X X X X x x x x x x x U -Factor x x x X X x x x x x x x CLTD 1 N 571.0 0.0173 56.0 N 248.0 0.0690 23.0 E 278.0 0.0690 33.0 U 191.0 0.0690 26.0 W 225.0 0.0690 33.0 54.0X 14.5= 781 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Page Total Btulhr 553 394 633 343 _ 512 Orientation I Shaded Area x x x x X x x x GLF + + + + + + + + Unshaded Area x X X X X X X X GLF = - = = = = = = Btu/hr N 0.0x 20.0+ 7.0x 20.0= 140 E 0.0x 20.0+ 7.0X 41.3= 289 S 0.0x 14.4+ 54.0X 14.5= 781 Page Total 1 210 Internal Gain Btu/hr !Occupants 41 X Occupants x 230 Btuh/occ. = 920 ;Equipment d X. Dwelling Units x 1,600 Watts/sgft = 1 600 Infiltration: 1.064 x 1.24 x 40.29 x �- 4 = 2128 Air Sensible CFM ELA /2ST TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 8,293 Latent Gain ;Occupants . CI x Occupants X 2001 Btuh/occ. _ Btu/hr of Infiltration: 4,771' x 1.241 x 40.29 x 0.00454 = 1,083 I Air Latent CFM ELA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,883 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 15 of 17 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title 'Date !The Heikkala Residence 3/12/2007 Room Information Design_ Conditions Room Name: Guest Bed 2 Outdoor Dry Bulb Temperature: 1120F Floor Area: 701 sf Outdoor Web Bulb Temperature: 78°F Indoor Dry Bulb Temperature: 72 °F Outdoor Daily Range: 340F Opaque Surfaces Orientation Area 701.0 224.5 400.0 195.5 447.0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Orientation N N S S W W Irxuvvuw t ivy W 1 i U -Factor x 0.0173 X x 0.0690 X x 0.0690 X x 0.0690 X x 0.0690 X X 17.0 X x 0.0x X X 14.5 X X 6.0>• X X 20.0+ X X 0.0x X x 41.3 X CLTD 1 56.0 23.0 33.0 26.0 33.0 Page Total Shaded Area X x x X+ GLF + + + + Unshaded Area x A } }_ }; }: GLF 0.0x 17.0+ 30.0x 17.0 0.0x 20.0+ 5.5x 20.0 0.0 17.0 5.5 17.1 0.0x 14.4+ 54.0 14.5 O.Ox 20.0+ 6.0>• 41.3 0.0x 20.0+ 6.0} 41.3 0.0x 20.0+ 6.0} 41.3 Page Total Btu/hr ura 356 _ 351 1,018 3 315 Btu/hr Internal Gain Btu/hr iOccupants 4 x Occupants x 230 Btuh/occ. =920] 'Equipment ;`� 1�, X Dwelling Units x I 1,6001 Watts/sqft = 1.60 Infiltration: 1.0641 x 1.24 x i 49.461 x L 40 = I 2.612.1 Air Sensible CFM ELA TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 10685 Latent Gain Btu/hr -Occupants ; 4 X Occupants x t _ 200 Btuh/occ. = 8001 Infiltration: 4,771' X 1.241 X 49.461 X 0.004541 = 1,3291 Air Latent CFM ELA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,129 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: 16 of 17 1 TITLE 24 REPORT Title 24 Report for: The Heikkala Residence Lot 122- 52-425 Via Dona- The Hideaway La Quinta , CA 92253 Project Designer: Kristi Hanson 72-185 Painters Path Suite A Palm Desert, CA 92260 (760) 776-4068 Report Prepared By: CJ McFadden BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760) 346-0855 Job Number: Date: 3/12/2007 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 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary Room Load Summary Room Heating Peak Loads Room Cooling Peak Loads Manufacturer's Specifications 1 2 3 7 9 10 11 12 13 EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 Certificate Of Compliance : Residential (Part 1 of 4) CF -1 R Zhe--Iei.kkala_Residence 112 ft2 3/12/2Q07 Project Title _Lot 122=52-425 Via-Dan.a-The-Hide.auvay-La-Quinta ft2 Date Project Address ft2 Slab on Grade Area: Building Permit # RE AIR-C-0-NDJ-Tl()NI SLG Average Ceiling Height: (760) 346-0855 ft -R Documentation Author 1.00 Telephone Plan Check/Date -Ene.Cgy_2ro 15 Field Cieck/Date Compliance Method Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yJg Design Design Margin Space Heating 2.11 0.08 2.03 Space Cooling 184.18 149.03 35.15 Fans 26.93 25.45 1.48 Domestic Hot Water 0.00 0.00 0.00 Pumps 0.00 0.00 0.00 Totals 213.23 174.56 38.67 Percent better than Standard: 18.1% Building Type:Single Family E]Addition ❑ Multi Family D Existing + Add/Alt Building Front Orientation: (N) 0 deg Fuel Type: Natural Gas Fenestration: Area: 36 ft2 Avg. U: 0.34 Ratio: 32.4% Avg. SHGC: 0.25 Total Conditioned Floor Area: 112 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: 0 ft2 Slab on Grade Area: 112 ft2 Average Ceiling Height: 10.7 ft Number of Dwelling Units: 1.00 Number of Stories: 1 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area HVAC tt1 112 1 ?n4 -i..00_ C:nndaiOned- Setback- -Z -n/a OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt RO.OL_ ALood_ 112 0025 X38 -JR.--O-O- X45_ Q Wall_ Wood_ 1ID _0.0-69 R-21 X0.0_ 0_x.0 Wall_ Wood- 106_ 0.069 R-21 R-0 0 90 90 Wall_ Wood- 98 n.n-63 R-21 _l3 -n 0 1 An g0 Wall_ !Hoed_ 10c 0.069 R_21 R -0.)L 270 _9.0 Gains Condition YY / NN Status JA IV Reference Location / Comments 19 ONew 01-A18 7C'NF #1 New 0.9=Afi ZCUF #1 New -0.9--A6- New 091+-6 New 09-A6 ZCNF #1 New 0916 7C -NF #1 Run Initiation Time: 03/12/07 11:28:22 Run Code: 1173720502 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:3 of 13 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R The Heikkala Residence 3/12/2007 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factor' SHGCZ Azm. Tilt Stat. Glazing Type Comments _L-Niadow rcat_(.NL 12..5_ 0_3.3D -NERC _0.36 -NERC 0_ —9D- tAeyL—Loe.we P1 (Fxci) (9) -ZDNE-#.9 2 Window Rear (S) 24.0 0.350 NFRC 0_20 NFRC 180 90 New Loewen HP1 (SwngGlsDr) (G) ZONE #1 1. Indicate source either from NFRC or Table 116A. INTERIOR AND EXTERIOR SHADING # Exterior Shade Type SHGC 1 Bug Screen 0.76 2 Bug Screen 0.76 2. Indicate source either from NFRC or Table 1168. Window Overhang Left Fin Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. 5.0 2.6 2.0 0.1 2.0 2.0 8.0 3.0 10.0 0.1 10.0 10.0 THERMAL MASS FOR HIGH MASS DESIGN Right Fin Dist. Len. Hat. Type Area Thick. Heat Inside (sf) (in.) Cap. Cond. R -Val. JA IV Reference Condition Status Location/ Comments Concrete, Heavyweight PERIMETER LOSSES Type 112 Length 3.50 28 0_98 0 Insulation R -Val. Location 26-A1 JA IV Reference New Condition Status ZONE #1 / Slab on Grade Location/ Comments Slab Perimeter 43 None No Insulation 26-A1 New ZONE #1 Run Initiation Time: 03/12/07 11:28:22 Run Code: 1173720502 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:4 of 13 } J` Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R The Heikkala Residence 3/12/2007 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -#1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC DISTRIBUTION Location Heatir HVAC -#1 Ducted Duct Duct Condition Ducts Cooling Location R -Value Status Tested? Ducted Attic 4.2 New No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Len th ft Add 1/2" Control # HP Twe In Plenum Outside Buried_ Insulation OPMADWR COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: CJ McFadden Title/Firm: Krisfi Hanson Title/Firm: BREEZE AIR CONDITIONING Address: 72-185 Painters Path Suite A Address: 75-145 ST. CHARLES PLACE Palm Desert, CA 92260 _ PALM DESERT, CA 92211 Telephone: (760) 776-4068 Lic. #: Telephone: 760 346-0855 /11/ 3 X12 -7 (signature) (date) (signature) 40�11' / '(date) Enforcement Agency Name: Title/Firm: Address: Telephone: S i AMP (signature) (date) I Run Initiation Times 03/12107 11 *28:22 Run Codee 1173720502 _EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Pam:5 of 13 Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R The Heikkala Residence 3/12/2007 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The ocal enforcement aaencv determines the adeauacv of the iustification, and may refect a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Plan Field The Roof "R-38 Roof' includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residential Manual. HIGH MASS Design -Verify Thermal Mass: 112 sqft Exposed Slab Floor, 3.50" thick at Exercise Room HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervisioi of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the C'= -4R installation certificate. Refrigerant Charge test or a Valve. The Cooling System "PSA2BD / PGC1 RA (2 Ton) 13 SEER" includes credit for a 11.9 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. Plan I Field Run Initiation Time: 03/12107 11:28:22 Run Code: 1173720502 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number. Page:6 of 13 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. § 150(e): DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the ENFORCE - permit application documentation. N/A DESIGNER MENT Building Envelope Measures 1. Masonry and factory -built fireplaces have: �§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturers labeled R -Value: ❑ ❑ ❑ �§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ apply to exterior mass walls). ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ 0 1. Masonry and factory -built fireplaces have: I § 150(j): Water system pipe and tank insulation and cooling systems line insulation. a. closable metal or glass door covering the entire opening of the firebox ❑ o ❑ having an installed thermal resistance of R-12 or greater. b. outside air intake with damper and control, flue damper and control ❑ -,..0 ❑ ❑ 2. No continuous burning gas pilot lights allowed. ❑ 0 ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ ❑ ❑ ❑ CF -6R Form: 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, :J § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ER ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain ❑ EK ❑ Coefficient (SHGC), and infiltration certification. EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:7 of 13 I 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ox ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. ❑ ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ 0 ❑ I § 150(j): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ ❑X ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ U ❑ iinsulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. i3. The following piping is insulated according to Table 150 -AIB or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ Q ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508. IJP 'I 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and u indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ 1 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, :J and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed _1 I_ ❑' entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. I EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:7 of 13 I Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑X ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 1818 or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑X ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ® ❑ duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ® ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ ❑ ❑ 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: ❑ ❑ ❑ a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑X ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑X ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms,garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑X ❑ controlled by an occupant sensor that complies with Section 1' 9(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ 2 ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:B of 13 i, k ' 'I HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME The Heikkala Residence DATE 3/12/2007 SYSTEM NAME HVAC -#1 FLOOR AREA 112 l ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent I CFM I Sensible Total Room Loads 1 202 4,476 1,013 108 4,652 Return Vented Lighting 0 Return Air Ducts 696 597 Return Fan 0 0 Ventilation 8 343 223 8I 479 Supply Fan 0 0 Supply Air Ducts 696 597 TOTAL SYSTEM LOAD _ 6,21 _ 1,236 6,325 Heating System Output per System 36,000 Total Output (Btuh) 36,000 Output (Btuh/sgft) 320.0 Cooling System Output per System 24,000 Total output (Btuh) 24,000 Total Output (Tons) 2.0 Total Output (Btuh/sgft) 213.3 Total Output (sgftrTon) 56.2 Air System HVAC EQUIPMENT SELECTION CFM per System 800 36,000 36,000 PSA28D / PGC1 RA (2 Ton) 13 SEER 19,500 0 i Airflow (cfm) 800 Airflow (cfm/sgft) 7.11 Airflow (cfm/Ton) 400.0 Total Adjusted System Output 1 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK 1 y 500 0 Aug 2 pm Outside Air (%) 1 1 Outside Air (cfm/sgft) 0.08 Jan 12 am Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 78.7 OF 121.0°F 121.0 OF Outside Air O 8 cfm Heating Coil Supply Fan 800 cfm 79.3 OF Return Air Ducts Supply Air Ducts 120.3 OF ROOMS 80.0 of I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak il 11.0 / 77.6 OF Outside Air 8 cfm 73.2/59.0OF 50.3/49.2OF 50.3/49.2OF Supply Air Ducts s; 1. .. Cooling Coil Supply Fan 51.1 / 49.6 OF j 800 cfm 44.2% R.H. ROOMS i o 72.0 / 58.4 of i 72.8 158.7 F Return Air Ducts I —EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:9 of 13 i ROOM LOAD SUMMARY PROJECT NAME The Heikkala Residence DATE 3/12/2007 SYSTEM NAME HVAC -#1 FLOOR AREA 112 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM I SENSIBLE ZONE #1 Exercise Room 1 202 4,476 1,013 202 4,476 1,013 108 4,652 PAGE TOTAL 1202 4,476 1,013]F ---10T8 4,652 TOTAL 1 202 4,476 1,013 108 4,652 EnergyPro By EnergySoft User Number: User Job Number: Pege:10 of 13 ROOM HEATING PEAK LOADS Project Title Date The Heikkala Residence 3/12/2007 Room Information Design Conditions Room Name Exercise Room Time of Peak Jan 12 am Floor Area 112 Outdoor Dry Bulb Temperature 26 OF Indoor Dry Bulb Temperature 80 OF Conduction Area X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X U -Value 0.0250 0.0690 0.3300 0.0690 0.0690 0.3500 0.0690 0.7300 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 6,T OF Btu/hr X X h� X X Items shown with an asterisk (') denote conduction through an interior surface to another room. �— Page Total: i 4,0861 Infiltration: ; 0 XX1.0641 X 112 x 10.70 X491 / 60] X 54 = !_ 566 Schedule Air Sensible Area Ceiling Height ACH &T Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 4,652 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 11 of 13 1', AqT .r RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Heikkala Residence 13/12/2007 Room Information Design Conditions 71 Room Name: Exercise Room Outdoor Dry Bulb Temperature: 1120F Floor Area: 112 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72OFOutdoor Daily Range: 340F wpayuw .Jul R-38 Roof R-21 Orientation Area X X X X X x x x x x x x U -Factor X X X X X x x x x x x x CLTD 1 = = = = = = = = = = = Btu/hr N 112.5 0.0173 56.0 M N 109.5 0.0690 23.0 17, E 106.0 0.0690 33.0 24 S 98.0 0.0690 26.0 17( W 106.0 0.0690 33.0 24 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration IFxdWdw (1) 1 Nage I otal Shaded Unshaded Orientation Area GLF Area GLF Btu/hr N 0.01 X 20.0 + 12.5 X 20.0 = 249 S 24.0 X 14.4 + 0.0 X 14.5 = 346 X + X = X + X X + X x + X X + X x + x = X + X X + x X + x Page Total 59s Internal Gain Btu/hr Occupants 4 x Occupants X 230 Btuh/occ. = 920 E uipment 1 x Dwelling Units x 1,600J Watts/Sgft = 1.600 Infiltration: 1.064 X 1.24 X 7.94 x 419 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 4476 Latent Gain Btu/hr (Occupants 4 X Occupants X 2001 Btuh/occ. = 800 Infiltration: 4,771 xx L 7.94 1 x 0.00454 = 213 Air Latent CFM ELA pw TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,013 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number. Page: 12 of 13 YOUNG ENGINEERING SERVICES 77-804 Wildcat Dr., Ste. C, Palm Desert, CA. 92211 September 20, 2007 Tom Hartung Building Official City of La Quinta Re: Heikkala Residence — 52-425 Via Dona, La puinta, Ca Dear Mr. Hartung, (7617 360-5770 fax (760) 360-5719 We have performed Structural Observation per C.B.C. section 1702 and find it -:)e in General Conformance with the approved City plans and calculations with the exception of the following items: 1. Shearwall #49A at the Exercise Room epoxy 5/8" dia. all -thread 7" into footing using Simpson SET epoxy, minimum 2 -anchor bolts per shear wall. (special inspection required). 2. Electrical sub -panel in shearwall #22 at the Laundry Room add 4x6 post at the right of the electrical panel epoxy 7/8" dia. all -thread 15" into footing using Simpson SET epoxy install HD6A hold down on new 4x6 post, edge nail shear panel along new 4x6 post. Sheath backside wall of pantry along same line as shear wall #22, sheath as per shearwall type "C". Epoxy additional 5/8" dia. all -thread with 7" embedment using Simpson SET epoxy for 5/8" dia. anchor bolt spacing at 16" o/c along this wall. Install HD6A hold downs on 6x6 posts epoxy 7/8" dia. all -thread 15" into footing using Simpson SET epoxy. 3. Shearwall #25 at the Kitchen/Guest Bedroom #1 at the kitchen end of the shearwall epoxy addition 5/8" dia. all -thread 7" into footing using Simpson SET epoxy. (special inspection required). 4. Beam (R24) at front of the Great Room install MST48 strap post to beam at each end of the beam. 5. Decorative beams over Outdoor Living install remaining'/" dia. all -thread as shown in detail 15/S5.5.. The roof diaphragm nailing was not observed. Roof was covered and stacked at time of structural observation. Please note that this letter does not relieve the City or the Special Inspectors from determining compliance with the approved structural plans. If you have any questions please call. Sincerely, 09/14/2007 18:08 7603605719 YOUNG ENGINEERING SE PAGE 01 77-804 Wildcat Dr., Ste. C, Palm Desert, CA 92211 September 14, 2007 Tom Hartung Building Official City of La Quinta Re: Heikkala Residence — 52-425 Via Dona, La Ouinta, Ca Dear Mr. Hartung, We have performed Structural Observation per C.B.C. section 1702 for the exterior Wall sheathing and exterior mounted drag connectors and find it be in General Conformance With t1L, approved City plans and calculations. Please note that this letter does not relieve the City or the Special Inspectors fron determining compliance With the approved structural plans. If you have any questions please call. Sincerely, Jeffrey B. Young, S.E. 5-1 FROM SLADDEN PALM DESERT (WED) OCT 24 2007 16 : 071ST. 16 : 04/No. 6802770100 P 1 ,,t.m mspectlons ME& AM 39725 Garand Lane Suite F ' Palm Desert, CA 92211 I N S P R OT I O N S Phone: 760-345-5564 - Fax: 760-772-3895 INSPECTIONS EPDXY INSPECTION REPORT Project Name: Project No: ' S—A W roj Ad Client: i �� Sub -Contractor: General Contractor: Arc itect: Structural Engineer: "Anchor Bolts Rebar a Title 24 • Epoxy Type. M Cs�i1� L � Other. Epoxy Shelf Ufeyl Unresolved Items: m—y% tL ,t Hole Cleaning Msthod(s)QTJ UPAC-s�/('p �� I�tj��Q Y c. Ud"one See Below] pescriptign at Work Inspected: tql'rm� OL w g^ N i CIL OC +telv C ,v i i I I Work complies with written approval from Structural Engineer and ICC EvaluatJon Report 0 I hereby certify tnal 1 have inspected all of the above work, unless otnerwiae noted, and to the beat of my ability I have found this work to comply with the approved plena, speidficalions applicable buildinA laws. Final report issued at project completion, Inspector. Jack C illin ICC CeO: 0842216-49 Contractor's Representative: �. �✓ - — Copy 1 JCM Inspections Copy 2 project Superintendent Copy 3. 0verning Agency Page�ot� • imwl TRUStSt�l KRISTI HANSON ARTCHITECT HEIKKALA RESIDENCE FOR COLac )UtPL!AK'E THESE PLANS AND SUPPORTING DOCUkIENTATION HAYF STRUCTU5 1 'L BEEN REVIEWED AND,FOUND TO SHOW COMPLIANCE AIM, THE CALIFORNIA BUILDING CODE AS ADOPTED BY THIS JURISDICTION. ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY CONDITIONS NOTED IN THE ENCLOSED LETTER. ,A.PRa2 2007 By VCA CO OUP, INC: DATE c ip�R, 1 y 0n;��. Vib, l FSR 03/21/07 t::24� WOOD TRUSS CALCULATIONS AND PLACEMENT PLAN LEADING TRUSS MANUF 35325 DATE PALM DRIVE, SUITE 225 41892 ENTERPRISE CIRCLE S, SUITE B 2936 S. AvENUE 3 1/2 E. CATHEDRAL CITY, CA 92234 TEMECULA, CA 92590 YUMA, AZ 85365 PHONE 760-202-3699 - PHONE 951-694.3281 PHONE 888-7126874 FAx 760.202,4399 FAX 951-6943283 FAx 928-3444303 http:/Iwww.jmwtruss.com ROOF TRUSS FLOOR TRUSS TR Zl CUSTOM EA CEMENT PLA MR` TRUSS Committed to Excellence Q. 0. T.S. Quality On -Time Service 35-325 Dote Palm Dr. Suite 225 Cathedral City. CA 92234 (760) 202-3699 (760) 202-4399 FAX 41892 Enterprise Circle Suite 8 Temecula. CA 92590 (951) 694-3281 (951) 694-3283 FAX Plant 2936 S. Avenue 3 1/2 E. Yuma. A2 85365 (928) 726-6811 (928) 344-4303 FAX SHEET TO Of <O } O O O co m O Q 7 O T/1 W Q W � 2 V 0 m Z j C 3 o 0 CV to oo 2 NI o o 0 o E w U to 0 2 N � C O O REVISIONS i BY 41892 Enterprise Circle Suite 8 Temecula. CA 92590 (951) 694-3281 (951) 694-3283 FAX Plant 2936 S. Avenue 3 1/2 E. Yuma. A2 85365 (928) 726-6811 (928) 344-4303 FAX SHEET TO 0 n 40 J J MS�II W Truss VIS ....... //(rllo C! wrllewro Re: 67020069 HEIKKALA RESIDENCE Design / Engineering Office 35-325 Date Palm Dr., Suite 225 Cathedral City, CA 92234 (760) 202-3699 1 Fax: (760) 202-4399 The attached truss drawings have been prepared by JMW Truss and Component, under my direct supervision based on the parameters provided by: KRISTI HANSON ARTCHITECT Pages or sheets covered by this seals: 40 Jiqiang, Cao The seal on these drawings indicate acceptance of professional engineering responsibility solely for Me truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. �� ROFESS/ON9� JIQIANG CAO C 663802 EXP. 06/30/08 F CAL�F� March 21, 2007 Job Truss Truss Type Qty Ply TRUSS` A01 MOD.QUEEN 1 1 001 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:08 2007 Page 1' 5-5-8 12-6-1 21-0-0 5-5-8 7-0-9 8-5-15 Scda • 1:33. ce • SM 11 44 = 3.50 12 2 3 T1Sri STW4 T 5STE10x10a rl T1 it &T4 e 7 e 3x7 0 Bob = 3x7 = 8x10 = 3X7 11 5-5-8 15-0-10 21-0-0 5-5-8 9-7-2 5-11-6 Plate Offsets X 3:0-3.4 0-3-04:0-2-10 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.19 6-8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.84 6-8 >296 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.05 5 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 153 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T4 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. BOT CHORD 2 X 4 HF No.2 WEBS 1 Row at midpt 1-8, 3-8.4-6,1-9 WEBS 2 X 4 HF Stud/Std G 'Except W7 2 X 4 HF No.2, EV2 2 X 4 HIP No.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 9=1077/0-5-8, 5=1077/0-5-8 Max Horz 9=9(load case 6) Max Uplift9=-1027(load case 6), 5=-1765(load case 7) Max Grav9=2089(load case 5), 5=2824(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1727/969, 2-3=-3195/2394, 3-4=-4521/3075, 1-9=-2035(1048, 4-5=2740/1772 BOT CHORD B-9=-1316/1388,7-8=-493/1867,6-7=-2006/3380,5-6=-1414/1660 WEBS 1-8---1106/2109,2-8=-296/303, 3-8=-1707/1062, 3-6=-1117/1130, 4-6=-2932/4117 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceantine. ASCE 7-95 components and cladding extemal pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition L If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SS 6) A plate rating reduction of 20% has been applied for the green lumber members. QRQF 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1027 Ib uplift at joint 9 and 1765 lb uplift at joint 5. 8) This truss has been designed for a total drag load of 250 plf. Conned truss to resist drag loads along bottom chord from 0-M to 21-0-0 for 250.0 plf. �✓� 9) Contractor to verify loadings and dimensions prior to fabrication. ti� JDANG CAO LOAD CASE(S) Standard�-�', C 66380 m EXP. 06/30/08 F CAL�F�� March 21, 2007 Job Truss Truss Type Qty Py TRUSS A02 MOD. QUEEN 11 1 002 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:08 2007 Page 1 1-0-12 6-4-0 8-5-15 15-6-8 22-7-1 31-1-0 1-0-12 5-3-4 2-1-15 7-0-9 7-0-9 8-5-15 scale-`150.; C4m0a = 5/8 4.7 = 3.50 12 5 54, 58c 4 6 2N II 3 3— 3x0 = 2N 11 4x14 % W 3 5 6 W01 2 7 qy W7 tl 1615 14 12 11 10 0 2x4 II 2x1 It 44 = 36 = 4x10 = 34 = 46 = 314 II gra II 1-0-12 6-4-0 15-6-8 25-1-10 31-1-0 0-7-4 5-3-4 9-2-8 9-7-2 5-11-6 0-5-8 Plate Offsets X 2:0-2-40-2-0 4:0-2-8 0-3-06:0-3-00-3-0 :0-2-10 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.17 9-11 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.77 9-11 >380 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.05 8 n1a n/a BCDL 15.0 Code UBCfrP12002 (Matrix) - Weight: 1361b - LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3.4-15 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2 X 4 HF Stud/Std G'Except' WEBS 1 Row at midpt 6-11 EV12X4HFNo.2,EV22X4HFNo.2,W122X6HFNo.3 REACTIONS (Ib/size) 8=1183(0-5-8.13=2035/0-5-8,17=-38/0-5-8 Max Uplift8=-19(load case 3), 13=-21(load case 3), 17=-134(load case 5) Max Grav 8= 1 183(load case 1), 13=2035(load case 1), 17=55(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=0/596, 3-4=0/572, 4-5=-1146/96, 5.6=-1152197, 6-7=-1634/52, 1-16=-24/166, 7-8=-1106/42 BOT CHORD 13-14=0185,12-13=0/154,11-12=0/154,10-11=0/1564,9-10=0/1564,8-9=-17/278,15-16=0/39 WEBS 4-13=-1497/58,4-11=0/1055, 5-11=0/245,6-11=-672182. 6-9=-153/92,7-9=0/1261, 14-17=0/95,15-17=79/25,2-17=-165/122. 3-13=-233/46,2-13=-632/51 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7.95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 17 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ib uplift at joint 8, 21 Ib uplift at joint 13 and 134 Ib uplift at joint 17. 7) Contractor,to verify loadings and dimensions prior to fabrication. E SS /QV LOAD CASE(S) StandardQR �jy9l JDANG C 66380 m EXP. 06/30/08 F CA��F�� March 21, 2007 Job Truss Truss Type Qty Ply TRUSS' A03 MOD. QUEEN 7 1 003 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:08 2007 Page 1 2-1-15 9-2-8 16-3-1 24-9-0 2-1-15 7-0-9 7-0-9 8-5-15 Sra - :39. C -b. • S'8 4.7 = 3 3.so u 3m 2 4 aw u r W3 S 9 W01 s w7 9 B 7 4.7 = 3tI0 = 3.7 = 44- 4=9-2-8 9-2-818-9-10 24-9-0 ' 9-2-8 9-7-2 5-11=6 Plate Offsets X [4:0-3-0.0-3-41, 5:0-2-10 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.17 7-9 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.78 7-9 >379 240 BCLL 0.0 Rep Stress Incr YES WE; 0.66 Horz(TL) 0.07 6 We n/a BCDL 15.0 Code UBCfTP12002 (Matrix) Weight: 107 lb - LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. , WEBS 2 X 4 HF Stud/Std G 'Except' WEBS 1 Row at midpt 4-9 EV12X4HFNo.2,EV22X4HIP No.2 REACTIONS (Ib/size) 10=127210-5-8,6=1272/0-5-8 Max Horz 10=4(load case 3) Max Uplift 1 0=-1 9(load case 3), 6=-19(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-94/50, 2-3=-1375/97, 3-4=-1381/98, 4-5=-1789/53, 1-10=45/33, 5-6=-1194/42 BOT CHORD 9-10=01607,8-9=0/1741,7-8=0/1741,6-7=-16/280 WEBS 2-10=-1289/72, 2-9=0/751, 3-9=0/356, 4-9=-627/82, 4-7=-207/92, 5-7=0/1414 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 10 and 19 Ib uplift at joint 6. 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard E SS �O JIDIANG CAD C 66380 � EXP. 06/30/08 f CA��4� March 21, 2007 Job Truss Qty Pty TRUSS' 801 70U1ET1'ST- 1 1 004 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:09 2007 Page 1 5-7-8 11-3-0 5-7-8 5-7-8 srse • 1:171 db= z 3.50 12 n rz m90mc sn wl si3 3 1 Sl2 STd a Cl2 wC B1 0Q0 = s a 3.d a 3xd n 5-7-8 11-3-0 5-7-8 5-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.02 5-6 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.06 5.6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 52 lb LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly appied or 5-6-10 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' EV1 2 X 4 HF No.2, EV2 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS. (Ib/size) 6=570/0-5-8,4=570/0-5-8 Max Uplift6=-726(load case 6), 4=-726(load case 7) Max Grav6=1281(load case 5), 4=1281(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2146/1457, 2-3=-2146/1457, 1-6=-1184(747, 3-0=-1184!747 BOT CHORD 5-6---1288/1510,4-5=-1288/1510 WEBS 2.5=-48/117, 1-5=1318/1784, 3-5=-1318/1784 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and Gadding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 726 lb uplift at joint 6 and 726 Ib uplift at joint 4. 8) This truss has been designed for a total drag load of 250 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-3-0 for 250.0 plf. �SS 9) Contractor to verify loadings and dimensions prior to fabrication. F a7� QR LOAD CASE(S) Standard q� JDANG CAO C 66380 m EXP. 06/30/08 F CNL\F�� March 21, 2007 Job Truss Truss Type Qty Pty TRUSS r 602 QUEENPOST 5 1 005 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Incustries, Inc. Wed Mar 21 10:11:09 2007 Page 1 5-7-8 11-3-0 5-7-8 5-7-8 S.d. -1:11, 415 = 2 3.50 12 T1 T2 5'9 a 50% w1 3 1 EV1 C2 w E/2 3.10 = s a 31b a 3xa u 5-7-8 11-3-0 1 5-7-8 5-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.01 5 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.05 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 45 lb LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 x bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 6=570/0-5-8, 4=570/0-5-8 Max Uplift6=-15(load case 3), 4=-15(load case 3) FORCES (lb) - Maximum Compression/Maximurn Tension TOP CHORD 1-2=-717/54,2-3=717/54,1-6=-481/44,3-4=-481/44 BOT CHORD &6=0/205,4-5=0/205 WEBS 2-5=-49/116, 1-5=0/452, 3-5=0/452 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed tc wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 6 and 15 Ib uplift at joint 4. 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard QRpFESS/pN y JDANG CAO � C 66380 m EXP. 06/30/08 f CA��F� March 21, 2007 Job Truss Truss Type Qty Pty TRUSS B03 MONO SCISSOR 1 1'c 006 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT. 6.200 s Jul 13 2005 MiTek Incustries, Inc. Wed Mar 21 10:11:09 2007 Page 1 7-0-0 14-0-0 7-0-0 7-0-0 4x7 11 9 o • 1:15. C—b.-5/191n S 9.50 12 W 35 2 T1 7x9 n l — 8x10 1 5 dx 2 7.50 1111 d m511 , 1 7-0-0 14-0-0 .. 7-0-0 7-0-0 Plate Offsets X 1:Ed a 0-3-8 3:0-3-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.08 5-6 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.37 5-6 >445 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.05 4 n/a n/a BCDL 20.0 Code UBC/TP12002 (Matrix) Weight: 56 lb - LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 2400F. 2.01E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF No.2 *Except* WEBS 1 Row at midpl 1-5,2-4 W2 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 6=781/0-5-8,4=781/0-5-8 Max Hoa 6=124(load case 6) Max Uplift6=-331(load case 6), 4=-363(load case 7) Max Grav6=1114(load case 5), 4=1114(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6---1081/414.1-2=-4146/1857,2-3=-2206/1712,34=-165/56 BOT CHORD 5-6---1820/2170,4-5=-1736/4117 WEBS 1-5=-1669/3446, 2-5=-046/414, 24=-3445/1787 NOTES (10) 1) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category Il, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. E SS /Q 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 Ib uplift at joint 6 and 363 Ib uplift at joint 4. �OF 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 9) This truss has been designed for a total drag load of 250 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0 for 250.0 plf. 10) Contractor to verify loadings and dimensions prior to fabrication. JDANG CAO LOAD CASE(S) Standard G 66380. m C AXP. 06/30/08 F CA��F� March 21, 2007 Job Truss Truss Type Qty Ply TRUSS 804 MONO SCISSOR 8 1 007 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:09 2007 Page 1 7-0-0 14-0-0 7-0-0 7-0-0 .. 4m n Sul.-1:25. 3 5118 3.50 12 w 3. 3� 2 T1 94 s X12% W1 �4 1 3x125 5 3.50 12 4s u 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets X 1:Ed a 0-3-8 5:0-2-12 0-1-8 LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.08 5 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.37 4-5 >445 240 BCLL 0.0 Rep Stress Ina YES WB 0.83 Horz(TL) 0.04 4 n/a nla BCDL 20.0 Code UBC/TPI2002 (Matrix) Weight: 54 lb LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 5.1-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 2-4 EV12X4HFNo.2,EV22X4HFNo.2 REACTIONS (Ib/size) 13=781/0-5-8,4=781/0-5-8 Max Horz 6=1 24(load case 3) Max Uplift4=-31(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6---736/68,1-2=2351/102. 2-3=499/29, 3.4=-151/42 BOT CHORD 5-6=-128/463, 4-5=148/2322 WEBS 1-5=-16/1778, 2.5=127/97, 2-4=1777/134 NOTES (7) 1) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard Q,gj� ESS �O JDANG CAO Z3C 66380 m � EXP. 06/30/08 F CAI March 21, 2007 • 17, • • 11 • • Bos MONO TRUSS 7 1 1 s Inc. Wed Mar 21 10:11: 4-2-10 11-10-0 4-2-10 7-7-6 3411 3 a a <'s = 4-2-10 11-10-0 11: Sr . Cpm LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.06 4-5 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.23 4-5 >613 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.01 4 Na Na BCDL 15.0 Code UBC/TP12002 (Matrix) 'Neight:50lb LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* EV22X4HFNo.2 REACTIONS (Ib/size) 6=600/0-5-8,4=600/0-5-8 Max Horz 6=-16(load case 3) Max Uplift6=-19(load case 3), 4=-11(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-862/60,2-3=165f72,3-4=-245/41,1-6=-551/33 BOT CHORD 5-6--0/49,4-5--0/8D4 WEBS 2-5---541145,24=760/55,1-5=-9f790 NOTES (5) 1) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and'ctadding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ib uplift at joint 6 and 11 Ib uplift at joint 4. 5) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard QRpFESS/oN�l� JDANG CAO C 66380? EXP. 06/30/08 F CAL�F� March 21, 2007 0 1 1' Job Truss Truss Type Ory Pry TRUSS' Col SCISSORS 18 1 009 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:10 2007 Page 1 2-0-0 5-9-15 9-7-13 13-5-12 17-3-11 21-1-9 24-11-8 26-11-8 2-0-0 3-9-15 3-9-15 3-9-w5 3-9-15 3-9-15 3-9-15 2-0-0 s b • +:44. cpm • sa 4411 By7 60 s 3.50 Fi2 3W 1 17 31A 1 4 7 461 4W a 3 b W11 + 1s ss>a2D= Oma _ 2 7 17 9 ,� 441 144Wa W13 310` 1 8 5ffi% 3.5012 134,0 g 3W I6 20 3[4 2W II 1, 2-0-0 5-9-15 9-7-13 13-5-12 17-3-11 21-1-9 24-11-8 26-11-8 , 2-0-0 3-9-15 3-9-15 3-9-15 3-9-15 3-9-15 3-9-15 2-0-0 Plate Offsets X [16:0-9-0.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -021 16-17 >999 360 MT20 185/148 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.7916-17 >344 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.54 12 n/a n/a BCDL 17.0 Cade UBCfTP12002 (Matrix) Weight: 110 lb - LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc pudins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G Except W32X4HFNo.2 REACTIONS (Ib/size) 19=1253/0-5-8,12=1253/G-5-8 Max Hoa 19=-11(load case 3) Max Uplift 19=-220(load case 3), 12=-222(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-66/6,1-2=-101/40,2-3=-2474/0, 3-4=-0100/0, 4-5=-4378/0, 5-6=-3653/0, 6-7=3755/0,7-8=-3232123, 8-9=-1986/6,9-10=-73/55. 10-11=-67113 BOT CHORD 19-20=-14/36,18-19=-34/210,17-18=0/2454,16-17=0/4066,15-16=0/4460,14-15=0/3223,13-14=0/1965,12-13=-48/183,11-12=-5/43 WEBS 1-19=0/140,2-19=-1090/83,2-18=-45/2346. 3-18=-75lf70, 3-17=0/1567, 4-17=-359/35, 6-15=0/1636, 7-15=0/570, 7-14=-426(37, 8-14=0/1209, 8-13=-749/72, 9-13=-01/1922, 9-12=-1089/83, 10-12=-24/125,5-16=0/1992,4-16=0/368,5-15=-1779/0 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding extemal pressure coefficients for the interior(l) zone and 6.0 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and intemal.pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3)The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 16. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint 19 and 222 Ib uplift at joint 12. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 19, 12. E SS / QRpF 8) Contractor to verify loadings and dimensions prior to fabrication. q pN LOADCASE(S) Standard JDANG CAO C 66380 m EXP. 06/30/08 March 21, 2007 Job Truss Truss Type Qty Ply TRUSS' CO2 SCISSORS 1 2 Job Reference (optional) 010 JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek IrJustries, Inc. Wed Mar 21 110:11:112007 Page 1 2-0-0 5-9-15 9-7-13 13-5-12 17-3-11 21-1-9 24-11-8 26-11-8 , 1 r� 2-0-0 3-9-15 3-9-15 3-9-15 3-9-15 3-9-15 3-9-15 2-0-0 . sae .1" C -W - 5116 5 3.56 r,2 - 17 7 d 3 N11 6 15 6 = 4.1 1 3151 26 3 17 W13 1 ° 10 16 v dxda 133,8 3.50 1Z m mu „ aid u 2-0-0 5-9-15 9-7-13 13-5.12 17-3-11 21-1-9 24-11-8 26-11-8 , 2-0-0 3-9-15 3-9-15 3-9-15 3-9-15 3-9-15 3-9-15 2-0-0 Plate Offsets X [16:0-9-0.0-3-81 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.11 16-17 >999 360 MT20 185/148 TCDL 10.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.4016-17 >685 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.27 12 n/a n/a BCDL 17.0 Code UBC/TP12002 (Matrix) Weight: 220 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly app ied or 6-0.0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or, 6-0-0 c bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (lb/size) 1g=1253/0-5-8, 12=1253/0-5-8 Max Harz 19=-11(load case 3) Max Uplift 19=-220(load case 3), 12=-222(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-66/5, 1-2=-101/36, 2-3=-2470/0, 3-4=-0101/0, 4-5=-4378/0, 5-6=-3653/0, 6-7=3755/0, 7-8=-3232/23, 8-9=-1986/6, 9-10=-73/55, 10-11=-6T 13 BOT CHORD 19 -20= -15/36,18 -19= -29/210,17 -18=0/2449,16 -17=0/4067,15 -16=0/4459,14-15=0/3223,13-14=0/1965,12-13=-48/183,11-12=-5/43 WEBS 1-19=0/140, 2-19=-1090/83, 2-18=-44/2336, 3-18=-750/70, 3-17=0/1573, 4-17=-360/35,6-15=0/1635,7-15=0/570, 7-14=-426/37,8-14=011209. 8-73=-749/72, 9-13=-41/1922, 9-12=-1089/83, 10-12=-24/125,55-16=0/1992, 416=0/367,5.15=-1778/0 NOTES (10) 1) 2 -ply truss to be connected together with 10d Common(. 148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 6.0 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 of ESS / 5) All plates are 3x4 MT20 unless otherwise indicated. QR 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (�`a 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint 19 and 222 Ib uplift at joint 12. JDANG CAO 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 19, 12. c7 10) Contractor to verify loadings and dimensions prior to fabrication. C 66380 Z LOAD CASE(S) Standard � _W. 06/30/08 March 21, 2007 Job Truss Truss Type city Pty TRUSS' D01 SCISSORS 1 011 Job Referenceo tional JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:112007 Page 1 4-7-0 B-10-8 13-2-0 17-9-0 4-7-0 4-3-8 4-3-8 4-7-0 Stale • 1:29. canoe • 3r19 4v1 = 3 3.50 12 eTIf wa sm axe - 46a 2 4 W3 Ws ST4 w2 S73 1 07 > w6 t 4.71 1 5 9 7 8x9 = EVt SP Sfe t 1 EVt q W, 9 7 4.71 07a 3.50 12 - 3x4 II 3x4 II 4-7-0 8-10-8 13-2-0 17-9-0 4-7-0 4-3-8 4-3-8 4-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.05 8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.23 7-8 >923 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.17 6 n/a n/a BCDL 15.0 Cade UBC/TP12002 (Matrix) Weight: 94 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 . TOP CHORD Structural wood sheathing directly app1ed or 3-2-5 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 5.5.4 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' W12X4HFNo.2, W72X4HFNo.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 10=908/0-5.8, 6=908/0-5-8 Max Uplift 10=-596(load case 6), 6=-596(load case 7) Max Grav 10=1490(load case 5), 6=1490(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-1437/611, 1-2=-2604/1170, 2-3=-2990/1105, 3.4=2990/1105, 4-5=-2604/1170, 5-6=-1437/611 BOT CHORD 9-10=-1098/1234,8-9=-1038/2544,7-8=-1038/2544.6-7=-1098/1234 WEBS 1-9=-1088/2437,2-9=-1126/615,2-8=-1040/1548,3-8=0/710,4.8=-1040/1548,4-7=-1126/615,5.7=-1088/2437 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 596 Ib uplift at joint 10 and 596 Ib uplift at joint 6. E SS 9) This truss has been designed for a total drag load of 250 plf. Conned truss to resist drag loads along bottom chord from 0-0-0 to 17-9-0 for 250.0 plf. Q(Zcjf 10) Contractor to verify loadings and dimensions prior to fabrication. q �O LOAD CASE(S) Standard � JUANG CAO - C 66380 ?I EXP. 06/30/08 fi CAI.�F� March 21, 2007 Job Truss Truss Type Qty Pty TRUSS' D02 SCISSORS 3 1 01 2 Job Reference o tional JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:12 2007 Page 1 . 4-7-0 8-10-8 13-2-0 17-9-0 I i 4-7-0 4-3-8 4-3-8 4-7-0 SCA. .128. Conant - 3118 Ora = 3 3.50 F12 Wd 3x1 � SN 2 1 W3 W5 w2 w8 441 41S1 5 W1 W7 B SxB = EV1 EV2 0 7 d5a ax5 3.50 12 3n1 II 3xA II 4-7-0 8-10-8 13-2-0 17-9-0 4-7-0 4-3-8 4-3-B 4-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.05 8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.23 7-8 >913 240 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.17 6 n/a n/a BCDL 15.0 Cade UBC/TPI2002 (Matrix) Weight: 75Ito LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 10=908/0-5.8, 6=908/0-5-8 Max Uplift 1 0=-1 4(load case 3), 6=-14(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-855/29, 1-2=1450/38, 2-3=1873/8, 3.4=-1873/8, 4-5=-1450/38, 5-6=-855/29 BOT CHORD 9-10=0191.8-9=0/1422,7-8=0/1422,6-7=0/91 WEBS 1-9=0/1311, 2-9=-546/35, 2-8=0/439, 3-8=0/709, 4-8=0/439,4-7=-546/35, 5.7=0/1311 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The : design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 10 and 14 Ib uplift at joint 6. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard i QRpF ESS/�N91 JDAiNG CAO z C 66380Uj EXP. 06/30/08 F CA��F�� March 21, 2007 Job Truss Truss Type City TRUSS, D02A SCISSORS 3 1P7Job 013 Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:12 2007 Page 1 4-7-0 8-10-8 13-2-0 17-9-0 20-3-8 4-7-0 4-3-8 4-3-8 4-7-0 2-6-8 Sore -1a2. Cpm- 114 4M = 3 3.50 12 W4 3vl a 3 4 2 4 W3 WS 441 W2 WB 4.1 5 Wt W) 44 10 8 54 = 1 8 4x4 c 4x81 W8 4 3.50 12 9 314 II 8 4x51 2W II 4-7-0 8-10-8 13-2-0 17-9-0 20-3-8 I 4-7-0 4-3-8 4-3-8 4-7-0 2-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.08 9-10 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.36 9-10 >666 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.27 7 n/a n/a BCDL 15.0 Code UBC!TP12002 (Matrix) Weight: 87lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 -x bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 12=1104010-5-8, 7=1040/0-5-8 Max Horz 12=57(load case 3) Max Uplift 12=-13(load case 3), 7=-18(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-986/45.1-2=1710169. 2-3=2386/70, 3.4=-2386/70, 4-5=-2215/68, 5-6=-1077/32, 5-8=-834/61 BOT CHORD 11-12=-28/93, 10-11=-23/1682, 9-10=-21/2186, 8-9=-24/1123, 7-8=-10/22 WEBS 1-11=0/1564,2-11=-676/51, 2-10=0/671, 3-10=0/994, 4-10=0/266,4-9=409/52,5-9=011046,6-7=1005/27,6-8=-18/1203 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 12, 7 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 12 and 18 Ib uplift at joint 7. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard Q�,pF ESS 9 JIOIANG CAO C 66380 ?, a EXP. 06/30/08 F CAL�F�� March 21, 2007 Job Truss Truss Type city Ply TRUSS' D02B SCISSORS 2 1 014 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:12 2007 Page 1 4-7-0 8-10-8 13-2-0 17-9-0 19-3-8 4-7-0 4-3-8 4-3-8 4-7-0 1-6-8 SCde :31. Cantor • 1/4 dw = 3 3.50 12 Wd 2 d W3 w5 441 W2 w8 is 5 4.1 w+ wr s +o 54 EVI 8 11 8 4A1 We W dx8 3.5D 12 3.411 2W II 4-7-0 8-10-8 13-2-0 17-9-0 19-3-8 4-7-0 4-3-8 4-3-8 4-7-0 1-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.07 10 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.30 9-10 >751 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.23 7 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 84 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly app ied or 3-8-14 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 x bracing, Except: WEBS 2 X 4 HF Stud/Std G 6-0-0 oc bracing: 7-8. REACTIONS (Ib/size) 12=988/0-5-8, 7=988/0-5-8 Max Horz 12=66(load case 3) Max Upliftl2=-11(load case 3), 7=-18(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-935/45, 1-2=1608/71, 2-3=2184!74, 3-4=-2184!!4, 4-5=-1914/63, 5-6=-649/19, 5.8=-857/60 BOT CHORD 11-12=-37/92, 10-11=-34/1580, 9-10=-25/1885, 8.9=-20!717, 7-8=-6/15 WEBS 1-11=0/1465,2-11=-625/52,2-10=01579. 3-10=0/882, 4-110=0/334,4-9=462/57, 5.9=-5/1151, 6-7=-963/19,6-8=-17/975 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding extemal pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconc Trent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 12, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint 12 and 18 Ib uplift at joint 7. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/'2-10d nails. 8) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard Q?OF E SS O JDANG CAO C 66380 m a EXP. 06/30/08 F CA��F� March 21, 2007 Job Truss Truss Type Qty Pty TRUSS' D03 HOW E 4 1 015 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:12 2007 Page 1 4-5-9 11-7-0 4-5-9 7-1-7 axe 3 a sae • 122. CanOa • 3118 3.50 12 3,51 Tl 2 EV2 54, W1 0.2 B1 5 3x10 = 3.711 ma = 4-5-9 11-7-0 4-5-9 7-1-7 Plate Offsets X [5:0-3-8,0-1-81 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.06 4-5 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.24 4-5 >560 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 4 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc pudins, except end verticals. BOT CHORD .2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 24 WCL2 2 X 4 HF No.2, EV2 2 X 4 HF No.2 REACTIONS (Ib/size) 6=587/0-5-8, 4=587/0-5-8 Max Hoa 6=-15(load case 7) Max Uplift6=-1148(load case 6), 4=-317(load case 7) Mai Grav 6=1 717(load case 5), 4=893(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2863/2077,2-3=-197i/1853,1-6=-1646/1153,3-4=233140 BOT CHORD 5-6---973/1079,4-5---844/1635 WEBS 2-5---575/622,2-4=1647/975.1-5=-1959/2670 NOTES (6) 1) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf boY.om chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1148 lb uplift at joint 6 and 317 Ib uplift at joint 4. 5) This truss has been designed for a total drag load of 250 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-7-0 for 250.0 plf. 6) Contractor to verify loadings and dimensions prior to fabrication. _ LOADCASE(S) Standard QROFtSSioN9l� JDAvc CAO C 663806 EXP. 06/30/08 F CAO March 21, 2007 Job Truss Truss Type Qty P7 Pry TRUSS' D04 HOW E 6 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:13 2007 Page 1 , 4-5-9 11-11-8 19-5-7 22-4-8 , I i 4-5-9 7-5-15 7-5-15 2-11-1 Scale • 1:35. CenOa • 9101n 5X7 = 3 3.50 13 3. a 4M c Z W3 4 St6 c 5 5.71 W4 WS We Cl1 f0 B S 7S)S- 3M II 3x10 = 3r8 = 4.= 2w II 4-5-9 11-11-8 19-5-7 22-4-8 4-5-9 7-5-15 7-5-15 2-11-1 Plate Offsets X [10:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.08 8-10 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.40 8-10 >665 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.07 6 n/a n/a BCDL 15.0 Code UBC/fP12002 (Matrix) Weight: 92 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 2-8 WCL2 2 X 4 HF No.2, WCR2 2 X 4 HF No.2 REACTIONS (Ib/size) 11=1148/0-5-8, 6=1148/0-5-8 Max Hoa 11=-1(load case 6) Max Uplift 11=-749(load case 6), 6=-681 (load case 7) Max Grav 11=1880(load case 5), 6=1813(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3155/1357, 2-3=-2858/1302, 3-4=-2691/1134, 4-5=2049/815, 1-11=-1810/757, 5-6=-1795/678 BOT CHORD 10-11=-582!706, 9-10=-605/2346, 8-9=-496/2237, 7-8=-778/2051, 6-7=415/428 WEBS 2-10=-647/435,3-8--01415, 4-7=-1028/523, 2.8=-1012/660, 4-8=-721/1081, 1-10=-1272/2953, 5-7=861/2318 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 lb uplift at joint 11 and 681 Ib uplift at joint 6. 6) This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 224-8 for 150.0 plf. 7) Contractor to verify loadings and dimensions prior to fabrication. E SS QRQV 'LOAD CASE(S) Standard sic ANG Cao C 66380 m EXP. 06/30/08 F CAI.\FOES March 21, 2007 Job Truss Truss Type Oty Py TRUSS' DOS SCISSORS 8 1 017 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:13 2007 Page 1 5-4-4 10-5-0 15-5-12 20-10-0 5-44 5-0-12 5-0-12 544 Scelo-,:33. C..W • 314 46 = 3 3.50 12 W3 2 4 W2 W4 3ifi II 3G II � 5 1 � W 5x12 = 1 3.50 12 5� 518 , 10-5-0 20-10-0 10-5-0 10-5-0 Plate Offsets X 6:0-2-14 Ede [7:0-6-0.0-3-101, 8:0-2-14 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.22 6.7 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.97 6-7 >254 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.38 6 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 84 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 ' TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' WEBS 1 Row at midpt 2-8,4-6 EV1 2 X 4 HF No.2, EV2 2 X 4 HF No.2 REACTIONS (Ib/size) 8=1068/0-5-8,6=1068/0-5-8 Max Uplift8=-16(load case 3), 6=-16(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-256/41, 1-2=255/46, 2-3=-2677/0, 3-4=-2677/0, 4-5=-255/46, 5-6=-256/41 BOT CHORD 7-8=0/1890,6-7=0/1890 WEBS 2-8=-1977/39,2-7--0/789, 3-7=0/1091, 4-7=01789,4-6=11977/39 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and Gadding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed tc wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 8 and 16 Ib uplift at joint 6. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard QRpF E SS �O 9 JIOIANG CAO C 66380 ,�, C"- EXP. 06/30/08 --:u r, F CA��F�� March 21, 2007 Job Truss Truss Type Qty Ply TRUSS' D06 SCISSORS 1 1 018 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:13 2007 Page 1 5-4-4 10-5-0 15-5-12 20-10-0 5-4-4 5-0-12 5-0-12 5-4-4 S . • 1:33. C=ba • 314 46 = 3 3.SD 12 W3 s 4x10 % 4x10 1 2 4 W 4 T4 36 II 1 36 II 1 1 5 1 ] w ST W2 1 1 3b0 F 2- 5.71 5x7a 10-5-0 20-10-0 , 10-5-0 10-5-0 Plate Offsets X 6:0-2-14 Ed a [7:0-6-0.0-3-101, 8:0-2-14 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.22 6-7 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.97 6-7 >254 240 BCLL 0.0 Rep Stress Ina YES WB 0.98 Horz(TL) 0.38 6 n/a n/a BCDL 15.0 Code UBC/TP12002 - (Matrix) Weight: 111 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORC Structural wood sheathing directly applied or 2-7-7 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF Stud/Std G -Except' WEBS 1 Row at midpt 2-8,4-6 EV1 2 X 4 HF No.2, EV2 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 8=106810-5-8,6=1068/0-5-8 Max Upl ft8=-598(load case 6), 6=-598(load case 7) Max Grav8=1651(load case 5), 6=1651 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8---269/54,1-2=1476/1382, 2-3=-3994/1254, 3-4=-3994/1253, 4-5=-1476/1382, 5-6=269/54 BOT CHORD 7-8---1332/3212,6-7=-1332/3212 WEBS 2 -8= -3570/1633,2 -7=-1124/2076,3-7=0/1091,4-7=-1124/2076,4-6=-3570/1633 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-40 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. L SS �Qf 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 Ib uplift at joint 8 and 598 Ib uplift at joint 6. Q Nq 9) This truss has been designed for a total drag load of 250 plf. Connect truss to resist drag loads along bottom chord from 0-0.0 to 20.10-0 for 250.0 plf. 10) Contractor to verify loadings and dimensions prior to fabrication. JUAUG CAO' LOAD CASE(S) Standard Z3 C 66380. m C'-- EXP. 06/30/08 F CAL\F�� March 21, 2007 Job Truss Truss Type Qty Ply TRUSS' E01 SCISSORS 1 t 019 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:14 2007 Page 1 4-7-12 9-0-0 13-4-4 18-0-0 4-7-12 4-4-4 44-4 4-7-12 544,4.1:26. C 6rl•7116 4M = 3 3.50 12 an W3 Oat c aaf a 2 4 W2 W4 Sri 1 aN II yH a ST4 , � s STS n 7 sre 7N10 = n ew T7 erz 3.50 Fi 2- 4.714.71 9-0-0 18-0-0 9-0-0 9-0-0 Plate Offsets X [6:0-3-1.0-2-01, [8:0-3-1.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.12 7-8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.55 6-7 >388 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.23 6 nla n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 98lb - LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2 X 4 HF Stud/Std G 'Except' WEBS 1 Row at midpt 2-8.4-6 EV1 2 X 4 HF No.2, EV2 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 8=921/0-5-8,6=921/0-5-8 Max Uplift8=-596(load case 6), 6=-596(load case 7) Max Grav8=1503(load case 5), 6=1503(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-228/52, 1-2=1250/1203, 2-3=3128/1090, 3-0=-3128/1090, 4-5=-1250/1203, 5-6=228/52 BOT CHORD 7-8---1136/2548,6-7=-1136/2548 WEBS 2-8=-2946/1444,2-7=-994/1719, 3-7=0/765,4-7=-994/1719,4-6=-2946/1444 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joints) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain lonnula. Building designer should verify capacity of bearing surface. t SS /� ROIV 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 596 lb uplift al joint 8 and 596 Ib uplift at joint 6. Q Nq 9) This truss has been designed for a total drag load of 250 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-0-0 for 250.0 plf. �Q 10) Contractor to verify loadings and dimensions prior to fabrication. �w� JIOIANG CAO G3 LOAD CASE(S) Standard C 66380 � cy—' EXP. 06/30/08 F CAI.�F�� March 21, 2007 Job Truss Truss Type Qty Pty TRUSS! E02 SCISSORS 6 1 020 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:14 2007 Page 1 4-7-12 9-0-0 13-4-4 18-0-0 4-7-12 44-4 4-44 4N — 4-7-12 Ste= c2e. care ?/Is In 3 3.50 12 W3 36% 361 2 4 W2 W4 11 ' 3.4 II 7 i0= EV1 1p 5 W I EV2 3.50 12 6's' 9-0-0 18-0-0 54' 9-0-0 9-0-0 Plate Offsets X.Y): [6:0-0-0.0-0-11,[8:0-0-0.0-0-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.12 7-8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.55 6-7 >388 240 BCLL 0.0 Rep Stress Ina YES WB 0.38 Horz(TL) 0.23 6 Na Na BCDL 15.0 Code UBC1TP12002 (Matrix) Weight: 74 lb - LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 2-8.4-6 EV12X4HFNo.2,EV22X4HFNo.2 REACTIONS (Ib/size) 8=921/0-5-8, 6=921/0-5-8 Max Uplift8=-14(load case 3), 6=-14(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-215/38, 1-2=192/50, 2-3=-1995/0, 3-4=-1995/0, 4-5=-192/50, 5-6=-215/38 BOT CHORD 7-8--011411,6-7=011411 WEBS 2-8=-1523/21, 2-7=0/595, 3-7=0!765, 4-7=0/595, 4-6=-1523/21 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category Il, terrain exposure C and inlemal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 8 and 14 Ib uplift at joint 6. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard QRpF t SS �o 9 JDAIUG CAO C 66380 LLJ EXP. 06/30/08 F CAI �FO� March 21, 2007 Job TNSS Truss Type Qty Pty TRUSS E03 MOD.QUEEN 4 1 021 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:14 2007 Page 1 4-7-12 8-11-15 14-11-8 21-2-8 4-7-12 4-4-4 5-11-8 6-3-0 Sr�a • 1:33. r � - V8 4511 3 3.50 f 12 2 3.4 1 4 3M II W2 t t W3 W4 64a s 3x10 = °s o= 2 4.7 _ .. 3x7 II 8-11-15 14-11-8 21-2-8 , 8-11-15 5-11-8 6-3-0 Plate Offsets X [7:0-3-8,0-1-81, [8:0-3-12.0-341 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.13 8-9 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.56 8-9 >448 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.06 6 n/a n/a BCDL 15.0 - Code UBC/TP12002 (Matrix) Weight: 90lb LUMBER BRACING TOP CHORD 2 X 4 HF Not ' TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 2-9.5-7 EV1 2 X 4 HF No.2, EV2 2 X 4 HF No.2, WCR2 2 X 4 HF No.2 REACTIONS (Ib/size) 9=108810-5-8,6=1088/0-5-8 Max Horz 9=3(load case 6) Max Uplift9=-659(load case 6), 6=-800(load case 7) Max Grav 9= 173 1 (load case 5), 6=1871(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-775/707, 2-3=1858/603, 3-4=-2423/1136, 4-5=-3342/1642, 1-9=-221/44, 5-6=1756/827 BOT CHORD 8-9=-778/1853,7-8---602/2229,6-7=-844/1129 WEBS 2-8=-425!777, 3-8=52/396, 4-8=967/528,4-7=-469/397.2-9=-2184/1061, 5-7=-1510/2882 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and Gadding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 659 Ib uplift at joint 9 and 800 Ib uplift at joint 6. 6) This.truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-2-8 for 150.0 plf. 7) Contractor to verify loadings and dimensions prior to fabrication. _ F t SS (DN LOAD CASE(S) Standard q l �O � AiAvc CAO Cn C 66380 m EXP. 06/30/08 F CAI I March 21,'2007 Job Truss Truss Type Qty Pry TRUSS E04 FINK 4 1 022 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:14 2007 Page 1 3-8-0 7-11-8 12-6-8 3-8-0 4-3-8 4-7-0 4N = Sr .- :21. C-V8 2 3.50 F172 419 % T1 W2 3 T2 W2 43w u EV1 w1 w ew e1 69 = 0 2w II M= 3-8-0 12-6-8 3-8-0 8-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.12 5-6 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.47 5-6 >314 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.03 5 n/a n/a BCDL 15.0 Code UBC1TP12002 (Matrix) Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 3-5 EV22X4HFNo.2 REACTIONS (Ib/size) 7=637/0.5-8, 5=637/0-5-8 Max Horz 7=7(load case 6) Max Uplift7=-774(load case 6), 5=-1156(load case 7) Max Grav 7=1397(load case 5), 5=1777(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1176/725, 2-3=-1913/1325, 34=-1215/1078, 1-7=-1385!781, 4-5=-245/60 BOT CHORD 6-7=-873/916,5-6=17113/2343 WEBS 1-6=-822/1438,2-6=-175/145,3-6=-1055/898,3-5=-2524/2079 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 774 Ib uplift at joint 7 and 1156 Ib uplift at joint 5. '6) This truss has been designed for a total drag load of 250 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-8 for 250.0 plf. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard qO ESS / pN9l �o JIOIAUG CAO C 66380 rn - EXP. 06/30/08 � 1'r F CAI March 21, 2007 Job Truss Truss Type Ory Ply TRUSS E05 VAULT 2 1 023 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Inoustries, Inc. Wed Mar 21 10:11:15 2007 Page 1 6-9-4 13-1-0 20-2-8 6-9-4 6-3-12 7-1-8 Scale.1:32.4 CanOer • 3119 11 4.9 = 2 2 359 2 BxB % 07 3 u �' a 5x9 = w1e 3x4 II 3.50 12 19 w9 5 1 12 13 w I 15 14 aw II 10 9 a 7 2x4 II 4m = 2x4 = 2W II 34 = 1568 6-9-4 13-1-0 i 15-0-1515,1-0, 20-2-8 6-9-4 6-3-12 1-11-15 0-0-1 4-8-0 0-5-8 Plate Offsets X 4:0-0-12 Ed a 11:0.7-120-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.05 12 >999 360 MT20 185/148 ' TCDL 17.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.20 11-12 >888 240 BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(TL) -0.15 14 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 100 lb ' LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 6.0-0 •c bracing. . B1 2 X 4 HF No.2, B2 2 X 4 HF Stud/Std G WEBS 2 X 4 HF Stud/Std G *Except* EV12X6HFNo.3,W92X6HFNo.3,W102X4HF240OF2.0E REACTIONS (Ib/size) 14=675/0-5-8, 6=-100/0-5-8,15--1465/0-5-8 Max Hoa 6=11(load case 3) Max Uplift I4=-23(load case 3), 6=-100(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-3=-1594/0, 3-4=124/83, 4-5=-129/62, 1-2=-1596/0, 13-14=-675/23, 1-13=-636/22, 5.6=-184/46 BOT CHORD 9-10=-58/0, 8.9=-566/0, 10-11=-13/0, 3-11=-675/20, 11-12=0/296, 12-13=0/312, 6-7=-483/0 WEBS 3.12=0/1220, 2-12=0/492, 1-12=0/1195, 8.15=418/0, 7-15=-336/10, 4-15=-1385/0, 4-6=0/664, 4-11=01395, 9-11=-611/20, 4.9=0/654 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed t•+ wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 14, 15 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 14 and 100 Ib uplift at joint 6. 7) Contractor to verify loadings and dimensions prior to fabrication. ESS /ON Q�Df LOAD CASE(S) Standard Ji ANG Cao C 66,380 m C—f CK- ` EXP. 06/30/08 F CAL�F�� March 21, 2007 Job Truss Truss Type Qty Ply TRUSS E06 SCISSORS 2 1 024 Job Reference o lional JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:15 2007 Page 1 2-4-11 6-9-4 11-1-13 15-6-8 , 2-4-11 4-4-9 44-9 db= 44-11 Sr • 1:21. C -m •1/4 11 3 3.50F12 - .50 123r a 3x1 3r 2 11 d R 8x9 a 8 W3 85� = 01 a 5 WB 62 1 0 3.50 12 4.51 db 10 EV2 7 h e 11 2-4-11 6-94 11-1-13 1. 15-6-8 2-4-11 4-4-9 4-4-9 44-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.06 7-8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.25 7-8 >712 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.30 12 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 70lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 ; TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* EV12X6HFNo.3,EV22X6HFNo.3 REACTIONS (Ib/size) 11=784/0-5-8,12=784/0-5-8 Max Horz 11=2(load case 3) Max Uplifts 1=-13(load case 3), 12=-14(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 10-11=-784/13, 1-10=-766/0, 1-2=995/0, 2-3=-1943/0, 3-4=-1944/0, 4-5=-1590/0, 6-12=-784/14, 5-6=-744/9 BOT CHORD 9-10=0/144,8-9=0/998,7-8=0/1563,6-7=0/136 WEBS 1-9=0/1020, 2-9=-600/22, 2-8=0/886, 3-8=0/129, 4-8=0/384, 4-7=431/27, 5-7=0/1373 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 R above ground level located 100 mi from the hurricane oceanline. ASCE 7.95 components and Gadding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 11 and 14 Ib uplift at joint 12. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard QROF ESS/ pN�l O �2 JDANG CAO c� —�, C 66380 � cl-'� EXP. 06/30/08 / /08 F CA��F�� March 21, 2007 Job Truss Truss Type City Ply TRUSS' E07 SCISSORS 2 1 025 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:15 2007 Page 1 2-4-11 6-9-4 11-1-13 13-6-8 2-4-11 4-4-9 4-4-9 2-4-11 Sc� <m = Wm Caft. 118 3 3.50 12 3m 3M 1 2 T1 T2 4 B 5 W3 WB 154 B1 B2 g 3.50 12 r 315 a 3151 3:5 5h 6 10 11 12 2-4-11 6-9-4 11-1-13 13 6-B 2-4-11 4-4-9 4-4-9 2-4-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.03 8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.15 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.20 12 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 64 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4.5-11 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* EV12X6HFNo.3,EV22X6HFNo.3 ' REACTIONS (Ib/size) 11=680/0-5-8,12=680/0-5-8 Max Upliftl1=-15(load case 3), 12=-15(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 10-11=-680/15, 1-10=-662/0, 1-2=85310, 2-3=-1522/0, 3-4=-1522/0, 4-5=-853/0, 6-12=-680/15, 5-6=-662/0 BOT CHORD 9-10=0/152,8-9=0/857.7-8=0/857,6-7=0/152 WEBS 1-9=0/873, 2.9=-498/21, 2-8=0/616, 3-8=0/516, 4-8=0/616, 4-7=498/21, 5.7=0/873 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(l) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical;connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 11 and 15 Ib uplift at joint 12. 7) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard 01�,pF ESS/ pN9l .�O �4 JDAUG CAO C 66380 r UJ ` EXP. 06/30/08 F CAL�F� March 21, 2007 Job Truss Truss Type Qty Pty TRUSS E08 SCISSORS 1 1 026 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:16 2007 Page 1 2-4-11 6-9-4 11-1-13 13-6-8 2-4-11 4-4-9 4-4-9 2-4-11 4M = Sr9c 11211 caws. l/0 3 3.50 12 441 41S1 2 T1 n 4 ae s sn s3s r� a 5 1 3 W B 5x10 = 01 62 g 3.50 F12 r 44 1 ' 3 1 10 11 12 2-4-11 6-9-4 11-1-13 13-6-8 2-4-11 4-4-9 4-4-9 2-4-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.04 7-8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.15 7.8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.20 12 r/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 73 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* EV1 2 X 6 HF No.3, EV2 2 X 6 HF No.3 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 11=680/0-5-8,12=680/0-5-8 Max Uplift11 =-430(load case 6), 12=-430(load case 7) Max Grav 11=1096(load case 5), 12=1096(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 10-11=-1096/430,1-10=-1081/393,1-2=-1426/524,2-3=-2664/1005,3-4=-2664/1005,4-5=-1426/523,6-12=-1096/430,5-6=-1080/392 BOT CHORD 9-10=-524/703, 8-9=-937/1989, 7-8=-937/1989, 6-7=-5241703 WEBS 1-9=-551/1469,2-9=-910/434,2-8=-979/1707,3.8=0/516,4.8=979/1707,4-7=-910/434,5-7=-551/1459 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to. wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs.spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 Ib uplift at joint 11 and 430 Ib uplift at joint 12. ESS 9) This truss has been designed for a total drag load of 250 plf. Conned truss to resist drag loads along bottom chord from 0-0-0 to 13-6.8 for 250.0 plf. Q�,OF 10) Contractor to verify loadings and dimensions prior to fabrication. q LOAD CASE(S) Standard 4 C� JDAING CAO C 66380 C" EXP. 06/30/08 F CA��F�� March 21, 2007 Job Truss Truss Type Oty Ply TRUSS F01 FLOOR 6 1 027 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Incustries, Inc. WedMar21 10:11:16 2007 Page 1 1-3-0 1-6-0—I 0 6 0 �—I Scde • 1:35.1 Cantu • Ire UA 11 4r6 = 3x4 = W = 3x4 = 40 = bra II 5411 1 2 3 4 s 3rA = e r e e W R q 1e n 1e 15 14 a 12 11 10 4,6 = 31A = W II 2W II bA = W = 41a = b0 II 3ffi _ 16-0-0 16-6-? 16-0-0 0-6-0 Plate Offsets X i:Ed a 0-1-8 4:0.1-8 Ed a 5:0-1.8 Ede 9:0-3-0Ed a 10:0-1-8 Ede 14:0-1-8 0-0-0 1.5:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.17 13-14 >999 360 MT20 185/148 TCDL 18.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.28 13.14 >671 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) -0.01 9 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight: 71 lb LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Sheathed or 6.0-0 oc pudins, except end verticals. BOT CHORD 4 X 2 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 HF Stud/Std REACTIONS (Ib/size) 18=1075/Mechanical, 9=1075/0-5-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.18=-47/0, 9-10=0/9, 1-2=0/0, 2-3=-1693/0, 3.4=-2678/0, 4.5=-3062/0, 5.6=-2953/0, 6-7=-2290/0, 7-8=-994/0, 8-9=-997/0 BOT CHORD 17-18=0/1007,16-17=0/2321,15-16=0/3062,14-15=0/3062,13-14=0/3062,12-13=0/2772,11-12=0/1763,10-11=0/0 WEBS 8-11=-97/0, 9-11/1374, 7-11=-1114/0, 2-18=-1424/0, 7-12=01783, 2-17=0/1020, 6-12=718/0, 3-17=-934/0, 6-13=01268,3-16=0/532, 5-13=-158/0, 4-16=-555/0, 4-15=0/124, 5-14=-71/0 NOTES (6) 1) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 2) Refer to girders) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard �oggjFESS/�N91 ���, JDAIUG CAO C 66380 m EXP. 06/30/08 V 1 F CAL�F�� March 21, 2007 Job Truss Type OryPtyTRUSS P"S's FLOOR 2 1 O`L8 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Incustries, Inc. Wed Mar 21 10:11:16 2007 Page 1 ' 11-3-0 s =c26. can,ba<• ve 4x4 — 4i6 = 29 FP= 2011 11611 1 2 7 4 521A 11 6 7 B 0 10 11 12 Ll RW 21 20 16 16 17 16 15 14 17 46 = 38 FP= 214 It 4x4 = 5x7 = 2.4 11 2m = I 16-5-8 1G-11 8 16-5-8 Plate Offsets X 1:Ed a 0-1-8 4:0-1-8 Ede 5:0-1-8 0-0-0 12:0-3.0 Ed a 13:0-1-8 Ede 17:0-1-8 Ede 18:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.18 16-17 >999 360 MT20 185/148 TCDL 18.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.32 16-17 >610 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 74 lb - LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 4 X 2 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 HF Stud/Std REACTIONS (Ib/size) 22=1106/0-5-8,12=1106/0-5-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-47/0, 12-13=0/9, 1-2=0/0, 2-3=-1752/0, 3.4=-2797/0, 4-5=-3193/0, 5-6=-3193/0, 6-7=-3110/0, 7-8=-2376/0, 8.9=1020/0, 9-10=1020/0, 10-11=1020/0, 11-12=-1025/0 BOT CHORD 21-22=0/1037,20-21=0/2409,19-20=0/2409,18.19=0/3193,17-18=0/3193,16-17=0/3281,15-16=0/2881,14-15=0/1827,13-14=0/0 WEBS 10-14=-83/0,12-14--0/1411. 8-14=-1169/0,2-22=-1l46710, 8-15=0/815,2-21=0/1062, 7-15=-751/0, 3-21=-978/0,7-16=0/341, 3-19=0/576,6-16=-254/0,4-19=-573/0, 6-17=-128/0, 4-18=0/91, 5-17=0/66 NOTES (6) ' 1) All plates are 3x4 MT20 unless otherwise indicated. 2) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Contractor to verify loadings and dimensions prior to fabricafion. LOAD CASE(S) Standard �oQRpFESSIDNgI JUAUG CAO C 66380 m c EXP. 06/30/08 F CAL�F�� March 21, 2007 Job Truss Truss Type city Pry TRUS? F02 FLOOR 7 1 029 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Incustries, Inc. Wed Mar 21 10:11:16 2007 Page 1 0-6-0 1 1-3-0 I I I 0-9-8 0 1 Sr .-1:22. 4011 4m II 1 2 2 4 5 2Y II 6 7 9 9 1 W R q R 1718 15 14 17 12 11 10 2x4 II 4. = 214 11 4x9 = 2.4 II 10-6-0, 13-3-8 d 3-9-$ » 0-6-0 12-9-8 0-6-0 Plate Offsets X 1:0-3-0 Ede 4:0-1-8 Ede 5:0-1-8 0-0-0 9:0-3-0 Ede 10:0-1-8 Ede [13:0-1-8.Edgel, [14:0-1-8.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.07 13 >999 360 MT20 185/148 TCDL 18.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.12 12-13 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(TL) -0.03 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 62 lb - - LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except:end verticals. BOT CHORD 4 X 2 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-C oc bracing.. WEBS 4 X 2 HF Stud/Std REACTIONS (Ib/size) 1=861/0.5-8, 9=861/0-5-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=0/8, 9-10=0/9, 1-2=782/0, 2-3=-779/0, 3-4=-167110, 4-5=-1968/0, 5-6=-1968/0, 6.7=-1676/0, 7-8=-778/0, 8.9=-781/0 BOT CHORD 16 -17=0/0,15.16=0/1353,14 -15=0/1968,13-14=0/1968,12-13=0/1946,11-12=0/1353,10-11=0/0 WEBS 2-16=-95/0,1-16=0/1076,8-11=-9710, 9-11--0/1075,7-11=-83310, 3-16=-83210,7-12=0/480, 3-15=0/474,6-12=402/0,4-15=-429/0. 6.13=0/31, a-14=0/23, 5.13=0/5 NOTES (5) 1) All plates are 3x4 MT20 unless otherwise indicated. 2) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ads or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard qRDHSS/n �Z JDAING CAO C 66380 m a EXP. 06/30/08 F CA��F� March 21, 2007 Job Truss Truss Type city Ply TRUSS F03 FLOOR 23. 1 030 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:17 2007 Page 1 1-3-0 1-2-0 scab • 1:12. I 3W II 2 W= 3 2m II 4 3N = 0 W= 0 Si4 II ELI EL2 ER2 ERI 3x4 = 2W II 11 10 0 34 B-2-0 3[4 = B 19 — 8-2-0 Plate Offsets X 1:Ed a 0-1-8 3:0-1-8 Ed a 4:0-1-8 Ede 9:0-1 8 O -D -o 10:0-1.8 Ed e LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.02 8.9 >999 360 MT20 185/148 TCDL 28.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.04 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 We n/a BCDL 20.0 Code IBC2000/ANS195 (Matrix) Weight:38lb - LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 HF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 4 X 2 HF Stud/Std REACTIONS (Ib/size) 11=464/Mechanical, 7=464/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-55/0, 6-7=-27/0, 1-2=0/0, 2.3=-653/0, 3-4=-653/0, 4-5=-577/0, 5.6=0/0 BOT CHORD 10-11=0/388, 9-10=0/653, 8-9=0/653,7-8=0/4111 WEBS 5-7=-58110,2-11=549/0, 5-8=0/248,2-10=0/383,4-8=109/0, 3-10=-15210,4-9=-67/0 „ NOTES (4) 1) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails.. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard ' ' loQRpFESS/py�l mac, JDANG CAO C 66,380 m EXP. 06/30/08 �r �x F CA��E�� • March 21, 2007 Job Truss Truss Type Oty Ply TRUSS F04 FLOOR 7 1 031 Job Reference (optional) tional JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:17 2007 Page 1 ; 1-3-0 —9-4 I— Swo -1:20. 1 2 3 4W II 5 6 7 6 A is 14 12 122'. II 11 16 6 h6 — 34 — 12-9-4 12-9-4 Plate Offsets X 1:Ed a 0-1-8 4:0-1-8 Ede 5:0-1-8 Ede 12:0-1-8 0-0-0 13:0-1-8 Ed e LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.05 11-12 >999 360 MT20 185/148. TCDL 28.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 9 n/a We BCDL 20.0 Code IBC2000/ANS195 (Matrix) Weight:57lb - LUMBER BRACING TOP CHORD 4 X 2 HF No.2 ; TOP CHORD Sheathed or 6-0-0 oc purlins, except and verticals. BOT CHORD 4 X 2 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 HF Stud/Std REACTIONS (Ib/size) 15=735/Mechanical, 9=735/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-33/0, 8-9=-39/0, 1-2=0/0, 2-3=-1092/0, 34=-1657/0, 4-5=-1657/0, 5-6=-1597/0, 6-7=-1100/0, 7-8=0/0 BOT CHORD 14-15=0/671, 13-14=0/1451, 12-13=0/1657, 11-12=0/1657, 10-11=0/1465, 9-10=0/666 WEBS 7-9=-947/0, 2-15=949/0, 7-10=0/645, 2-14=0/626, 6-10=-542/0, 3-14=-534/0, 6-11=0/196, 3-13=0/299, 5-11=-87/0, 4-13=-99/0, 5-12=-70/0 NOTES (5) 1) All plates are 3x4 MT20 unless otherwise indicated. 2) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Contractor to verify loadings and dimensions prior to fabrication. I: LOAD CASE(S) Standard QRpF ESS (`o JDANG CAO C 66380 rn EXP. 06/30/08 F CAL�F� March 21, 2007 Job Truss Truss Type Ory Ply TRUSS FOS FLOOR 14 1 0'32 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:17 2007 Page 1 1-3-0 1-6-8 Seel. • 1:13.5 1 3M II 2 3W = 3 2,A II 4 31A = 5 31A = 6 3rd II ELI EU 1 3x4 = 11 10 34 = xw It e W = e 7 are = 8-6-8 B-6-8 Plate Offsets X 1:Ed a 0-1-8 3:0-1-8 Ed a 4:0-1-8 Ed a 9:0-1-8 0-0.0 10:0-1.8 Ed e LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.03 9 >999 360 MT20 185/148 TCDL 28.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.06 8-9 >999 240 BCLL0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 7 n/a n/a BCDL 20.0 Code IBC20001ANSI95 (Matrix) Weight: 39lb LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Sheathed or 6-0.0 oc puriins, except end verticals. BOT CHORD 4 X 2 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 HF Stud/Std REACTIONS (Ib/size) 11=486/Mechanical, 7=486/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-57/0, 6.7=-26/0, 1-2=0/0, 2-3=-709/0, 3-4=-709/0, 4-5=-619/0, 5-6=0/0 BOT CHORD 10.11=0/410, 9-10=0/709, 8-9=0/709, 7-8=0/434 WEBS 5-7=-614/0, 2-11=580/0, 5-8=0/274, 2-10=0/433, 4-8=131/0, 3-10=-188.'0, 4-9=-59/0 NOTES (4) 1) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard QRpFESS/pN9l� JDANG CAO C, 66380 Cr-�C EXP. 06/30/08 F CAL�F�� March 21, 2007 Job —Truss . Truss Type Qty Ply TRUSS FLOOR 2 1 - 033 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Incustries, Inc. Wed Mar 21 10:11:17 2007 Page 1' 1-3-0 1 2 12 1 Seale • 1:23. ' CamDet• 1It51n 3x4 = 13x1 11 24M = 3W= 4 5 3x1 = 631A = 24x4 = 63x1 11 /\/\/,rR 18 is 14 13 12 11 10 4. = 3x4 = 2.4 II 2x1 II 3x4 = 4x1= 31 = 34 _ 14-5-12 14-5-12 Plate Offsets X 1:Ed a 0-1$ 4:0-1.8 Ede 5:0-1-8 Ed a 12:0-1-8 0-0-0 13:0-I-8 Ed e LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -G.07 13 >999 360 MT20 185/148 TCDL 28.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.15 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 9 n/a n/a BCDL 20.0 Code IBC20001ANSI95 (Matrix) Weight: 63 lb LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 4 X 2 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 HF Stud/Std REACTIONS (Ib/size) 16=835/Mechanical, 9=835/0-5.8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-38/0,8-g=-38/0,1-2=0/0, 2-3=-1291/0,3-4=-1969/0,4-5=-2159/0,5-6=-1969/0, 6-7=-1291/0,7-8=0/0 BOT CHORD 15-16=0!768, 14-15=0/1742, 13-14=0/2159, 12-13=0/2159, 11-12/2159, 10-11=0/1742,9-10=0f768 WEBS 7-9=-1086/0, 2-16=1086/0, 7-10/778, 2-15=07778, 6-10=-671/0, 3-15=671/0, 6-11=0/337,3-14=0/337, 5-11=-275/0,4-14=-275/0,4-13=0/31,5-12=0/31 NOTES (4) 1) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each buss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard QROf ESS / pN9l �o JIOIANG CAO ( C 66380 z ` EXP. 06/ SO/08 F CA��F�� March 21, 2007 0 0 9 0 0 0 0 0 a 0 T01 (KINGPOST 12 1 1 sjui 13 zuub nmleK lncuSMOS. inc. Wea Mar Ll lu:ll: 5-0-0 10-0-0 5-0-0 5-0-0 a�a = 3.50 22 2 5-0-0 i 10-0-0 034 Sm. - LOADING (psoSPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plaleslncrease 1.25 TC 0.52 Vert(LL) 0.02 4-5 >999 360 MT20 185/148 TCDL 17.0 Lumberincrease 1.25 BC 0.20 Vert(TL) C•.06 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 60lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 1-6,3-4 REACTIONS (Ib/size) 6=808/0-5-8,4=808/0-5-8 Max Uplift6=-56(load case 3), 4=-56(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-483/156,2-3=483/156,1-6=7351100,34=-735/100 BOT CHORD 5-6--0/101,4-5=0/101 WEBS 2-5=-153122,1-5=-14/602,3-5=-14/602 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 Ib uplift at joint 6 and 56 Ib uplift at joint 4. 6) Girder carries hip end with 5-0-0 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 607 Ib down and 84 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Contractor to verify loadings and dimensions prior to fabrication. LOAD ) 1) Regular: Lumberincrease=1.25, Plate Increase=1.25 r0 Q��� tss /0��� Uniform Verttll 2=-74, 2-3=-74, 4-6=-30 Concentrated Loads (lb) JIOIANG CAO Vert: 5=-607(F) C 66380 0-1 EXP. 06/30/08 F CA��F�� March 21, 2007 Job Truss Truss Type TRUSS T02 TRIPLE FINK0'35 [5� �72 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Inoustries, Inc. Wed Mar 21 10:11:18 2007 Page 1 ' 6-10-0 13-8-0 , 6-10-0 6-10-0 4,5 = Sc410 • 125.1 c -1119 11 2 3So 12 T1 T2 Oma 441 1 � W1 Ey, WCL2 WCR2 EV2 el J's Sof II 3x4 II 6-10-0 13-8-0 , 6-10-0 6-10-0 LOADING (pso SPACING 2-M CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.02 5 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.11 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 122 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 : BOT CHORD Rigid ceiling directly applied or 10-0-C oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 6=195910-5-8,4=i959/0-5-8 Max Uplift6=-112(load case 3), 4=-112(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-23911218,2-3---2391/218,1-6=-1848/149,3-4=-1848/149 BOT CHORD 5-6=0/128.4-5=0/128 WEBS 2-5---13/870.1-5--115/2322,3-5=115/2322 NOTES (9) 1) 2 -ply truss to be connected together with 10d Common(. 1 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-6-0 oc, Except member 5-12 X 4 -1 row at 0-9-0 oc, member 5.3 2 X 4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and deciding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed b wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 6 and 112 Ib uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2527 Ib down and 195 Ib up at 6-10-0 on bottom chord. ROFESS/ DN design/selection of such connection device(s) is the responsibility of others. ql 9) Contractor to verify loadings dimensions to fabrication. and prior t, LOAD CASE(S) Standard JDANG CAD 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 C 66380 Uniform Loads (plo C., m Vert: 1-2=-74, 2-3=-74, 4-6=-30 W r+1 Concentrated Loads (lb) EXP. 06/30/08 Vert: 5=-2527(F) F CA��4� March 21, 2007 Job Truss Truss Type Qty Ply TRUSS T03 HIP 2 1 036 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:18 2007, Page 1 . 6-0-0 7-11-0 13-11-0 6-0-0 4x12 1-11-0 = 4�= 6-0-0 Stale • 1:16.1 CemEn • M1, 2 3.50 12 T1 1 3 T3 4 4 T2 EV1 wcu WI W3 WCR2 EV1 91 7 e 4x5 = 400 = 3N a aw 11 6-0-0 i 7-11-0 13-11-0 6-0-0 1-11-0 6-0-0 Plate Offsets X [2:0-&0,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.04 7-8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.15 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.01 5 n/a n/a BCDL 15.0 Code UBC/TPI2002 (Matrix) -Weight: 74 lb - LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, except end verticals. BOT CHORD2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* EV12X4HFNo.2,EV22X4HFNo.2 REACTIONS (Ib/size) 8=1261/0-5-8,5=1261/0-5-8 Max Uplift8=-84(load case 3), 5=-84(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1231/170, 2-3=-1121/175, 3.4=-1230/170, 1.8=-1161/121, 4-5=-1161/121 BOT CHORD 7-8=0/81,6-7=0/1122,5-6=0/81 WEBS 2-7=-20/107, 2-6=106/107, 3-6=96/130, 1-7=-67/1209, 4-6=-66/1209 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 8 and 84 Ib uplift at joint 5. 7) Girder carries hip end with 6-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 468 lb down and 57 Ib up at 7-11-0, and 468 Ib down and 57 _ Ib up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 'aov t SS /0 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q N9 10) Contractor to verify loadings and dimensions prior to fabrication. �Q LOAD CASE(S) Standard ��� JIOIANG CAO 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 " Uniform Loads (plf) C 66,380 Z Vert: 1-2=-74, 2-3=-140(F=-66), 34=-74, 7-8=30, 6-7=-57(F=-27), 5-6=30 rn Concentrated Loads (lb) 06/30/08 _EXP. Vert: 7=-468(F) 6=468(F) March 21, 2007 • 0 0 0 0 • • • 0 Job Truss Truss Type Qty Ply TRUSS T04 MOD. QUEEN 3 1 037 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:18 2007 Page 1 6-11-8 13-11-0 6-11-8 6-11-8 eu = S� • e27 c—m • rm 2 aw a 3M u LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES ' GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.04 5-6 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.16 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 64 lb LUMBERBRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* EV12X4HFNo.2,EV22X4HFNo.2 REACTIONS (Ib/size) 6=709/0-5-8,4=709/0-5-8 Max Uplift6=-15(load case 3), 4=-15(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-603/91,2-3=603191,1-6=-606/54,3-4=-606/54 BOT CHORD 5-6--0/98,4-5=0/98 WEBS 2-5=-240/59, 1-5=0/481, 3-5=0/481 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and Gadding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 6 and 15 Ib uplift at joint 4. 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard RpF>✓SS/pN9l� . JDANG CAO C 66380 C ` EXP. 06/30/08 F CAL�F�. March 21, 2007 � i I Job Truss Truss Type city Ply TRUSS T05 KINGPOST 1 1 038 Job Reference o tional JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:18 2007 Page 1 3-5-8 6-11-0 3-5-8 3-5-8 4. = 1 1.50 22 4 2 T, T2 W, 5 i e e, 4M a 4x4 c 2r4 II e h] II 27 II 3-5-8 6-11-0 3-5-8 3-5-8 Plate Offsets X 1:0-1-12 0-4-5 5:04-2 GA -5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.01 1-6 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.05 1-6 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.18 Horz(TL) 0.01 5 n/a We BCDL . 15.0 Code UBCfTP12002 (Matrix) Weight: 25 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.31-9-6, Right 2 X 6 HF No.31-9-6 REACTIONS (Ib/size) 1=477/0-5.8, 5=477/0-5-8 Max Uplift 1 =-25(load case 3), 5=-25(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-813/39,2-3=757/49,3-4=-757/49.4-5=-813/39 BOT CHORD 1-6=-7/698, 5.6=-7/698 WEBS 3-6=0/390 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1 and 25 Ib uplift at joint 5. 6) Girder carries hip end with 3-5-8 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 Ib down and 23 Ib up at 3-5-8 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 JIIANG CAO Uniform Loads Vert: 1-55=-=- C 66380 1-5=-30,1-3=-74, 3-5=-74 Z Z Concentrated Loads (lb) Vert: 6=-235(F) a EXP. 06/30/08 F CA1 �FO� March 21, 2007 Job Truss Truss Type Ory Pty TRUSS T06 �KINGPOST 4 1 039 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 21 10:11:18 2007 Page 1 3-5-8 6-11-0 , 3-5-8 3-5-8 4. = 3 7.50 12 a 2 T1 T2 W1 5 1 BI 4.1 4r 1 24 II B 3x7 II 3.711 3-5-8 6-11-0 3-5-8 3-5-8 Plate Offsets X,Y): [1:0-1-12.0-4-51,[5:0-4-2,0-4-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.01 1-6 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.03 1-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 5 n/a nla BCDL 15.0 Code UBC/TP12002 (Matrix) Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or, 10-0-0 oc bracing. " WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.3 1-9-6, Right 2 X 6 HF No.3 1-9-6 REACTIONS (Ib/size) 1=360/0-5-8, 5=360/0-5-8 Max Uplift 1 =-1 4(load case 3), 5=-14(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-526/13,2-3=456/22, 3-4=-456/22, 4.5=-525/13 BOT CHORD 1-6=0/437.5-6=01437 WEBS 3-6=0/208 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ll, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to Wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.336 and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 14 Ib uplift at joint 5. 6) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) Standard ESS/pN�l roQRpf JDANG CAO C 66380 rn EXP. 06/30/08 F CAL�F� March 21, 2007 Job Truss Truss Type Oy Ply v TRUSS T07 SCISSORS 1 2 Job, o tionel 040 JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 20MIndustries, Industries, Inc. Wed Mar 21 10:11:19 2007 Page 1 7-2-12 3-7-8 6-8-4 6 11 8 10-3-8 13-11-0 o•,:zz. 3-7-8 3-0-12 0-3-4 3-0-12 3-7-8 pis -4 3 153 F12 dma 44- 2 a W3 WS dx7 % 4.7 1 5. W1 a W7 7x17 = EVI EV2 . 7 B 417 di7 153 12 >xd 11 yq 11 3-7-8 6-11-8 10-3-8 13-11-0 , 3-7-8 34-0 3-4-0 3-7-8 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.12 8 >999 360 MT20 185/148 TCDL 17.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -C.49 8 >331 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) C.34 6 n/a n/a BCDL 15.0 Code UBC1TP12002 (Matrix) Weight: 110 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* W12X4HFNo.2,W42X4HFNo.2,W72X4HFNo.2 REACTIONS (Ib/size) 10=2025/0-5-8,6=202510-5-8 Max Uplift l0=-174(load case 3), 6=-174(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-1988/188, 1-2=-5043/460, 2-3=-8754/828, 3-4=-8754/828, 4-5=-5043/460, 5-6=-1988/188 BOT CHORD 9-10=0/201,8-9=-391/4994.7-8=-391/4994,6-7=01201 WEBS 1 -9= -382/4620,2 -9= -1656/187,2 -8=-326/3614,3-8=-018/4678,4-8=-326/3614,4-7=-1656/187, 5.7=-382/4620 NOTES (10) 1) 2 -ply truss to be connected together with 10d Common(. 1 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 2 rows at 04-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this.design. 4) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and Gadding external pressure coefficients for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 11, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. t ss 7) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. R Q Q OF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 10 and 174 lb uplift at joint 6. O q� 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2633 Ib down and 319 Ib up at 6-11-8 on bottom chor design/selection of such device(s) is the connection responsibility of others. �V GANG CAO 7 10) Contractor to verify loadings and dimensions prior to fabrication. G LOAD CASE(S) Standard C 663806 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 w nI Uniform Loads (plo a EXP. 06/30/08 Vert: 1-3=-74, 3-5=-74, 8-10=-30, 6-8=-30 Concentrated Loads (lb) Vert: 8=-2633(F) f CA��F� March 21, 2007 �d STRUCTURAL CALCULATIONS JOB# 06-1408-154 HEIKKALA RESIDENCE 52-425 VIA DONA-THE HIDEAWAY LA QUI NTA, CA, 92253 PREPARED FOR KRISTI HANSON ARCHITECTS, INC. s Id VERTICAL LOADS: ROOF: TYPICAL (PITCHED) TYPICAL DEAD LOAD: DEAD LOAD: 1/2"PLYWOOD 3/4" PLYWOOD 1/2"PLYWOOD TILE ........... 3/4" GYPCRETE BUILT-UP ROOF 2X12 OR 2X TRUSSES @ 24" 21U 2X12 @ 24" 1/2" DRYWALL ........... 3/4" PLYWOOD 1/2" DRYWALL INSULATION TRUSSES @ 16" o/c 00 INSULATION MISC. ............. 320> ........ ... .. 5/8" DRYWALL misc. TOTAL 1 27.00 JP.S.F. I TOTAL F-71-5.-0-01 P.S.F. ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 <4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. 16.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. TOTAL 1 28.00 1P.S.F. I I TOTAL LIVE LOAD RESIDENTIAL FLOOR 40.00 JP.S.F. DECK 1 60.00 1P.S.F. RF RES -BU HEAVY TILE P.S.F. (H eikka b)VL200 I C BCv2.00.xls DEAD LOAD: DEAD LOAD: 3/4" PLYWOOD 1" CANTERRA TILE 3/4" GYPCRETE . .. .... .. 2" LIGHT WT. CONC. 3/4" TILE 3/4" PLYWOOD ...... ......... .......... TRUSSES @ 16" o/c 00 TRUSSES @ 16" o/c ............. 320> 5/8" DRYWALL .................. 7/8" STUCCO ji ............ INSULATION Fm MISC. _5M. TOTAL 1 28.00 1P.S.F. I I TOTAL LIVE LOAD RESIDENTIAL FLOOR 40.00 JP.S.F. DECK 1 60.00 1P.S.F. RF RES -BU HEAVY TILE P.S.F. (H eikka b)VL200 I C BCv2.00.xls "v RF RES•BLI HEAVY TILE WALL: TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL INSULATION 2X4 STUDS @ 16" o/c MISC. TOTAL 1 10.00 1 P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL INSULATION 2X6 STUDS @ 16" o/c MISC. TOTAL 1 10.00 1 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO z>1OIIET 1 LAYERS 5/8" DRYWALL INSULATIONpQ 2X12 STUDS @ 16" o/c E`' ('Q MISC. 27:' TOTAL 1 17.00 1 P.S.F. -2- (He ikkera)VL200I C BCv2.00.xls C. LOAD CASES LOAD CASES: STRENGTH DESIGN: (12-1) (12-2) (12-3) (12-4) (12-5) (12-6) 1.41) 1.2D+1.6L+.5(Lr OR S) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) 1.2D+1.3W+f1 L+.5(Lr OR S) 1.2D+1.OE+(f1 L+f2S) .91) +/- (1.OE OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE f1=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D (12-8) D+L+(Lr OR S) * (12-9) D+(W OR E/1.4) * (12-10) .91) +/- E/1.4 * (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)] * = MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: E=pEh+Ev (12-12) D+L+(Lr OR S) Em=OMEGA Eh ** (12-13) D+L+(W OR E/1.4) ** (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)".5 ** (12-15) D+L+W+S/2+W/2 1 <p<1.5 ** (12-16) D+L+S+E/1.4 ** = MAY USE 1/3 RD STRESS INCREASE - 3 - (Heikkala)VL2001CBCv2.00.xls VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi 95 SINGLE REPETITIVE 2X4 1500 1725 2X6 1300 1495 2X8 1200 1380 2X10 1100 1265 2X12 1000 1150 2X14 & WIDER 900 1035 4X4 1500 — 4X6 1300 — 4X8 1200 — 4X10 1100 — 4X12 1000 — 4X14 & WIDER 900 — 6X6 1300 — 6X8 1300 — 6X10 1300 — 6X12 1300 — 6X14 1300 — ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fv=165psi Fv=165psi Fv=285psi E=1800000psi E=1800000psi E=2000000psi POSTS: No.1 DOUGLAS FIR -LARCH SIZE Fb psi 6X 1200 CONCRETE: f'c=2500 psi REINFORCING STEEL: GRADE 40 BARS 4 AND SMALL STRESS No. 1 Fv psi Fc psi E psi 95 1495 1700000 95 1430 1700000 95 1365 1700000 95 1300 1700000 95 1300 1700000 95 1300 1700000 95 1495 1700000 95 1430 1700000 95 1365 1700000 95 1300 1700000 95 1300 1700000 95 1170 1700000 85 925 1600000 85 925 1600000 85 925 1600000 85 925 1600000 85 925 1600000 Fv psi Fc psi E psi 85 1000 1600000 - 4 - GRADE 60 BARS 5 AND LARGER PARALLAMS TRUS JOIST Fb=2900 psi Fv=290psi E=2000000psi (Heikkala)VL2001 CBCv2.00.xls VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 2 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1313 1510 95 1495 1600000 2X6 1139 1310 95 1430 1600000 2X8 1052 1210 95 1365 1600000 2X10 961 1105 95 1300 1600000 2X12 874 1005 95 1300 1600000 2X14 & WIDER 788 906 95 1300 1600000 4X4 1312 — 95 1495 1600000 4X6 1138 — 95 1430 1600000 4X8 1138 — 95 1365 1600000 4X10 1050 — 95 1300 1600000 4X12 962 — 95 1300 1600000 014 & WIDER 875 -- 95 1170 1600000 6X6 875 — 85 925 1600000 6X8 875 — 85 925 1600000 6X10 875 — 85 925 1600000 6X12 875 — 85 925 1600000 6X14 875 — 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALL-NMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JCIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No. 2 DOUGLAS FIR -LARCH SIZE Fb psi 6X 750 CONCRETE: f'c=2500 psi REINFORCING STEEL: GRADE 40 BARS 4 AND SMALL Fv psi Fc psi E psi 85 700 1300000 GRADE 60 BARS 5 AND LARGER STRESS No. 2 - 5 - (Heikkala)VL2001C8Cv2.00.xls STUD TABLES STUD TABLES - 6 - (Heikkala)VL2001CBCv2.00.xls 2X4 DF -L at 16" o/c LDF=1.60 2X4 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 959 1112 10 750 915 11 674 807 11 467 614 12 458 576 12 245 383 13 287 1 397 13 57 198 14 147 1 254 14 ----- 37 2X6 DF -L at 16" o/c LDF=1.60 2X6 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 5100 5585 10 4665 5172 11 4015 4440 11 3600 4040 12 3180 3550 12 2780 3165 13 2525 2855 13 2135 2480 14 2005 2300 14 1628 1937 15 1590 1854 15 1215 1500 16 1250 1490 16 875 1140 17 965 1187 17 585 840 18 725 936 18 335 585 19 525 724 19 110 360 20 345 540 20 ------ 160 21 186 377 21 -- 22 35 234 22 --- ----- STUD TABLES - 6 - (Heikkala)VL2001CBCv2.00.xls RAFTER -JOIST TABLE SPACING 24 DL PSF = 15 LL PSF = 20 TL PSF = 35 L.D.F.= 1.25 DL+LL DE 240 LL DEFLE 480 PITCH 0.25 SIZE= WEIGHT(LB/FTI= GRADE & SPECIES= Fb(PSI)= Sx(IN"3)= Fv(PSI)= A(IN"2)= E(PSI)= I(IN"4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10 2X12 2X14 1.28 2.01 2.64 3.37 4.10 4.83 No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L 1725 1495 1380 1265 1150 1035 3.06 7.56 13.14 21.39 '31.64 43.89 95 95 95 95 95 95 5.25 8.25 10.88 13.88 16:88 19.88 1.70E+06 1.70E+06 1.70E+06 1.70E+06 1.70E+06 1.70E+06 •5.36 20.80 47.63 98.93 177.98 290.78 3.50' 5.50 7.25 .9.25 11.50 13.25 6.33 1 9.94 13.10 1 16.72 1 20.23 22.37 BENDING SHEAR DL+LL<L/240 LL<L/480 7.86 11.44 14.42 17.53 20.23 22.37 12.39 19.29 25.22 31.88 38.46 44.81 6.57 10.30 13.53 17.21 20.86 24.49 6.33 9.94 13.10 16.72 20.33 23.95 SIZE= WEIGHT(LB/FTI= GRADE & SPECIES= Fb(PSI)= Sx(IN"3)= Fv(PSI)= A(IN"2)= E(PSI)= I(IN "4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10 2X12 2X14 1.28 2.01 2.64 3.37 4.10 4.83 No.2 DF -L No.2 DF -L N0.2 DF -L No.2'DF-L No.2 DF -L No.2 DF -L 1510 1310 1210 1105 1005 906 3.06 7.56 13.14 21.39 31.64 43.89 95 95 95 95 95 .95 5.25 8.25 10.88 13.88 16.88 19.88 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 5.36 20.80 47.63 98.93 177.98 290.78 3.50 5.50 7.25 9.25 11.50 13.25 1 6.20 9.74 12.84 1 16.38 1 18.91 1 20.93 BENDING SHEAR DL+LL<L/240 LL<L/480 7.35 10.71 13.51 1 16.38 18.91 20.93 12.39 19.29 25.22 31.88 38.46 44.81 6.44 10.09 13.26 16.86 20.44 24.00 6.20 9.74 12.84 16.38 19.92 23.47 GEN RAFTER - 7 - (Heikkala)VL2001CBCv2.00.xls -804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) RAFTER -JOIST TABLE SPACING 24 DL PSF = 27 LL(PSF)= 16 TL PSF = 43 L.D.F.= 1.25 DL+LL DE 240 LL DEFLE 480 PITCH 0 SIZE= WEIGHT(LB/FT)= GRADE & SPECIES Fb(PSI)= Sx(IN"3)= Fv(PSI)= A(IN"2)= E(PSI)= I(IN"4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10 2X12 2X14. 1.28 2.01 2.64 3.37 4.10 4.83 No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L No.1 DF -L No.1. DF -L '1725 1495 1380 1265 1150 1035 .3.06 7.56 13.14. .21..39 31.64: 43.89 95 95 95 95 95 95 5.25 8.25'10.88 13.88 16:88 19:88 1.70E+06 1.70E+06 1.70E+06 1.70E+06 1.70E+06 .1.70E+06 5.36 .20.80 47:63 98.93-+ 177.98 290.78 :3.50 5.50 7.25 .9.25.. 1.1.50 13.25 1 6.14 9.63 12.66 1 15.88 1 18.34 20.30 BENDING SHEAR DL+LL<L/240 LL<L/480 7.10 10.35 13.06 15.88 18.34 20.30 10.25 15.99 20.94 26.52 32.06 37.41 6.14 9.63 12.66 16.11 19.54 22.95 6.81 10.71 14.11 18.01 21.90 25.80 SIZE= WEIGHT(LB/FTI= GRADE & SPECIES= Fb(PSI)= Sx(IN"3)= Fv(PSI)= A(IN"2)= E(PSI)= I(IN"4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10 .2X12 2X14 1.28 2.01 2.64 3.37 4.10 4.83 No.2 DF -L No.2 DF -L No.2 DF -L No.2 DF -L No.2 DF -L 'No.2 DF -L 1510 1310 1210 1105 1005 906 3.06 7.56 13.14 21.39 .31.64 43.89 95 95 95 95 95 95 5.25 8.25 10.88 13.88 16.88 19.88 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 5.36 20.80 47.63 98.93 177.98 290.78 1 3.50 1 5.50 1 7.25 1 9.25 1 11.50 13.25. 6.02 9.44 12.73 14.85 17.15 19.00 BENDING SHEAR DL+LL<L/240 LL<L/480 6.64 9.68 12.23 14.85 17.15 19.00 10.25 15.99 20.94 26.52 32.06 37.41 6.02 9.44 12.41 15.79 19.15 22.49 6.68 10.49 13.83 17.65 21.46 25.28 RAFTER No.1 &2 - 8 - (Heikkala)VL2001 CBCv2.00.x1s DECK JOIST FJ1 TJ-BeamQs16.2D Serial Number: 70002212764127610 2 11 7/8" TJI@ 110 @ 16" o/c User. 2 11/132006 9:04:09 AM Pagel Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Ove,, -all Dimension: 9' b 6' 6., a 2. 6., __6 -Nailing for Support 3: Face: 10-N10 , Top N/A, Product Diagram is Conceptual. DESIGN CONTROLS: LOADS: Maximum Design 0 Analysis is for a Joist Member. Shear (Ibs) -329 -297 b 6' 6., a 2. 6., __6 -Nailing for Support 1: Face: 10-N10, Top N/A, Member: 2-N10 -Nailing for Support 3: Face: 10-N10 , Top N/A, Product Diagram is Conceptual. DESIGN CONTROLS: LOADS: Maximum Design Control Analysis is for a Joist Member. Shear (Ibs) -329 -297 1716 Passed (17%) Vertical Reaction (lbs) 579 Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 28.0 Dead Passed (30%) Moment (Ft -Lbs) -324 -324 SUPPORTS: Passed (11 %) Live Load Defl (in) 0.006 0.152 Passed (U999+) Input Bearing Vertical Reactions (lbs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Timberstrand LSL Beam 5.13" Hanger 155 / 107 / 0 / 262 1 11.88" N/A H1: Face Mount Hanger None 2 Stud wall 3.50" 3.50" 341 / 238 / 0 / 579 N/A N/A N/A BZ None 3 Timberstrand LSL Beam 5.13" Hanger -88 / -10 / -98 / -98 1 11.88" N/A H-.: Face Mount Hanger None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Face Mount Hanger,B3 HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Face Mount Hanger IUT11 0/12 0 No N/A N/A N/A 3 Face Mount Hanger IUT11 0/12 0 No N/A N/A N/A -Nailing for Support 1: Face: 10-N10, Top N/A, Member: 2-N10 -Nailing for Support 3: Face: 10-N10 , Top N/A, Member: 2-N10 DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) -329 -297 1716 Passed (17%) Vertical Reaction (lbs) 579 579 1935 Passed (30%) Moment (Ft -Lbs) -324 -324 3015 Passed (11 %) Live Load Defl (in) 0.006 0.152 Passed (U999+) Total Load Defl (in) 0.010 0.304 Passed (U999+) TJPro 68 30 Passed Location Rt. end Span 1 under Floor loEding Bearing 2 under Floor loading MID Span 2 under Floor loadir-g MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 -Deflection Criteria: STAN DARD(LL: U480,TL: U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7'4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: Eric Frenzel Young Engineering Services 215 Keys Rd. Yakima, WA 98901 Phone: (760) 360-5770 efrenzel@valuengr.com Copyright C 2005 by Trus Joist, a Weyerhaeuser Business TJIQ>, TJ-Beamil and TimberStrandw are registered trademarks of Trus Joist. e -I Joist-,Prc- and TJ -Pro- are trademarks of Trus joist. - 9 - Simpson Stronq-TieCv Connectors is a registered trademark. of Simpson Strong -Tie Company, Inc. _ ft r1CfI1d[LLXf BLLSNQS TJ -Beam® 6.20 Serial Number: 7002127642 DECK JOIST FJ1 11 7/8" TJ I®110 @ 16" o/c User. 2 11/13!2006 9.04.10 AM Paget Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED 6 NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Eric Frenzel Young Engineering Services 215 Keys Rd. Yakima, WA 98901 Phone : (760) 360-5770 efrenzel@valuengr.com Copyright n 2005 by Trus Joist, a Weyerhaeuser Business TJIN TJ-BearW, and TimberStrand(& are registered trademarks of Trus Joist. e-1 Joist -"Pro- and TJ -Fro"' are trademarks of Trus Joist. - 1 0 - Simpson strong-T1eOi, Connectors is a registered trademark of Simpson Strong-•1.ie Company, Inc. 4n15;V? DECK JOIST FJ1 Yril4C11165 11 7/8" TJI@ 110 @ 16" o/c TJ -Beam® 6.20 Serial Number: 7002120212 76642 User: 2 11/13/2006 9:04:10 AM Page Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 6' 0.88" ^ 2' 0.88" Max. Vertical Reaction Total (lbs) 262 579 -98 Max. Vertical Reaction Live (lbs) 155 341 -88 Selected Bearing Length (in) 3.50(W) Max. Unbraced Length (in) 88 88 88 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 91 -122 92 26 Max Shear at Support (lbs) 91 -135 103 26 Member Reaction (lbs) 91 238 -26 Support Reaction (lbs) 107 238 -10 Moment (Ft -Lbs) 112 -133 N/A Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 222 -297 223 62 Max Shear at Support (lbs) 222 -329 250 62 Member Reaction (lbs) 222 579 -62 Support Reaction (lbs) 261 579 -24 Moment (Ft -Lbs) 272 -324 N/A Live Deflection (in) 0.006 -0.002 Total Deflection (in) 0.010 0.000 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 223 -296 175 114 Max Shear at Support (lbs) 223 -327 191 114 Member Reaction (lbs) 223 519 -114 Support Reaction (lbs) 262 519 -98 Moment (Ft -Lbs) 275 -317 N/A Live Deflection (in) 0.006 -0.002 Total Deflection (in) 0.010 0.000 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 90 -123 140 -26 Max Shear at Support (lbs) 90 -137 162 -26 Member Reaction (lbs) 90 298 26 Support Reaction (lbs) 106 298 65 Moment (Ft -Lbs) 109 -141 4 Live Deflection (in) 0.000 0.000 Total Deflection (in) 0.004 0.000 PROJECT INFORMATION: OPERATOR INFORMATION: Eric Frenzel Young Engineering Services 215 Keys Rd. Yakima, WA 98901 Phone :(760) 360-5770 efrenzel@valuengr.com Copyright c..'..2005 by Trus Joist, a Weyerhaeuser Business , TJ-Beamx and 7imberStrandS are registered trademarks of Trus Joist. e -I Joist -,Pro- and TJ -Pro"' are trademarks of Trus Joist. Sampson. Strong-Tiewn connectors is a registered trademark 0 f Simpson strong=rie company, Inc. i REFERENCE vo OLL LLL • �.,�y.:. _�•� � tl�fi.� . a.3�. ALF �Q LL • lb USE Di Ti. LLL.. :o:L :. DLR. -..:1351 �IOI.r ;�•' !(L`�3„� . �, �..�. 1�; ;.. 1Oi ..l' �^1 ::4i�ft�1• .,-c.K.1 _. u5t (L7.i d�: R4s,� DLL ■ ' Z913* u= 4d �;�' ZSZy` DLR Z`me yp(hs��= /yePlF LL 2179 o 6" I L) . (3;HY I1) (AZA }� U5E 1 43 • tts �z) .�3,q�c.�e�,z 51 L �� DATE JOB NAME.:_ SHEET YOUN6 EN6INEERIN6 SERVICES 77-804 WILDCAT OR SUITE OSUITE G BY: .;OB No.: PALM D -e-, CA, 112211 PH '160-960-5770 RAX -760-960-5'114 �m YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN es PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description HR1 General information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Max Stress Ratio Center Span 16.62 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 ...Length/Deft Sm Wt. Added to Loads 371.92 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 230.00 #/ft LL 170.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 16.62ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.467 : 1 Deflection -0.317 in -0.536 in Deflection Maximum Moment 0.000 in 14.3 k -ft Maximum Shear ` 1.5 4.6 k Allowable ...Length/Deft 30.6 k -ft 371.92 Allowable 4.55 k 18.5 k Max. Positive Moment 14.33 k -ft at 8.310 ft Shear: @ Lsft 3.45 k Max. Negative Moment 0.00 k -ft at 16.620 ft @ Left @ Fight 3.45 k Max @ Left Support 0.00 k -ft Max. Right Reaction @ Right Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.475in Max. M allow 30.65 Reactions... @ Fight 0.000in fb 1,397.79 psi fv 74.01 psi Left DL 2.04 k Max 3.45 k Fb 2,990.18 psi Fv 300.00 psi Right DL 2.04 k Max 3.45 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead -oad Total Load Deflection -0.317 in -0.536 in Deflection 0.000 in 0.000 in ...Location 8.310 ft 8.310 ft ...Length/Deft 0.0 0.0 ...Length/Deft 630.0 371.92 Right Cantilever... 4.55 k Camber ( using 1.5D.L. DO ) ... 15.172 in2 Deflection 0.000 in 0.000 in @ Center 0.475 in ...Length/Deft 0.0 0.0 @ Left 0.000 in 3.45 k Bearing Length Req'd 1.035 in Max. Right Reaction @ Right 0.000 in 1.035 in Stress Calcs Bending Analysis Ck 19.865 Le 4.118 ft Sxx 123.000 in3 Area 61.500 int Cv 1.000 Rb 4.753 Cl 0.997 13- Max Moment Sxx Req'd Allowable fb @ Center 14.33 k -ft 57.50 in3 2,990.18 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.55 k 4.55 k Area Required 15.172 in2 15.172 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 3.45 k Bearing Length Req'd 1.035 in Max. Right Reaction 3.45 k Bearing Length Req'd 1.035 in 13- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description rN - es PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HFIKKAI Ah --I, enu•Calr,dnYnne Description HR1 Query Values ;,V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.45 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 1 4 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN es PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculation Description HR2 General Information Span= 6.58ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Center Span 6.58 It .....Lu 3.31 ft Beam Width 5.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 3.0 k Sm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 61.00 #ift LL 20.00 #/ft Left Cantilever DL #Ift LL #/ft Right Cantilever DL #,'ft LL #/ft Point Loads Live Load 1,412.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.310 ft 0.000 It 0.000 It 0.000 ft 0.000 It 0.000 It 0.000 ft MMMMMI Summary I Beam Design OK 15- Span= 6.58ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.532 ; 1 Maximum Moment 6.2 k -ft Maximum Shear 1.5 3.0 k Allowable 11.6 k -ft Allowable 11.1 k Max. Positive Moment 6.17 k -ft at 3.316 ft Shear: @ Laft 2.02 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Rght 2.04 k Max @ Left Support 0.00 k -ft Camber: @ L=ft 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.057 in Max. M allow 11.60 Reactions... @ Fight 0.000in fb 894.66 psi fv 56.52 psi Left DL 1.25 k Max 2.02 k Fb 1,681.97 psi Fv 212.50 psi Right DL 1.27 k Max 2.04 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead -oad Total Load Deflection -0.038 in -0.063 in Deflection 0.000 in 0.000 in ...Location 3.290 ft 3.290 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,069.6 1,262.87 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.057 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 15- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description cN PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver5.8.0, 1-Nov-2006General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculabons Description HR2 Stress Calcs Bending Analysis Ck 24.972 Le 6.816 ft Sxx 82.729 in3 Area 52.250 ir.2 Cf 1.000 Rb 5.069 CI 0.997 Max Moment Sxx Req'd Allowable fb @ Center 6.17 k -ft 44.00 in3 1,681.97 ps @ Left Support 0.00 k -ft 0.00 in3 1,687.50 ps @ Right Support 0.00 k -ft 0.00 in3 1,687.50 ps Shear Analysis @ Left Support @ Right Support Design Shear 2.92 k 2.95 k Area Required 13.749 in2 13.897 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 2.02 k Bearing Length Req'd 0.588 in Max. Right Reaction 2.04 k Bearing Length Req'd 0.594 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.02 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN to es PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKAIAbeamcalc.ecw:Calculatlons Description HR3 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000.'Base allowables are user defined Section Name 6x8 Max Stress Ratio Center Span 4.42 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 ...Length/Deft Bm Wt. Added to Loads 1,426.32 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 27.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 68.00 #/ft LL @ Right 50.00 #/ft End Loc 4.420 ft Point Loads Live Load 1,412.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.480 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 4.42ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.557 : 1 Deflection -0.022 in -0.037 in Deflection Maximum Moment 0.000 in 4.0 k -ft Maximum Shear ` 1.5 3.2 k Allowable ...Length/Deft 7.2 k -ft 1,426.32 Allowable 8.8 k Max. Positive Moment 4.03 k -ft at 2.475 ft Shear: @ Left 1.73 k Max. Negative Moment -0.00 k -ft at 4.420 ft 0.0 @ P.ight 2.23 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.033 in Max. M allow 7.24 Reactions... @ Right 0.000 in fb 938.09 psi fv 77.50 psi Left DL 1.03 k Max 1.73 k Fb 1,684:94 psi Fv 212.50 psi Right DL 1.32 k Max 2.23 k Deflections Center Span... Dead Load Total Load Left Cantilever... bead Load Total Load Deflection -0.022 in -0.037 in Deflection ).000 in 0.000 in ...Location 2.298 ft 2.298 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,407.9 1,426.32 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection ).000 in 0.000 in @ Center 0.033 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 1 7 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN m PALM DESERT, CA 92211 Scope Rev: 580004 User: Kw -0601715, Ver 5.8.0,1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.eav:Calculalions Description HR3 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 51.563 in3 Area 41.250 i-2 Cf 1.000 Rb 3.501 Cl 0.998 a Max Moment Sxx Req'd Allowable fb @ Center 4.03 k -ft 28.71 in3 1,684.94 pEi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 p:i @ Right Support 0.00 k -ft 0.00 in3 1,687.50 p:i Shear Analysis @ Left Support @ Right Support Design Shear 2.53 k 3.20 k Area Required 11.901 in2 15.045 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.73 k Bearing Length Req'd 0.502 in Max. Right Reaction 2.23 k Bearing Length Req'd 0.650 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00 k -ft 1.73 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in a YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN rs PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 neer (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculallon Description F1 General Information 912.0 lbs Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000, Base allowables are use defined Section Name 5.125x18 lbs Center Span 19.25 ft .....Lu 7.50 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F -V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Trapezoidal Loads 912.0 lbs 912.0 lbs lbs lbs lbs lbs #1 DL @ Left 190.00 #/ft LL @ Left 190.00 #/ft Start Loc 0.000 ft DL @ Right 190.00 #/ft LL @ Right 190.00 #/ft End Loc 4.330 ft #2 DL @ Left 190.00 #/ft LL @ Left 190.00 #/ft Start Loc 13.000 ft DL @ Right 190.00 #/ft LL @ Right 190.00 #/ft End Loc 19.250 ft #3 DL @ Left 40.00 #/ft LL @ Left 40.00 #/ft Start Loc 4.330 It DL @ Right 40.00 #/ft LL @ Right 40.00 #/ft End Loc 13.000 ft Point Loads Live Load 522.0 lbs 912.0 lbs 912.0 lbs lbs lbs lbs lbs ...distance 4.230 ft 4.330 ft 13.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 19.25ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.399 : 1 Maximum Moment 21.6 k -ft Maximum Shear' 1.5 7.3 k Allowable 54.2 k -ft Allowable 22.1 k Max. Positive Moment 21.64 k -ft at 10.549 ft Shear: @ Left 5.44 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 4.67 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ :enter 0.294in Max. M allow 54.25 Reactions... @ Right 0.000in fb 938.47 psi fv 78.83 psi Left DL 2.91 k Maz 5.44 k Fb 2,352.27 psi Fv 240.00 psi Right DL 2.49 k Max 4.67 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.196 in -0.364 in Deflection 7.000 in 0.000 in ...Location 9.548 ft 9.548 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,178.1 633.76 Right Cantilever... Camber( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.294 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN es PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description F1 Stress Calcs Bending Analysis Ck 21.584 Le 15.444 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 11.272 Cl 0.980 20- Max Moment Sxx Req'd Allowable fb @ Center 21.64 k -ft 110.41 in3 2,352.27 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.27 k 6.12 k Area Required 30.300 in2 25.519 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 5.44 k Bearing Length Req'd 1.632 in Max. Right Reaction 4.67 k Bearing Length Req'd 1.402 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 5.44 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 20- X-V:i O4.5 -09S -09L. Hi . 29r, L z - I A -T V . )at. at cs�: 4 d?i1 9'11 =.kit)AA k 6 Olt T7 V, 15 4 YOUNG ENGINEERING SERVICES Title: .Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description PALM DESERT, CA 92211 Scope I Rev: 580000 User: KW -0601715. Ver5.8.0, 1 -Dec -2003 General Timber Beam Page 1 _(c)1983-2003 ENERCALC Engmeenna Software HEIKKALAbeamcalc.ecw:Calculations E Description F2 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined; Section Name 6x6 -0.005 in Center Span 3.58 ft .....Lu 3.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 0.000 in Bm Wt. Added to Loads @ Right Fb Base Allow 1,350.0 psi Load Dur. Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 28.00 #/ft LL 40.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 627.0 lbs lbs lbs lbs lbs Live Load 522.0 lbs lbs lbs lbs lbs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 3.58ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.310 : 1 Maximum Moment 0.6 k -ft Maximum Shear * 1. Allowable 3.1 k -ft Allowable Max. Positive Moment 0.62 k -ft at 2.993 ft Shear: Max. Negative Moment 0.00 k -ft at 3.580 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 3.12 Reactions... fb 269.75 psi fv 52.72 psi Left DL 0.16 k Fb 1,350.00 psi Fv 170.00 psi Right DL 0.59 k Deflections Center Span... Dead Load Total Load Deflection -0.005 in -0.010 in ...Location 1.990 ft 1.976 ft ...Length/Defl 8,390.4 4,429.53 Camber ( using 1.5 * D.L. Defi ) ... @ Left @ Center 0.008 in 0.008 in @ Left 0.000 in Max @ Right 0.000 in 1.10 k - 22 - �v Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft b lbs lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 1.6 k 0.0 5.1 k @ Left 0.32 k @ Right 1.10 k @ Left 0.000 in @ Center 0.008 in @ Right 0.000 in Max 0.32 k Max 1.10 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN ces PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715. Ver 5.8.0.1-Dec•2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculation: asom Description F2 Stress Calcs Bending Analysis Ck 27.920 Le 6.178 ft Sxx 27.729 in3 Area 30.250 ir2 Cf 1.000 Rb 3.672 Cl 321.032 - 23 - Max Moment Sxx Read Allowable fb @ Center 0.62 k -ft 5.54 in3 1,350.00 ps @ Left Support 0.00 k -ft 0.00 in3 1,350.00 ps @ Right Support 0.00 k -ft 0.00 in3 1,350.00 ps Shear Analysis @ Left Support @ Right Support Design Shear 0.43 k 1.59 k Area Required 2.528 int 9.381 int Fv: Allowable 170.00 psi 170.00 psi Bearing @ Supports Max. Left Reaction 0.32 k Bearing Length Req'd 0.093 in Max. Right Reaction 1.10 k Bearing Length Req'd 0.319 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.32 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 23 - YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C PALM DESERT, CA 92211 Title : Dsgnr: Description Scope: Job # date: 11:59AM, 13 NOV 06 11 eV: JODUUV Use;: KW -0601715. Ver 5.8.0. 1-Dec•2003 General Timber Beam Page 1 _(01983-2003 ENERCALC Engmeenno Software HEIKKALAbeamcalc.ecw:Calculaticns Description F3 TENSION LGeneral Information Span= 13.40ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined`. Section Name 5.125x18 Center Span 13.40 ft .....Lu 6.80 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F -V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.700 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Trapezoidal Loads Span= 13.40ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin #1 DL @ Left 56.00 #/ft LL @ Left 80.00 #/ft Start Loc 0.000 ft DL @ Right 56.00 #/ft LL @ Right 80.00 #/ft End Loc 5.300 ft #2 DL @ Left 238.00 #/ft LL @ Left 133.00 #/ft Start Loc 5.300 ft DL @ Right 238.00 #/ft LL @ Right 148.00 #/ft End Loc 6.600 ft #3 DL @ Left 258.00 #/ft LL @ Left 148.00 #/ft Start Loc 6.600 ft DL @ Right 166.00 #/ft LL @ Right 80.00 #/ft End Loc 13.400 ft Point Loads Max @ Left Support 0.00 k -ft Camber: @ Left Dead Load 82.0 lbs 114.0 lbs 2,461.0 lbs 1,485.0 lbs -1,482.0 lbs lbs lbs Live Load 52.0 lbs 75.0 lbs 1,823.0 lbs lbs lbs lbs lbs ... distance 1.700 ft 5.300 ft 6.600 ft 5.300 ft 13.400 ft 0.000 ft 0.000 ft Beam Design OK - 24 - Span= 13.40ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.286 : 1 Maximum Moment 25.9 k -ft Maximum Shear * 1.5 7.0 k Allowable 90.6 k -ft Allowable 37.6 k Max. Positive Moment 25.93 k -ft at 6.593 ft Shear: @ LEit 4.91 k Max. Negative Moment -0.00 k -ft at 13.400 ft @ Right 4.91 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.172 in Max. M allow 90.58 Reactions... @ Right 0.000 in fb 1,124.28 psi fV 76.16 psi Left DL 3.24 k Max 4.91 k Fb 3,927.56 psi Fv 408.00 psi Right DL 1.77 k Max 4.91 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.115 in -0.173 in Deflection 0 000 in 0.000 in ...Location 6.646 ft 6.646 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,402.4 930.21 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0 000 in 0.000 in @ Center 0.172 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 24 - YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C emit- cm PALM DESERT, CA 92211 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Enaineenna Sol Description F3 TENSION Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 11:59AM, 13 NOV 06 Page 2 Stress Calcs . Bending Analysis Ck 16.554 Le 14.002 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 10.733 Cl 0.963 25- Max Moment Sxx Req'd Allowable fb @ Center 25.93 k -ft 79.22 in3 3,927.56 psis @ Left Support 0.00 k -ft 0.00 in3 4,080.00 psij @ Right Support 0.00 k -ft 0.00 in3 4,080.00 psb Shear Analysis @ Left Support @ Right Support Design Shear 7.03 k 6.74 k Area Required 17.220 in2 16.529 in2 Fv: Allowable 408.00 psi 408.00 psi Bearing @ Supports Max. Left Reaction 4.91 k Bearing Length Req'd 1.475 in Max. Right Reaction 4.91 k Bearing Length Req'd 1.474 in Euery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 4.91 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 25- YOUNG ENGINEERING SERVICES Title: ,lob # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description �+ es PALM DESERT, CA 92211 Scope i Rev: 580000 User: KW -0801715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (01983.2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description F3 COMPRESSION General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 -0.058 in Center Span 13.40 ft .....Lu 6.80 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F -V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.700 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Trapezoidal Loads Dead Load Total Load Deflection -0.058 in -0.116 in #1 DL @ Left 56.00 #/ft LL @ Left 80.00 #/ft Start Loc 0.000 ft DL @ Right 56.00 #/ft LL @ Right 80.00 #/ft End Loc 5.300 ft #2 DL @ Left 238.00 #/ft LL @ Left 133.00 #/ft Start Loc 5.300 ft DL @ Right 236.00 #/ft LL @ Right 148.00 #/ft End Loc 6.600 ft #3 DL @ Left 258.00 #/ft LL @ Left 148.00 #/ft Start Loc 6.600 ft DL @ Right 166.00 #/ft LL @ Right 80.00 #/ft End Loc 13.400 ft Point Loads Live Load 52.0 lbs ...distance 1.700 ft 114.0 lbs 2,461.0 lbs 75.0 lbs 1,823.0 lbs 5.300 ft 6.600 ft lbs lbs 5.300 ft 13.400 ft Span= 13.40ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.198 : 1 Maximum Moment 17.9 k -ft Maximum Shear * 1. Allowable 90.6 k -ft Allowable Max. Positive Moment 17.94 k -ft at 6.593 ft Shear: Max. Negative Moment -0.00 k -ft at 13.400 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 90.58 Reactions... fb 777.90 psi fv 54.02 psi Left DL 1.45 k Fb 3,927.56 psi Fv 408.00 psi Right DL 3.56 k Deflections Center Span... Dead Load Total Load Deflection -0.058 in -0.116 in ...Location 6.914 ft 6.807 ft ... Length/Dell 2,785.2 1,387.52 Camber ( using 1.5 * D.L. DefI ) ... @ Left @ Center 0.087 in 0.087 in @ Left 0.000 in Max @ Right 0.000 in 5.22 k - 26 - Left Cantilever... Deflection ... Length/Deft Right Cantilever... Deflection ... Length/Deft 5 lbs lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 5.0 k 0.0 37.6 k @ Lit 3.12k @ Right 3.74 k @ Left 0.000 in @ Center 0.087 in @ Right 0.000 in Max 3.12 k Max 5.22 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN 0 es PALM DESERT, CA 92211 Scope Rev:580000 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 Genera! Timber Beam Page 2 (c)1983.2003 ENERCALC En ineerina Software HEIKKALAbeamcalc.ecw:Calculation! Z� Description F3 COMPRESSION Stress Calcs i 171 Bending Analysis Ck 16.554 Le 14.002 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 10.733 Cl 0.963 - 27 - Max Moment Sxx Read Allowable fb @ Center 17.94 k -ft 54.81 in3 3,927.56 psi @ Left Support 0.00 k -ft 0.00 in3 4,080.00 psi @ Right Support 0.00 k -ft 0.00 in3 4,080.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.34 k 4.98 k Area Required 10.627 in2 12.214 int Fv: Allowable 408.00 psi 408.00 psi Bearing @ Supports Max. Left Reaction 3.12 k Bearing Length Req'd 0.937 in Max. Right Reaction 5.22 k Bearing Length Req'd 1.566 in query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.12 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 27 - YOUNG ENGINEERING SERVICES Title: 77-804 WILDCAT DR. Dsgnr: SUITE # C Description eN cam, PALM DESERT, CA 92211 Scope Rev:580000 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description F4 TENSION Multi -Span Timber Beam Job # Date: 11:59AM, 13 NOV 06 Page 1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Madulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.700 Timber Member Information; Description si s2 Span ft 14.25 4.65 Timber Section 5.125x24 5.125x18 Beam Width in 5.125 5.125 Beam Depth in 24.000 18.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 Member Type GluLam GluLam Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 326.00 326.00 Live Load #/ft 308.00 308.00 Dead Load #/ft 95.00 Live Load #/ft 70.00 Start ft 10.500 End ft 14.250 4.650 Dead Load @ Left #/ft 53.00 Dead Load @ Right #/ft 95.00 Live Load @ Left #/ft 39.00 Live Load @ Right #/ft 70.00 Start ft End ft 10.500 4.650 Point #1 Dead Load lbs 5,472.00 -4,343.00 Live Load lbs 1,978.00 @ X ft 5.440 4.650 Point #2 Dead Load lbs 1,046.00 Live Load lbs 701.00 @ X ft 6.000 Point #3 Dead Load lbs 1,351.00 Live Load lbs 910.00 @ X ft 10.500 Point #4 Dead Loadlbs 4,343.00 Live Load lbs @ X ft 10.500 Results Mmax @ Cntr in -k 541.0 0.0 @ X = ft 5.51 4.65 Max @ Left End in -k 0.0 -391.8 Max @ Right End in -k -391.8 0.0 fb : Actual psi 1,099.6 1,415.8 Fb : Allowable psi 3,916.9 4,049.1 Bending OK Bending OK Shear @ Left k 10.10 8.64 Shear @ Right k 16.22 9.82 fv : Actual psi 177.4 123.3 Fv : Allowable psi 408.0 408.0 Shear OK Shear OK Reactions & Deflection - 28 - j"'a— ;NESER YOUNG ENGINEERING SERVICES Title: 77-804 WILDCAT DR. Dsgnr: SUITE # C Description PALM DESERT, CA 92211 Scope nev. oouuvv User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam (c)1983-2003 ENERCALC EngineerinciSoftware Description F4 TENSION DL @ Left k 6.54 16.82 LL @ Left k 3.56 8.04 Total @ Left k 10.10 24.86 DL @ Right k 16.82 -8.35 LL @ Right k 8.04 -1.47 Total @ Right k 24.86 -9.82 Max. Deflection in -0.136 0.017 @ X = ft 6.65 1.92 Query Values Location ft 0.00 0.00 Moment in -k -0.0 -391.8 Shear k 10.1 8.6 Deflection in 0.0000 0.0000 29- Job # Sate: 11:59AM, 13 NOV 06 Page 2 :Calculation, YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description PALM DESERT, CA 92211 Scope : VUV User: KW -0601715. Ver 5.8.0. 1-Dec•2003 Multi -Span Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description F4 COMPRESSION General information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined i' Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.700 Timber Member Information Description Isi 52 Span ft 14.25 4.65 Timber Section 5.125x24 5.125x18 Beam Width in 5.125 5.125 Beam Depth in 24.000 18.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 Member Type GluLam GluLam Loads 1 Live Load Used This Span ? Yes Yes Dead Load #/ft 326.00 326.00 Live Load #/ft 308.00 308.00 Dead Load #/ft 95.00 Live Load #/ft 70.00 Start ft 10.500 End ft 14.250 4.650 Dead Load @ Left #/ft 53.00 Dead Load @ Right #/ft 95.00 Live Load @ Left #/ft 39.00 Live Load @ Right #/ft 70.00 Start ft End ft 10.500 4.650 Point #1 Dead Load lbs 5,472.00 4,343.00 Live Load lbs 1,978.00 @ X ft 5.440 4.650 Point #2 Dead Load lbs 1,046.00 Live Load lbs 701.00 @ X ft 6.000 Point #3 Dead Load lbs 1,351.00 Live Load lbs 910.00 @ X ft 10.500 Point #4 Dead Loadlbs 4,343.00 Live Load lbs @ X ft 10.500 Results Mmax @ Cntr in -k 445.0 0.0 @ X = ft 5.41 4.65 Max @ Left End in -k 0.0 -250.8 Max @ Right End in -k -250.8 0.0 fb : Actual psi 904.5 906.2 Fb : Allowable psi 3.916.9 4,049.1 Bending OK Bending OK Shear @ Left k 8.64 6.11 Shear @ Right k 8.99 1.39 fv : Actual psi 89.6 82.2 Fv : Allowable psi 408.0 408.0 Shear OK Shear OK Reactions & Deflection - 30 - !NEER�N�� YOUNG ENGINEERING SERVICES Title: 77-804 WILDCAT DR. Dsgnr: SUITE # C Description PALM DESERT, CA 92211 Scope : Job # Date: 11:59AM, 13 NOV 06 rev: onuuuu User: KW -0601715. Ver5.8.0, 1 -Dec -2003 Multi -Span Timber Beam Page 2 (c)1983-2003 ENERCALC Engineerinq Software HEIKKALAbeamcalc.ecw:Calculations Description F4 COMPRESSION DL @ Left k 5.08 7.07 LL @ Left k 3.56 8.04 Total @ Left k 8.64 15.10 DL @ Right k 7.07 2.86 LL @ Right k 8.04 -1.47 Total @ Right k 15.10 1.39 Max. Deflection in 0.098 0.010 @ X = ft 6.27 1.89 Query Vaiues Location ft 0.00 0.00 Moment in -k -0.0 -250.8 Shear k 8.6 6.1 Deflection in 0.0000 0.0000 - 3 1 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: date: 11:59AM, 13 NOV 06 SUITE # C Description eN ces PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam Page ,� (c)1983.2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description F5 TENSION General Information Yes Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Dead Load Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.700 Timber Member information Live Load Description 163.00 S> s2 S3 Span ft 5.40 4.00 3.60 Timber Section Live Load 5.125x18 5.125x18 5.125x12 Beam Width in 5.125 5.125 5.125 Beam Depth in 18.000 18.000 12.000 End Fixity 5.400 Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 2.00 Member Type Dead Load @ Right GluLam GluLam Glui-am Loads 19.8 Live Load @ Left Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 305.00 305.00 305.00 Live Load #/ft 163.00 163.00 163.00 Dead Load #/ft Max @ Right End in -k 85.00 -17.1 Live Load #/ft 126.6 63.00 139.3 Start ft 4,049.1 4,060.3 End ft 5.400 1.500 3.600 Dead Load @ Left #/ft Shear @ Right k 95.00 56.00 Dead Load @ Right #/ft 75.00 56.00 19.8 Live Load @ Left #/ft 408.0 70.00 42.00 Live Load @ Right #/ft 56.00 42.00 Start ft DL @ Left k 1.500 4.07 End ft 5.400 4.000 3.600 Point #1 Dead Load lbs -1,305.00 2,461.00 DL @ Right k Live Load lbs 0.32 1,823.00 2.48 @ X ft Total @ Right k 1.500 4.86 Point#2 Dead Load lbsi -0.000 1,305.00 0.000 Live Load lbs 1.97 0.70 Query Values @ X ft 3.300 Results Mmax @ Cntr in -k 8.8 37.6 3.2 9X= ft 1.73 1.52 2.54 Max @ Left End in -k 0.0 -35.0 -17.1 Max @ Right End in -k -35.0 -17.1 0.0 fb : Actual psi 126.6 135.9 139.3 Fb : Allowable psi 4,049.1 4,049.1 4,060.3 Bending OK Bending OK Bending OK Shear @ Left k 0.46 4.51 1.36 Shear @ Right k 2.04 3.51 0.50 fv : Actual psi 18.9 58.3 19.8 Fv : Allowable psi 408.0 408.0 408.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k -0.75 4.07 3.41 LL @ Left k 0.29 2.48 1.45 Total @ Left k -0.46 6.55 4.86 DL @ Right k 4.07 3.41 0.32 LL @ Right k 2.48 1.45 0.18 Total @ Right k 6.55 4.86 0.50 Max. Deflection in -0.000 -0.002 0.000 9X= ft 1.73 1.97 0.70 Query Values YOUNG ENGINEERING SERVICES Title: 77-804 WILDCAT DR. Dsgnr: SUITE # C Description ors PALM DESERT, CA 92211 Scope Rev: 580000 User: KW- 0601715. Ver5.8.0. 1 -Dec -2003 Multi -Span Timber Beam (c)1983-2003 ENERCALC Enaineerino Software Description F5 TENSION Location ftl 0.00 0.00 0.00 Moment in -k 0.0 -35.0 -17.1 Shear kl -0.5 4.5 1.4 Deflection in 0.0000 0.0000 0.0000 - 3 3 - Job # Date: 11:59AM, 13 NOV 06 Page 2 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN PALM DESERT, CA 92211 Scope Rev: 580000 - -- User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 Multi -Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineerrna Software HEIKKALAbeemcalc.ecw:Calculations .91 Description F5 COMPRESSION General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined K Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.700 Timber Member Information rawii Description s1 s2 s3 Span ft 5.40 4.00 3.60 Timber Section 5.125x18 5.125x18 5.125x12 Beam Width in 5.125 5.125 5.125 Beam Depth in 18.000 18.000 12.000 End Fixity 0.41 Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 2.00 Member Type 1.94 GluLam GluLam GluLam Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 305.00 305.00 305.00 Live Load #/ft 163.00 163.00 163.00 Dead Load #/ft 85.00 Live Load #/ft 63.00 Start ft End ft 5.400 1.500 3.600 Dead Load @ Left #/ft 95.00 56.00 Dead Load @ Right #/ft 75.00 56.00 Live Load @ Left #/ft 70.00 42.00 Live Load @ Right #/ft 56.00 42.00 Start ft 1.500 End ft 5.400 4.000 3.600 Point #1 Dead Load lbs 1,305.00 2,461.00 Live Load lbs 1,823.00 @ X ft 1.500 Point #2 Dead Load lbs -1,305.00 Live Load lbs @ X ft 3.300 Results Mmax @ Cntr in -k 10.0 33.0 4.3 @ X = ft 1.84 1.49 2.38 Max @ Left End in -k 0.0 -31.3 -13.5 Max @ Right End in -k -31.3 -13.5 0.0 fb : Actual psi 113.0 119.2 109.8 Fb : Allowable psi 4,049.1 4,049.1 4,060.3 Bending OK Bending OK Bending OK Shear @ Left k 2.20 4.05 1.27 Shear @ Right k 1.98 1.35 0.59 fv : Actual psi 18.0 50.9 17.8 Fv : Allowable psi 408.0 408.0 408.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Query Values 1.91 3.55 1.17 0.29 2.48 1.45 2.20 6.03 2.63 3.55 1.17 0.41 2.48 1.45 0.18 6.03 2.63 0.59 -0.001 -0.001 -0.000 1.94 1.84 2.30 35- Job # Date: 11:59AM, 13 NOV 06 Page 2 HEI KKALAbeamcaic. ecw:Ca Icu lationr YOUNG ENGINEERING SERVICES Title: 77-804 WILDCAT DR. Dsgnr: SUITE # C Description er+ ces PALM DESERT, CA 92211 Scope Rev:580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 Multi -Span Timber Beam (c) 1983-2003 ENERCALC Enameenna Software Description F5 COMPRESSION Location ft) 0.00 0.00 0.00 Moment in -k 0.0 -31.3 -13.5 Shear kI 2.2 4.0 1.3 Deflection in 0.0000 0.0000 0.0000 35- Job # Date: 11:59AM, 13 NOV 06 Page 2 HEI KKALAbeamcaic. ecw:Ca Icu lationr REFERENCE �.. . LLL + LL .. U..E', K% r { i•" 4F � Fp�• ! ! L�,�.� �. his. tvn �y .. •�'x• V G.' f n��i,,.�yy L•� {� ,• • lA!/ ! - SC- t7. 4,IX '�: . _:.. i ..� :!ti f.✓T+Ii'• N� I �,. rpt -u t. �a. f '�:. .r. ' nor ��+ - •tYVN � �1' >';�, : s K��:a '�i �o� i � F - � ' h k �'Tw'► ��* :. � • � - fes' �` y t1►, ��.. Dk. 2Y jt,v . ; �.,... k1 ` a tl W flLlt �} �.. I� a{ n LLL • /s b + y r#._ -LL —' v rlif, b x? `la� pG U5E Lww+) .Vlxa ��pWr' (olfi �L. �2�Q.. 'S .. 1� "�C.Jv -1°7G�1u F �:?��•b _ .. �i�� :.� L� O'�" r �L% Rur J A is { az1� ILWJ ' Tc Ls c2iF: 25 .DLL -� Iv% %S •' �•.4. :,,1L .�7 D , LL Al �16�- 7-'1 ' �, � f -o , y,�_ .SoPLS Po is L, bi, v� = a•� (� IL� -� z� Cis }, X-ON 4 A ('�z�= 1.0 W-- U5E 5 % x ask 1n DATE J05 NAME.: 5H5E7 YOUN6 f2N6INEERIN6 SERVICES 1-004 $41LDCAT OR. SU.TC C 5Y: JOB No.: PALM DESERT, GA. 42711 PN X60 -560-e no fHX �6o-sao-a�w 36- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN- - es PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineerino Software HEIKKALAbeamcalc.ecw:Calculation Description F6 LGeneral Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x9.0 Center Span 8.30 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 2.9 k Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 282.00 #/ft LL 277.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 8.30ft, Beam Width = 5.125in x Depth = 9.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.294 ; 1 Deflection -0.050 in -0.098 in Deflection Maximum Moment 0.000 in 4.9 k -ft Maximum Shear* 1.5 2.9 k Allowable 0.0 16.7 k -ft 1,980.9 Allowable Right Cantilever... 13.4 k Max. Positive Moment 4.91 k -ft at 4.150 ft Shear: @ Left 2.37 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 2.37 k Max @ Left Support 0.00 k -ft 0.710 in Max. Right Reaction Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Stress Caics @ Center 0.075 in Max. M allow 16.69 Bending Analysis Reactions... @ Right 0.000 in fb 851.64 psi fv 63.41 psi Left DL 1.22 k Max 2.37 k Fb 2,893.93 psi Fv 290.00 psi Right DL 1.22 k Max 2.37 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.050 in -0.098 in Deflection 0.000 in 0.000 in ...Location 4.150 ft 4.150 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,980.9 1,018.62 Right Cantilever... 2.92 k Camber ( using 1.5 * D.L. Defl ) ... 10.086 in2 Deflection 0.000 in 0.000 in @ Center 0.075 in ...Length/Deft 0.0 0.0 @ Left 0.000 in 2.37 k Bearing Length Req'd 0.710 in Max. Right Reaction @ Right 0.000 in 0.710 in Stress Caics Bending Analysis Ck 21.298 Le 4.118 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 4.116 Cl 0.998 - 3 7 - Max Moment Sxx Read Allowable fb @ Center 4.91 k -ft 20.36 in3 2,893.93 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.92 k 2.92 k Area Required 10.086 in2 10.086 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.37 k Bearing Length Req'd 0.710 in Max. Right Reaction 2.37 k Bearing Length Req`d 0.710 in - 3 7 - YOUNG ENGINEERING SERVICES Title: ,lob # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description ea cry PALM DESERT, CA 92211 Scope Rev: 580000 j User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 I (c)1983-2003 ENERCALC Engineerinq Software HEIKKALAbeamcalc.ecw:Calculation! Description F6 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.37 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 38 - YOUNG ENGINEERING SERVICES Title: ,lob # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description E Ne. M PALM DESERT, CA 92211 Scope Rev: 560000 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software HEIKKALAbeemcatc.ecw:Caiculations Description F7 General Information Span= 6.50ft, Left Cant= 2.50ft, Beam Width = 5.250in x Depth = 14.in, Ends are Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined" Section Name Prllm: 5.25x14.0 Center Span 6.50 It .....Lu 6.50 ft Beam Width 5.250 in Left Cantilever 2.50ft .....Lu 2.50 ft Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads -6.2 k -ft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 96.00 #/ft LL 120.00 #/ft Left Cantilever DL 60.00 #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 1,244.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,145.0 lbs lbs lbs lbs lbs lbs lbs ...distance -2.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK 39- Span= 6.50ft, Left Cant= 2.50ft, Beam Width = 5.250in x Depth = 14.in, Ends are Pin -Pin Max Stress Ratio 0.175 : 1 Maximum Moment -6.2 k -ft Maximum Shear * 1.5 3.7 k Allowable 41.0 k -ft Allowable 21.3 k Max. Positive Moment 0.13 k -ft at 5.459 ft Shear: @ Left 2.58 k Max. Negative Moment -3.35 k -ft at 0.000 ft @ Right 0.59 k Max @ Left Support -6.22 k -ft Camber: @ Left 0.023 in Max @ Right Support 0.00 k -ft @ Center 0.007 in Max. M allow 40.96 Reactions... @ Right 0.000 in fb 434.93 psi fv 50.89 psi Left DL 2.32 k Max 4.30 k Fb 2,865.94 psi Fv 290.00 psi Right DL -0.15 k Max 0.24 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.005 in 0.003 in Deflection -0.016 in -0.031 in ...Location 2.550 ft 2.083 ft ...Length/Deft 3,858.8 1,945.2 ...Length/Deft 16,546.1 26,934.06 Right Cantilever... Camber ( using 1.5 * D.L. DefI ) ... Deflection 0.000 in 0.000 in @ Center 0.007 in ...Length/Deft 0.0 0.0 @ Left 0.023 in @ Right 0.000 in 39- YOUNG ENGINEERING SERVICES Title: ,lob # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description a+ oe5 PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715, Ver5.8.0. 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculationi Description F7 LStress Calcs Bending Analysis Ck 21.298 Le 13.385 ft S)o( 171.500 in3 Area 73.500 in? Cf 1.000 Rb 9.034 Cl 0.988 - 40 - Max Moment Sxx Req'd Allowable fb @ Center 3.35 k -ft 14.04 in3 2,865.94 psi @ Left Support 6.22 k -ft 25.82 in3 2,888.38 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.74 k 1.08 k Area Required 12.897 in2 3.709 int Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 4.30 k Bearing Length Req'd 1.260 in Max. Right Reaction 0.24 k Bearing Length Req'd 0.072 in Euery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -6.22 k -ft 1.72 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -6.22 k -ft 1.72 k 0.0000 in - 40 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description cN - is PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:CalculaGons Description F8 TENSION General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Max Stress Ratio Center Span 16.73 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F -V4 DL Bm Wt. Added to Loads LL #/ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.700 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Full Length Uniform Loads Dead Load Total Load Left Cantilever... Max Stress Ratio Center DL 190.00 #/ft LL 242.00 #/ft Deflection Maximum Moment Left Cantilever DL #/ft LL #/ft Allowable 93.4 k -ft Right Cantilever DL #/ft LL #/ft Max. Positive Moment 30.77 k -ft at Trapezoidal Loads Shear: @ Left 7.80 k Max. Negative Moment 0.00 k -ft at #1 DL @ Left 137.00 #/ft LL @ Left 20.00 #/ft Start Loc 0.000 ft DL @ Right 137.00 #/ft LL @ Right 20.00 #/ft End Loc 4.900 It #2 DL @ Left 137.00 #/ft LL @ Left 20.00 #/ft Start Loc 11.500 ft DL @ Right 137.00 #/ft LL @ Right 20.00 #/ft End Loc 16.730 ft Point Loads ---- ---- .. .v ...v.... ... .✓r v -,�.. , oV.V WJ -L, 1UY.v Iwo lub Live Load 390.0 lbs 777.0 lbs 768.0 lbs 390.0 lbs lbs lbs lbs ...distance 4.100 It 4.900 ft 11.670 ft 12.400 It 4.900 It 11.670 ft 0.000 ft Beam Design OK Span= 16.73ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.330 : 1 Deflection -0.184 in -0.358 in Deflection Maximum Moment 30.8 k -ft Maximum Shear * 1.5 10.3 k Allowable 93.4 k -ft 0.0 Allowable 1,089.6 37.6 k Max. Positive Moment 30.77 k -ft at 5.554 ft Shear: @ Left 7.80 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Rght 6.00 k Max @ Left Support 0.00 k -ft 0.0 Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right @ Center 0.276in Max. M allow 93.38 Reactions... @ Right 0.000in fb 1,334.36 psi fv 112.13 psi Left DL 4.49 k Max 7.80k Fb 4,049.07 psi Fv 408.00 psi Right DL 2.73 k Max 6.00 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.184 in -0.358 in Deflection C000 in 0.000 in ...Location 7.696 ft 8.030 ft ...Length/Dell 0.0 0.0 ...Length/Deft 1,089.6 561.21 Right Cantilever... Camber ( using 1.5 * D.L. Dell ) ... Deflection C.000 in 0.000 in @ Center 0.276 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 4 1 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description rl+ es PALM DESERT, CA 92211 Scope Rev: 580004 U. KW-0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculalions Description F8 TENSION Stress Calcs Bending Analysis Ck 16.554 Le 4.118 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 5.821 Cl 0.992 - 42 - Max Moment Sxx Req'd Allowable fb @ Center 30.77 k -ft 91.20 in3 4,049.07 psi @ Left Support 0.00 k -ft 0.00 in3 4,080.00 psi @ Right Support 0.00 k -ft 0.00 in3 4,080.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.34 k 7.65 k Area Required 25.353 in2 18.756 in2 Fv: Allowable 408.00 psi 408.00 psi Bearing @ Supports Max. Left Reaction 7.80 k Bearing Length Req'd 2.340 in Max. Right Reaction 6.00 k Bearing Length Req'd 1.802 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00 k -ft 7.80 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 42 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715. Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description F8 COMPRESSION General Information 1,278.0 lbs Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Live Load 390.0 lbs Center Span 16.73 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F -V4 DL Bm Wt. Added to Loads LL #/ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.700 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads 1,278.0 lbs 1,290.0 lbs -147.0 lbs -2,190.0 lbs Live Load 390.0 lbs Center DL 190.00 #/ft LL 242.00 #/ft 4.900 ft 11.670 ft Left Cantilever DL #/ft LL #/ft 0.000 in @ Center Right Cantilever DL #/ft LL #/ft : 1 Trapezoidal Loads Camber ( using 1.5 * 31.3 k -ft Maximum Shear * 1. Allowable 0.000 in #1 DL @ Left 137.00 #/ft LL @ Left 20.00 #/ft Start Loc 0.000 ft DL @ Right 137.00 #/ft LL @ Right 20.00 #/ft End Loc 4.900 ft #2 DL @ Left 137.00 #/ft LL @ Left 20.00 #/ft Start Loc 11.500 ft DL @ Right 137.00 #/ft LL @ Right 20.00 #/ft End Loc 16.730 ft Point Loads uead Load -147.0 lbs 1,278.0 lbs 1,290.0 lbs -147.0 lbs -2,190.0 lbs Live Load 390.0 lbs 777.0 lbs 768.0 lbs 390.0 lbs lbs ...distance 4.100 ft 4.900 ft 11.670 ft 12.400 ft 4.900 ft Summary 7.77 k @ Left 0.000 in @ Center Span= 16.73ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.335 : 1 Maximum Moment Camber ( using 1.5 * 31.3 k -ft Maximum Shear * 1. Allowable 0.000 in 93.4 k -ft Allowable Max. Positive Moment 31.32 k -ft at 11.309 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 93.38 Reactions... fb 1,358.08 psi fv 111.64 psi Left DL Fb 4,049.07 psi Fv 408.00 psi Right DL Deflections 2,184.0 lbs lbs 5 Dead Load lbs lbs 11.670 ft 0.000 ft Dead Load Beam Design OK Deflection 10.3 k -0.361 in 37.6 k @ Left 6.02 k @ Right 7.77 k @ Left 0.000 in @ Center 0.281 in @ Right 0.000 in 2.72 k Max 6.02 k 4.49 k Max 7.77 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.187 in -0.361 in Deflection 0.000 in 0.000 in ...Location 9.034 ft 8.700 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,072.8 556.74 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.281 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 43 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN PALM DESERT, CA 92211 Scope Rev:580004 user: KW -0601715, Ver5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcatc.ecw:Calculalions Description F8 COMPRESSION Stress Calcs Bending Analysis Ck 16.554 Le 4.118 ft Sxx 276.750 in3 Area 92.250 ir2 Cv 1.000 Rb 5.821 Cl 0.992 - 44 - Max Moment Sxx Req'd Allowable fb @ Center 31.32 k -ft 92.82 in3 4,049.07 ps @ Left Support 0.00 k -ft 0.00 in3 4,080.00 ps, @ Right Support 0.00 k -ft 0.00 in3 4,080.00 ps. Shear Analysis @ Left Support @ Right Support Design Shear 7.68 k 10.30 k Area Required 18.823 in2 25.241 in2 Fv: Allowable 408.00 psi 408.00 psi Bearing @ Supports Max. Left Reaction 6.02 k Bearing Length Req'd 1.807 in Max. Right Reaction 7.77 k Bearing Length Req'd 2.331 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 6.02 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 44 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description CN PALM DESERT, CA 92211 Scope 02 Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description F9 COMPRESSION General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x24 -0.197 in Center Span 16.42 ft .....Lu 3.48 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F -V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.700 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Trapezoidal Loads Dead Load Total Load Deflection -0.197 in LD #1 DL @ Left 85.00 #/ft LL @ Left 80.00 #/ft Start Loc 0.000 ft DL @ Right 85.00 #/ft LL @ Right 80.00 #/ft End Loc 3.480 ft #2 DL @ Left 590.00 #/ft LL @ Left 530.00 #/ft Start Loc 3.480 ft DL @ Right 590.00 #/ft LL @ Right 530.00 #/ft End Loc 16.420 ft Point Loads Uead Load 3,651.0 lbs 2,190.0 lbs 1,574.0 lbs 1,574.0 lbs 1,574.0 lbs lbs lbs Live Load 3,309.0 lbs lbs 810.0 lbs 810.0 lbs 810.0 lbs lbs lbs ...distance 3.480 ft 3.480 ft 2.750 ft 8.250 ft 13.670 ft 0.000 It 0.000 ft Span= 16.42ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.504 : 1 Maximum Moment 68.1 k -ft Maximum Shear * 1. Allowable 163.7 k -ft Allowable Max. Positive Moment 68.15 k -ft at 7.882 ft Shear: Max. Negative Moment -0.00 k -ft at 16.420 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 163.72 Reactions... fb 1,662.14 psi fv 205.69 psi Left DL 10.48 k Fb 3,993.13 psi Fv 408.00 psi Right DL 8.51 k Deflections Center Span... Dead Load Total Load Deflection -0.197 in -0.333 in ...Location 7.947 ft 8.013 ft ...Length/Deft 999.2 592.29 Camber ( using 1.5 * D.L. DO) ... @ Center 0.296 in @ Left 0.000 in @ Right 0.000 in - 45 - Lett Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Beam Design OK 5 25.3 k 50.2 k @ Left 17.25 k @ Right 14.61 k @ Left 0.000in @ Center 0.296in @ Right 0.000in Max 17.25 k Max 14.61 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description env cs PALM DESERT, CA 92211 Scope Rev: 580004 User: KW-0601715,Ver5.8.0,,-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.emcalculations Description F9 COMPRESSION Stress Calcs Bending Analysis Ck 16.554 Le 7.166 ft Sxx 492.000 in3 Area 123.000 n2 Cv 1.000 Rb 8.866 CI 0.979 46- Max Moment Sxx Rea'd Allowable fb @ Center 68.15 k -ft 204.79 in3 3,993.13 psi @ Left Support 0.00 k -ft 0.00 in3 4,080.00 psi @ Right Support 0.00 k -ft 0.00 in3 4,080.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 25.30 k 18.52 k Area Required 62.009 in2 45.381 int Fv: Allowable 408.00 psi 408.00 psi Bearing @ Supports Max. Left Reaction 17.25 k Bearing Length Req'd 5.178 it Max. Right Reaction 14.61 k Bearing Length Req'd 4.386 ir. Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 17.25 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k . 0.0000 in 46- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description rev - ces PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.eev:Calculations Description F9 TENSION General information Span= 16.42ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name 5.125x24 Center Span 16.42 ft .....Lu 3.48 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F -V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.700 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Trapezoidal Loads Span= 16.42ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin #1 DL @ Left 85.00 #/ft LL @ Left 80.00 #/ft Start Loc 0.000 ft DL @ Right 85.00 #/ft LL @ Right 80.00 #/ft End Loc 3.480 ft #2 DL @ Left 590.00 #/ft LL @ Left 530.00 #/ft Start Loc 3.480 ft DL @ Right 590.00 #/ft LL @ Right 530.00 #/ft End Loc 16.420 ft Point Loads Live Load 3,309.0 lbs lbs 810.0 lbs 810.0 lbs 810.0 lbs lbs lbs ...distance 3.480 ft 3.480 ft 2.750 ft 8.250 ft 13.670 ft 0.000 ft 0.000 ft Beam Design OK 47- Span= 16.42ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.401 : 1 Maximum Moment 60.5 k -ft Maximum Shear ` 1.5 20.1 k Allowable 163.7 k -ft Allowable 50.2 k Max. Positive Moment 60.46 k -ft at 8.210 ft Shear: @ Left 13.80 k Max. Negative Moment -0.00 k -ft at 16.420 ft @ Right 13.68 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.233 in Max. M allow 163.72Reactions... @ night 0.000in fb 1,474.56 psi fv 163.59 psi Left DL 7.03 k Ma= 13.80 k Fb 3,993.13 psi Fv 408.00 psi Right DL 7.58 k Ma= 13.68 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead !Load Total Load Deflection -0.155 in -0.291 in Deflection ].000 in 0.000 in ...Location 8.210 ft 8.144 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,267.6 677.36 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 7.000 in 0.000 in @ Center 0.233 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 47- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKAIAbeamcalc.ecw:Calculations Description F9 TENSION Stress Calcs Bending Analysis Ck 16.554 Le 7.166 ft Sxx 492.000 in3 Area 123.000 .n2 Cv 1.000 Rb 8.866 Cl 0.979 48- Max Moment Sxx Req'd Allowable fb @ Center 60.46 k -ft 181.68 in3 3,993.13 psi @ Left Support 0.00 k -ft 0.00 in3 4,080.00 psi @ Right Support 0.00 k -ft 0.00 in3 4,080.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 20.12 k 17.12 k Area Required 49.319 in2 41.969 in2 Fv: Allowable 408.00 psi 408.00 psi Bearing @ Supports Max. Left Reaction 13.80 k Bearing Length Req'd 4.142 it Max. Right Reaction 13.68 k Bearing Length Req'd 4.107 it Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00 k -ft 13.80 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 48- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description ENID- - PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715. Ver5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software HEIKKALAbeemcalc.ecw:Caiculations Description R1 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. 3ase allowables are user defined Section Name 6x6 0.203 : 1 Center Span 3.64 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 6.4 k Max. Positive Moment Bim Wt. Added to Loads at Fb Base Allow 1,350.0 psi @ Luft Load Dur. Factor 1.250 Fv Allow 170.0 psi 3.640 ft Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0.00 k -ft Wood Density 34.000pcf E 1,600.0ksi 0.000 in Fult Length Uniform Loads Center DL 270.00 #/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 3.64ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.203 : 1 Deflection -0.009 in -0.015 in Deflection Maximum Moment 0.000 in 0.8 k -ft Maximum Shear * 1.5 1.820 ft 1.0 k Allowable 0.0 3.9 k -ft 4,868.5 Allowable Right Cantilever... 6.4 k Max. Positive Moment 0.79 k -ft at 1.820 ft Shear: @ Luft 0.87 k Max. Negative Moment 0.00 k -ft at 3.640 ft 0.0 @ R-ght 0.87 k Max @ Left Support 0.00 k -ft 0.253 in Max. Right Reaction Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Stress Calcs @ CBnter 0.013in Max. M allow 3.90 Reactions... @ Fight 0.000in fb 341.98 psi fv 32.38 psi Left DL 0.50 k Max 0.87 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.50 k Max 0.87 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.009 in -0.015 in Deflection 0,000 in 0.000 in ...Location 1.820 ft 1.820 ft ...Length/Defl 0.0 0.0 ...Length/Deft 4,868.5 2,827.79 Right Cantilever... 0.98 k Camber ( using 1.5 * D.L. Defl ) ... 4.610 int Deflection 0000 in 0.000 in @ Center 0.013 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.253 in Max. Right Reaction 0.87 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 i-12 Cf 1.000 Rb 0.000 Cl 868.399 50- Max Moment Sxx Req'd Allowable fb @ Center 0.79 k -ft 5.62 in3 1,687.50 pEi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 pEi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 pEi Shear Analysis @ Left Support @ Right Support Design Shear 0.98 k 0.98 k Area Required 4.610 in2 4.610 int Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 0.87 k Bearing Length Req'd 0.253 in Max. Right Reaction 0.87 k Bearing Length Req'd 0.253 in 50- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description e+ oes PALM DESERT, CA 92211 Scope Rev:580000 Pae 2 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam g (01983-2003 ENERCALC Enaineerinn Software HFIKKCI Ah --I, anur('.ninihtinn Description R1 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.87 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 5 1 - YOUNG ENGINEERING SERVICES Title: ,lob # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description er+ - e5 PALM DESERT, CA 92211 Scope I Rev: 580000 User: KW -0601715. Ver 5.8.0.1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineerinq Software HEIKKALAbeamcalc.ecw:Calculatior Description R2 General Information 0.00 k -ft at Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x6 0.00 k -ft Center Span 3.83 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 0.000 in Bm Wt. Added to Loads @ Right Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 27.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 364.0 lbs lbs lbs lbs lbs ...distance 0.850 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 3.83ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.176 : 1 Maximum Moment 0.6 k -ft Maximum Shear* 1. Allowable 3.9 k -ft Allowable Max. Positive Moment 0.64 k -ft at 0.858 ft Shear: Max. Negative Moment 0.00 k -ft at 3.830 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft 1.716 ft Max. M allow 3.90 Reactions... fb 277.64 psi fv 37.44 psi Left DL 0.46 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.18 k Deflections Center Span... Dead Load Total Load Deflection -0.007 in -0.011 in ...Location 1.731 ft 1.716 ft ...Length/Deft 6,935.2 4,092.35 Camber ( using 1.5 * D.L. Defl ) ... @ Left @ Center 0.010 in 0.010 in @ Left 0.000 in Max @ Right 0.000 in 0.30 k - 52 - Len canmever... Deflection ... Length/Deft Right Cantilever... Deflection ... Length/Deft 5 lbs lbs 0.000 ft 0.000ft 0.0 Beam Design OK 0.000 in 1.1 k 0.0 6.4 k @ Left 0.78 k @ Rght 0.30k @ Left 0.000in @ C snter 0.010 in @ Rght 0.000in Max 0.78 k Max 0.30 k 0000 in 0.000 in 0.0 0.0 x000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description er+ - oe5 PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineerinq Software HEIKKALAbeamcalc.ecw:Calculation Description R2 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 int Cf 1.000 Rb 0.000 Cl 779.046 - 5 3 - Max Moment S>oc Req'd Allowable fb @ Center 0.64 k -ft 4.56 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.13 k 0.41 k Area Required 5.329 in2 1.922 int Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 0.78 k Bearing Length Req'd 0.227 in Max. Right Reaction 0.30 k Bearing Length Req'd 0.086 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.78 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 5 3 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description e,+ PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715. Ver 5.8.0.1 -Dec -2003 GeneraE Timber Beam Page 1 (c)1983-2003 ENERCALC Enaineenn Software HEIKKALAbeamceic.ecw:Calculation Description R3 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Max Stress Ratio Center Span 5.69 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 7.3 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 95.00 #/ft LL 70.00 #/ft Left Cantilever DL Wit LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 886.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 5.69ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.505 : 1 Deflection -0.034 in -0.058 in Deflection Maximum Moment 0.000 in 3.7 k -ft Maximum Shear * 1.5 2.891 ft 2.2 k Allowable 0.0 7.3 k -ft 2,026.8 Allowable Right Cantilever... 8.8 k Max. Positive Moment 3.66 k -ft at 3.004 ft Shear: @ Left 1.49 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 1.60 k Max @ Left Support 0.00 k -ft Camber: @ LEft 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.051 in Max. M allow 7.25 Reactions... @ Rght 0.000 in fb 852.80 psi fV 54.24 psi Left DL 0.87 k Max 1.49k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.93 k Max 1.60 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead L --)ad Total Load Deflection -0.034 in -0.058 in Deflection 0000 in 0.000 in ...Location 2.891 ft 2.891 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,026.8 1,178.43 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0000 in 0.000 in @ Center 0.051 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 54 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN ces PALM DESERT, CA 92211 Scope 0 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Enqineenna Sohware HEIKKAL4beamcalc.eCw:Calculationf Description R3 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 1485.201 - 55 - Max Moment Sxx Read Allowable fb @ Center 3.66 k -ft 26.06 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.07 k 2.24 k Area Required 9.726 in2 10.530 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.49 k Bearing Length Req'd 0.432 in Max. Right Reaction 1.60 k Bearing Length Req'd 0.465 in Duery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.49 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 55 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715, Ver 5.8.0, 1-Dec•2003 Page 1 (01983-2003 ENERCALC Engineering g Software General Timber Beam _ HEIKKALAbeamcafc.ecw:Calculations Description R4 General information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Fj Section Name 6x12 Dead a_oad Center Span 11.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever 1.67ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever 1.75ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 13.4 k Bm Wt. Added to Loads 4.83 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Ful! Length Uniform Loads Center DL 86.00 #/ft LL 228.00 #/ft Left Cantilever DL 86.00 #/ft LL 228.00 #/ft Right Cantilever DL 86.00 #/ft LL 228.00 #/ft Beam Design OK Span= 11.00ft, Left Cant= 1.67ft, Right Cant= 1.75ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Max Stress Ratio 0.283 : 1 Dead a_oad Total Load Deflection Maximum Moment -0.094 in 4.8 k -ft Maximum Shear* 1.5 0.043 in 2.3 k Allowable 5.471 ft 17.0 k -ft Allowable 931.3 13.4 k Max. Positive Moment 4.83 k -ft at 5.471 ft Shear: @ L_ -ft 1.84 k Max. Negative Moment -0.15 k -ft at 11.000 ft @ Fight 1.84 k Max @ Left Support -0.46 k -ft 3,379.5 Camber: @ Laft 0.018 in Max @ Right Support -0.50 k -ft 0.694 in Max. Right Reaction @ Center 0.040 in Max. M allow 17.05 Reactions... Cal Fight 0.019in fb 477.84 psi fv 36.50 psi Left DL 0.72 k Max 2.39 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.73 k Max 2.42 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead a_oad Total Load Deflection -0.026 in -0.094 in Deflection C.012 in 0.043 in ...Location 5.471 ft 5.471 ft ...Length/Deft 3,t-15.0 931.3 ...Length/Defl 5,009.4 1,408.93 Right Cantilever... 2.31 k Camber ( using 1.5 * D.L. DefI ) ... 10.826 in2 Deflection 0.012 in 0.046 in @ Center 0.040 in ...Length/Deft 3,379.5 915.7 @ Left 0.018 in 2.39 k Bearing Length Req'd 0.694 in Max. Right Reaction @ Right 0.019 in 0.703 in Stress Caics Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 CI 2386.104 - 56 - Max Moment Sxx Req'd Allowable fb @ Center 4.83 k -ft 34.33 in3 1,687.50 psi @ Left Support 0.46 k -ft 3.26 in3 1,687.50 psi @ Right Support 0.50 k -ft 3.58 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.30 k 2.31 k Area Required 10.826 in2 10.864 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 2.39 k Bearing Length Req'd 0.694 in Max. Right Reaction 2.42 k Bearing Length Req'd 0.703 in - 56 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description ENI - .e5 PALM DESERT, CA 92211 Scope Rev:580000 Pae 2 User: KW -0601715. Ver 5.6.0. 1 -Dec -2003 General Timber Beam g (c)19$3-2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculation. Description R4 Query Values M, V, & D @Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -0.46 k -ft 1.81 k 0.0000 in @ Right Cant. Location = 0.00 ft -0.46k-ft 1.81 k 0.0000 in @ Left Cant. Location = 0.00 ft -0.46k-ft 1.81 k 0.0000 in - 5 7 - �® YJ Q4.. &57 t LL -R. l23 L = 1 L3 W -t - 'LG f-7-1��r �` UBE Saw► IR (o SnE_- "✓UNG-Pl!�iC�E�R�NG SrRY1G�5 J05 NAME.: ��ctkK.cia1 `/�-,-ao<:.v,Lxrr sutre c rJn ! c'✓Y.. N'-,' , 0B- i -4 ` pr! -60 -36o -s"'.. Fnx _760-sEo-S�to YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN es PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0,1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.eaa:Calculations Description R5 General Information Span= 12.83ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Dead -oad Center Span 12.83 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Maximum Bm Wt. Added to Loads 1.5 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 95.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Center Span... Span= 12.83ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Total Load Left Cantilever... Dead -oad Total Load Deflection Max Stress Ratio 0.225 : 1 Deflection 0.000 in 0.000 in ...Location 6.415 ft 6.415 ft Maximum Moment 0.0 2.6 k -ft Maximum Shear * 1.5 1.1 k 1.08 k Allowable D.L. Defl ) ... 11.6 k -ft Deflection Allowable 0.000 in 11.1 k 0.156 in Bearing @ Supports Max. Positive Moment 2.62 k -ft at 6.415 ft Shear: @ L --ft 0.82 k Max. Right Reaction 0.82 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.82 k Max @ Left Support 0.00 k -ft Bending Analysis Camber: @ L --ft 0.000 in Max @ Right Support 0.00 k -ft Sxx 82.729 in3 Area 52.250 int @ Center 0.156in Rb 0.000 CI Max. M allow 11.63 Reactions... @ Fight 0.000 in fb 380.05 psi fv 20.64 psi Left DL 0.69 k Max 0.82 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.69 k Max 0.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead -oad Total Load Deflection -0.104 in -0.123 in Deflection 0.000 in 0.000 in ...Location 6.415 ft 6.415 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,479.3 1,246.95 Right Cantilever... 1.08 k Camber ( using 1.5 . D.L. Defl ) ... 5.074 in2 Deflection 0.000 in 0.000 in @ Center 0.156 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.238 in Max. Right Reaction 0.82 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 0.000 CI 816.865 - 59 - Max Moment Sxx Req'd Allowable fb @ Center 2.62 k -ft 18.63 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 k Area Required 5.074 int 5.074 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 0.82 k Bearing Length Req'd 0.238 in Max. Right Reaction 0.82 k Bearing Length Req'd 0.238 in - 59 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: date: 7:08AM, 27 MAR 07 SUITE # C Description er+ a PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description . R5 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.82 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description EN - e5 PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715. Ver 5.8.0. 1-Dec-2003Page 1 General Timber Beam (c)1983-2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R6 General Information 0.255 : 1 Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. 3ase allowables are user defined Section Name 6x10 Center DL Center Span 9.67 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Camber: Max @ Right Support Bm Wt. Added to Loads #1 DL @ Left #/ft Fb Base Allow 1,350.0 psi Start Loc Load Dur. Factor 1.250 Fv Allow 170.0 psi End Loc Beam End Fixity Pin -Pin Fc Allow 625.0 psi Start Loc Wood Density 34.000pcf E 1,600.0ksi End Loc Full Length Uniform Loads 0.255 : 1 Deflection Maximum Moment ...Location Center DL 112.00 #/ft LL 20.00 #/ft Camber ( using 1.5 * D.L. Defl ) ... 11.6 k -ft Left Cantilever DL #/ft LL #/ft at 4.758 ft Shear: Right Cantilever DL #/ft LL #/ft Max @ Left Support Trapezoidal Loads Camber: Max @ Right Support 0.00 k -ft #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 95.00 #/ft LL @ Right 70.00 #/ft End Loc 4.460 ft #2 DL @ Left 95.00 #/ft LL @ Left 70.00 #/ft Start Loc 4.460 ft DL @ Right #/ft LL @ Right #/ft End Loc 9.670 ft Summary F Span= 9.67ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.255 : 1 Deflection Maximum Moment ...Location 3.0 k -ft Maximum Shear* 1. Allowable Camber ( using 1.5 * D.L. Defl ) ... 11.6 k -ft Allowable Max. Positive Moment 2.97 k -ft at 4.758 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 11.63 fb 430.77 psi fv 28.26 psi Fb 1,687.50 psi Fv 212.50 psi Deflections Center Span... Dead Load Deflection -0.058 in ...Location 4.835 ft ...Length/Deft 2,004.1 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.087 in @ Left 0.000 in @ Right 0.000 in -0.078 in 4.835 ft 1.484.74 Reactions... Left DL 0.84 k Right DL 0.82 k Ir<:3ii Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft Beam Design OK 5 1.5 k 11.1 k @ L3ft 1.11 k @ Fight 1.09 k @ L_ -ft 0.000 in @ Center 0.0871n @ Fight 0.000 in Max 1.11 k Max 1.09 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr Gate: 11:59AM, 13 NOV 06 SUITE # C Description v+ I5 PALM DESERT, CA 92211 Scope Rev: 580000 Pae 2 User KW -0801715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam g (c)1983.2003 ENERCALC Engineerinq Software HEIKKALAbeamcalc.ecw:Calculation! Description R6 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 1107.068 62- Max Moment Sxx Req'd Allowable fb @ Center 2.97 k -ft 21.12 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.48 k 1.45 k Area Required 6.948 in2 6.814 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.11 k Bearing Length Req'd 0.322 in Max. Right Reaction 1.09 k Bearing Length Req'd 0.316 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.11 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 62- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineenng Software HEIKKALAbeamcalc.ecw:Calculation Description R7 LGeneral Information 0.496 ; 1 Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Dead Load Center Span 6.25 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 8.8 k Bm Wt. Added to Loads 3.59 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 216.00 #/ft LL 160.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 780.0 Ibs 780.0 lbs lbs lbs lbs lbs lbs Live Load 588.0 lbs 588.0 lbs lbs lbs lbs lbs lbs ...distance 1.250 ft 5.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 6.25ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.496 ; 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.050 in 3.6 k -ft Maximum Shear * 1.5 3.5 k Allowable 3.125 ft 7.3 k -ft ...Length/Dell Allowable 0.0 8.8 k Max. Positive Moment 3.59 k -ft at 3.125 ft Shear: @ Left 2.57 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.075 in @ Right 2.57 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.075 in Max. M allow 7.25 Reactions... @ Right 0.000 in fb 836.30 psi fv 84.81 psi Left DL 1.49 k Max 2.57 k Fb 1,687.50 psi Fv 212.50 psi Right DL 1.49 k Max 2.57 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.050 in -0.087 in Deflection 0.000 in 0.000 in ...Location 3.125 ft 3.125 ft ...Length/Dell 0.0 0.0 ...Length/Defl 1,493.3 862.52 Right Cantilever... Camber ( using 1.5 * D. L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.075 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 63 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Cate: 11:59AM, 13 NOV 06 SUITE # C Description yes PALM DESERT, CA 92211 Scope Rev: 580000 Pae 2 User: Kw_0601715, Ver5.6.0. 1 -Dec -2003 General Timber Beam g (61983-2003 ENERCALC Enaineering So re HEIKKALAbeamcaic.ecw:Calculation Description R7 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 2573.436 - 64 - Max Moment Sxx Read Allowable fb @ Center 3.59 k -ft 25.55 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.50 k 3.50 k Area Required 16.464 in2 16.464 in2 Fv: Allowable 212.50 psi 212.50 psi - Bearing @ Supports Max. Left Reaction 2.57 k Bearing Length Req'd 0.749 in Max. Right Reaction 2.57 k Bearing Length Req'd 0.749 in Euery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.57 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 64 - YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C PALM DESERT, CA 92211 Title : Dsgnr: Description Scope: Job # Date: 11:59AM, 13 NOV 06 Rev: 580000 User: KW-OE01715. Ver5.8.0, 1 -Dec -2003 General Timber Beam Page 1 I (c)1983-2003 ENERCALC Enalneerina Software HFIKKAI Ahoamealc aew T.alnnlarinne Description R8 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined F, Section Name 6x10 Max Stress Ratio Center Span 9.44 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 11.6 k -ft Bm Wt. Added to Loads Trapezoidal Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Dead Load Total Load Left Cantilever... Max Stress Ratio Center DL 112.00 #/ft LL 20.00 #/ft -0.071 in Deflection Left Cantilever DL #/ft LL #/ft Maximum Shear * 1.5 Right Cantilever DL #/ft LL #/ft 11.6 k -ft 2,155.1 Trapezoidal Loads Right Cantilever... 11.1 k Max. Positive Moment 2.83 k -ft #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 95.00 #/ft LL @ Right 70.00 #/ft End Loc 4.230 ft #2 DL @ Left 95.00 #/ft LL @ Left 70.00 #/ft Start Loc 4.230 ft DL @ Right #/ft LL @ Right #/ft End Loc 9.440 ft Summary Beam Design OK Span= 9.44ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.243 : 1 Deflection -0.053 in -0.071 in Deflection Maximum Moment 0.000 in 2.8 k -ft Maximum Shear * 1.5 1.4 k Allowable 0.0 11.6 k -ft 2,155.1 Allowable Right Cantilever... 11.1 k Max. Positive Moment 2.83 k -ft at 4.644 ft Shear: @ Left 1.08 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 1.06 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.079 in Max. M allow 11.63 Reactions... @ Right 0.000 in fb 410.21 psi fv 27.68 psi Left DL 0.82 k Max 1.08 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.80 k Max 1.06 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.053 in -0.071 in Deflection 0.000 in 0.000 in ...Location 4.720 ft 4.720 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,155.1 1,596.73 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.079 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 65 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description er1 PALM DESERT, CA 92211 Scope Rev:560000 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Emineerina Software-HEIKKALAbeamcalc.ecw:Calculation Description RS Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 82.729 in3 Area 52.250 i 12 Cf 1.000 Rb 0.000 Cl 1084.144 Max Moment Sxx Req'd Allowable fb @ Center 2.83 k -ft 20.11 in3 1,687.50 pti @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 pEi Shear Analysis @ Left Support @ Right Support Design Shear 1.45 k 1.41 k Area Required 6.805 in2 6.629 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.08 k Bearing Length Req'd 0.315 in Max. Right Reaction 1.06 k Bearing Length Req'd 0.308 in Euery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.08 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in REFERENCE £3S'Ar , LLL • .2/?.+L:= 279 sof LLF0 :27 (�/z� -F.. ;;7>(.2,� . U" R n t� PL . . . USE . ID i tr . 4 �51a8 27a 7 - LLL . 8 4.lGet., 4 : 1g1r/J GG ='; 2I32 At Z 21 ° -R LL I7 I L. C.L..720 .o C'7h)s C ,L$ + 4. /o 737 I's-=.LI3SL( LLL • . _ LLQ.•.. ?�yy" IL -r:.n r, C- y, y a A W QL= IIS'h OL•L IL74 LLL • n5 o§ DLR • l�11 i LL". .,373 (2�2) z/Z� 40 of . U5E4 ?11/D_ DATE JOB NAME._ e I�� :CIC $ 5HEET YOUNG EN6INEERIN5 5ERVICC-5 3 77-904 WILDCAT G ILDCAT DR. SUITE BY: J05 No.: ��_ � dg - � PALM VESMT, cA. a2211 PM --760-560-5770 FAx•76(3.360-5719 67- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C LL @ Left Description 0.27 eN - - -es PALM DESERT, CA 92211 Scope k 0.68 Rev:580000 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam Page 1 2.18 (c)1983-2003 ENERCALC Engineennc Software LL @ Right k HEIKKALAbeamcalc.ecw:Calculations Description R9 Total @ Right k 3.73 General information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined R: Douglas Fir - Larch, No.1 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 170.0 psi Load Duration Factor 1.250 Timber Member Information Location Description Sl S2 0.00 Moment in -k Span ft 8.75 6.25 k 0.7 Timber Section 6x6 6x6 0.0000 0.0000 Beam Width in 5.500 5.500 Beam Depth in 5.500 5.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 132.00 132.00 Live Load #/ft 90.00 90.00 Point #1 Dead Load lbs 780.00 Live Load lbs 588.00 @ X ft 1.250 Point #2 Dead Load lbs 780.00 Live Load lbs 588.00 @ X ft 5.000 Results Mmax @ Cntr in-kl 12.5 22.7 @ X = ft 3.09 4.96 Max @ Left End in -k 0.0 -30.6 Max @ Right End in -k -30.6 0.0 fb : Actual psi 1,101.8 1,101.8 Fb : Allowable psi 1,687.5 1,687.5 Bending OK Bending OK Shear @ Left k 0.68 2.47 Shear @ Right k 1.26 1.65 fv : Actual psi 57.5 117.4 Fv : Allowable psi 212.5 212.5 Shear OK Shear OK LReactions & Deflection DL @Left k 0.41 2.18 LL @ Left k 0.27 1.55 Total @ Left k 0.68 3.73 DL @ Right k 2.18 0.95 LL @ Right k 1.55 0.70 Total @ Right k 3.73 1.65 Max. Deflection in -0.074 -0.088 9X= ft 3.38 3.54 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -30.6 Shear k 0.7 2.5 Deflection in 0.0000 0.0000 i YOUNG ENGINEERING SERVICES Title: 77-804 WILDCAT DR. Dsgnr: SUITE # C Description PALM DESERT, CA 92211 Scope : Job # Date: 11:59AM, 13 NOV 06 h User: KW -0601715. Ver 5.8.0. 1-Dec•2003 Multi -Span Timber Beam Page 1 FF (r'1c)1983tlV.JOVVUU-2003 ENERCALC Enaineerinq Software HEIKKALAbeemcalc.ecw:Calculations i Description R10 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined k Douglas Fir, 24F - V8 DL @ Left Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.250 Timber Member Information k 0.85 1.72 Description 1.15 S1 52 s3 S4 s5 2.42 Span ft 7.69 2.21 7.75 2.21 7.69 Timber Section 2.13 5.125x18 5.125x18 5.125x18 5.125x18 5.125x18 Beam Width. in 5.125 5.125 5.125 5.125 5.125 Beam Depth in 18.000 18.000 18.000 18.000 18.000 End Fixity in Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Member Type 4.20 GluLam GluLam GluLam GluLam GluLam Loads Location ft 0.00 0.00 Live Load Used This Span ? Yes Yes Yes Yes Yes Dead Load #/ft 500.00 500.00 500.00 500.00 500.00 Live Load #/ft 270.00 270.00 270.00 270.00 270.00 Results 0.0000 0.0000 0.0000 0.0000 0.0000 Mmax @ Cntr in -k 45.5 0.0 33.6 0.0 45.5 @ X = ft 3.13 0.00 3.87 0.00 4.56 Max @ Left End in -k 0.0 -50.3 -35.7 -35.7 -50.3 Max @ Right End in -k -50.3 -35.7 -35.7 -50.3 0.0 fb : Actual psi 181.8 181.8 129.1 181.8 181.8 Fb : Allowable psi 3,000.0 3,000.0 3,000.0 3,000.0 3,000.0 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 2.42 1.40 2.98 0.30 3.51 Shear @ Right k 3.51 0.30 2.98 1.40 2.42 fv : Actual psi 37.8 13.9 29.8 13.7 38.4 Fv : Allowable psi 300.0 300.0 300.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 1.57 3.19 2.13 2.13 3.19 LL @ Left k 0.85 1.72 1.15 1.15 1.72 Total @ Left k 2.42 4.91 3.28 3.28 4.91 DL @ Right k 3.19 2.13 2.13 3.19 1.57 LL @ Right k 1.72 1.15 1.15 1.72 0.85 Total @ Right k 4.91 3.28 3.28 4.91 2.42 Max. Deflection in -0.008 0.001 -0.006 0.001 -0.008 @ X = ft 3.49 1.08 3.87 1.13 4.20 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment in -k 0.0 -50.3 -35.7 -35.7 -50.3 Shear k 2.4 1.4 3.0 0.3 3.5 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description er+ ces PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R11 General Information 4,354.0 lbs lbs lbs lbs Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x33 Summary Center Span 22.25 It .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever It .....Lu 0.00 ft Beam Depth 33.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Max @ Left Support Bm Wt. Added to Loads Max @ Right Support Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 520.00 #/ft LL 290.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 4,354.0 lbs 4,354.0 lbs lbs lbs lbs ...distance 6.670 ft 16.670 It 0.000 ft 0.000 ft 0.000 It Summary -0.363 in Span= 22.25ft, Beam Width = 5.125in x Depth = 33.in, Ends are Pin -Pin Max Stress Ratio 0.649 : 1 Maximum Moment 108.4 k -ft Maximum Shear1. Allowable 167.2 k -ft Allowable Max. Positive Moment 108.41 k -ft at 10.591 ft Shear: Max. Negative Moment 0.00 k -ft at 22.250 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 167.17 Reactions... fb 1,398.60 psi fv 148.34 psi Left DL 10.74 k Fb 2,156.59 psi Fv 240.00 psi Right DL 11.20 k Deflections Center Span... Dead Load Total Load Deflection -0.213 in -0.363 in ...Location 11.125 ft 11.125 ft ...Length/Deft 1,256.4 735.65 Camber ( using 1.5' D.L. Defl ) ... @ deft @ Center 0.319 in 0.319in @ Left 0.000 in Ma= @ Right 0.000 in 18.99 k - 70 - Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft 5 lbs lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 25.1 k 0.0 40.6 k @ Left 18.10k @ Right 18.99 k @ deft 0.000 in @ Center 0.319in @ Right 0.000 in Ma= 18.10k Ma= 18.99 k 3.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description era - c- PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715. Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKAIAbeamcalc.ecw:Calculations Description R11 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 930.188 in3 Area 169.125 in2 Cv 0.899 Rb 0.000 Cl ####.### - 7 1 - Max Moment Sxx Req'd Allowable fb @ Center 108.41 k -ft 603.25 in3 2,156.59 psi @ Left Support 0.00 k -ft 0.00 in3 2,156.59 psi @ Right Support 0.00 k -ft 0.00 in3 2,156.59 psi Shear Analysis @ Left Support @ Right Support Design Shear 23.75 k 25.09 k Area Required 98.967 in2 104.535 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 18.10 k Bearing Length Req'd 5.435 in Max. Right Reaction 18.99 k Bearing Length Req'd 5.702 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 18.10 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 7 1 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description MN ts PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715. Ver 5.8.0.1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R12 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined III Section Name 6x10 -0.071 in Center Span MMMA 10.75 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 0.000 in Bm Wt. Added to Loads @ Right Fb Base Allow 1,350.0 psi Load Dur. Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 30.00 #/ft LL 40.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 1,224.0 lbs 1,224.0 lbs lbs lbs lbs ...distance 0.670 ft 9.500 ft 0.000 ft 0.000 ft 0.000 ft Span= 10.75ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.473 : 1 Maximum Moment 3.8 k -ft Maximum Shear * 1. Allowable 9.3 k -ft Allowable Max. Positive Moment 3.76 k -ft at 7.052 ft Shear: Max. Negative Moment 0.00 k -ft at 10.750 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 9.31 Reactions... fb 545.80 psi fv 80.40 psi Left DL 1.64 k Fb 1,350.00 psi Fv 170.00 psi Right DL 1.49 k Deflections Center Span... Dead Load Total Load Deflection -0.071 in -0.136 in ...Location 5.547 ft 5.547 ft ...Length/Deft 1,829.0 950.43 Camber ( using 1.5' D.L. DO) ... @ Left @ Center 0.106 in 0.106in @ Left 0.000 in Max @ Right 0.000 in 2.86 k 72- Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl 5 lbs lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 4.2 k 0.0 8.9 k @ Left 3.14k @ Right 2.86 k @ Left 0.000 in @ Center 0.106in @ Right 0.000in Max 3.14k Max 2.86 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description er+ rs PALM DESERT, CA 92211 Scope Rev:580004 user: KW -0601715, Ver 5.8.0, 1-Nov-2006General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R12 Stress Calcs Bending Analysis Ck 27.920 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 3140.681 - 73 - Max Moment Sxx Read Allowable fb @ Center 3.76 k -ft 33.45 in3 1,350.00 ps @ Left Support 0.00 k -ft 0.00 in3 1,350.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.78 k 4.20 k Area Required 4.561 int 24.712 in2 Fv: Allowable 170.00 psi 170.00 psi Bearing @ Supports Max. Left Reaction 3.14 k Bearing Length Req'd 0.914 in Max. Right Reaction 2.86 k Bearing Length Req'd 0.833 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.14 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in - 73 - REFERENCE w - A� T 1330 -7 LL: LL, 1ti LL 186- t -2/,�y 0 PL F USE. P-4 47,64 1� ix *X "A 7 - OW t - TT Y22 nr- �i C Nalz V 4, LL a If WL 7" - WA DLL OL;t '�40 LL �7(1 ras �! IT ID ow- .5,1' x 12 11-604 HILDC-AT DR. SUITE c �;05 No.: 0&- -04 PALM DESERT, C.A. 92211 DATE J05 NAME.:5HIEE7 `rOUN6 -EN6lNr=!!RlW-7 5LIRVICC-5 160-560-5710 PAX '760-560-51M - 74 - YOUNG ENGINEERING SERVICES Title: 77-804 WILDCAT DR. Dsgnr: SUITE # C Description MID N - rs PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 Multi -Span Timber Beam (c)1983-2006 ENERCALC Engineering Software Description R13 Job # Date: 7:08AM, 27 MAR 07 Page 1 H E I KKALAb eamcal c.ecw: Calculatl ons General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 k Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000 Timber Member Information 0.13 Description 0.39 s>, s2 s3 Span ft 8.46 9.00 8.46 Timber Section 0.39 5.125x15 5.125x15 5.125x15 Beam Width in 5.125 5.125 5.125 Beam Depth in 15.000 15.000 15.000 End Fixity Max. Deflection Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 0.00 Member Type 4.50 GluLam GluLam GluLam Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 40.00 40.00 40.00 Live Load #/ft 40.00 40.00 40.00 Results Mmax @ Cntr in -k 5.3 2.4 5.3 @ X = ft 3.33 4.50 5.13 Max @ Left End in -k 0.0 -7.3 -7.3 Max @ Right End in -k -7.3 -7.3 0.0 fb : Actual psi 37.9 37.9 37.9 Fb : Allowable psi 2,400.0 2,400.0 2,400.0 Bending OK Bending OK Bending OK Shear @ Left k 0.27 0.36 0.41 Shear @ Right k 0.41 0.36 0.27 fv : Actual psi 6.0 5.2 6.1 Fv : Allowable psi 240.0 240.0 240.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.13 0.39 0.39 LL @ Left k 0.13 0.39 0.39 Total @ Left k 0.27 0.77 0.77 DL @ Right k 0.39 0.39 0.13 LL @ Right k 0.39 0.39 0.13 Total @ Right k 0.77 0.77 0.27 Max. Deflection in -0.002 -0.000 -0.002 @ X = ft 3.72 4.50 4.74 Query Values cation ft Moment in -k Shear k Deflection in 0.00 0.00 0.00 0.0 -7.3 -7.3 0.3 0.4 0.4 0.0000 0.0000 0.0000 - 75 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: late: 11:59AM, 13 NOV 06 SUITE # C Description eN-- - ", PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineerina Software HEIKKALAbeamcaic.ecw:Calculatior Description R14 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined' Section Name 6x12 Center Span 6.75 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 193.00 #/ft LL 143.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/it Span= 6.75ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.117 : 1 Maximum Moment 2.0 k -ft Maximum Shear * 1. Allowable 17.0 k -ft Allowable Max. Positive Moment 2.00 k -ft at 3.375 ft Shear: Max. Negative Moment 0.00 k -ft at 6.750 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 17.05 Reactions... fb 197.84 psi fv 20.22 psi Left DL Fb 1,687.50 psi Fv 212.50 psi Right DL Deflections Beam Design OK 5 1.3 k 13.4 k @ Left 1.18 k @ Right 1.18 k @ LEft 0.000 in @ Center 0.013 in @ Right 0.000 in 0.70 k Max 1.18k 0.70 k Max 1.18 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.009 in -0.015 in Deflection 0 000 in 0.000 in ...Location 3.375 ft 3.375 ft ...Length/Deft 0.0 0.0 ...Length/Deft 9,301.8 5,511.48 Right Cantilever... Camber ( using 1.5 * D.L. DefI ) ... Deflection 0 000 in 0.000 in @ Center 0.013 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 1184.402 Max Moment Sxx Read Allowable fb @ Center 2.00 k -ft 14.21 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 ps, @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.28 k 1.28 k Area Required 6.020 in2 6.020 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.18 k Bearing Length Req'd 0.345 in Max. Right Reaction 1.18 k Bearing Length Req'd 0.345 in - 76 - 0.70 k Max 1.18k 0.70 k Max 1.18 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.009 in -0.015 in Deflection 0 000 in 0.000 in ...Location 3.375 ft 3.375 ft ...Length/Deft 0.0 0.0 ...Length/Deft 9,301.8 5,511.48 Right Cantilever... Camber ( using 1.5 * D.L. DefI ) ... Deflection 0 000 in 0.000 in @ Center 0.013 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 1184.402 Max Moment Sxx Read Allowable fb @ Center 2.00 k -ft 14.21 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 ps, @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.28 k 1.28 k Area Required 6.020 in2 6.020 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.18 k Bearing Length Req'd 0.345 in Max. Right Reaction 1.18 k Bearing Length Req'd 0.345 in - 76 - - 76 - YOUNG ENGINEERING SERVICES Title: .lob # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description ENID— - — PALM DESERT, CA 92211 Scope i Rev: 580000 1 User: KW -0601715. Ver5.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineerino Software HEIKKALAbeamcalc.ecw:Calculations Description R14 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.18 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 77 - YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C Er0-- e PALM DESERT, CA 92211 Rev: 580000 User: KV,1-0601715. Ver 5.8.0. 1 -Dec -2003 Description R15 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 11:59AM, 13 NOV 06 Page 1 General information 4.5 k Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 @ Left Center Span 12.00 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .. :.Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir, 24F -V4 Bm Wt. Added to Loads Camber ( using 1.5 * Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Full Length Uniform Loads Center DL 335.00 #/ft LL 248.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 12.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.352 : 1 Maximum Moment 10.8 k -ft Maximum Shear* 1.5 Allowable 30.6 k -ft Allowable Max. Positive Moment 10.76 k -ft at 6.000 ft Shear: Max. Negative Moment 0.00 k -ft at 12.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 30.60 Reactions... fb 1,050.05 psi fv 73.50 psi Left DL Fb 2,985.14 psi Fv 300.00 psi Right DL Deflections Beam Design OK 2.10 k Max 3.59 k 2.10 k Max 3.59 k Center Span... 4.5 k Total Load -Leff cainti-lever... 18.5 k @ Left 3.59 k @ Right 3.59 k @ Left 0.000 in @ Canter 0.195 in @ Rfght 0.000 in 2.10 k Max 3.59 k 2.10 k Max 3.59 k Center Span... Dead Load Total Load -Leff cainti-lever... Dead Load Total Load Deflection -0.130 in -0.222 in Deflection 0 000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,106.5 647.60 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0'000 in 0.000 in @ Center 0.195 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.306 Le 4.118 ft Sxx 123.000 in3 Area 61.500 i-12 Cf 1.000 Rb 4.753 Cl 0.995 Max Moment Sxx Req'd Allowable fb @ Center 10.76 k -ft 43.27 in3 2,985.14 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.52 k 4.52 k Area Required 15.068 int 15.068 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 3.59 k Bearing Length Req'd 1.077 in Max. Right Reaction 3.59 k Bearing Length Req'd 1.077 iru - 78 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN cts PALM DESERT, CA 92211 Scope I Rev: 580000 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software H EIKKALAbeamcaic.ecw: Calculation! Description R15 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.59 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 79 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description er1 - - es PALM DESERT, CA 92211 Scope Rev:580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Enqineerina Software HEIKKALAbeamcalc.ecw.Caiculation Description R16 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Max Stress Ratio Center Span 7.33 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir, 24F -V4 30.6 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 105.00 #/ft LL 65.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 7.33ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.041 ; 1 -0.006 in -0.010 in Deflection 0.000 in 0.000 in Maximum Moment 3.665 ft 1.2 k -ft Maximum Shear* 1.5 0.0 0.7 k Allowable 9,186.58 Right Cantilever... 30.6 k -ft Allowable Defl ) ... 18.5 k Max. Positive Moment 1.24 k -ft at 3.665 ft Shear: @ Left 0.68 k Max. Negative Moment 0.06k -ft at 0.000 ft @ Right 0.68 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.009 in Max. M allow 30.60 61.500 in2 Reactions... Cf 1.000 Rb @ Right 0.000 in fb 121.18 psi fv 12.04 psi Left DL 0.44 k Max 0.68 k Fb 2,985.14 psi Fv 300.00 psi Right DL 0.44 k Max 0.68 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.006 in -0.010 in Deflection 0.000 in 0.000 in ...Location 3.665 ft 3.665 ft ...Length/Deft 0.0 0.0 ...Length/Defl 14,164.8 9,186.58 Right Cantilever... Camber ( using 1.5 * D. L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.009 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.306 Le 4.118 ft Sxx 123.000 in3 Area 61.500 in2 Cf 1.000 Rb 4.753 Cl 0.995 Max Moment Sxx Req'd Allowable fb @ Center 1.24 k -ft 4.99 in3 2,985.14 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 2.467 in2 2.467 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 0.68 k Bearing Length Req'd 0.203 in Max. Right Reaction 0.68 k Bearing Length Req'd 0.203 in ii> YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN6--'� PALM DESERT, CA 92211 Scope Rev:580000 User: KW -0601715. Ver 5.8.0.1 -Dec -2003 General Timber Beam Page 2 (01983.2003 ENERCALC Encineerino Software WP:1WVn1 Gk.-- Description vem— Description R16 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.68 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in REF=R-ENGE RT �7..r Fier DLR . -711 4•- LL •.LL R. t Zo # �Pj LL �.a•. a�'y i i j y~} - s? LL ; 3�'" USE ALL ,. o L" -L _LQ= i+ 1 •:�•.• `l.'^ �-Bpd ru L.:GA' .R. SUITE G r (r' 'ALM DESERT, 82 I' L�l�' z,6 ... '.7 :r :.::: �"#�+'��.. •.� - � 1 `r � '�.L'- '.713 �� ' U5E luvDL �f LLt d. �Pj LL �.a•. a�'y i i j y~} - s? LL ; 3�'" USE ALL ,. o L" -L _LQ= i+ 1 •:�•.• `l.'^ �-Bpd ru L.:GA' .R. SUITE G r (r' 'ALM DESERT, 82 YOUNG ENGINEERING SERVICES Title: ,lob # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description ev - M PALM DESERT, CA 92211 Scope Rev:580000 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page (c)1983-2003 ENERCALC Enoineerinq Software HEIKKALAbeamcaic.ecw:Calculations Description R17 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined! Section Name 6x6 0.239 : 1 Center Span 3.58 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever it .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads 3.9 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 95.00 #/ft LL 70.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 355.0 lbs 355.0 lbs lbs lbs lbs lbs lbs Live Load 265.0 lbs 265.0 lbs lbs lbs lbs lbs lbs ...distance 2.100 ft 3.230 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 3.58ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.239 : 1 Maximum Moment 0.9 k -ft Maximum Shear* 1.5 0.8 k Allowable 3.9 k -ft Allowable 6.4 k Max. Positive Moment 0.93 k -ft at 2.105 ft Shear: @ Left 0.63 k Max. Negative Moment 0.00 k -ft at 3.580 ft @ Fight 1.23 k Max @ Left Support. 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ C3nter 0.014in Max. M allow 3.90 Reactions... @ R ght 0.000 in fb 403.01 psi fv 27.08 psi Left DL 0.36 k Max 0.63 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.71 k Max 1.23 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.009 in -0.016 `in Deflection 0000 in 0.000 in ...Location 1.876 ft 1.876 ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,713.7 2,731.36 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection a000 in 0.000 in @ Center 0.014 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 83- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description ENID— — PALM DESERT, CA 92211 Scope Rev: 580000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam - Page 2 (c)1983.2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculatiom Description R17 Stress Calcs �I�li09i�'Rlfl"91 Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 int Cf 1.000 Rb 0.000 Cl 625.062 -84.- Max Moment Sxx Req'd Allowable fb @ Center 0.93 k -ft 6.62 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.82 k 0.80 k Area Required 3.855 in2 3.758 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 0.63 k Bearing Length Req'd 0.182 in Max. Right Reaction 1.23 k Bearing Length Req'd 0.358 in Duery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.63 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in -84.- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description EN - M PALM DESERT, CA 92211 Scope Rev:560000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculation NEEKHRMEW Description R18 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Ir Section Name 6x6 ...Location Center Span 5.46 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Max Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 27.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 94.00 #/ft LL @ Left 70.00 #/ft Start Loc 1.900 ft DL @ Right 94.00 #/ft LL @ Right 70.00 #/ft End Loc 5.460 ft Point Loads ueaa L.oaa 44.0 IbS lbs lbs lbs lbs lbs lbs Live Load 33.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.900 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 5.46ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.190 : 1 Maximum Moment 0.7 k -ft Maximum Shear * 1. Allowable 3.9 k -ft Allowable Max. Positive Moment 0.74 k -ft at 2.861 ft Shear: Max. Negative Moment -0.00 k -ft at 5.460 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 3.90 Reactions... fb 320.47 psi fv 23.47 psi Left DL 0.23 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.33 k Deflections Center Span... Dead Load Deflection -0.019 in ...Location 2.774 ft ...Length/Deft 3,489.6 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.028 in @ Left 0.000 in @ Right 0.000 in -0.032 in 2.774 ft 2,056.94 85- Len L:antnever... Deflection ... Length/Deft Right Cantilever... Deflection ...Length/Deft 5 Beam Design OK 0.0 0.7 k 0.000 in 6.4 k @ Left 0.39 k @ Right 0.57 k @ Left 0.000 in @ Center 0.028 in @ Right 0.000in Max 0.39 k Max 0.57 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C erg crs PALM DESERT, CA 92211 User: Kw -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Enaineerino Sol Description R18 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 11:59AM, 13 NOV 06 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 27.729 in3 Area 30.250 ir12 Cf 1.000 Rb 2.998 Cl 388.923 Page 2 RM Max Moment Sxx Req'd Allowable fb @ Center 0.74 k -ft 5.27 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi; Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.71 k Area Required 2.578 in2 3.341 int Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 0.39 k Bearing Length Req'd 0.113 in Max. Right Reaction 0.57 k Bearing Length Req'd 0.165 in query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.23 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in RM YOUNG ENGINEERING SERVICES Title: .lob # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description PALM DESERT, CA 92211 Scope Rev: 580000 User: KVJ-0601715. Ver 5.8.0, 1-Dec2003 General Timber Beam Page 1 (41983-2003 ENERCALC Engineering Software HEIKKALAbeamcalc ecw•Calculation Description R19 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined' Section Name 6x6 -0.019 in Center Span 5.46 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 0.000 in Bm Wt. Added to Loads @ Right Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 27.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 94.00 #/ft LL @ Left 70.00 #/ft Start Loc 1.900 ft DL @ Right 94.00 #/ft LL @ Right 70.00 #/ft End Loc 5.460 ft Point Loads Dead Load 44.0 lbs lbs lbs lbs lbs Live Load 33.0 lbs lbs lbs lbs lbs ...distance 1.900 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 5.46ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.190 ; 1 Maximum Moment 0.7 k -ft Maximum Shear * 1. Allowable 3.9 k -ft Allowable Max. Positive Moment 0.74 k -ft at 2.861 ft Shear: Max. Negative Moment -0.00 k -ft at 5.460 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 3.90 Reactions... fb 320.47 psi fv 23.47 psi Left DL 0.23 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.33 k Deflections Center Span... Dead Load Total Load Deflection -0.019 in -0.032 in ...Location 2.774 ft 2.774 ft ...Length/Dell 3,489.6 2,056.94 Camber ( using 1.5 * D.L. Defl ) ... @ L=ft @ Center 0.028 in 0.028 in @ Left 0.000 in Max @ Right 0.000 in 0.57 k - 87 - Left Cantilever... Deflection ... Length/Deft Right Cantilever... Deflection ...Length/Dell 5 lbs lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 0.7 k 0.0 6.4 k @ L -ft 0.39 k @ Fight 0.57 k @ L=ft 0.000 in @ Center 0.028 in @ F.ight 0.000 in Max 0.39 k Max 0.57 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C a+ es PALM DESERT, CA 92211 Title : Dsgnr: Description Scope : Q v„ User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam (c)1983.2003 ENERCALC Engineerino Software Description R19 Job # Date: 11:59AM, 13 NOV 06 Page 2 Stress Calcs; Bending Analysis Ck 24.972 Le 4.118 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 2.998 Cl 388.923 Max Moment Sxx Req'd Allowable fb @ Center 0.74 k -ft 5.27 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.71 k Area Required 2.578 in2 3.341 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 0.39 k Bearing Length Req'd 0.113 in Max. Right Reaction 0.57 k Bearing Length Req'd 0.165 in Euery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.23 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in REFERENCE P2 2.1 e , _ Lj, 3b /oaa, cox - ,a jl 2U 62.z1 y 1.0 4L� !3S(o :re DL =Cav%- LL L ` •/3 LLR= �1.7zd - �/v/'t•'-% t 5/L� _ /3s'PtF Lel i.Lc L!O (12')% 20t = Hd l' USE tropti:, DLA LLL_ 922ti/ DLR LLR= 1•2-2.y uss X-4 4, 413. - 2tZ Li D4 DLR = 59s LLL _ Q. Ar 1.9 2 =. USE &Z23 DLA p LLL = 2r 73 R DL = zy to 16 LL = Zlo73 4 USE ( S 1�6 x 2 s II �74G' PAJE JOS Nf;I�f SHEET YDi1NG- EM!�ll IESF IIJ!� SER\/ICES 77-bOi WILDCAT DR SUITE G 89 PhLM V=SERI, GA,. 9:2211 PH "160-3bO-57"10 FlJ; 7bO-5bC,-5-71p YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R20 General Information Span= 18.00ft, Right Cant= 1.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Center Span 18.00 ft .....Lu 1.33 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever 1.00 ft .....Lu 1.00 ft Member Type GluLam Douglas Fir, 24F - V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Our. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Trapezoidal Loads Span= 18.00ft, Right Cant= 1.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin #1 DL @ Left 435.00 #/ft LL @ Left 435.00 #/ft Start Loc 0.000 ft DL @ Right 435.00 #/ft LL @ Right 435.00 #/ft End Loc 4.330 ft #2 DL @ Left 435.00 #/ft LL @ Left 435.00 #/ft Start Loc 13.000 ft DL @ Right 435.00 #/ft LL @ Right 435.00 #/ft End Loc 19.000 ft #3 DL @ Left 40.00 #/ft LL @ Left 40.00 #/ft Start Loc 4.330 ft DL @ Right 40.00 #/ft LL @ Right 40.00 #/ft End Loc 13.000 ft Point Loads Dead Load 1,336.0 lbs 1,336.0 lbs 995.0 lbs 995.0 lbs lbs lbs lbs Live Load 1,224.0 lbs 1,224.0 lbs 912.0 lbs 912.0 lbs lbs lbs lbs ...distance 4.330 ft 13.000 ft 4.330 ft 13.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK ME Span= 18.00ft, Right Cant= 1.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.630 ; 1 Maximum Moment 33.9 k -ft Maximum Shear * 1.5 11.7 k Allowable 53.8 k -ft Allowable 22.1 k Max. Positive Moment 33.90 k -ft at 11.848 ft Shear: @ Left 9.09 k Max. Negative Moment -0.23 k -ft at 18.000 ft @ Right 9.05 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support -0.45 k -ft @ :enter 0.374in Max. M allow 53.84 Reactions... @ Right 0.063in fb 1,470.02 psi fv 126.95 psi Left DL 4.74 k Max 9.09k Fb 2,334.55 psi Fv 240.00 psi Right DL 5.18 k Mar 9.95 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.249 in -0.476 in Deflection 0.000 in 0.000 in ...Location 9.038 ft 9.038 ft ...Length/Deft 0.0 0.0 ...Length/Deft 866.0 453.57 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.042 in 0.081 in @ Center 0.374 in ...Length/Defl 569.6 296.9 @ Left 0.000 in @ Right 0.063 in ME YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description rN, - es PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculatlons Description R20 Stress Calcs Bending Analysis Ck 22.210 Le 2.739 ft Sxx 276.750 in3 Area 92.250 i-2 Cv 0.975 Rb 4.747 Cl 0.997 Max Moment Sxx Req'd Allowable fb @ Center 33.90 k -ft 174.26 in3 2,334.55 p:i @ Left Support 0.00 k -ft 0.00 in3 2,340.44 ps-i @ Right Support 0.45 k -ft 2.29 in3 2,336.06 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.71 k 11.65 k Area Required 48.798 int 48.547 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 9.09 k Bearing Length Req'd 2.730 it Max. Right Reaction 9.95 k Bearing Length Req'd 2.986 it Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 9.08 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 9.08 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN ors PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715. Ver 5.8.0, 1 -Nov -2116 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculalions Description R21 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Max Stress Ratio Center Span 12.75 ft .....Lu 1.33 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 ...Length/Deft Bm Wt. Added to Loads 2,843.09 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 192.00 #/ft LL 192.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 12.75ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.149 : 1 Deflection -0.028 in -0.054 in Deflection Maximum Moment 0.000 in 8.2 k -ft Maximum Shear * 1.5 3.0 k Allowable ...Length/Deft 55.2 k -ft 2,843.09 Allowable 2.98 k 22.1 k Max. Positive Moment 8.25 k -ft at 6.375 ft Shear: @ Left 2.59k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Left @ Right 2.59 k Max @ Left Support 0.00 k -ft Max. Right Reaction @ Right Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.043in Max. M allow 55.21 Reactions... @ Right 0.000in fb 357.53 psi fv 32.30 psi Left DL 1.36 k Max 2.59 k Fb 2,393.81 psi Fv 240.00 psi Right DL 1.36 k Max: 2.59 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.028 in -0.054 in Deflection 1000 in 0.000 in ...Location 6.375 ft 6.375 ft ...Length/Deft 0.0 0.0 ...Length/Deft 5,396.5 2,843.09 Right Cantilever... 2.98 k Camber ( using 1.5 * D.L. Defl ) ... 12.417 in2 Deflection ).000 in 0.000 in @ Center 0.043 in ...Length/Defl 0.0 0.0 @ Left 0.000 in 2.59 k Bearing Length Req'd 0.777 ii Max. Right Reaction @ Right 0.000 in 0.777 i -i Stress Calcs Bending Analysis Ck 22.210 Le 2.739 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 4.747 Cl 0.997 - 92 - Max Moment Sxx Read Allowable fb @ Center 8.25 k -ft 41.33 in3 2,393.81 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.98 k 2.98 k Area Required 12.417 in2 12.417 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 2.59 k Bearing Length Req'd 0.777 ii Max. Right Reaction 2.59 k Bearing Length Req'd 0.777 i -i - 92 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN - - PALM DESERT, CA 92211 Scope Rev: 560004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R21 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.59 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 93- YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description acC5 PALM DESERT, CA 92211 Scope Rev:580004 User: KW-0601715, Ver 5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecv:Calculations Description R22 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000- Base allowables are user defined Section Name 5.125x18 Max Stress Ratio Center Span 9.50 ft .....Lu 1.33 It Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 It Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 ...Length/Deft Bm Wt. Added to Loads 6,873.06 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 192.00 #/ft LL 192.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 9.50ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.090 : 1 Deflection -0.009 in -0.017 in Deflection Maximum Moment 0.000 in 4.6 k -ft Maximum Shear " 1.5 2.0 k Allowable ...Length/Deft 55.2 k -ft 6,873.06 Allowable 1.99 k 22.1 k Max. Positive Moment 4.58 k -ft at 4.750 ft Shear: @ Left 1.93 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Left @ Rght 1.93 k Max @ Left Support 0.00 k -ft Max. Right Reaction @ Right Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft Stress Calcs @ Canter 0.013in Max. M allow 55.21 Reactions... @ Rght 0.000in lb 198.49 psi fv 21.56 psi Left DL 1.02 k Max 1.93 k Fb 2,393.81 psi Fv 240.00 psi Right DL 1.02 k Max 1.93 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead toad Total Load Deflection -0.009 in -0.017 in Deflection 0000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 13,045.8 6,873.06 Right Cantilever... 1.99 k Camber ( using 1.5' D.L. Defl ) ... 8.288 int Deflection 0000 in 0.000 in @ Center 0.013 in ...Length/Defl 0.0 0.0 @ Left 0.000 in 1.93 k Bearing Length Req'd 0.579 in Max. Right Reaction @ Right 0.000 in 0.579 in Stress Calcs Bending Analysis Ck 22.210 Le 2.739 ft Sxx 276.750 in3 Area 92.250 int Cv 1.000 Rb 4.747 Cl 0.997 - 94 - Max Moment Sxx Req'd Allowable fb @ Center 4.58 k -ft 22.95 in3 2,393.81 ps @ Left Support 0.00 k -ft 0.00 in3 2,400.00 ps @ Right Support 0.00 k -ft 0.00 in3 2,400.00 ps Shear Analysis @ Left Support @ Right Support Design Shear 1.99 k 1.99 k Area Required 8.288 int 8.288 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 1.93 k Bearing Length Req'd 0.579 in Max. Right Reaction 1.93 k Bearing Length Req'd 0.579 in - 94 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN ccs PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0,, -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcatc.ecw:Calculations Description R22 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.93 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 9 5 - YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eft ccs PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKAtAbeamcalc.ecw:Calculations Description R24 General Information 5,149.0 lbs lbs lbs Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name 5.125x28.5 Center Span 23.00 ft .....Lu 23.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 28.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Right Cantilever... Bm Wt. Added to Loads Span= 23.00ft, Beam Width = 5.125in x Depth = 28.5in, Ends are Pin -Pin Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 30.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 5,149.0 lbs 5,149.0 lbs lbs lbs lbs lbs lbs Live Load 2,673.0 lbs 2,673.0 lbs lbs lbs lbs lbs lbs ...distance 6.500 ft 16.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary ...Length/Deft 0.0 0.0 ...Length/Deft 1,284.8 877.59 Right Cantilever... Beam Design OK Span= 23.00ft, Beam Width = 5.125in x Depth = 28.5in, Ends are Pin -Pin Camber ( using 1.5 * D.L. Defl ) ... Max Stress Ratio 0.547 : 1 0.000 in @ Center 0.322 in Maximum Moment 55.1 k -ft Maximum Shear * 1.5 12.6 k Allowable 100.7 k -ft Allowable 43.8 k Max. Positive Moment 55.11 k -ft at 11.500 ft Shear: @ Left 8.56 k Max. Negative Moment 0.00 k -ft at 23.000 ft @ Right 8.56 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ :enter 0.322in Max. M allow 100.74 Reactions... @ Right 0.000in fb 953.14 psi fv 86.42 psi Left DL 5.89 k Max 8.56 k Fb 1,742.49 psi Fv 300.00 psi Right DL 5.89 k Max 8.56 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total-Load- otalLoadDeflection Deflection-0.215 in -0.314 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,284.8 877.59 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.322 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN us PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R24 Stress Calcs Bending Analysis Ck 19.865 Le 44.367 ft Sxx 693.797 in3 Area 146.063 int Cv 0.909 Rb 24.040 Cl 0.639 - 9 7 - Max Moment Sxx Req'd Allowable fb @ Center 55.11 k -ft 379.51 in3 1,742.49 psi @ Left Support 0.00 k -ft 0.00 in3 2,726.49 psi @ Right Support 0.00 k -ft 0.00 in3 2,726.49 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.62 k 12.62 k Area Required 42.076 in2 42.076 int Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 8.56 k Bearing Length Req'd 2.571 in Max. Right Reaction 8.56 k Bearing Length Req'd 2.571 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 8.56 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 9 7 - • .1 REFERENCE 22.3 4 ijef I DLA LLL' 2�n . LLR= Za73y 2a (x) = ybrcF Pd 24.1 UL. 422.6- l = Iszy USE4.1 DLL DLR LLL LLR = USE DLR LLR= USE DLA LLQ - LLR= USE. 4======= , - 17�=TE IJO�. NAI IE.: 5HEEi YOUNG clllill�EERlII!� 5 RVIG=E 9 8 _ 1T -b04 WILDCA7 OR. SUITE EM JoB Ido.: PALI.1 OE52FT, Ch.. ^2211 PH 160-560-51-70 FAx 160-960-5119 P Company Young Engineering Services Des'gner RR Mar 27, 2007Job Number.- 06-1408-154 BENT STEEL BEAM (R23) 8:06 AMChecked ey:_ Company Young Engineering Services Designer RR Mar 27 2007 Job Number : 06-1408-154 BENT STEEL BEAM (R23) 8:06 AM Checked By: C_aC_t FaGt Yes -- 4 ,;E/1.4 (BASIC ELASTIC EQ FR:..� 5 E (USED FOR CHECKING SEI... — —}-- j EmOMEGA Ej 4 1.4 . .�.m-2.8E (USED ... '3.92 7 W (WIND FOR CHECKING WI... -'— —"= 5 1 -- OPE THE?LLONGg ENVEL:...... D Yesl I 1 I=--�•----..—....—�.__.._ 11 .—....._. D±L+S. Lz-121_ ------ _eYes; 1 1 3 1 12 � D+L+W 12-13 —st----•_- 6 1 � 5 1_I RISA -2D Version 7.0.0.6 [C:lDocuments and Setting slericf\Desktop\BSB(R23),.R -101- Page 2 Company Young Engineering Services Designer RR Mar 27 2007 Job Number : 06-1408-154 BENT STEEL BEAM (R23) 8:06 AM Checked By: ...... ___...... ....... _..... p@Scriptlon _..c..'__ RISA -2D Version 7.0.0.6 [C:IDocuments and Setting stericADesktop\BSB(R23).R2D] Page 3 - 102 - Company Young Engineering Services 8:06 AM Job Number 06-1408-154 BENT STEEL BEAM (R23) Checked By: RISA -2D Version 7.0.0.6 [C:\Documents and Settings\ericf\Desktop\BSB(R23).R2D] Page 4 1O3 Company Young Engineering Services Designer RR Mar 27, 2007 Job Number, 06-1408-154 BENT STEEL BEAM (R23) 8:06 AM Checked By: _._.-__.__.....__�..._.-_.__- res Yes._ Yes -Yes �— _ _....07 -.U.BC..1.2-6...(d�._:_____....._.._...__ - Yes . Yes ^ ss Yes I Yes_..—] — de._.._ _ Yes Yes _.__..._ _.... ........ .... .. Yes......... •_. RISA -2D Version 7.0.0.6 [C:1Documents and Setting slericRDesktop\BSB(R23).R2D] Page 5 -104- Company Young Engineering Services Desner RR Mar 27, 2007 ig� CheR23) Job Number : 06-1408-154 BENT STEEL BEAM Che AM ckkee d By: Joint Loads and Enforced Dis lacements BIC 1 : D Joint Loads and Enforced Displacements BLC 2: Lr 1.-;-. 1 ..L-1 - - _ Member Point Loads (BLC 1 : D) RA....J-.._ � -,-, -- Member -Point Loads (BLC 2: Lr) AA. -..-L...- 1 -1_1 _ - 5.75 :. _485 ;.;---- Hot Rolled. Steel Properties RISA -2D Version 7.0.0.6 [C:\Documents and Setting s\ericADesktop\BSB(R23).R2D] Page 6 105- REFERENCE k l DL a •ls7Wc� !Z s LL t DL t R - ` ! 5" 7 V L $a� LLa" $10 s..:.. 2S0Pc1= , zo USE �Xio DLL =' l31Z !O D c, 13l2� LLL (0 )5 LL' 673'• . 1 (127 Pnz4�,c= ! D':t Ll ib DLR LL =. ! Z� Y ,t . LL jo -Yo PIP Aa2e, .ot 1312. DLL = DLR = LL = LL R= USE 'E - DATE JrJG NAME.: SHEET YOUNG i W51t I'=_°R'.IIq?.'• SERVICES 1 O 6 _ 77-60! WILDCAT DR SUITE F'AtN D�5ERT, Gi.. ^1211 BY: _IO? I`i0.: PH 760-360-57'10 Fhx 76!i-960-S71R YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eNces PALM DESERT, CA 92211 Scope Rev: 580004 U v 580-0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c), 983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R25 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000- Base allowables are user defined Section Name 6x10 0.616 : 1 Center Span 12.00 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Allowable Bm Wt. Added to Loads Max. Positive Moment Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 250.00 #/ft LL 135.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 12.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Dead Load Total Load Max Stress Ratio 0.616 : 1 Total Load Deflection -0.195 in Maximum Moment Deflection 7.2 k -ft Maximum Shear * 1.5 Allowable ...Length/Deft 11.6 k -ft 0.0 Allowable 739.7 Max. Positive Moment 7.15 k -ft at 6.000 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Rght Max @ Left Support 0.00 k -ft 0.0 0.0 Camber: @ Left Max @ Right Support 0.00 k -ft Max. Right Reaction 2.38 k @ Right @ Canter Max. M allow 11.61 Reactions... Stress Calcs @ R.ght fb 1,037.42 psi fv 59.68 psi Left DL 1.57 k Max Fb 1,684.24 psi Fv 106.25 psi Right DL 1.57 k Max Deflections Beam Design OK 3.1 k 5.6 k 2.38 k 2.38 k 0.000 in 0.292 in 0.000 in 2.38 k 2.38 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.195 in -0.295 in Deflection 0,000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 739.7 488.40 Right Cantilever... 3.12 k Camber ( using 1.5 * D.L. Defl ) ... 29.349 in2 Deflection 0000 in 0.000 in @ Center 0.292 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.694 in Max. Right Reaction 2.38 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 3.940 Cl 0.998 Numm Max Moment Sxx Req'd Allowable fb @ Center 7.15 k -ft 50.96 in3 1,684.24 ps. @ Left Support 0.00 k -ft 0.00 in3 1,687.50 ps @ Right Support 0.00 k -ft 0.00 in3 1,687.50 ps Shear Analysis @ Left Support @ Right Support Design Shear 3.12 k 3.12 k Area Required 29.349 in2 29.349 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.38 k Bearing Length Req'd 0.694 in Max. Right Reaction 2.38 k Bearing Length Req'd 0.694 in Numm YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN ccs PALM DESERT, CA 92211 \ Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R25 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.38 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN ces PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.emCalculations Description R26 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Max Stress Ratio Center Span 10.00 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Allowable Bm Wt. Added to Loads 11.6 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 250.00 #/ft LL 135.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 10.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.455 : 1 -0.094 in -0.142 in Deflection 0.000 in Maximum Moment ...Location 5.0 k -ft Maximum Shear * 1.5 2.5 k Allowable 1,278.3 11.6 k -ft Right Cantilever... Allowable 5.6 k Max. Positive Moment 4.97 k -ft at 5.000 ft Shear: @ Left 1.99 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.000 in @ Right 1.99 k Max @ Left Support 0.00 k -ft @ Right 0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.141 in Max. M allow 11.61 Reactions... @ Right 0.000 in fb 720.43 psi fv 48.36 psi Left DL 1.31 k Max 1.99 k Fb 1,684.24 psi Fv 106.25 psi Right DL 1.31 k Max 1.99 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.094 in -0.142 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,278.3 843.96 Right Cantilever... 2.53 k Camber ( using 1.5D.L. DO ) ... 23.784 in2 Deflection 0.000 in 0.000 in @ Center 0.141 in ...Length/Deft 0.0 0.0 @ Left 0.000 in 1.99 k Bearing Length Req'd 0.578 in Max. Right Reaction @ Right 0.000 in 0.578 in Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 3.940 CI 0.998 Max Moment Sxx Req'd Allowable fb @ Center 4.97 k -ft 35.39 in3 1,684.24 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.53 k 2.53 k Area Required 23.784 in2 23.784 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.99 k Bearing Length Req'd 0.578 in Max. Right Reaction 1.99 k Bearing Length Req'd 0.578 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0,1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculalions Description R26 Query Values M, V, & D @ Specifie7Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.99 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description eN - es PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description R27 General Information Span= 6.33ft, Beam Width = 5.500in x Depth = 9.51n, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined ' Section Name 6x10 Center Span 6.33 ft .....Lu 6.33 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 2.7 k Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 40.00 ft/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 675.0 lbs lbs lbs lbs lbs lbs lbs ...distance 5.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 6.33ft, Beam Width = 5.500in x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0.479 : 1 Maximum Moment 1.9 k -ft Maximum Shear " 1.5 2.7 k Allowable 11.6 k -ft Allowable 5.6 k Max. Positive Moment 1.93 k -ft at 5.241 ft Shear: @ Left 0.50 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Pight 1.81 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.019 in Max. M allow 11.56 Reactions... @ P.ight 0.000in fb 279.40 psi fv 50.89 psi Left DL 0.39 k Mar 0.50 k Fb 1,676.73 psi Fv 106.25 psi Right DL 1.25 k Mar 1.81 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead _oad Total Load Deflection -0.013 in -0.017 in Deflection 0.000 in 0.000 in ...Location 3.494 ft 3.519 ft ...Length/Deft 0.0 0.0 ...Length/Deft 6,061.6 4,352.24 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.019 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:08AM, 27 MAR 07 SUITE # C Description etv PALM DESERT, CA 92211 Scope Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculatlons Description R27 Stress Calcs Bending Analysis Ck 24.972 Le 12.625 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 6.899 CI 0.994 - 1 1 2 - Max Moment Sxx Req'd Allowable fb @ Center 1.93 k -ft 13.79 in3 1,676.73 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.70 k 2.66 k Area Required 6.545 in2 25.024 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.50 k Bearing Length Req'd 0.147 in Max. Right Reaction 1.81 k Bearing Length Req'd 0.528 in Query Values M, V, 8r D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.50 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 1 1 2 - Q-34 Active Fault Near -Source Zones This map is intended to be used in conjunction with 2. the 1997 Uniform Building Code, Tables 16-5 and 16-T ! Q-34 California Department of Conservation f Mines and Geology Q-3 LEGEND Soo expandod legend awl Index ump Shadod zones aie %ilhin 2 knn ul Mocnl salsnllc solllcos. ® A fault 17-7-1 B fault Contours of closes[ hodzonlal dlslance to known selsmic sources. ------- ---------- 5 km --------------------------- 10 km -------------- 15 kin 5 10 Kilometers 1/V is approxhnalely equal to I km Mgusl, 1997 GENERAL INPUT & OUTPUT GENERAL INPUT ,.LEVEL DIAPHRAGM DEAD LOADS WIND -RDRy STORY WEIGHT WIND DATA XEIGM (4) (E) - (e) (4) EM.WALL OR.WALL WINDOVERRIDE PRESSURE .NIRIFICA710N LD WIND SPEED 70 FT POP .1w PBF PIMP - PBG P. PSF • A% UOIX' WIND EXPOSURE C M. p 0 0 SENMUC DATA p 0 0 SIMPLIFIED BASE SHEAR N 2015 27 0 16.43 IV, 0.22] 12762 SOURCE TYPE A. 16 2] 37 28 Y 17 10 0 17.29 99•.. 01]4 261520 SOIL TYPE D.DEFAULT TYPE w ..' „ • •. 2007 CAC. .Y'"•'"S :•f ... ,. ,':• _... .. .a;+1:' .,+� LW NUMBERING t ..�.. .. .. ..'t.E LABELS FOR AUTO .. ZONE 4 R. a,5 364 V. CVVR W 0.781 SMALL BE THIS EXCEPT' LEVELS LEVEL START START NO NO l�, ,..s"•F• - ~T" -•.Y'" k �:y, F t• P •p ( i Ia. 1 (365 V.2.SC")W 0.248 NEEDNOT EXCEED NO. LEVELS '2 (]661 V.1.11GIW O.N. BUT NOT lES9 THAN DISTANCE KM9.8 (367) V.I.BZNN/R)W 0.035 Bl1T NOT LESS THAN IN ZONE < 1 Rpt, M• 24 (30-11) V (3Cb/RIW 0.296 SIMPLIFIED STATIC IIF USED) LEVEL] LEVEL START START NO NO C1. 0.02 }Tg70 4 'TO MRL EIM"MEC C �. 1 T �• METHOD 2$ L J ?k T.CIIMI 022 Z. O.a0 Nb• 101 'y t '1 S i'♦ L *'t'S�.,+. "tt j` i,{ 41 xT i ti HT(� H C. Ca I P L J t'� •u Yk+y F7.} 7�3rtJ Mr. t4 ,�i(,-"SLRii �± 1+',I •T (¢ Ai, :t�A jj..Y�r^ (�i�.' �1� ,b� tu�.M '4 Vy,' Yx i. t �[.R'S #t1C (2sY�ti`4y ti• ai'sit7rtw t.�>,.� k +a 'y'� f�6C �} ,y�'Y� -i 1. '4 }) f � t�{.N I y r iii inti i�£ �x a Al. �.L �L.1• i /b` L; tt" ,v •{.; 1 t2*•c'✓V. T �H 'N a•�, s 'Jl^iA , 1.yX 0 �� !- J 'S .t�' tj`t'f1, ,9?' S t.tl Fj. Y�y/ C S#' ip� 1 t < of i r JY U� �+�• 'u. Y Li Y"F� rr �.{„w. b r`)!• t A c2'WM5'�Sc A -p �` ,{R , R „ "Y1j i ! 'YYi J y'\ .e i•1 +" rt,l.lr" ley Aq :) 24^X.:;' ,{1. , ..k i d�� H Mr. 122 615 1.06 1.30 1259 1.00 11.35 20.00 1.17 1.30 12.69 1.00 16.50 24.00 1.19 1.30 12.59 1.01) 19.48 A 1 -1 0B1A 0.0 1.23 1.W 0.14V 40.00 1.31 1.40 12.69 1.00 23.10 ��� •N' .. 1.10 12.59 25210)f)1�! C. C-0.78 WO RHO 024 0176 G,• 1630.8.2 280 P 1630.82 tp 6000 5] 140 1259 100 2697 -. LRFD LDF 1630.8.2 tC" '' 14Y„ -'tL x r .1 Mkt `„�iy < f 1 ! y,l i lx ♦♦T��S� f' ',ti r, 'M�i \t{1 jyi�l' R L U• .',y "'" '4 7 ; aLT' ,f S1w3.r�N .3, } �e1T� ;�•t^'.'.kn�trl +A q cY ,.2j a t•'r J `,. 5 ` �"�'d'iSz r S. °' r .x t{ 'PN { �L.i �T .,» Slt /!r (: .4 ,_rrli �N-• .1< '2.r�`�IT. .L z,tF} 'Ka.: �% P (RHGCALCULATION ASO LDF CH. 23 OIVAII l y ASD ST INCRFA9E ti, LRFO/ASD FACTOR FOOTPRINT AREA Ab 6151.003,-",i.Jly� T«. ?2 hri a "4fl�. L� .7yy AS. i , f.. (t u4 �2 y T' �•/ 1 u ,7". §.� !L'L .(1L Y i#'• yS Ci V(( '4 i. Ii`.Ei ..5r�>r Y�'Jp! G ' LjrRf \ S #trd x Y {, ti K Y` GtY. LJLu1 T�, � r' kfy� '{_ 15 h+^ Y7. _�.:1 T}ll' .'71 *ilT by tl4 I'( V S DEFAULT 1.0 I'T.'.• 111 .•+.x'\ } 3 l�,iL' SEISMIC DATA LEVEL 1 LEVEL 2 LEVEL LEVEL % V X Y X Y X Y r MAX SHEAR WALLS (CALCI 0.120 0.t60 0.00 0.240 I MAX SHEAR WALLS I MAX FRAMES I MAX BRACED FRAMES I MAX GNT, LOIS. I MAX INPUT 0.120 0.160 0.570 0.240 GLC .0.125 O.a06 1.55, 0.63] oMANUAL OVER[ 1.000 1.000• 1.000 1.000 I.= 1.000 L1100 1.000 o USED 1000 1.000 1.600 1.000 1,000 1.000 1.000 (1) - Input Line Data - 1 14- (Heikkete)V12001CBCv2.00.x1s 1 1 5 - `.y LINE INPUT.;(1}3ar F,=x k;; i f - , y _..._..,. ^LEVEL .•. FROM ~ , {:�. TO _. ,... AREA ,r "da -,;:.r .. kdD r .s.y�� Lr (e) . -.«. 1 rte; Lr (b) , Lr (c) _ L`(d) No. Int ,, H lnt, No axt° + , H ext' f. L XlY SUPPORT M LINE FOMMENT rou UNE UNE FT ss FT 4 FT y�f FTu a", FT F J ET S t f g 's�3 fie} ..tib % FT FT. S y.CODEf j o ' �J'r' i4 ftff C ,:«, `,.''y, •, V5, •� f - -'_ i' '".tt'.f'#,r �,. t �. +�'"'v ; ejj}{j[jfF ldAal 4''7i. t} ! + L �'. "{ yy ! ii'F+L ij Y �-.a .•! a:d: �,i3� 1 Y(f( ._ `! { - � � 1'"4i N { - J � a � ))) - �� '•�.A� �'vilii � J � 4 YJ !' / � S } Z� >�J /t _11 % '-'k.�y 4�Rr cif f�e.1+�i;u� nArN7s"'�i`3'a7�"°"',rfi4;� 1 - -2 4 275' 6.5 `. 13 :": - - „_._ 2 6.5' _18.00 Y 2 3 4 : a.•t Y E i.. 3 4 3 6.5 4.5 13 1 4.5 2 "4.5 13.00 Y S" 1 4' 5 2 5.5 7 13 "r s;•. 4 7 13.00 Y I.-_ 1 6' 7 1 2.75 6 13.5 -' a 2 8 15.00 Y S` 7 8 1 Y E !' a' 9 14 6.75 4.5 35.5 _ t '" 2 4.5 7.50 Y S ? `" 9 - ""10 14 6.75 4.5 35.5 ,.:, ...- ,, 3 ` 4.5 24.50 Y -_l,._ 11 12 15 7.25 5.5 9.5 2 5.5 11.00 Y S 1 12 - 13 15-.. _ • .. .._. Y E ? 13 14 5 3 8.5 52 5 6.5 ""3 -6.5 2050 Y S I 14 - 15 6 8 B 19.5 .. .;., i 4 6 13.50 1 15 16 7,8 2' 8.5 26.5 19 2 '" ' 8.5 ' 4 - B.5 34.50 1 Y I ' I 18 17 9 1 6 5 16.5 6.5 '' 4 5-' 16.50 Y 1 ? 17 18 11 2 4.75 30 4.75 3 4.75 14.00 Y I ! ' 18 - 19 12 3 3.25 ' 5.5 "' 2 -3.25 1 7.50 Y 19 20 12 _ Y E ... 20 21 10 6 5 13.5 1 5 3 6 19.00 Y :` S i 21 22 10 1 . Y E 1 22 ' 23 13 325' S ` 11 - a • .::.Y,. 1 «.. - .5-. 2 :,_ > 5 10.00 Y $ 23 24 13 - = Y E 24 25 1 5 3 6.5 20.5 "` '2 6.5 17.00 X S i LINE INPUT LI L1 ■mie®©©��-ii��©��©0 L1 LI LI �eoo©�■■iiie��ia� :„ ©ice■ Li■e®oi��i�i�ivi��i�i■i�ii■©a I.1 ®e�aoo®ieiiiii�oe�©■viii LI ©e©aiii�i■■iii■i■ii��i■i©©� LI eae■�a®imiii�i©� ©o� L oe©amr�®iii©�a■� ©aei� I ©eoo®v®iii�i©■oe�©moi L, L1 LI L,.s�eom©ems®iii�iaiE!©a L,emmm�s�iiiao©© ©ii■i�� LI memmi��i�■ii■i�i�iii©i© LI me■�mm®m�ii�i®® ©a L, �e•emm©ii[iiii�i©ems , „ ©©��i LI ieomi■iie■i®�i�i■ii■i�i©ie! L 1 L1 L1 LI LI LI L, L1 L, r.f^.. !`V'. I :Y, .,- � Y Y, •' ., 4'. :'T :t :.4�'Af _.: .. ' J S 1Y1`�.1 J � I 11tJ� '�(t � ,. 5 � .. ' UTr(2)={+=k£+_£r 1 5 � f r -ffE �,iLEVEL ��."� ADDUNE SHEAR ,.°. ' x. Vaa y 6Vwa D UNE: X START X END I , UNE � S X START ;,.-.:'X END fF LEVEL NO. UNE NO. LEVEL' NO. , UNE NO ` LEVEL HQ' i UNE NO. ` LEVEL NO' ' UNE NO. : LB. k; L8 _, —' �: y4:; ..f'sfT.:'. I'# — x ... _i FT, £ .' l; FT. ' 1. xt phi} ! }�31, i, t F:.� `. �rY i� �'-.✓r i.js€ $h 75 >'Ln: _� �-�1' ..k:,!£� '1"F i��b� �i� y..i S i ySF , ' i�. ::�'`. :} .,�.: r �.. "1'r�� 1} ...-t�. �,++:. t,(t ,rk.t.sk! t F i � -.$:�� � -.'ki: �jly i:� r ip. "S� f Cn#; Z :ri ✓•Y�'�; i y f.. {T �,,.. Y .:b'i, r . s 'it.: 'i .�T �Y K Sf 'Yr tsy.J:�+L� _..{s LL +may - v�hx.� _•'4a. `�, 2. L Y';1:. +.1t Z �-. t, e'x. ' 'b � ;t .F: � 1.FY"r.-M1•'r!. A� rl 1. �:. �( ! -.k -.i- :1` aI'F,F'IF #i 4'�..` 1 ,a 1 '-� r 5 2.�-xn. Y'-S•�•2,.u�... <.� iIp'GkS °s`.. #__ F. } i r T �� :.A � T:: t:{iC•. F: t?�tt� ,�sL .fyFi4i A .:l..l .' -F - 1 — 2 _, _- e 9 1 R f195 208.06 51 R 2 — 3 ,..: - -- '. 2L 1.195 208 52L 3 4 i 1 1 ;. _ 2R £. 52R 4 5f - a 3L 53L 5 _ 8 1 r v,. r. , .. r " s'�i i 3R 1208- 221 . 53R 8 7 4L 1208 221 54L T 8 _ t �, - 4R ". 213 226 54R 5L —213 ' 226' 55L 9— 10 2 101 0, a a# 5R 55R 10' 11 6L 56L 11 " — 12 ,. _ 1 6R 1 '221' ..: 234 56R 12 13 - y.,, -y, 7L 221 234 57L 13' 14 ti. r,•-. S.. 7R 57R 14' 15 f . 8L 56L tD 15 16 8R ; 172 200 58R 16 ' 17 ..... .., _ _. s £ 1 20 2 103 ' 9L 165 200 59L 17 ' 16 2 104 9R :' 165 200 59R -.. 18 — 19 1 22 { <.-, 10L 1 165 201 60L 19' — 20 - .. t :.._ 10R 60R 20' 21 .� _ r .... 11L 61L 21 — 22 2 102 -„- - ; �.:_ _. .: 11R 200 . 209 61R _ 221 — _ r i ” 12L 200' . 209 ` 62L _ 23 — 24 ds r.,., ,: ... 12R 62R 1 24 5 — 25 .. , ... c. _ - 13L ,:.,..# - . . 63L Ll L1 De�-------®-���-- L1 L, mem■����■��e���■���®�®��®ori L1 L1Ll L1 L1■ee�eo■■��■���■����������eet®������■ L, ■ore©■�e�����■�e�■�■i_��mm���■ �� Ll Ll Ll L1 De�--------®�®®�®-- L1 �e�_-------®--®-- L1Ll L1 se■e©©----��®��®-- L, L1 De�_------���-��-- L1 L1 L1 L1e®0�---0--����0-® L1 L1 LI ae©�i�ir®iii®iiii�i®ii ••■ L1 LI L,Ll L, L, i>•e0�iiiir�iii�iii�i� ,. ,. L, L, L,Ll Li LI LI sn■e®�iiii��iiil�ii�i�® .' L1 �■®em�■i�i■i��i��i���i®i■iiio� „ " LI L, LI L, �eaiiii��iii�iii�� ., •' LI L, L, L1 ®em�iiii��iii®iii�� " •. L1 me®�iiii��iii®i■i®®it .' LEVEL FROM TO Pal X1 Pa2 XZ Psi X3 Was Pw1 X1 i Pw2 X2 Pw3 X3 Waw Le LC SEISMIC WIND LINE UNE l _ _ 1 B FT LB FT lB FT LB/F7 LB FT LB FT (B FT LBIFT FT SCALE SCALE s # FACTOR FACTOR i Ll Ll Ll Ll Ll Ll Ll Ll Ll Ll Ll L1 L1 L1 L1 L1 L1 L1 L1 Li L1 L1 L1 L1 LINE°QUTPUT t LEVEL FROM TO SEISWC 7. Wa11A LOA0.4 TO DIAPFIRAOMS VVND SEISMIC WIN PYVfHA I91FT LBIFT DIAPHRAGM CHORD FORCES WIND (T" LB-F'T SEISMIC Pf WIA UiFT .� UNE FORCES, •.1.. - i, VV94D SEISMIC Vw VAMA' LB LB . SEISWC PVSM.4 LB .. WALL LENOT" 'ALONG "* UNE.: • bTOTAL _ + FT ELEMENT STORY HEARATIOEACH _ x Y'•. -. rix~. ••`r1Y - DNPHRADIL-LEN07T1 �ii $WE OF LWE LEFT s fUGKF Ldl- r Ldr r FT - _- FT . - .:. II LEFT I - vwl l.. ' L3/FT:.. DVIPHRAOM UNIT MEARS Y SISMCUNE .RIGHT :^ LEFT_ - �.. vwr PWYM •, LBhT _.. • LSIFT RIGHT -c M.4 LBIFT 1 2 100 180 IOD 197 310 1440 897 897 13 2 3 1440 897 897 13.01 0.0100 13 111 69 3 4 104 190 104 308 189 2675 1573 1573 828 0.0400 13 98 53 4 5 144 218 144 350 234 2639 1612 1612 16.93 0.0200 13 13 97 106 53 71 5 S 1 1404 936 938 5.33 0.0300 13 106 71 S 7 99 151 99 314 206 1133 743 743 13.97 0.0100 14 84 55 7 S 1133 743 743 5.78 0.0200 14 84 55 8 9 194 194 194 38 38 728 726 728 27 26 28 9 10 207 194 207 410 437 4036 3808 3808 11.51 0.0800 34 34 21 69 21 74 10 11 2377 2534 2534 9.00 0.0s00 35 67 71 11 12 77 220 77 349 123 1210 425 425 6.00 0.0100 10 127 45 12 13 1210 425 425 9.01 0.0100 10 127 45 13 14 359 184 359 I66 382 1981 3678 1 3676 2050 0.0300 52 33 71 14 1S 186 242 186 282 217 3315 4934 4934 10.93 0.0900 52 20 33 83 71 84 18 IS 459 181 459 s92 1502 4758 9183 9183 15.80 0.1100 20 45 84 69 64 175 10 17 194 190 194 281 287 7634 11475 11475 13.68 0.160D 45 23 69 69 175 71 17 18 216 117 216 95 176 3528 3933 3933 2251 0.0300 23 30 69 27 71 51 IS 19 45 108 45 137 s8 1939 2134 2134 12.00 0.0300 30 8 27 74 51 31 N 19 - 20 405 170 170 5.51 0.0100 6 74 31 W 20 21 119 190 119 834 397 1605 273722 1131 1131 1{ 133 83 V-22 90 143 90 182 102 715 151 451 11 88 42 2321 135 164 135 289 237 139! 1147 1147 8.32 0.0300 17 81 88 LINE OUTPUT �■s�se��� �asesese�®�aa�see �. a�®e®sem L, ©smmm�m,00mo■o�©ao■m■®aa �, �emmm�mm�®®���aommma L, L; oemoo®®mm�o®ma®m Ll e®������m mom ■��©�a�m�� L, ©eom®mo�mmm��m■m®amoa L, oes�®moo©mm�����o�a�m „ oemm®m�mmoo���a�ma©ma ©e�saoom�m•�oo�����m�®���I oemmmmm��mm����m�m�®�I L, N to KOUNL TN IIVE_T;_RING SER T'I 'ES wwvaIu-engr&Q - --- - - - - - - - 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 SW SUMMARY (Heikkala)VL2001 CBCv2.00.x1s CONVENTIONAL SHEARWALL SUMMARY LEVEL WALL LINE v b h h/b PLYWD PLYWD ALT. SPECIAL SILL E/I T=C HD No. No. 1 2 WALL or Lb/Ft Ft Ft SIDE SIDES WALL A CALC PLATE Lb HOLDOWN 33 44 377 ! 9.00 2.48 B.3 I AA E 3209 HD5A[2-2X]SST820 34 44 377 [ 4.04 F 9.00 2.23 B.3 AA ®3X 3X + E 3188 HD5A[2-2X]SSTB20 35 39 38 i 7.75 1 6.00 0.77 A AA FFG NO 2X E NOT REO'D 36 Q I 209 9.04 [ 10.00 1.11 A AA NA NO 2X E 151 HD2A[2-2X,4X]SSTB20 37 13 209 ( 11.46 j 10.00 0.87 A AA NA NO 2X E NOT REO'D 38 3 324 8.25 9.00 1.09 B.2 AA NA NO 2X E 1827 HD2A[2-2X,4X]SSTB20 39 6 f 81 13.96 9.00 0.65 A AA FFG NO 2X E NOT REO'D 40 15 611 1 9.30 i 10.00 1.08 D 133133) NA NO 3X E 5247 HD6A[4X]SST820 41 15 I 611 6.50 10.00 1.54 D B3133[ NA NO t 3X E i 5461 HD6A[4X]SST820 42 14 481f 10.92 ' 10.00 0.92 C AA NA NO t 3X E + 2369 HD2A[2-2X,4X]SSTB20 43 2 111 5.00 9.00 0.69 A AA GGG NO 2X I E NOT REO'D 44 4 156 i 16.92 14.00 0.83 A AA KS N_0 2X 1 1393 HD2A[2-2X,4XJSSTB20 45 7 197 l 5.75 i 9.00 1.57 A AA NA NO 2X E ] 1090 HD2A[2-2X,4X]SST820 46 5 263 } 5.33 I 10.00 1.8_8 B.2 AA NA NO # 2X E 2330 HD2A[2-2X,4X]SSTB20 47 16 869 13.67 10.00 0.73 E J CC NA NO 3X E 7493;111:12 48 9 351 i 1 11.50 9.00 0.78 B.2 I AA NA NO 3X E 1275 HD2A[2.2X,4XJSSTB20 49 11 202 3.00 10.50 F 3.50 A AA 2X E 1938 HD2AJ2-2X,4X]SST820 50 17 192 22.50 10.00 044 A AA LS NO 2X 1 NOT REO'D 51 21 636 4.30 fi 10.00 1 2.33 J D 83833X I E 5882 HD8A[2.2X]SSTB34 52 12 134 I 9.00 ; 10.50 1.17 A I AA HHG NO 2X [ E 875 HD2A[2-2X,4X]SSTB20 53 18 i 207 6.00 10.00 I 1.67 A 1 AA NA NO ' 2X i E 956 HD2A[2.2X,4XJSSTB20 54 18 195 6.00 10.00 1 1.67 A AA LS NO 2X 1 1084 HD2A[2.2X,4X]SSTB20 55 10 l 305 1 2.00 1 8.00 4.00 B.2 I AA YES 2X E 2224 i HD2A[2-2X,4X]SSTB20 56 I 10 i 305 j 2.00 ; 8.00 4.00 B.2 AA YES 2X E 2224 HD2A[2-2X,4X]SST820 57 10 i 305 I 2.00 8.00 4.00 B.2 AA YES 2X E 2224 HD2A[2.2X,4X]SSTB20 58 10305 3.00 8.00 2.67 8.2 AA 2X E 2163 HD2A[2 2X,4X]SSTB20 59 19 74 5.50 6.00 1.09 A AA FFG NO 2X E 254 HD2A[2.2X,4X]SSTB20 60 23 i 134 5.33 9.00 1.69 A AA HHG NO 2X E 934 HD2A[2-2X,4XJSSTB20 61 i 30 I 375 5.00 10.00 2.00 B.3 AA NA 3XI E 1 2620 HD2A[2.2X,4X]SST1320 62 30 375 5.00 10.00 2.00 1 8.3 AA NA • 3X ( E 2620 HD2A[2-2X,4X]SSTB20 49A 11 i 202 3.00 10.50 3.50 A AA 2X 1 E 1938 HD2A[2 2X,4X]SST820 1 107 169 i 5.29 8.00 1 1.51 i A AA IIG NO 2X E 1115 HD2A[2-2X,4X,6X] 2 106 I 238 8.54 { 8.00 0.94 8.2 AA NA NO I 2X E 1551 HD2A[2-2X,4X,6X] 3 105 [ 146 , 5.30 1 8.00 1.51 A AA HHG NO f 2X E 782 HD2A[2-2X,4X,6X] 4 105 146 j 5.33 1 8.001.50 A AA ( HHG NO 2X E 780 HD2A[2-2X,4X,6X] 5 103 104 16.63 8.00 0.48 A AA GGG NO 2X I E 1 NOT REO'D 6 101 I 113 8.25 f 8.00 0.97 _A AA GGG I ! NO 2X E 529 HD2A[2-2X,4X.6X] 7 [ 104 i 276 5.00 8.00 1.60 B.2 AA NA NO 2X E 1 1597 HD2A[2.2X,4X,6X] 8 102 107 8.67 8.00 0.92 A AA GGG NO 2X E 466 HD2A 2 2X,4X,6X SW SUMMARY (Heikkala)VL2001 CBCv2.00.x1s N rn _YO ZING ENGINEERING SERVICES www.valuengr.com h 7740 -4 --Wil dcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 SW SUMMARY (Heikkala)VL2001 CBCv2.00.xls ;CONVENTIONAL SHEARWALL SUMMARY LEVEL WALL LINE v b h PLYWD ALT. SPECIAL SILL EA T=C HD No. No. jh/kb)PLYWD 1 2 WALL or Lb/Ft Ft Ft SIDE SIDES WALL A CALC PLATE Lb HOLDOWN 9 36 239 4.25 9.00 2.12 B.2 AA 2X E 1939 [ HD2A[2-2X 4X]SSTB20 10 I 38 324 4.33 10.00 2.31 8.2 AA - 2X 2993 HD5A[2.2XJSSTB20 - 11 -- 35 --- 563 - - 4.00 - - -- 8.00_ ---- 2.00 _9_3B__3__' ----- - - NA_ NO_ L 3X 4396 - - I HD6A[4X]SST820 _E_ I 12 34 345 �_ 6.58 _ 9.00 -1.3- _D B.2_ AA - LS"NO2X - _ 1 2912 I HD5A 2-2X SST820 13 37 - 382 (_ 3.67 1-0.0-0.-1 -i-75- 7_3 - --B.3 - - - -- 3X _ --t- _ 3612 i HD5A[2-2XJSSTB20 14 43 2_77 1 4.37 2.29 --- B.2_ _-A_A 2X_ - E 2518 HD2A[2-2X,4X]SST620 15 ---------------------_X_-___. 33 152 _ _ 6.85 _1_0.00 9.00 1.31 A _AA _ AA _ _ _ IIG2X _ E 1016 _ j HD2A[2-2X,4XJSSTB20 16 [ 50 503 9.25 10.50 1.14 C AA NA 8X E _- - 4730 _ -- HD6A[4X]SSTB20 17 27 83 7.92 10.00 1.26 A AA _ _ FFG NO 2X _ - E - 380 [ HD2A[2-2X,4X]SST820 -- 18 19 - - 27 26 - -- 83 238 - -- - 7.42 12.04 10.00 10.00 _ ------- E _ i 4--08-- 1981 - - HD2A[2 2X 4X[SST820 _ HD2A[2-2X 4X]SSTB20 - -. 1.35 --- A -- AA AA --- - --- FFG NO 2X LS _ NO 2X - 0.83_ 8.2 20 29 _ - 598 _ _ HDSA[2-2X]SSTB20 10.00 1.54 D B3B3- NA NO 3X- _±_ _ E ( 3535 _ 21 [ 29 5_98 -6.50 6.50 1.54 D_ B3B3 - _ N03X E [ 3535 HD5A[2-2X]SSTB20 _ D_ 133B3_NA_ _NA NO 3_X 22 45 714 _ 10.33 __10.00_ 10.00 _ 0.97_ 6795 D:' B.3_ _ 3X HD5A[2-2X]SST820 23 41 364 2.16 8.00 __I _i E 2810 24 25 236 1_2.67 _00 10. _3.70 _ _ 8.2 _AA AA _ _ LS NO [ _ _I I I 1939 I HD2A[2_2X 4XJSSTB20 25 26 48 I 40 432 _161 7.67_ 6.71_ 10.00 9.00 -0.79 _ 1.30 1.34 - - I - E _ - 4069 _ L-_762 -I HD6_A 4X]SSTB20 HD2A 2-2X 4X]SSTB20 C_ A - _AA_ - AA -_� -2X_ - NA NO _ 3X IIG NO 2X - 27 24 ( 220 3.16_ 3.17 _ A AA -_ 2X E 2025 HD2AL2-2X 4X]SST820 28 24220 3.16 _10.00 10.00 3.17 A AA YES E _J 2025 I HD2A[2-2X,4X[SSTB20 29 28 519 3.83_ 2.74 _ _ C_ AA --.2X___ 3X E J - _ _ 4978 HD6A[4XJSSTB20 30 28 519 _ 4.25 _10.50_ _ C__ _ 3X- _ E _1 -4944 -� _ HD6A[4XLSST820 31 46 183 5.92_ _10.50 10.00 __2.47 1.69_ _ A _A_A_ AA _ NA_ NO_ 2X E r �- 1497 I HD2A[2-2X,4X]SSTB20 32 _ 46 i 183 - - 6.00 10.00--- 1.67 - -A - _ ---AA NA NO - _�.__ ._ E - 1492 i - 1-11)2A 2-2X,4 SSTB20 SW SUMMARY (Heikkala)VL2001 CBCv2.00.xls SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 I IUIAL1 I 4lbz I I.uu1 nb 1 ]Ulu 1 SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 M19.7 -Mr -71 I IVIAL1 I zliz I i.uu1 obi 1 Iaua 1 I IVIAL1 I zliz I i.uu1 obi 1 Iaua 1 N 00 --'w 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 MAR WALL DEFLECTION CALCULATION UBC STD. 23.223 DESCRIPTION r STATUS WALL WALL No TYPE H FT B FT POST POST SIZE GRADE HOLDOWN EXTflN7 WALL EA WT wdI dSHRINK (T=C)s(Ib) (T=C)w(Ib) Ku8 LB/FT In ABOVE ABOVE LBA %F Fs LB Fw LB Aw. IN A. IN AALw Au,s Y. V. .0057H .025H (LBIFT (LBIFT (T=C)s LB (T=C)w LB STATUS STATUS STATUS v HD A 27 C 10 3.16 6X6 1 HDSA E 2368.21 0.50 574 697 0.37 1.43 1 0.68 3.00 181 221 1815 2206 OK OK OK 28 C 10 3.16 6X6 1 HDSA E 2368.21 0.50 574 697 0.37 1.43 0.68 3.00 181 221 1815 2206 OK OK OK NG NG NG NG SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 UCJI.HIYIIUN_ - OTATUO WALL W B POST POST I HOLDOWN IEXTAN4WALL I wdl �dSHRINK (T=C)s(Ib) I (T=C)w (Ib)l Ku8 I %F I Fs I F. I Aw, I A. I Aut. I A -s I V, I V. I (T-C)s I (T=C)w 1 STATUS STATUSI STATUS N INNER CD YOUNG ENGINEERING .SERVICES www.valuengr.com 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.22) lul Ll I . zo 11.wI — I iziuI SHEAR WALL DEFLECTION CALCULATION UBC27121 ptSGhIF' - __ . • i ! `n _. - OTATUO WALL 1 WALL H B POST POST HOLDOWH EXTANJ WALL wdl dSHRINK (T=C)spb) (T--Qw(1b) Kul AF Fs Fw ew, e„ A,�w e,�s V, v, (T=C)s (T-C)w STATUS STATUS STATUS No I "PF IFT1 IFTI sin GRAM FA WT LBIFT in ABOVE ABOVE ILBANI ILEI ILEI IIM IINI .005TH .025H ILEA=T B.BA=T fLBI ILBI V HD e W O SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 DESCRIPTION .. STATUS WALL WALL No TYPE H FT B FT POST POST SIZE GRADE HOLDOWN EXTIIM EA WALL wdI d SHRINK (T=C)s (lb) (T=C)w (m) Ku0 WT LBIFT In ABOVE ABOVE A %F Fs LB FW LB Aw. A.e I IN A—. .0057H A- .025H v, v, (T=C)s BAT LB (T=C)w LB STATUS STATUS STATUS v HO A 29 C 10.5 3.83 6X6 1 HDGA E 3644.39 0.47 1845 1122 0.34 2.33 0.72 3.15 482 1 293 1 5057 3075 OK OK OK 30 C 10.5 4.25 6X6 1 - HD6A E 4147.05 0.53 2099 1276 0.33 2.27 0.72 3.15 494 300 5186 3153 OK OK OK NG NG NG NG POST W oL I WALL PEI (FT) I (FII SIZE I GRADE POST I HOIDOWN T rur�ul 1 1 r.uu 1 as r t e ao � SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 'A WALL wdl d SHRINK (T=C)s (Ib) (T=C)w (0) Ku8 :A WT LBIFT In I ABOVE I ABOVE (LBAP D (T=C)w ISTATUS(STATUSI STATUS LINE NO. 11 LINE OVERIDE VALUE LEVEL NO. I WIND (LB) SEASONED LUMBER (Y or N) y SEISMIC (LB) STRUCT (I OR 2) or (OSB) 2 MCA LINE DIRECTION y Mcf F WIND 1210 Fc perp V11.4 0.174 SET 1 WALL Wr (LB) pWJ.4 x WALL Wr. F pV11.4 ' . F pWI.4 WI.4 x WALL Wr. p FG0V 1071 186 425 611 1.000 w (IN) SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 DESCRIPTION STATUS WALL No WALL TYPE H (Fr) B (FT) POST SIZE POST HOEDOWN' GRADE. . EXTANT WALL - IW C9. d SH.RINK 01�) (T )*'Op) En WT- UB/FT in ABOVE ABOVE �­!-I(Ldt: �:' (LB) (LB) (IN) (IN) 'A LL -W .0057H AALL V. OW25H V. ff�c)s (LB) 'F�C)W (LB) STATUS STATUS STATUS v HD- A 49"' C ,10.5- 3, 6X6 I ­HD5A­ - E n. 17" f:27- 11! 'iwtwrlf 2041.91 0.50 3D6 605 0.39 1.31 0.72 3.15 133 202 955 1912 OK OK OK 49A C 10.5 -3- 6X6 I HD5A E 17`� ;, 27 it»rm 2041.91 0*50 3D6 605 0.39 1.31 0.72 3.15 133 202 955 1912 OK OK OK NG NG NG NG ITOTALI 1 4084 1 1.001 611 1 1210 1 LO �(1.(!N.(i:.liN(i1N.la R7.8Ci. )'F..ftl.'Lf.;T S'..... w„ro vatuenar.cam.................................................. 7.904 Wddmt Oy Pehn csert, Co. 92211 x.(780) 380.51`70 v.(780) 380.5719 SPECIAL SHEARWALLS 1 3 2 (Heikkala )V 12001 CBCJ2.00.de Y(R11V Ci_ENGINE,ERING SER VICES WWWeng��o 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 CANTILEVER COLUMN INPUT ©KM wn-rugm BEAFUNGVAOTH BEFORE COLUMN® v 000�ml mEmr-T"K=Wmm=ff7qmI® ff . , im EMM. 1® SEISMIC LEFT ,.SEISMIC RIGHT TO UEFr­- I®®Irt•Ir��I�i1�7�7r1■®� �• � [�.7�7I®It�lt'71t7��7�1[�lrf®I�t7r>•®® LEFT o�ll�ItL•7m0��1��®® ��I®�i1•��71�ICfllt�7t�7r1■®�� �• I�'71[�11�®nlrl•ISI[i�i11t�7[�]n®I�Ir�t'7r�.7��7 o,. �®lo�ol�oolalo®I®mem GRA • • Im©�I®li»I©�[3'�®�® CING a��l�l�l�l�lml�®�mmmt���m IN R-11 CONCRETE LOAD FACTORS U S DL4W 1.050 1275 1 D 1.200 1 1,400 SHEAR WALL FOOTINGS UNE WALL DIMENSIONS Na. SIZE f'c M. rmt 4/3M, M, mil Mu q� ft Mil b An�i- M� SLIM REINFORCEMENT GROSS STABILITY le V 11 11 i ?I 1772 2340 1751 1751 1.650 24 2063 1.767 2m (K) Mo W (FT4.1 __jS7S2.U_ 9I.So FS07 I, 2." 71 R." lim. LIFT 1 42.00 mw s fFT-F) —li.1 v 346.63 w mom 113. NO Mr MIN S-K) _—.20.58__ 20.99 - 135 - SHEAR WALL FOOTINGS (HeikkaLa)VL2001 CBCv2.00.x1s CONCRETE LOAD FACTORS SHEAR WALL FOOTINGS Ot.W 1.050 1275 Dts -----------------------•---._--- UNE WALL OINENSIONS No. SIZE 1'c Mumt AgMU Mu min Mu oV Aa min b d A.I. Mw •o REINFORCEMENT GROSS STABILrry 21 51 010!1 2600 I 2 5 250 780 508 1162 $06 1,555 21—p"9--- 0.61a I.OS 0,71 673 2N0.5 TOP 880TT. Wt (() NO W (FT-KI Not 51FTKl 8701.43 32.81 20.76 FSOT % IN MNIXE IA Id 2.02 NO 3.19 2610 NO —_ l 1050 _ __--_—,____ — _- -- --- — --- — MI MIN N66.14 _ — e —_ _725 7" MAX SEP d.SFl 1112707.77 MIN SSP -SF1 —151615156 _ -136- SHEAR WALL FOOTINGS (HBlkkala)VL2001 CBCv2.00.1c1s CONCRETE LOAD FACTORS OL I w 'S oL.w1.059 I 1295 .6 1.200 ! 1.100- SHEAR WALL FOOTINGS --•—.. �'-------------`---_....—`-`—`---`--- ' `—`----'--- UNE WALL DIMENSIONS No. SIZE fe I Mu—t 413Mu Mu m!n Mu gm Aa min I, tl Ae amin Mur REINFORCEMENT GROSS STABILMY a6 Yc OIWI 21.00 J B 1 250 1061 1115_-17511115 1.650 21 120.6) 1.]25 .. 1.9a-__m% 1120 _ 3W.6 TOP 8BOT1. - YA O(1 Md W OTRI _1_1251,07_ 6650 IL(I _--i.97 —_ 2A6 NO 11.99 W 15.00 -- l J0.00 1 I --------�-- - —-- — -- MdS Oi%I _ 70.66 IN MIWIE In rtl a `-NO 1129 _171.09_ MA%SEP R —_ — 66N1/1A6 617671.15 .. —_ MW SEP 6(S —.— ___— 137- SHEAR WALL FOOTINGS (HeikkaD6)VL2001 CBCv2.00.z1s YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description eN e5 PALM DESERT, CA 92211 Scope : Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580001 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design Page 1 (c)1983.2003 ENERCALC Engineerino Software HEIKKALAbeamcalc.ecw:Calculation:c Description PLANTER WALL (3'-6" MAX RETAINED HEIGHT) Criteria 520 psf OK Retained Height = 3.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.50 in Soil Density = 110.00 pcf Wind on Stem = 14.8 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 1,015 lbs ...resultant ecc. = 0.69 in Soil Pressure @ Toe = 520 psf OK Soil Pressure @ Heel = 833 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 689 psf ACI Factored @ Heel = 1,104 psf Footing Shear @ Toe = 1.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 85.0 psi Wall Stability Ratios 6.00 ................ I .................. Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 30.0 Toe Active Pressure = 0.0 Passive Pressure = 150.0 Water height over heel = 0.0 ft FootingilSoil Friction Soil height to ignore for passive pressure = 0.250 I Footing Strengths & Dimensions ft = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 1.00 ft Heel Width = 0.50 Total Footing Width = Tw Footing Thickness = 12.00 in Key Width = 0.00 in 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Dead Load = wabl 356.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 100.0 lbs Factored Pressure Stem Construction Top Stem = 0 0 ft-# Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data Key Reinforcing = None Spec'd fb/FB + fa/Fa = 0.159 Total Force @ Section lbs = 242.1 Moment.... Actual ft-# = 270.5 Moment..... Allowable = 1,705.6 Shear..... Actual psi = 6.7 Shear All - 85 0 Overturning = 2.98 OK ••••• o e SlidingSliding = 1.25 Ratio < 1.5! Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 247.4 lbs Footing Design Results in = Masonry Data Toe Heel Factored Pressure = 689 1,104 psf Mu': Upward = 0 0 ft-# Mu': Downward = 0 0 ft-# Mu: Design = 270 0 ft-# Actual 1 -Way Shear = 1.47 0.00 psi Allow 1 -Way Shear = 85.00 0.00 psi Toe Reinforcing = None Spec'd psi = 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 f'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Concrete Data f'c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Heel: Key: -138- 12.48 6.00 72.5 3.00 2,500.0 40,000.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description a+ ce, PALM DESERT, CA 92211 Scope : Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580001 Pae 2 I User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 Cantilevered Retaining Wall Design g (61983-2003 ENERCALC Engineerina Sottware HEIKKALAbeamcalc.ecw:Calculations Description PLANTER WALL (3'-6" MAX RETAINED HEIGHT) Summary of Overturning & Resisting Forces & Moments' .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 240.0 1.33 320.0 Soil Over Heel = 1.50 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = 7.4 4.25 SeismicLoad = Total = 247.4 O.T.M. _ Resisting/Overturning Ratio = 2.98 Vertical Loads used for Soil Pressure = 1,014.7 lbs Vertical component of active pressure used for soil pressure 31.5 -139- 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 356.0 1.25 445.0 4.6 0.50 2.3 253.8 1.25 317.2 225.0 0.75 168.7 75.3 1.50 113.0 914.7 lbs R.M.= 1,046.2 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description ENID- PALM DESERT, CA 92211 Scope Code Ref: ACI 318-02, 1597 UBC, 2003 IBC, 2003 NFPA 5000 Rev:580001 User: KW -0601715. Ver 5.8.0.1 -Dec -2003 Cantilevered Retaining Wall Design Page (c)1983-2003 ENERCALC Enqineerino Software HEIKKALAbeamcalc.ecw:Calculations I Description STEM WALL AT BACK OF COURTYARD Criteria 487 psf OK Retained Height = 2.00 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 = 14.8 psf Axial Load Applied to Stem Design nmary Total Bearing Load = 963 lbs ...resultant ecc. = 0.73 in Soil Pressure @ Toe = 487 psf OK Soil Pressure @ Heel = 797 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 651 psf ACI Factored @ Heel = 1,067 psf Footing Shear @ Toe = 0.2 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 85.0 psi Wall Stability Ratios 12.00 Overturning = 6.49 OK Sliding = 2.88 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 108.7 lbs less 100% Passive Force-- - 168.8 lbs less 100% Friction Force= - 240.7 lbs ...... .......... 'Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 Toe Active Pressure = 30.0 Passive Pressure = 150.0 Water height over heel = 0.0 ft FootingIlSoil Friction = 0.250 Soil height to ignore for passive pressure = 0.00 in Axial Dead Load = 418.0 lbs Axial Live Load = 0.0 lbs Footing Strengths & Dimensions f'c = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 0.75 ft Heel Wdth = 0.75 Total Footing Width = 5U_ 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 Axial Lcad Eccentricity = 0.0 in Stem Construction Top Stem ....for 1.5 : 1 Stability = 61.1 Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data 1.98 psi Allow 1 -Way Shear = 85.00 85.00 psi fb/FB + fa/Fa = 0.056 Total Force @ Section lbs = 108.2 Moment.... Actual ft-# = 95.3 Moment..... Allowable = 1,705.6 Shear..... Actual psi = 3.0 Shear..... Allowable psi = 85.0 Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 61.1 lbs NG Footing Design Results Fs psi = Toe Heel Factored Pressure = 651 1,067 psf Mu': Upward = 0 0 ft-# Mu': Downward = 0 34 ft-# Mu: Design = 95 34 ft-# Actual 1 -Way Shear = 0.15 1.98 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 Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in= Masonry Data f'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Concrete Data f'c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Heel: Key: - 140 - 12.48 6.00 72.5 3.00 2,500.0 40,000.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 • SUITE # C Description ENCo. rs PALM DESERT, CA 92211 Scope Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580001 User: KW -0601715, Ver 5.8.0.1 -Dec -2003 Cantilevered Retaining Wall Design Page 2 I (c)1983-2003 ENERCALC Enaineerinq Software HEIKKALAbeamcalc.ecw:Calculations Description STEM WALL AT BACK OF COURTYARD Summary of Overturning & Resisting Forces & Moments t? .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 135.0 1.00 Toe Active Pressure = -33.8 0.50 Surcharge Over Toe = -16.9 Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 7.4 3.25 SeismicLoad = Total = 108.7 O.T.M. _ Resisting/Overturning Ratio = 6.49 Vertical Loads used for Soil Pressure = 962.9 lbs Vertical component of active pressure used for soil pressure 135.0 Soil Over Heel = 55.0 1.38 75.6 -16.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 418.0 1.00 418.0 24.1 Soil Over Toe - = 41.3 0.38 15.5 Surcharge Over Toe_ _ Stem Weight(s) = 181.3 1.00 181.3 142.2 Earth @ Stem Transitions= Footing Weight = 225.0 0.75 168.7 Key Weight = Vert. Component = 42.4 1.50 63.6 Total = 962.9 lbs R.M.= 922.6' - 1 41 - YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. SUITE # C eN - es PALM DESERT, CA 92211 Title : Job # Dsgnr: Date: 11:59AM, 13 NOV 06 Description Scope: Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 nev: onuuu i User: KW -0601115, Ver5.6.0, 1 -Dec -2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERGA�C Engineenne Software HEIKKALAbeamcalc.ecw:Calculations Description PLANTER WALL (5-6" MAX RETAINED HEIGHT) Criteria = 30.0 Retained Height = 5.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 18.00 in Soil Density = 110.00 pcf Wind on Stem = 14.8 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 1,905 lbs ...resultant ecc. = 2.80 in `Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 Toe Active Pressure = 0.0 Passive Pressure = 150.0 Water height over heel = 0.0 ft FootingIlSoil Friction = 0.250 Soil height to ignore Footing Shear @ Toe = for passive pressure = 0.00 in Axial Dead Load = 356.0 lbs Axial Live Load = 100.0 lbs Stem Construction Tc Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Soil Pressure @ Toe = 1,189 psf OK Soil Pressure @ Heel = 335 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,509 psf ACI Factored @ Heel = 426 psf Footing Shear @ Toe = 8.6 psi OK Footing Shear @ Heel = 5.9 psi OK Allowable = 85.0 psi Wall Stability Ratios = 8.60 Overturning = 2.22 OK Sliding = 1.43 Ratio < 1.51 Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 641.2 lbs Footing Design Results in= Masonry Data Toe Heel Factored Pressure = 1,509 426 psf Mu': Upward = 1,924 0 ft-# Mu': Downward = 675 118 ft-# Mu: Design = 1,248 118 ft-# Actual 1 -Way Shear = 8.60 5.91 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 = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' in= Masonry Data Min. As % = 0.0014 f'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Concrete Data f'c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Heel: Key: - 142 - Footing Strengths & Dimensions f'c = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 1.75 ft Heel Width = 0.75 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 Axial Load Eccentricity = 0.0 in > Sp tem Stem OK 0.00 Concrete 6.00 # 4 12.00 Center 0.872 784.0 1,486.7 1,705.6 21.8 85.0 12.48 6.00 72.5 3.00 2,500.0 40,000.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 11:59AM, 13 NOV 06 SUITE # C Description er+ ct� PALM DESERT, CA 92211 Scope : Code Ref: ACI 318-02, 1E97 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580001 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 Cantilevered Retaining Wall Design Page 2 Ic11983-2003 ENERCALC Encineerino Software HEIKKALAbeamcalc.ecw:Calculations Description PLANTER WALL (5'-6" MAX RETAINED HEIGHT) Summary of Overturning & Resisting Forces & Moments t .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 633.8 2.17 1,373.1 Soil Over Heel = 151.3 2.3B 359.2 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 7.4 6.75 50.1 Seismicl-oad = Total = 641.2 O.T.M. = 1,423.2 Resisting/Overturning Ratio = 2.22 Vertical Loads used for Soil Pressure = 1,904.9 lbs Vertical component of active pressure used for soil pressure - 143 - 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 = 356.0 2.00 712.0 288.8 0.88 252.7 435.0 2.00 870.0 375.0 1.25 468.7 198.9 2.50 497.3 1,804.9 lbs R.M.= 3,159.9 REFERENCE cSP��c� GA�cL.Anaa . �ATdtn� L cAfc. . y o t'4. L- K DATE JOB NAME.: BY -- JOB No.: ar WIZ7 -1 3-V'q& 'J.0%e 'tTjo3oa- 5HEET YOUNG ENGINEERING SERVICES ,t G5 11-804 WILDGA7 DR. SUITE c 145 PALM DESERT rA an,�ii YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:25AM, 27 MAR 07 SUITE # C Description PALM DESERT, CA 92211 Scope : Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 User: KW0601715, Ver 5.8.0, 1-Nov-2006Cantilevered Retaining Wall Design Page 1 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description PLANTER WALL (4'-6" MAX RETAINED HEIGHT) Criteria 683 psf OK Retained Height = 4.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 24.00 in Soil Density = 110.00 pcf Wind on.Stem = 14.8 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 2,018 lbs ...resultant ecc. = 0.77 in Soil Pressure @ Toe = 683 psf OK Soil Pressure @ Heel = 931 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 817 psf ACI Factored @ Heel = 1,113 psf Footing Shear @ Toe = 3.7 psi OK Footing Shear @ Heel = 7.5 psi OK Allowable = 85.0 psi Wall Stability Ratios Thickness Overturning = 3.80 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force 461.2 lbs Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 Toe Active Pressure = 0.0 Passive Pressure = 150.0 Water height over heel = 0.0 ft FootingIlSoil Friction Soil height to ignore for passive pressure = 0.250 Footing Strengths & Dimensions fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 1.75 ft Heel Width = 0.75 Total Footing Width Footing Thickness = 12.00 in Key Width = 0.00 in 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Dead Load = 356.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 100.0 lbs Factored Pressure Stem Construction 1,113 psf Top Stem = 1,357 0 ft-# Mu': Downward Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.489 Total Force @ Section lbs = 529.0 Moment.... Actual ft-#= 834.5 Moment..... Allowable = 1,705.6 Shear..... Actual psi = 14.7 Shear..... Allowable psi = 85.0 Footing Design Results in= Masonry Data Toe Heel Factored Pressure = 817 1,113 psf Mu': Upward = 1,357 0 ft-# Mu': Downward = 793 162 ft-# Mu: Design = 564 162 ft-# Actual 1 -Way Shear = 3.68 7.48 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd psi = 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 fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Heel: Key: - 146 - 12.48 6.00 72.5 3.00 2,500.0 40,000.0 40 4 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DR. Dsgnr: Date: 7:25AM, 27 MAR 07 SUITE # C Description rev cs PALM DESERT, CA 92211 Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580021 User: KW -0601715, Ver 5.8.0,1 -Nov -2006 Cantilevered Retaining Wall Design Page 2 (c)1983-2006 ENERCALC Engineering Software HEIKKALAbeamcalc.ecw:Calculations Description PLANTER WALL (4'-6" MAX RETAINED HEIGHT) Summary of Overturning & Resistinq Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 453.8 1.83 831.9 Soil Over Heel = 123.8 2.38 293.9 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 = 356.0 2.00 712.0 Load @ Stem Above Soil = 7.4 5.75 42.7 Soil Over Toe = 385.0 0.88 336.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 362.5 2.00 725.0 Total = 461.2 O.T.M. = 874.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.80 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure = 2,018.2 lbs Key Weight = Vert. Component = 316.0 2.50 789.9 Vertical component of active pressure used for soil pressure Total = 1,918.2 lbs R.M.= 3,326.4 - 147 - 0 Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 February 25, 2003 Project No. 544-2199 03-02-106 ND La Quinta Partners, LLC 5 1 -100 Avenue 53 La Quinta, California 92253 Attention: Mr. Dan Williams Project: The Hideaway 'La Quinta, California Ref: Geotechnical Engineering Report prepared by Earth Systems Consultants dated September 22, 2000,.File No. 07117-10, Report No. 00-09-772. This memo has been prepared to provide formal confirmation that we have reviewed the above referenced Geotechnical Engineering Report prepared by Earth Systems Southwest. Based upon our project review, our recent site reconnaissance and our recent experience on the project site, we concur with the conclusions and recommendations provided within the above referenced report. R• As indicated within the referenced report, it is our opinion that the residences may be safely supported upon conventional shallow spread footings. The allowable bearing pressures and lateral values recommended within the referenced report remain applicable. The seismic setting of the site and the corresponding seismic design criteria should be considered in structural design. Based upon our expected involvement during the site grading and foundation construction operations, Sladden Engineering agrees to accept responsibility as the Soils Engineer of Record 1 for the project. If' you .have any questions regarding this memo or the referenced report, please contact the undersigned. Respectfully submitted, SLADDEN ENG EE G Brett L. Anderson a rz) c C:: p Principal Engineer Letter/pc Copies: 4/ND La Quinta Partners, LLC InMC��OdMn MAR 2, 6 2007 U COUNTRY CLUB OF THE DESERT P.O. BOX 980 LA QUINTA, CALIFORNIA 92253 GEOTECHNICAL ENGINEERING REPORT COUNTRY CLUB OF THE DESERT, PHASE 1 LA QUINTA, CALIFORNIA File No.: 07117-10 00-09-772 ;. r 'r J-J Earth Systems Consultants Southwest 79-S11B Country Club Drive Bermuda Dunes, CA 92201 (760)345-1588 (800)924-7015 FAX (760) 345-7315 September 22, 2000 File No.: 07117-10 00-09-772 Country Club of the Desert P.O. Box 980 La Quinta, California 92253 Attention: Ms. Aimee Grana Project: Country Club of the Desert, Phase I La Quinta, California Subject: GEOTECHNICAL ENGINEERING REPORT Dear Ms. Grana: We take pleasure to present this Geotechnical Engineering Report prepared for the proposed Phase I of the Country Club of the Desert to be located between 52nd and 54th Avenues, and Jefferson and Madison Streets in the City of La Quinta, California. This report presents our findings and recommendations for site .grading and foundation design, incorporating the tentative information supplied to our office. This report should stand as a whole, and no part of the report should be excerpted or used to the exclusion of any other part. This report completes our scope of services in accordance with our agreement, dated August 22, 2000. Other services that may be required, such as plan review and grading observation are additional services and will be billed according to the Fee Schedule in effect at the time services are provided. Unless . requested in writing, the client is responsible to distribute this report to the appropriate governing agency or other members of the design team. We appreciate the opportunity to provide our professional services. Please contact our office if there are any questions or comments concerning this report or its recommendations. Respectfully submitted, EARTH SYSTEMS CONSULTANTS Southwest 4&A.4,t Shelton L. Stringer ; GE 2266 SER/sls/dac Distribution: 6/Country Club of the Desert 1NTA File 2/BD File v QRO F E SS/ON L. ST9 �1F2 ¢ No. 2266 M EXP. 6-30-04 41 �TgTFOf CAL� TABLE OF CONTENTS Page Section1 INTRODUCTION..............:...................................................................................1 1.1 Project Description...................................................................................................1 1.2 Site Description........................................................................................................1 1.3 Purpose and Scope of Work.....................................................................................2 Section 2 METHODS OF INVESTIGATION.................:...................................................4 2.1 Field Exploration.....................................................................................................4 2.2 Laboratory Testing............:......................................................................................5 Section3 DISCUSSION.........................................................................................................6 3.1 Soil Conditions........................................................................................................6 3.2 Groundwater............................................................................................................6 3.3 Geologic Setting.......................................................................................................6 3.4 Geologic Hazards....................................................................:................................7 STRUCTURES................................................................................................................14 3.4.1 Seismic Hazards............................................................................................7 5.4 Foundations.............................................................................................:..............14 3.4.2 Secondary Hazards.......................................................................................8 5.5 Slabs-on-Grade......................................................................................................15 3.4.3 Site Acceleration and UBC Seismic Coefficients........................................9 € 5.6 Section4 CONCLUSIONS....:.............................................................................................I 1 Section 5 RECOMMENDATIONS.....................................................................................12 SITE DEVELOPMENT AND GRADING......................................................................12 5.1 Site Development - Grading..................:...............................................................12 5.2 Excavations and Utility Trenches..........................................................................13, 5.3 Slope Stability of Graded Slopes...........................................................................14 STRUCTURES................................................................................................................14 5.4 Foundations.............................................................................................:..............14 5.5 Slabs-on-Grade......................................................................................................15 € 5.6 Retaining Walls......................................................................................................16 5.8 Seismic Design Criteria.........................................................................................17 5.9 Pavements..............................................................................................................18 Section 6 LIMITATIONS AND ADDITIONAL SERVICES..........................................20 6.1 Uniformity of Conditions and Limitations.............................................................20 6.2 Additional Services................................................................................................21 REFERENCES...............................................................................................................22 APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters 1997 Uniform Building Code Seismic Parameters 2000 International Building Code Seismic Parameters Logs of Borings APPENDIX B Laboratory Test Results EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - I - File No.: 07117-10 00-09-772 Section 1 INTRODUCTION 1.1 Project Description This Geotechnical Engineering Report has been prepared for the proposed Phase I of the Country Club of the Desert to be located between 52nd and 54th Avenues, and Jefferson and Madison Streets in the City of La Quinta, California. The project will ultimately consist of three, 18 -hole golf courses with about 766 residential units built on prepared pads. A clubhouse with parking facilities, pool, spa and driving range is proposed to be constructed at the northwestern portion of the project site. A maintenance facility will be constructed at the southwest corner of 52nd Avenue to 54th Avenue with three proposed auto or golf cart under crossings. Based on preliminary mass grading plans prepared by Dye Designs of Denver, Colorado, dated May 12, 2000, extensive mass -grading is proposed to construct the golf courses and "super" pads for the residential units. Fills as much as 20 feet are proposed at the ends. of cul-de-sacs. Cuts as deep as 20 to 26 feet are proposed to construct several small lakes for the golf courses. Slopes as high as 30 to 32 feet with 2:1 (horizontal: vertical) slopes are proposed. Overall, in excess of 4,000,000 cubic yards of earthwork is anticipated. The proposed clubhouse and residences are assumed to be one-story. structures. We anticipate that the proposed structures will be of wood -frame construction and will be supported by conventional shallow continuous or pad footings. Site development will include mass grading, "super" building pad preparation, underground utility installation, street and parking lot construction, and golf course development. We used maximum column loads of 50 kips and a maximum wall loading of 3 kips per linear foot as a basis for the foundation recommendations"for residences and the clubhouse. All loading is assumed to be dead plus actual live load. If actual structural loading is to exceed these assumed values, we might need to reevaluate the given recommendations. 1.2 Site Description The entire project site consists of approximately 900 acres of land consisting of most of Section 9, and the southern half and the western 80 -acres of the northern half Section 10, Township 6 South, Range 7 East, San Bernardino baseline and meridian (see Figure 1 in Appendix A). The site is irregular in shape, and generally bounded by Jefferson Street and the Coachella (All American) Canal to the west,. Avenue 52 to the north, agricultural properties and Monroe Street to the east and Avenue 54 to the south. The site is a mixture of undeveloped desert land, agricultural land, and ranches. The topography of the site was moderately undulating to flat. Artificial ponds are located in several portions of the site. No other significant surface drainage features were observed. The elevation of the site ranges from approximately 22 feet above Mean Sea Level (MSL) to 29 feet below MSL. The project site consists primarily of formerly agricultural and undeveloped land associated with EARTH SYSTEMS CONSULTANTS SOUTHWEST 'September 22, 2000 - 2 - File No.: 07117-10 00-09-772 former ranches on the property. The Fowler. Packing Ranch and the vineyards on the Majestic Property are the only two areas currently in use for agriculture as of the date of this report. Debris was observed in several portions of the project site. The debris appeared to consist primarily of green waste. Most of the debris appeared to be quite old, except for the material in the dry pond in the northeastern portion of the site, or the material actively being dumped by Arid Zone Farms Nursery in the western portion of the site. The vicinity around the site consists primarily of a mix of undeveloped, residential, and agricultural properties, with the All American Coachella Canal bordering the site to the northwest. Residences were associated with some of the agricultural land. There are underground and overhead utilities near and within the development area. These utility lines include but are not limited to domestic water, electric, sewer, and irrigation lines. Evidence of an underground irrigation distribution system was observed in several portions of the site, including both onsite and regional distribution pipelines. 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 24 exploratory borings and. four cone penetrometer (CPT) soundings to depths ranging from 31.5 to 50 feet. ➢ Laboratory testing of selected soil samples obtained from the exploratory borings. 9 Review of selected published technical literature pertaining to the site and previous geotechnical reports prepared for prior conceptual developments for the properties conducted by Buena Engineers in 1989 and 1990. ➢ Engineering analysis and evaluation of the acquired data from the exploration and testing programs. ➢ A summary of our findings and recommendations in this written report. 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. 9 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, EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 -3- File No.: 07117-10 00-09-772 Seismic design parameters, Pavement structural sections. Not Contained In This Report: Although available through Earth Systems Consultants 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. Separate Phase I and Phase II Environment Site Assessment reports have been prepared by Earth Systems Consultants Southwest in 1998, 1999, and 2000. EARTH SYSTEMS CONSULTANTS SOUTHWEST September22, 2000 - 4 - File No.: 07117-10 00-09-772 Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration Soil Borings: Twenty-four exploratory borings were drilled to depths of about 31.5 feet below the existing ground surface to observe the soil profile and to obtain samples for laboratory testing. The borings were drilled on August 18 and 23, using 8 -inch outside diameter hollow - stem augers, and powered by a Mobile B61 truck -mounted drilling rig. The boring locations are shown on the boring location map, Figure 2, in Appendix A. The locations shown are 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 Califomia.(MC) ring sampler (ASTM D 3550 with shoe similar to ASTM D 1586). The SPT sampler has a 2 -inch outside diameter and a 1.38 -inch inside diameter. The MC sampler has a 3 -inch outside diameter and a 2.37 -inch inside diameter. The samples were obtained by driving the sampler with. a 140 -pound downhole hammer dropping 30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in 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 investigation. The final logs are included in Appendix A of this report. The stratification lines represent the approximate boundaries between soil types although the transitions, however, may be gradational. CPT Soundings: Subsurface exploration was supplemented on August 28, 2000, using Fugro, Inc. of Santa Fe Springs, California to advance four electric cone penetrometer (CPT) soundings to an approximate depth of 50 feet. The soundings were made at the approximate locations shown on the Site Exploration Plan, Figure 2, in Appendix A. CPT soundings provide a nearly continuous profile of the soil stratigraphy with readings every 5 cm (2 inch) in depth. Direct sampling for visual and physical confirmation of soil properties is generally recommended with CPT exploration in large geographical regions. The author of this report has generally confirmed accuracy of CPT interpretations from extensive work at numerous Imperial and Coachella Valley sites. The CPT exploration was conducted by hydraulically advancing an instrument 10 cm2 conical probe into the ground at a ground rate of 2 cm per second using a 23 -ton truck as a reaction mass. An electronic data acquisition system recorded a nearly continuous log of the resistance of the soil against the cone tip (Qc) and soil friction against the cone sleeve (Fs) as the probe was advanced. Empirical relationships (Robertson and Campanella, 1989) were applied to the data to give a nearly continuous profile of the soil stratigraphy. Interpretation of CPT data provides correlations for SPT blow count, phi (0) angle (soil friction angle), ultimate shear strength (Su) of clays, and soil type. EARTH SYSTEMS CONSULTANTS SOUTHWEST 11 September 22, 2000 - 5 - File No.: 07117-10 00-09-772 . Interpretive logs of the CPT soundings are presented in Appendix A of this report. The stratification lines shown on the subsurface logs represent the approximate boundaries between the various strata. However, the transition from one stratum to another may be gradational. 2.2 Laboratory Testing Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing include soils that would be exposed and used during grading, and those deemed to be within the influence of the proposed structure. Test results are presented in graphic and tabular form In Appendix B of this report. The tests were conducted in general accordance with the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as 'referenced below. Our testing program consisted of the following: ➢ In-situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937) Maximum density tests were performed to evaluate the moisture -density relationship of typical soils encountered (ASTM D 1557-91). i� 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. ➢ Liquid and Plastic Limits tests to evaluate the plasticity and expansive nature of clayey soils. ➢ Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the potential adverse effects of the soil on concrete and steel. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 6 - File No.: 07117-10 00-09-772 Section 3 DISCUSSION 3.1 Soil Conditions The field exploration indicates that site soils consist primarily of an upper layer of silty sand to sandy silt soils (Unified Soil Classification Symbols of SM and ML). These soils are loose to medium dense. At depths greater than 5 feet, layers of clayey silt soils and some layers of sand were encountered. The boring and CPT logs provided in Appendix A include more detailed descriptions of the soils encountered. The upper soils are visually classified to be in the very low expansion category in accordance with Table 18A -I -B of the Uniform Building Code. Clayey silt soils are expected to be in the low expansion category. In and climatic regions, granular soils may have a potential to collapse upon wetting. Collapse (hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix dissolve, causing the soil to densify from its loose configuration from deposition. Consolidation tests indicate 1 to 3% collapse upon inundation and is considered a slight to moderate site risk. The hydroconsolidation potential is commonly mitigated by recornpaction of a zone beneath building pads. The site lies within a recognized blow sand hazard area. Fine particulate matter (PMio) can create an air quality hazard if dust is blowing. Watering the surface, planting grass or landscaping, or hardscape normally mitigates this hazard. 3.2 Groundwater Free groundwater was not encountered in the borings or CPT soundings during exploration. The depth to groundwater in the area is believed to be about 69 feet based on 1999 water well data obtained for the well near the former Colchest Ranch house from the Coachella Valley Water District. Groundwater levels may fluctuate with, irrigation, drainage, regional pumping from wells, and site grading. The development of perched groundwater is possible over clayey soil layers with heavy irrigation. 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 portion of the Salton Trough. The Coachella Valley contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains 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 EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 7 - File No.: 07117-10 00-09-772 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 within the lower portion of the Coachella Valley. The upper sediments within the lower valley consist of fine to coarse-grained sands with interbedded clays and silts, of aeolian (wind-blown), and alluvial (water -laid) origin. 3.4 Geologic Hazards Geologic hazards that may affect the region include seismic hazards (surface fault rupture, ground shaking, 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: Our research of regional faulting indicates that several active faults or seismic zones lie within 62 miles (100 kilometers) of the project site as shown on Table 1 in 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 (Mn,ax) listed is from published geologic infonnation available for each fault (CDMG, 1996). The M,,aa corresponds to the maximum earthquake believed to be tectonically possible. Surface Fault Rupture: The project site does not lie within a currently delineated State of California, Alquist-Priolo Earthquake Fault Zone (Hart, 1994). Well -delineated fault lines cross through this region as shown on California Division of Mines and Geology (CDMG) maps (Jennings, 1994). Therefore,. active fault rupture is unlikely to occur at the project site. While 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 this century. 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 (6.1Mw) 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 occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow. About three hours later, a magnitude 6.6 Ms (6.4M�\,) earthquake occurred near Big Bear Lake. No significant structural damage from these earthquakes was reported in the Palm Springs area. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 8 - File No.: 07117-10 00-09-772 • Hector Mine Earthquake - On October 16, 1999, a magnitude 7.1Mw earthquake occurred on the Lavic Lake. and Bullion Mountain Faults north of 29 Palms. This event while widely felt, no significant structural damage has been reported in the Coachella Valley. Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. In 1996, the California Division of Mines and Geology (CDMG) and the United States Geological Survey (USGS) completed the latest generation of probabilistic seismic hazard maps for use in the 1997 UBC. We have used these maps in our evaluation of the seismic risk at the site. The Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22% conditional probability that a magnitude 7 or greater earthquake may occur between 1994 to 2024 along the Coachella segment of the San Andreas Fault. 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 7.4 for the Southern Segment of the fault. This segment has the longest elapsed time since rupture than any other portion of the San Andreas Fault. The last rupture occurred about 1690 AD, based on 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 deformation, areal subsidence, tsunamis, and seiches. The site is far inland so the hazard from tsunamis is non-existent. At the present time, no water storage reservoirs are located in the immediate vicinity of the site. Therefore, hazards from seiches are considered negligible at this 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 considered low because the depth of groundwater beneath the site exceeds 50 feet. No free groundwater was encountered in our exploratory borings or CPT Soundings. Only the extreme southeastern part of the Phase 1 area lies within the Riverside County liquefaction study zone. Ground Deformation and Subsidence: Non -tectonic ground deformation consists of cracking of the ground with little to no displacement. This type of deformation is generally associated with differential shaking of two or more geologic units with differing engineering characteristics. Ground deformation may also be caused by liquefaction. As the site is relatively flat with consistent geologic material, and has a low potential for liquefaction, the potential for ground deformation is also considered to be low. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 M File No.: 07117-10 . 00-09-772 The potential for seismically induced ground subsidence is considered to be moderate at the site. Dry sands tend to settle and densify when subjected to strong earthquake shaking. The amount of subsidence is dependent on, relative density of the soil, groundshaking (cyclic shear strain), and earthquake duration (number of strain cycles). Uncompacted fill areas may be susceptible to seismically induced settlement. Slope Instability: The site is currently relatively flat. Mass -grading will reshape the topography so that slopes are as high as 20 to 30 feet with up to 2:1 (horizontal:vertical) inclination will exist. Therefore, potential hazards from slope instability, landslides, or debris flows are considered negligible to low. Flooding: The project site does not lie within a designated FEMA 100 -year flood plane. The project site may be in an area where sheet flooding .and erosion (especially on slopes) could occur. Significant grade changes are proposed for the site. Appropriate project design, construction, and maintenance can minimize the site sheet flooding potential. 3.4.3 Site Acceleration and UBC Seismic Coefficients Site Acceleration: The potential intensity of ground motion may be estimated the horizontal peak ground acceleration (PGA), measured in "g" forces. Included in Table 1 are deterministic estimates of site acceleration from possible earthquakes at nearby faults. Ground motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone. Accelerations also are dependent upon attenuation by rock and soil deposits, direction of rupture, and type of fault. For these reasons, ground motions may vary considerably in the same general area. This variability can be expressed statistically by a standard deviation about a mean relationship. The PGA is an inconsistent scaling factor to compare to the UBC Z factor and is generally a poor indicator of potential structural damage during an earthquake. Important factors influencing the structural performance are the duration and frequency of strong ground motion, local subsurface conditions, soil -structure interaction, and structural details. Because of these factors, an effective peak acceleration (EPA) is used in structural design. The following table provides the probabilistic estimate of the PGA and EPA taken from the 1996 CDMG/USGS seismic hazard maps. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 10 - Estimate of PGA and EPA from 1996 CDMG/USGS DCnicmir 14a2ard Mann File No.: 07117-10 00-09=772 Risk Equivalent Return Period (years) PGA (g)' Approximate EPA (g)'" 10% exceedance in 50 years 475 0.49 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 0.3 seconds divided by 2.5 for 5% damping, as defined by the Structural Engineers Association of California (SEAOC, 1996). 1997 UBC Seismic Coefficients: The Uniform Building Code' (UBC) seismic design are based on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a 10% probability of occurrence in 50 years. . The PGA and EPA estimates given above are provided for information on the seismic risk inherent in the UBC design. The following lists the seismic and site coefficients given in Chapter 16 of the 1997 Uniform Building Code (UBC). 1997 UBC Seismic Coefficients for Chapter 16 Seismic Provisions 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 SD A 9.8 km = 6.1 miles 1.01 1.22 0.44 = 0.44Na 0.78 = 0.64Nv Reference 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 Zoning: The Seismic Safety Element of the 1984 Riverside County General Plan establishes groundshaking hazard zones. The majority of the project area is mapped in Ground Shaking Zone IIB. Ground Shaking Zones are based on distance from causative faults and underlying soil types. The site does not lie within the Liquefaction Hazard area established by this Seismic Safety Element. These groundshaking hazard zones are used in deciding suitability,. of land use. 2000 IBC Seismic Coefficients: For comparative purposes, the newly released 2000 International Building Code (IBC) seismic and site coefficients are given in Appendix A. As of the issuance of this report, we are unaware when governing jurisdictions may adopt or modify the TBC provisions. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 11 - File No.: 07117-10 00-09-772 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. The primary geologic hazard relative to site development is severe ground shaking from earthquakes originating on nearby faults. In our _ opinion, a major seismic event originating on the local segment of the San Andreas Fault zone would be the most likely cause of significant earthquake activity at the site within the estimated design life of the proposed development. The project site is in seismic Zone 4 as defined in the Uniform Building Code. A qualified professional who is aware of the site seismic setting should design any permanent structure constructed on the site. ➢ Ground subsidence from seismic events or hydroconsolidation is a potential hazard in the Coachella Valley area. Adherence to the following grading and structural recommendations should reduce potential settlement problems from seismic forces, heavy rainfall or irrigation, flooding, and the weight of the intended structures. ➢ The soils are susceptible to wind and water .erosion. Preventative measures to minimize seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also be implemented during construction. ➢ Other geologic hazards including ground rupture, liquefaction, seismically induced flooding, and landslides are considered low or negligible on this site. ➢ The upper soils were found to be relatively loose to medium dense silty sand to sandy silt overlying layers of clayey soils. In our opinion, the soils within building and structural areas will require over excavation and recompaction to improve bearing capacity and reduce settlement from static loading. Soils should be readily cut by normal grading equipment. F ' i Earth Systems Consultants Southwest (ESCSW) should provide geotechnical engineering services during project design, site development, excavation, grading, and foundation construction phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Plans and specifications should be provided to ESCSW, prior to grading. Plans should include thegrading plans, foundation plans, and foundation details. Preferably, structural loads should be shown on the foundation plans. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 -12- File No.: 07117-10 00-09-772 Section 5 RECOMMENDATIONS SITE DEVELOPMENT AND GRADING 5.1 Site Development - Grading A representative of ESCSW should observe site grading and the bottom of excavations prior to placing fill. Local variations in soil conditions may warrant increasing the depth of recompaction and over -excavation. Clearing and Grubbing: Prior to site grading existing vegetation, trees, large roots, old structure, foundations, uncompacted fill, construction debris, trash, and abandoned underground utilities should be removed from the proposed building, structural, and pavement areas. The surface 'should be stripped of organic growth and removed from the construction area. Areas disturbed during demolition and clearing should be properly backfilled and compacted as described below. Non-structural (golf course) areas may be used as disposal areas for resulting debris as designated clearly on grading plans and approved by project owner, engineers and governing jurisdictions. Building Pad Preparation: Because of the non-uniform and under -compacted nature of the site soils, we recommend recompaction of soils in the building and structural areas. The existing surface soils within the building pad and structural areas should be over -excavated to 30 inches below existing grade or a minimum of 24 inches below the footing level (whichever is lower). The over -excavation should extend for 5 feet beyond the outer edge of exterior footings. The 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 12 inches. Moisture penetration to near optimum moisture should extend at least 5 feet below existing grade and be verified by testing. These recommendations are intended to provide a minimum of 48 and 36 inches of moisture conditioned and compacted soil beneath the. floor slabs and footings, respectively. Auxiliary Structure Subgrade Preparation: Auxiliary structures such as garden or retaining walls should have the subgrade prepared similar to the, building pad preparation recommendation given above. Except the lateral extent of the overexcavation need only to extend 2 feet beyond the face of the footing. Settlement Monitors: In areas where fill depths are greater than 10 feet above existing grade, we recommend the placement of settlement monitors (one for each general area) to monitor the post - grading settlement of the fill and underlying soils. Compression of the deep seated clayey soil may occur after grading, but is expected to stabilize relatively soon thereafter. Monitoring allows the geotechnical engineer to evaluate the movement (if any) and its potential impact on construction. Subgrade Preparation: In areas to receive non-structural fill, pavements, or hardscape, the ground surface should be scarified; moisture conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of 24 inches below subgrade. Compaction should be verified by testing. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 -13 - File No.: 07117-10 00-09-772 Engineered Fill Soils: The native sand, silty sand, and sandy silt soil is suitable for use as engineered fill and utility trench backfill. The native soil should be placed in maximum 8 -inch lifts (loose) and compacted to at least 90% relative compaction (ASTM D 1557) near its optimum moisture content. Compaction should be verified by testing. Clayey silt soils where encountered at depths generally below 8 -foot depth are less desirable soils and should not be placed within the upper 3 feet of finished subgrades for building pads or streets. Imported fill soils (if required) should be non -expansive, granular soils meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches and 5 to 35% passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill soils before hauling to the site. However, because of the potential variations within the borrow source, import soil will not prequalified by ESCSW. The imported fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction (ASTM D 1557) near optimum moisture content. Shrinkage: The shrinkage factor for earthwork is expected to variably range from 5 to 20 percent for the majority of the excavated or scarified soils, but in the clayey soils and upper 4 feet of some areas it may range fromr25.�500/ This estimate is based on compactive effort to achieve an average relative compaction of about 92% and may vary with contractor methods. Subsidence is estimated to range from 0.1 to 0.3 feet. Losses from site clearing and removal of existing site improvements may affect earthwork quantity calculations and should be considered. Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet minimum) to prevent ponding and subsequent saturation of the -foundation soils. Gutters and downspouts should be considered as a means to convey water away from foundations if adequate drainage is not provided. Drainage should be maintained for paved areas.. Water should not pond on or near paved areas. 5.2 Excavations and Utility Trenches Excavations should be made in accordance with CalOSHA requirements. Our site exploration and knowledge of the general area indicates there is a potential for caving of site excavations (utilities, footings, etc.). Excavations within sandy soil should be kept moist, but not saturated, to reduce the potential of caving or sloughing. Where deep excavations over 4 feet deep are planned, lateral bracing or appropriate cut slopes of 1.5:1 (horizontal: vertical) should be provided. No surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top of the excavation slope, equal to the depth of the excavation. Utility Trenches: Backfill of utilities within road or public right-of-ways should be placed in conformance with the requirements of the governing agency (water district, public. works department, etc.) Utility trench backfill within private property should 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. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 14 - File No.: 07117-10 00-09-772 5.3 Slope Stability of Graded Slopes Unprotected, permanent graded slopes should not be steeper than 3:1 (horizontalwertical) 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. Where slopes heights exceed 20 feet, with 2:1 (horizontal:vertical) slopes, post -construction engineering calculations should be performed to evaluate the stability using shear strength values obtained from soils composing the slopes. Erosion control measures should be considered for slopes steeper than 3:1 until the final ground cover (i.e., grass turf) is established. STRUCTURES In our professional opinion, the structure foundation can be supported on shallow foundations bearing on a zone of properly prepared and compacted soils placed as recommended in Section 5.1. The recommendations that follow are based on very low expansion category soils with the upper 3 feet of subgrade. 5.4 Foundations Footing design of widths, depths, and reinforcing are the responsibility of the Structural Engineer, considering thestructural loading and the geotechnical parameters given in this report. A minimum footing depth of 12 inches below lowest adjacent grade should be maintained. A representative of ESCSW should observe foundation excavations prior to placement of reinforcing steel or concrete. Any loose soil or construction debris should be removed from footing excavations prior to placement of concrete. 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. 9 Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade: 2000 psf for dead plus design live loads Allowable increases of 200 psf per each foot of additional footing width and 400 psf for each additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf. A one-third (1/3) increase in the bearing pressure may be used when calculating resistance to wind or seismic loads. The allowable bearing values indicated are based on the anticipated maximum loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the geotechnical engineer must reevaluate the allowable bearing values and the grading requirements. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 -15 - File No.: 07117-10 00-09-772 Minimum reinforcement for continuous wall footings should be two, No. 4 steel reinforcing bars, placed near the top and the bottom. of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. Expected Settlement: Estimated total static settlement, based on footings founded on firm soils as recommended, should be less than 1 inch. Differential settlement between exterior and interior bearing members should be less than 1/2 -inch. Frictional and Lateral Coefficients: Lateral .loads may be resisted by soil friction on the base of foundations and by passive resistance of the soils acting on foundation walls. An allowable coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid pressure of 250 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 to 0.23 of dead load forces. A one-third (1/3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that any required backfill adjacent to foundations is properly compacted. 5.5 Slabs -on -Grade Subgrade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Vapor Barrier: In areas of moisture sensitive floor coverings, an appropriate vapor barrier should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas an impermeable membrane (10 -mil moisture barrier) should underlie the floor slabs. The membrane should be covered with 2 inches of sand to help protect it during construction and to aide in concrete curing. The sand should be lightly moistened just prior to placing the concrete. Low -slump concrete should be used to help reduce the potential for concrete shrinkage. The effectiveness of the moisture barrier is dependent upon its quality, method of overlapping, its protection during construction, and the successful sealing of the barrier around utility lines. Slab thickness and reinforcement: Slab thickness and reinforcement of slab -on -grade are contingent on the recommendations of the structural engineer or architect and the expansion index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of approximately 200 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. Concrete slabs and flatwork should be a minimum of 4 inches thick. We suggest that the concrete slabs be reinforced, as specified by the project structural engineer, to resist cracking. Concrete floor slabs may either be monolithically placed with the foundations or doweled after footing placement. The thickness and reinforcing given are not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer should observe all reinforcing steel in slabs during placement of concrete to check for 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 EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 `- 16 - File No.: .07117-10 00-09-772 patterns to reduce the potential for randomly oriented, contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or saw cut (1/4 of slab depth) within 8 hours.of 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 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 2500 -psi concrete, many of these I uality control procedures are not required. 5.6 Retaining Walls The following table presents lateral earth pressures for use in retaining wall design. The values are given as equivalent fluid pressures without surcharge loads or hydrostatic pressure. Lateral Pressures and Sliding Resistance' Granular Backfill Passive Pressure 375 pcf '- level ground Active Pressure (cantilever walls) 35 pcf - level ground Able to rotate 0.1 % of structure height At -Rest Pressure (restrained walls) 55 pcf - level ground Dynamic Lateral Earth Pressure Z Acting at mid height of structure, 25H psf Where H is 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 need not consider this increased pressure. Upward sloping backfill or surcharge loads from nearby footings can create larger lateral pressures. Should any walls be considered for retaining sloped backfill or placed next to foundations, our office should be contacted for recommended design parameters. Surcharge loads should be considered if they exist within a zone between the face of the wall and a plane projected 45 degrees upward from the base of the wall. The increase in lateral earth pressure should be taken as 35% of the surcharge load within this zone. Retaining walls subjected to traffic loads should include a uniform. surcharge load equivalent to at least 2 feet of native soil. Drainage: A backdrain or an equivalent system of backfill drainage should be incorporated into the retaining wall design. Our firm can provide construction details when the specific application is determined. Backfill .immediately behind the retaining structure should be a free -draining' EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 17 - File No.: 07117-10 00-09-772 granular material. Waterproofing should be according to the Architect's specifications. Water should not be allowed to pond near.the top of the wall. To accomplish this, the final backfill grade should be such that all water is diverted away from the retaining wall. Backfill Compaction: Compaction on the retained side of the wall within a horizontal distance equal to one wall height should be performed by hand -operated or other lightweight compaction equipment. This is intended to reduce potential locked -in lateral pressures. caused by compaction. with heavy grading equipment. Footing Subgrade Preparation: The subgrade for footings should be prepared according to the auxiliary structure subgrade preparation given in Section 5.1. 5.7 Mitigation of Soil Corrosivity on Concrete Selected chemical analyses for corrosivity were conducted on samples at the low chloride ion concentration. Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The Uniform Building Code does not require any special provisions for concrete for these low concentrations as tested. However, excavated soils from mass -grading may have higher sulfate and chloride ion concentrations. Additional soil chemical testing should be conducted on the building pad soils after mass -grading. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water (to 18 inches above grade). Additionally, the concrete should be thoroughly vibrated during placement. Electrical resistivity testing of the soil suggests that the site soils may present a moderately severe potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, or encapsulating with densely consolidated concrete. A qualified corrosion engineer should be consulted regarding mitigation of the corrosive effects of site soils on metals. 5.8 Seismic Design Criteria This site is subject to strong ground shaking due to potential fault movements along the San Andreas and San Jacinto Faults. Engineered design and earthquake -resistant construction increase safety and allow development of seismic areas. The minimum seismic design should comply with the latest edition of the Uniform Building Code for Seismic Zone 4 using the seismic coefficients given in Section 3.4.3 of this report. The UBC seismic coefficients are based on scientific knowledge, engineering judgment, and C. compromise. Factors that play an important role in dynamic structural performance are: (1) Effective peak acceleration (EPA), (2) Duration and predominant frequency of strong ground motion, (3) Period of motion of the structure, (4) Soil -structure interaction, EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 18 - File No.: 07117-10 00-09-772 (5) Total resistance capacity of the system, (6) Redundancies, (7) Inelastic load -deformation behavior, and (8) Modification of damping and effective period as structures behave inelastically. Factors 5 to 8 are included in the structural ductility factor (R) that is used in deriving a reduced value for design base shear. If further information on seismic design is needed, a site-specific probabilistic seismic analysis should be conducted. The intent of the UBC lateral force requirements is to provide a structural design that will resist collapse to provide reasonable life safety from a major earthquake, but may experience some structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The UBC lateral force requirements .should be considered a minimum design. The owner and the designer should evaluate the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer has the responsibility to interpret and adapt the principles of seismic behavior and design to each structure using experience and sound judgment. The design engineer should exercise special care so that all components of the design are all fully met with attention to providing a continuous load path. An adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources. 5.9 Pavements by the design engineer or owner; we have assumed traffic Since no traffic loading were provided loading for comparative evaluation. The design engineer or owner should decide the appropriate traffic conditions for the pavements. Maintenance of proper drainage is necessary to prolong the service life of the pavements. Water should not pond on or near paved areas. The following table provides our recommendations for pavement sections. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 - 19 - RECOMMENDED PAVEMENTS SECTIONS R -Value Suhmade Soils - 40 (assumed) File No.: 07117-10 00-09-772 Design Method — CALTRANS 1995 Traffic Index (Assumed) Pavement Use Flexible Pavements Rigid Pavements Asphaltic Concrete Thickness (Inches) Aggregate Base Thickness (Inches) Portland Cement Concrete (Inches) Aggregate . Base Thickness (Inches) 4.0 Auto Parking Areas 23 4.0 4.0 4.0 5.0 Residential Streets 3.0 4.0 5.0 4.0 6.5 Collector Road 3.5 6.5 --- 7.5 Secondary Road 4.5 7.0 --- --- Notes: 1. Asphaltic concrete should be Caltrans, Type B, 1/2 -in. or 3/4 -in. maximum -medium grading and compacted to a minimum of 95% of the 75-blow'Marshall density (ASTM D 1559) or equivalent. 2. Aggregate base should be Caltrans Class 2 (3/4 in. maximum) and compacted to a minimum of 95% of ASTM D1557 maximum dry density near its optimum moisture. 3. All pavements should be placed on 12 inches of moisture -conditioned subgrade, compacted to a minimum of 90% of ASTM D 1557 maximum dry density near its optimum moisture. 4. Portland cement concrete should have a minimum of 3250 psi compressive strength @ 28 days. 5. Equivalent Standard Specifications for Public Works Construction (Greenbook) may be used instead of Caltrans specifications for asphaltic concrete and aggregate base. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 -20- File No.: 07117-10 00-09-772 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 take the necessary steps to see that the general contractor and all subcontractors follow such recommendations.. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. As the Geotechnical Engineer of Record for this project, Earth Systems Consultants Southwest (ESCSW) has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee is express or implied. This report was prepared for the exclusive use of the Client and the Client's authorized agents. ESCSW should be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. If ESCSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. Although available through ESCSW, the current scope of our services does not include an environmental assessment, or investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater or air on, below, or adjacent to the subject property. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 -21 - File No.: 07117-1.0 00-09-772 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 ESCSW as the geotechnical consultant from beginning to end of the project will provide continuity of services. . The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Construction monitoring and testing would be additional services provided by our firn1. 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 UBC Sections 1701 and 3317 or local grading ordinances. • Consultation as required during construction. •1• Appendices as cited are attached and complete this report. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 -22- File No.: 07117-10 00-09-772 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. Blake, B.F., 1998a, FRISKSP v. 3.01b, A Computer Program for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, Users Manual, 191 p. Blake, B.F., 1998b, Preliminary Fault -Data for EQFAULT and FRISKSP, 71 p. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1993, Estimation of Response Spectra and, Peak Accelerations from Western North American Earthquakes: An Interim Report; U.S. Geological Survey Open -File Report 93-509, 15 p. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1994, Estimation of Response Spectra and Peak Acceleration from Western North American Earthquakes: An Interim Report, Part 2, U.S. Geological Survey Open -File Report 94-127. California Department of Conservation, Division of Mines and Geology: Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, and WWW Version. Envicom, Riverside County, 1976, Seismic Safety Element. Ellsworth, W.L., 1990, "Earthquake History, 1769-1989" in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Hart, E.W., and 1994 rev., Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42, 34 p. International Conference of Building Officials, 1997, Uniform Building Code, 1997 Edition. International Conference of Building Officials, 2000, International Building Code, 2000 Edition. Jennings, 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. Joyner, W.B., and Boore, D.M., 1994, Prediction of Ground Motion in North America, in Proceedings of ATC -35 Seminar on New Developments in Earthquake Ground Motion Estimation and Implications for Engineering Design Practice, Applied Tecluzology Council, 1994. Petersen, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Leinkaemper, J.J., McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic Seismic Hazard Assessment for the State of California: California Division of Mines and Geology Open -File Report 96-08, 59 p. Proctor, Richard J. (1968), Geology of the Desert Hot Springs - Upper Coachella Valley Area, California Division of Mines and Geology, DMG Special Report 94. EARTH SYSTEMS CONSULTANTS SOUTHWEST September 22, 2000 -23 - File No.: 07117-10 00-09-772 Riverside County (1984), Seismic Safety Element of the Riverside County General Plan, Amended. Rogers, T.H., 1966, Geologic Map of.Califorrnia - Santa Ana Sheet, California Division.of Mines and Geology Regional Map Series, scale 1:250,000. Seed, H.B. and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes. Sieh, K., Stuiver, M., and Brillinger, D., 1989, A More Precise Chronology of Earthquakes Produced by the San Andreas Fault in Southern California: Journal of Geophysical Research,'Vol. 94, No. Bl; January 10, 1989, pp. 603-623:, Sieh, Kerry, 1985, Earthquake Potentials Along The San Andreas Fault, Minutes of The National Earthquake Prediction Evaluation Council, March 29-30, 1985, USGS Open File Report 85-507. Structural Engineers Association of California (SEAOC), 1996, Recommended Lateral Force Requirements and Commentary. 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. Van de Kamp, P.C., 1973, Holocene Continental Sedimentation in the Salton Basin, California: A Reconnaissance, Geological Society of America, Vol. 84, March 1973. Working Group on California Earthquake Probabilities, 1995, Seismic 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 CONSULTANTS SOUTHWEST APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters 1997 Uniform Building Code Seismic Parameters 2000 International Building Code Seismic Parameters Logs of Borings �`i•�0.. .•1J')J_ .j •.n J.;� —. 1. :; -• i::� j -_.. '• a �, Air J +t l'�' ___:..�--.._.—...—...—.....— -..ate..... "....r=�..-..=—.—_::. __;.-....... ... _ »... Well r _ na ; 1 .__—�-ten tWate(�..-. b I, •'J i • •_ —_ I� a � 9� r Z. :I 11 �.;: / ... •''fir•- _ 17 I � i •: �1I � Wel: I`.- �, .... - " 1 ' 41 ! 1 . 20 e\ ve : ,. s Go.v as y ...:-.. -, •�....a-�_ - . fir_.:.... :. - ;:.j�; I. e _. .. '' as Gov ::Qr a vI!us—e-^ Ld ?{ vOlt Au �S ..I ��,a l.a:✓ �: � > ii r � c 1. . Reference: La Quinta & Indio USGS Topographic Quadrangles Maps Figure 1 -Site Location Project Name: Country Club of the Desert Project No.: 07117-10 Scale: 1" = 2,000' Earth Systems Consultants 0 2,000 4,000 �� Southwest 52nd Avenue LEGEND © Approximate Boring or CPT Location Scale: 1 800 feet 0 800 1:600 Figure,2 - Exploration Locations Project Name: Country Club of the Desert Project No.: 07117-10 Earth Systems Consultants �t I f, Southwest Q5 B-11 7- 'Tr -W —77 ClOTA -1321 U) W Q) cl) i 0 cf) B14 B 3. LEGEND © Approximate Boring or CPT Location Scale: 1 800 feet 0 800 1:600 Figure,2 - Exploration Locations Project Name: Country Club of the Desert Project No.: 07117-10 Earth Systems Consultants �t I f, Southwest 0C: X W Q) (J) 0 cf) LEGEND © Approximate Boring or CPT Location Scale: 1 800 feet 0 800 1:600 Figure,2 - Exploration Locations Project Name: Country Club of the Desert Project No.: 07117-10 Earth Systems Consultants �t I f, Southwest Country Club of the Desert 07117-10 Table 1 Fault Parameters & nn#o inictir Fctimntpc of Mpan Ppak C,rnund Arrplpratinn IP(' AI Fault Name Or Seismic Zone Distance from Site (mi) (km) Fault Type UBC Maximum Magnitude Mmax (Mw) Avg Slip Rate (mm/yr) Avg Return Period (yrs) Fault Length (km) Date of Last Rupture (year) Largest Historic Event >5.5M (year) Mean Site PGA (g) Reference Notes: (1) 2) (3) (4) (2) (2) .(2) .(5) (6) San Andreas - Coachella Valley 6.1 9.8 SS . A 7.1 25 220 95 c. 1690 0.36 San Andreas - Southern (C V +S B M) 6.1 9.8 SS A 7.4 24 220 203 c. 1690 0.41 San Andreas - Mission Crk. Branch 7.8 12.6 SS A 7.1 25 220 95 6.5 1948 0.31 San Andreas - Banning Branch 7.8 12.6 SS A 7.1 10 220 98 6.2 1986 0.31 San Jacinto (Hot Spg's - Buck Ridge) 16 26 SS C 6.5 2 354 70 6.3 1937 0.12 Blue Cut 16 26 SS C 6.8 1 760 30 - 0.14 San Jacinto -Anza 20 33 SS A 7.2 12 250 90 1918 6.8 1918 0.15 Burnt Mountain 20 33 SS B 6.4 0.6 5000 20 1992 7.3 1992 0.09 San Jacinto - Coyote Creek 21 34 SS . B 6.8 4 175 40 1968 6.5 1968 0.11 Eureka Peak 21 34 SS B 6.4 0.6 5000 19 1992 6.1 1992 0.09 San Andreas - San Bernardino Mtn. 22 35 SS A 7.3 24 433 107 1812 7.0 "1812 0.15 Morongo 32 51 SS C 6.5 0.6 1170 23 5.5 1947 0.06 San Jacinto - Borrego Mountain 33 53 SS B 6.6 4 175 29 6.5 1942 0.06 Pinto Mountain 33 53 SS B 7.0 2.5 500 73 0.08 Emerson So. - Copper Mtn. 34 54 SS B 6.9 0.6 5000 54 - 0.07 Pisgah -Bullion Mtn. -Mesquite Lk 35 57 SS B 7.0 0.6 5000 88 1999 7.1 1999 0.07 Landers 35 57 SS B 7.3 0.6 5000 83 1992 7.3 1992 0.09 San Jacinto -San Jacinto Valley 39 62 SS B 6.9 12 83 42 6.8 1899 0.06 Brawley Seismic Zone 39 62 SS B 6.4 25 24 42 5.9 1981 0.05 Earthquake Valley 39 62 SS B 6.5 2 351 20 0.05 Elsinore - Julian 43 70 SS A 7.1 5 340 75 0.06 Johnson Valley (Northern) 46 74 SS B 6.7 0:6 5000 36 - 0.05 Elmore Ranch 47 75 SS B 6.6 1 225 29 1987 5.9 1987 0.04 North Frontal Fault Zone (East) 47 75 DS B 6.7 0.5 1730 27 0.05 Calico -Hidalgo 47 76 SS B 7.1 0.6 5000 95 0.06 Elsinore - Temecula 48 78 SS B 6.8 5 240 42 0.05 Eisinore -Coyote Mountain 49 79 SS B 6.8 4 625 38 0.05 San Jacinto - Superstition Mountain 51 81 SS B 6.6 5 500 23 c.1440 -- 0.04 San Jacinto - Superstition Hills 51 83 SS B 6.6 4 250 22 1987 6.5 1987 0.04 Lenwood-Lockhart-Old Woman Spgs 52 84 SS B 7.3 0.6 5000 149 0.06 North Frontal Fault Zone (West) 59 95 DS B 7.0 1 1310 50 0.05 Helendale - S. Lockhardt 60 96 SS B 7.1 0.6 5000 97 0.04 San Jacinto -San Bernardino 61 99 SS B 6.7 12 100 35 6.0 1923 0.03 Notes: 1. Jennings (1994) and CDMG (1996) 2. CDMG & USGS (1996), SS = Strike -Slip, DS = Dip Slip 3. ICBO (1997), where Type A faults: Mmax > 7 and slip rate >5 mm/yr &Type C faults: Mmax <6.5 and slip rate < 2 mm/yr 4. CDMG (1996) based on Wells & Coppersmith (1994), Mw = moment magnitude 5. Modified from Ellsworth Catalog (1990) in USGS Professional Paper 1515 6. The 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 (mean plus sigma values are about 1.6 times higher) Based on Site Coordinates: 33.671 N Latitude, 116.252 W Longtude and Site Soil Type D EARTH SYSTEMS CONSULTANTS SOUTHWEST Project Name: Country Club of the Desert File No.: 07117-10 Period T (sec) 1997 UNIFORM BUILDING CODE (UBC) SEISMIC PARAMETERS 0.00 0.45 Reference Seismic Zone: 4 Figure 16-2 Seismic Zone Factor: Z 0.4 Table 16-I Soil Profile Type: S D Table 16-J Seismic Source Type: A Table 16-U Closest Distance to Known Seismic Source: 9.8 km = 6.1 miles Near Source Factor: Na 1.01 Table 16-S Near Source Factor: Nv 1.22 Table 16-T Seismic Coefficient: Ca 0.44 = 0.44Na Table 16-Q Seismic Coefficient:: Cv 0.78 = 0.64Nv Table 16-R Closest Signficant Seismic Fault Source: San Andreas - Southern (C V +S B M) To: 0.14 sec Ts: 0.70 sec Seismic Importance Factor, I: 1.00 Table 16-K EARTH SYSTEMS CONSULTANTS SOUTHWEST 1997 UBC Equivalent Static Response Spectrum Period T (sec) Sa (g) 0.00 0.45 1'2 0.05 0.68 0.14 1.11 0.20 1.11 1.0 0.30 1.11 0'.70 1.11 0.8 0.80 0.97 a . 0.90 0.86- 1.00 0.78 0.6 1.10 0.71 U 1.20 0.65 Q 1.30 0.60 0.4 1.40 0.56 a 1.50 0.52 U) 1.60 0.49 0.2 1.70 0.46 1.80 0.43 1.90 0.41 0.0 2.00 0.39 0.0 0.5 1.0 1.5 2.0 Period (sec) EARTH SYSTEMS CONSULTANTS SOUTHWEST Project Name: Country Club of the Desert File No.: Period 07117-10 2000 INTERNATIONAL BUILDING CODE (IBC) SEISMMIC PARAMETERS Seismic Category T (sec) D Table 1613.3(1) Site Class D Table 1615.1.1 Latitude: 33.671 N 0.65 Longitude: -116.252 W Maximum Considered Earthquake (MCE) 1.00 Ground Motion Short Period Spectral Reponse Ss 1:50 g Figure1615(3) 1 second Spectral Response S1 0.60 g Figure1615(4) Site Coefficient Fa 1.00 Table 1615.1.2(1) Site Coefficient FV 1.50 Table 1615.1:2(2) Stas 1.50 g SMI 0.90 g = Fv*SI Design Earthquake Ground Motion 0.30 1.00 Short Period Spectral Reponse SDs 1.00 g = 2/3*SMs I- second Spectral Response SDI 0.60 g = 2/3 * SM I co To 0.12 sec = 0.2*SDI/SDS Ts 0.60 sec = SDI/SDs Seismic Importance Factor IE 1.00 Table 1604.5 EARTH SYSTEMS CONSULTANTS SOUTHWEST Period Sa 2000 IBC Equivalent Elastic Static Response Spectrum T (sec) ) 0.00 0.40 1.2 0.05 0.65 0.12 1.00 0.20 1.00 1.0 ., rn 0.30 1.00 0.60 . 1.00 co 0.8 0.70 0.80 0.86 0.75 0.90 0.67 a`) a) 0.6 1.00 0.60 Q 1.10 1.20 0.55 0.50 ` 0.4 1.30 0.46 a 1.40 0.43 1.50 0.40 0.2 1.60 0.38 1.70 0.35 .1.80 0.33 0.0 1.90 0.32 0.0 0.5 1.0 1.5 2.0 2.00 0.30 Period (sec) 2.20 0.27 EARTH SYSTEMS CONSULTANTS SOUTHWEST Earth Systems Consultants Southwest 79-81 IB Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 343-1588 FAX (760) 3.35-7315 Boring NO: BI ML Drilling Date: August 18, 2000 Project Name: Country Club of the Desert ® 10,10,10 Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 93.4 5,5,10 lilII il I�; �I Drill Type: Mobile 61 Boring Location: See Figure 2 ® I Logged By: Clifford W. Batten ^ Sample Type Penetration ,1 sM o o Page^ 1 of 1� Description of Units �J r _ Resistance E U a .y � Note: The stratification lines shown represent the a 1 v 77.7 ii � � Ilii o E approximate boundary between soil and/or rock types Graphic Trend 0 o I (Blows/6") 86.8 I Q I U and the transition may be gradational. Blow Count Dry Density - 25 1 - 30 - 35 i 4 I F 4 I F SANDY SILT: brown, medium dense, dry to. damp, 2.1 with minor fine grained sand I I I� 2.4 i it SILTY SAND: brown, medium dense, dry, fine to 1.5 medium grained, subround clasts I, i SANDY SILT: brown, medium dense, damp, I laminated, with minor fine grained sand e 5.7 I 1 I ! 4.2 TOTAL DEPTH: 21.5 feet No Groundwater or Bedrock Encountered ML ® 10,10,10 III' i 93.4 5,5,10 lilII il I�; �I i 85.6 ® ,1 sM 4,5,6 It 93.2 ML 5,10,10 1III�; 77.7 ii � � Ilii 7,10,12 Ili'I 86.8 SANDY SILT: brown, medium dense, dry to. damp, 2.1 with minor fine grained sand I I I� 2.4 i it SILTY SAND: brown, medium dense, dry, fine to 1.5 medium grained, subround clasts I, i SANDY SILT: brown, medium dense, damp, I laminated, with minor fine grained sand e 5.7 I 1 I ! 4.2 TOTAL DEPTH: 21.5 feet No Groundwater or Bedrock Encountered Earth Systems Consultants Southwest 79-811B Country Club Drive. Bermuda Dunes, CA 92201 Phone (760) 3.15-1588 FAX (760) 345-7315 BoriEL No: B2 Drilling Date: August IS, 2000 Project Name: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 i Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten ^ Sample Type Penetration N E v Description of Units[Page 1 of 1 P Resistance E U r- C� c •o Note: The stratification lines shown represent the c1 v a Q c approximate boundary between soil and/or rock types Graphic Trend Q 0 m (Blows/6") U and the transition may be gradational. Blow Count Dry Density v- -0 -5 - 10 - 15 - 20 - 25 - 30 - 35 NIL i9;10,10 95.9 2.6 I 'i 8,11,12 I. ; 84.4 4.3 I sM ® 5,5,5 :I ; 90.4 III NIL i i�° III 4'5'6 lilil 81.2 Illi ,I� I 9,11,13 III I 1 183.3 I i i � I I I - 50 � II i I SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts i o li 1.3 I I li 1 I I 1 it SANDY SILT: brown, medium dense, dryto damp, i laminated, with minor fine grained sand 2.9 I 4.6 1 i� I I I! 1 TOTAL DEPTH: 21.5 feet ! I 11 I; it No Groundwater or Bedrock Encountered l I I I I i ii ! I 11 1 i ; ! i I I I i Earth S Southwest Consultants 79-81113 County Club Drive. Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX(760)345-7315 Boring N0: B3 5,5,5 SILTY SAND: brown, medium dense, dry, fine to II { Drilling Date: August IS, 2000 Project Name: Country Club of the Desert 8,12,12 10.8 Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 I ML I Drill Type: Mobile 61 Boring Location: See Figure 2 I SM 1 Logged By: Clifford W. Batten ^ Sample Type Penetration i I I B Descri tion Of Units Page 1 of 1 . P :6.8 7,8,11 Resistance O E Cn U cC WN C --'o 1 c Note: The stratification lines shown represent the v 5,7.9 V) :D 0 ° approximate boundary between soil and/or rock types Graphic Trend ami G o .(Blows/6") I ! o and the transition may be gradational'. Blow Count Dry Density t� n Go 2: 4.3 0 U i 0 �- 5 I i— 10 1 1-- 15 I— 20 SM ® 5,5,5 SILTY SAND: brown, medium dense, dry, fine to II { medium grained, subround clasts 8,12,12 10.8 ® I 4,4,7 I ML I ® 4,4,10 I SM 1 5,6,6 I ! II i i I ! fine to medium grained, subround to subangular 84.8 :6.8 7,8,11 90.4 14.1 I I � � ' 2.4 • I.I. 5,7.9 I I ]1 Ii No Groundwater or Bedrock Encountered i SILTY SAND: brown, medium dense, dry, fine to II medium grained, subround clasts 91.1 10.8 96.0 1.6 i I I l iI I . 1 I SANDY SILT: brown, medium dense, moist, II I laminated, with minor fine grained sand 82.0 19.6 I ! II i I I SILTY SAND: brown, medium dense, damp to dry, ! fine to medium grained, subround to subangular 84.8 :6.8 ! clasts !! I 90.4 14.1 I I ! I , 95.9 ' 2.4 l I I i' it i I' i 93:2 12.9 ! 1I I1 I )6.9 ' 1.9 I ! 1 SANDY SILT: brown, medium dense, damp, :92.1 laminated, with minor fine grained sand !' 4.3 ! l I TOTAL DEPTH: 41.5 feet �I Ii No Groundwater or Bedrock Encountered i Earth Systems Consultaf*§ Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B4 'IF Drilling Date: August 18, 2000 Project Name: Country Club of the Desert ® 7,7,11 Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 L — 5 � i i Drill Type: Mobile 61 Boring Location: See Figure 2 L L Logged By: Clifford W. Batten ^ Sample Type Penetration I .� I o Description of Units Page 1 of 1 Resistance Uv I Note. The stratification lines shown represent the ' p _ c Q v .� ,�, approximate boundary between soil and/or rock types Graphic Trend C]o (Blows/6") 1 Q 2 U 1 and the transition may be -gradational. Blow Count Dry Density L !0 'IF I ® 7,7,11 L — 5 � i i ® 9,9,9 L L 10 ® 4,5,6 r 15 I ; 20 ; r r 25 30 35 40 L I 45 L L 5o ® 3,4,6 j �I ® 6,8,8 I iI I ® 8,10,15 I ® 14;16,20 ®8 10 12 ® 10,10,12 SM 189.5 1 1.2 1�1 1. 99.1 1.2 .t.•.H I ! MUCL i ! (A�"t 1 77.0 1 15.3 I SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts 1 1 CLAYEY SILT: brown, stiff, moist, laminated, with I I minor clay nodules SMI SILTY SAND: brown, medium dense, dry, fine to is !•.�..! ; 79.1 15.1 medium grained, subround clasts I.H i MUCL 1 SANDY CLAYEY SILT: brown, stiff, moist, 1 i i laminated, low plasticity �! 1 73.5 1 15.4 1 ' e MUCL SM ! I CLAYEY SILT: brown, very stiff, moist, medium I I plasticity, with minor silty sand lenses I I i I jSILTY SAND: brown, medium dense, dry, fine to imedium grained, subround clasts I SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts, with minor silt and clay nodules 1 i ! 1 i I i I i i i SANDY SILT: brown, medium dense, dry, ' ! laminated, with minor.fine grained sand and clay 1 TOTAL DEPTH: 41.5 feet I 1 ! No Groundwater or Bedrock Encountered i � I i i I � I i Kristi Hanson From: Kristi Hanson Sent: Friday, March 23, 2007 1:14 PM To: 'Richard Helppie' Subject: RE: 149 Tekis, Lot #9, Helppie Feedback after Concept Drawing 1 Richard.... -----Original Message ----- From: Richard Helppie [mailto:rich@helppie.com] Sent: Thursday, March 22, 2007 9:47 AM To: Kristi Hanson Subject: 149 Tekis, Lot #9, Helppie Feedback after Concept Drawing 1 Hi Kristi Here are some loose notes for the next concept session: 1.) If you have an idea of approximate square footage, that would be good. WE WILL WORK UP AND EMAIL TO YOU. 2.) If soil report is done, let us know if there is anything that causes concern. 3.) Next time we talk, would it be possible to spend some time on some of the design considerations? Sometimes there are implied tradeoffs that we are not aware of. For example, we like the soaring ceilings but that may be incompatible with the Tuscan/ Mediterranean / Spanish Mission - influenced desert contemporary. We also like that "stacked rock" look as well. Not pushing for any particular outcome, just need to understand what the tradeoffs might be. YES. 4.) We think we would like to move the kitchen closer to the dining area. OK. 5.) We are wondering if we can squeeze in a 4th guest suite, even if there is a shared bathroom. OK, BUT I DON'T RECOMMEND SHARED BATHROOMS. 6.) Like the idea of down valley views, but have some concerns about whether the office is isolated enough. I have to feel like I left the living space and went to work. Without the noise and distraction of the household stuff. OK .... WE CAN LOOK AT ANOTHER ALTERNATIVE... 7.) We are backing off the bedroom isolation idea. There is.no need to make a pure sleeping room. OK. 8.) We will want to have a couple of laundry facilities -- one near bedrooms and one near kitchen. OK... SORRY I FORGOT ABOUT THOSE... 9.) For the garages, we want to make sure that we can turn our Roadtrek in the driveway, or position the doors so that we can back out and down the driveway. WE WILL HAVE PLENTY OF BACK UP SPACE. 10.) When we get to that part, we will be doing a lot of integrated electronics, sound, video, lights, alarms, cameras.OK. 11.) Any ideas regarding security or privacy from the former trail? WILL COME IN NEXT GO AROUND 12.) When we landscape, we do want a few citrus trees (or vines as you've suggested) and a small spice garden. YES. That's about it, plus your thoughts and things we talked about on the lot. Rich 1 Earth systems consultants 79-811 B Country' Club Drive, Bermuda Dunes, CA 92201 Southwest Phone(760)345-1588 FAX (760)34155-73 Boring No: B5 j.. Drilling Date: August 18, 2000 Project Name: Country ClPbW the Desert 4,4,4 Drilling Method: 8" Hollow Stem Auger Project Number: 0711746 5,5 .7 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample Type Penetration 7,11,14 Pae I of I Description of Units FP I j ResistanceU CA E C/) W U I = Note: The stratification lines shown represent the u. approximate boundary between soil and/or TOCk types Graphic Trend (Blows/6")0 U 0 and the transition may be gradational. Blow Count Dry Density 0 5 L I F f— 15 1-- 20 25 30 35 1 ( I I 40 I I I ( � 45 50 89.6 0.9 85.3 1 1.3 85.1 1.5 SILTY SAND: brown, medium dense, dry, fine to medium grained, subround to subangular clasts I II jl Li I ii i it TOTAL DEPTH: 21.5 feet No Groundwater or Bedrock Encountered j.. SIM 4,4,4 5,5 .7 It 4,5,6 7,11,14 I j 8,9,11 L'�..i.i 30 35 1 ( I I 40 I I I ( � 45 50 89.6 0.9 85.3 1 1.3 85.1 1.5 SILTY SAND: brown, medium dense, dry, fine to medium grained, subround to subangular clasts I II jl Li I ii i it TOTAL DEPTH: 21.5 feet No Groundwater or Bedrock Encountered Earth Systems Consultants Southwest 79-8113 Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B6 Drilling Date: August 18, 2000 Project Name: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample 1 of 1 ^ Type penetration I v o Description of Units [Page ELI_ Resistance E u U U t^ Note: The stratification lines shown represent the a 1 ? o = approximate boundary between soil and/or rock types Graphic Trend Q � o (Blows/6")I Q 2 U and the transition may be gradational. Blow Count Dry Density g; � I I ® 3,4,5 iI 4,5,6 I ® 7,9,11 96.8 i I 2.6 j with silt lenses I i I TOTAL DEPTH: 21.5 feet j No Groundwater or Bedrock Encountered I Earth Systems Consultants Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 BOt ing NO' B7 I Drilling Date: August 18, 2000 Project Name: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten 0 I 5 I i 10 I i I i t_ L 15 i 1 I h i I I 1 20 I 1 i L 25 1 1 i i I I 30 I i 1 L i L35 — 40 - 45 - 50 SamplePage Type Penetration SILTY SAND: brown, medium dense, dry, fine to Y II Description of Units' 1 of I medium grained, subangular clasts Resistance � U v y c Note: The stratification lines shown represent the aY 95.4 1.2 i I I I II I Ca 'o approximate boundary between soil and/or rock types Graphic Trend o (Blows/6") 87.8 2.1 I Q U and the transition may be gradational. Blow Count Dry Density Q Co vF0.i 2. I i i 8,8,10 1 i.:i:, i 1 'I t I 95.2 1.3 ; I I i ;i • I II 0 I 5 I i 10 I i I i t_ L 15 i 1 I h i I I 1 20 I 1 i L 25 1 1 i i I I 30 I i 1 L i L35 — 40 - 45 - 50 sM I SILTY SAND: brown, medium dense, dry, fine to II medium grained, subangular clasts 3,4,6 ... 1] 95.2 0.7 I 5,5,6 I' I' i .�i..i•J � 95.4 1.2 i I I I II I 6,6,7 I. 87.8 2.1 I I I I 1 I I i i 8,8,10 1 i.:i:, i 1 'I t I 95.2 1.3 ; I i I i ;i • I II I. :'I:•ia 1 11 'i I 15,6,7 -I•.I- I i I I I� 6,7,8 I 6,9,10 i i i H I I I I 9 TOTAL DEPTH: 31.5 feet 11 I I! ! II I li II I No Groundwater or Bedrock Encountered i Earth Systems Consultants Southwest 79-8118 County Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Borings No: B8 Drilling Date: August 18, 2000 ProjectName: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample Type Penetration I .� U o Description of Units Page 1 of 1 r _ = Resistance I E E U Q a —0.2 Note: The stratification lines shown represent the a s I = approximate boundary between soil and/or rock types Graphic Trend o G I (Blows/6") Z Q o U and the transition may be gradational. Blow Count Dry Density M v) I 0 I F —5 10 3 3 SILTY SAND: brown, medium dense, dry, fine to j medium grained, fossiliforus, subangular clasts 0.7. I I '2.5 SANDY SILT: brown, medium dense, dry i II I i I I ii i 11 i SILTY SAND: brown, medium dense, dry, fine to I �� 1.7 medium grained, subangular clasts I �' I it i 11 1.1 i • 'f i �• � I I i iw I TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered Earth Systems Consultants �� Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-731 5 Borind No: B9 1 ®, Drilling Date: August 18, 2000 Project lame: Country Club of the Desert - 30 I Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 5,5,7 - 35 Drill Type: Mobile 61 Boring Location: See Figure 2 1 Logged By: Clifford W. Batten ,. Sample Type Penetration - 45 I `o Description of Units Page 1 of 1 - 50 Resistance i I U v Q i� c Note: The stratification lines shown represent the 1 a Gan 'o approximate boundary between soil and/or rock types Graphic Trend C] (Blows/6") rn Q U and the transition may be gradational. Blow Count Dry Density <I 20 r I L 25 I I .I:i sM 3'3'4 ® 6,8, l0 ® 5,5,10 I••I•. 1 J I ®S 8 8 I..I.•I•� MUCL 4,6.6 iX, i i f • I .i 4,4,5 MUCL 74.2 91.4 90.3 87.7 SILTY SAND: brown, loose to medium dense, dry to damp, fine to medium grained, fossiliforus to five l.s feet,' subround to subangular clasts 6.1 I. I� 2.4 li I I I: 2.6 I � CLAYEY SILT: dark brown, stiff, moist, low plasticity, with minor silt i. •' I I SILTY SAND: brown, medium dense, dry, fine to ! i j medium grained, subangular clasts it I CLAYEY SILT: dark brown, stiff, moist, low plasticity .1 TOTAL DEPTH: 31.5 feet I I .I 1 i i 1 ®, - 30 I 5,5,7 - 35 I 1 ' 1 - 40 - 45 I 1 - 50 i I -- MUCL 74.2 91.4 90.3 87.7 SILTY SAND: brown, loose to medium dense, dry to damp, fine to medium grained, fossiliforus to five l.s feet,' subround to subangular clasts 6.1 I. I� 2.4 li I I I: 2.6 I � CLAYEY SILT: dark brown, stiff, moist, low plasticity, with minor silt i. •' I I SILTY SAND: brown, medium dense, dry, fine to ! i j medium grained, subangular clasts it I CLAYEY SILT: dark brown, stiff, moist, low plasticity .1 TOTAL DEPTH: 31.5 feet I I .I 1 i i Earth Systems Consultants Southwest 79-811 B Counay Club Drive, Bermuda Dunes, CA 92201 Phone (760) 3.13-1588 FAX (760) 345-7315 Boring NO' B10 I a SM Drilling Date: August 18, 2000 Project Name: Country Club of the Desert ®5,6,792.7 I•:I• i Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 ;. 191.7 • Drill Type: Mobile 61 Boring Location: See Figure 2 I 6,8,9 !. � . I. 87.3 Logged By: Clifford W. Batten ^ Sample Type Penetration J o Description of Units Page 1 of 1 U .Resistance E I U u c Q n N 'o Note: The stratification lines shown represent the 1 I ! = ' I I � I = approximate boundary between soil and/or rock types Graphic Trend Q ca o (Blows/6") Q 2 C� and the transition may be gradational. Blow Count Dry Density I I I r 0 5 M 15 i 2 I 2 3 3 40 I a SM 4,5,5 { 72.2 ®5,6,792.7 I•:I• i .I ® 6,8,8 ;. 191.7 • Lt• �.I.1 I 6,8,9 !. � . I. 87.3 4,6,8 �' •+ J I 1 5,7,7 I�•I I�t I 5,7,9 i � I � ' I I � I Earth Systems Consultants Southwest 79-81 IB Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B11 SM . i Drilling Date: August 18, 2000 Project Name: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 ® 5,8,8 Drill Type: Mobile 61 Boring Location: See Figure 2 1II III lij9 I !1 Logged By: Clifford W. Batten ^ Sample TypePenetration 5,5,5 I a� o Description of Units Page I of I .. _ Resistance D V ami .� — c 'o Note: The stratification lines shown represent the n1 v > a Ca ° approximate boundary between soil and/or rock types Graphic Trend O N o (Blows/6") Q U and the transition may be gradational. Blow Count Dry Density F 0 I C 5 L L i 10 r i-- 15 r I F 11 C 20 I F i 25 �— 30 I— 35 I SM . i ® 5,8,8 :• :? ® 8,12,12 1::. ® 5,8,8 J 1II III lij9 I !1 ML j 4,4,7 Q; i I 5,5,5 1!111 ri.. ML 5,5,7 ® I 7,11,10 SILTY SAND: brown, medium dense,.dry, fine to ; 'I medium grained, subround clasts !I • t. - - 0.5 I ;; I 1 I 95.5 10.7 91.6 1.2 I i SANDY SILT: brown, medium dense, dry, minor i j 1 clay nodules e 1 I I CLAYEY SILT: dark brown, stiff, moist, low Earth Systems Consultants Southwest 79-81 IB County Club Drive, Bermuda Dunes, CA 92201 Plione (760) 345-1588 FAX (760) 345-7315 Boring No: Bii 1 SILTY SAND: brown, medium dense, dry, fine to li I Drilling Date: August 18, 2000 Project Name: Country Club of the Desert medium grained, subround clasts i e e 7,8,11 J .! ; Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 I Drill Type: Mobile 61 Boring Location: See Figure 2 9,10,10 :.:i. i 97.2 0.7 i e Logged By: Clifford W. Batten Sample Type Penetration I I N o Description of Units Pae 1 of 1 I� • A D U Resistance En Note: N The stratification lines shown represent the iE � 0 � o = approximate boundary between soil and/or rock types Graphic Trend' Q � o l (Blows/6") > i 0 U and the transition may be gradational. Blow Count Dry Density 0 1 5 I 10 I 15 I 30 i F 35 sM 1 SILTY SAND: brown, medium dense, dry, fine to li '.i•.I•I � 1 medium grained, subround clasts i e e 7,8,11 J .! ; 93.0 0.4 I I 9,10,10 :.:i. i 97.2 0.7 i e • 1 I I .I ] i�. 7,8,5 I 1 92.2 11.2 ; e 1 1 I� • I••I•;I W !? ML I SANDY SILT: brown, medium dense, dry, minor cls nodules ' !! i 5,6,9 i!Iil i 1 ®6,6,8 I I I i 7'7'7 8,10,11 ` 50 I i TOTAL DEPTH: 31.5 feet i I i 1 No Groundwater or Bedrock Encountered I i I t I I i i i CLAYEY SILT: dark brown, stiff, moist, low Plasticity • i. 'I i Earth Systems Consultants �W Southwest 79-81 1B Country Club Drive, Bermuda Dunes, CA 92201 Plione (760) 345-1588 FAX(760)345-7315 Borin No :B13 iame: Drilling Date: August 18, 2000 , Stem Project Country Club of the Desert Drilling Method: 8" Hollow Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample Type Penetration — Description of Units 5,6,6 Resistance C/) U Note: The stratification lines shown represent the e (3 MUCL 6,9,8 F) = approximate boundary between soil and/or rock types Graphic Trend cl 0 (Blows/6") and the transition may be gradational. Blow Count Dry Density (0 ch ;E 0 5 F 10 L i F— 15 20 25 30 35 F 40 45 L 50 2,3,3 5,8,8 14,4,4 4,5,5 ::!:{ sm 76.2 0.8 1; 90.8 1 1.2 J]. SILTY SAND: brown, loose to medium dense, dry, fine to medium grained, subround clasts SANDY CLAYEY SILT: dark brown, stiff, moist, low plasticity SILTY SAN -D: brown, medium dense, dry, fine to medium grained, subround clasts SANDY CLAYEY SILT: dark brown, stiff, moist, low plasticity TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered MUCL 5,5,5 1A U SM 5,6,6 MUCL 6,9,8 A. SILTY SAND: brown, loose to medium dense, dry, fine to medium grained, subround clasts SANDY CLAYEY SILT: dark brown, stiff, moist, low plasticity SILTY SAN -D: brown, medium dense, dry, fine to medium grained, subround clasts SANDY CLAYEY SILT: dark brown, stiff, moist, low plasticity TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered 0 Earth Systems Consultants SOutilwe'st 79-811B County Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B14 Drilling Date: August 18, 2000 ProjectName: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten ^ Sample Type Penetration T Description of Units Page l of I L Resistance Q y .� Note: The stratification lines shown represent the n Y F- o rn Er _ . o approximate boundary between soil and/or rock types -Graphic Trend V N o (Blows/6"), O U and the transition miy be gradational. Blow Count Dry.Density —0 —5 10 L r 15 �I r r �— 20 I 25 I ®I P 30 I � !— 35 L 40 i I- r i 45 SM 4,4,4 4 6,7,8 , � I i, 3,2,2 I TJ It II{ 11 I 4,6,7 MUCL I 5,6,7 i' SM 6,6,5 ..i.:�.1 MUCL 6.7.9 r 'I Y.rl i .i 75.1 86.8 1 SILTY SAND: brown, loose to medium dense, dry, I II fine to medium grained, subround clasts 0.7 i 1 i 1.4 I I II I 'I I SANDY CLAYEY SILT: dark brown; stiff, moist, +i low plasticity ' 11 !I SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts � I ! CLAYEY SILT: dark brown, stiff, moist, low i plasticity I ! i TOTAL DEPTH: 31.5 feet i 1 i ! No Groundwater or Bedrock Encountered l i i I I i I i Earth systems consultants Southwest 79.811B Country Club Drive, Bermuda Dunes: CA 92201 Phone (760) 345-1588 FAX(760)345-7315 No: 15 Borin I Drilling Date:'August 18, 2000 Project &me: Country Club of the Desert B Drilling Method: 8-" Hollow Stem Auger I Project Number: 07117-10 I Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten .0 1 -5 - 10 - 15 - 20 t .� 25 30 35 I r - F 5,5-,4 198.1 0.2 ..: .J. 5,5,5 81.3 i 3.2 MUCL 4,5,6 SM 6,6,7 t Fm! 6,5,6 i l l i I-:I•:i• , 5,5,5 6,7,7 SILTY SAND: brown, medium dense, dry, fine to I it medium grained, subround clasts CLAYEY SILT: dark brown, stiff, moist, low Ii l plasticity, with sand SILTY SAND: brown, medium dense, dry, fine to e ii medium grained, subround to subangular clasts li TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered i Sample Type -F Penetration U o Description of Units Page 1 of 1 Resistance CA Note: The stratification lines shown represent the U r >' En :D -6 approximate boundary between soil and/or rock types Graphic Trend I cv- 0 (Blows/6") En 2 01= Blow Count and the transition may be gradational. Dry Density M u .0 1 -5 - 10 - 15 - 20 t .� 25 30 35 I r - F 5,5-,4 198.1 0.2 ..: .J. 5,5,5 81.3 i 3.2 MUCL 4,5,6 SM 6,6,7 t Fm! 6,5,6 i l l i I-:I•:i• , 5,5,5 6,7,7 SILTY SAND: brown, medium dense, dry, fine to I it medium grained, subround clasts CLAYEY SILT: dark brown, stiff, moist, low Ii l plasticity, with sand SILTY SAND: brown, medium dense, dry, fine to e ii medium grained, subround to subangular clasts li TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered i Earth Systems Consultants Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 BOC1, No: B16 SM I Drilling Date: August 18, 2000 li Project ame: Country Club of the Desert 86.4 .! 172.6 Drilling Method: .8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample Type Penetration _ Y o Description of Units Page 1 of 1 LAI Resistance E UOU zi Note: The stratification lines shown represent the = o - approximate boundary between soil and/or rock types Graphic Trend - c1o I (Blows/6") I Q U I and the transition may be gradational. Blow Count Dry Density it i r i 5 I r ��I 10 I ®; r r 15 � ®i i I � r i 20 i I 1 � I I I 25 r I ®! I 30 i ' I► — 50 4,5,6 5,6,5 4,4,4 6,7,8 5,6,7 I 8,9,10 I 17,7,7 I 1 l i SILTY SAND: brown, medium dense, dry, fuse to i medium grained, subround clasts 0.3 2.7 I SANDY SILT: dark brown, loose, dry, i I II I I i I II SILTY SAND: brown, medium dense, dry, fine to j ' medium grained, subround to subangular clasts I ! i i I I � I I ii I 1 i j � I . e i I ! I j I � 1 i iI i 1 l l( TOTAL DEPTH: 31.5 feet i i I No Groundwater or Bedrock Encountered j I I ! I ! I i i I 0 ! I i I , SM I I 1 86.4 .! 172.6 1 l i SILTY SAND: brown, medium dense, dry, fuse to i medium grained, subround clasts 0.3 2.7 I SANDY SILT: dark brown, loose, dry, i I II I I i I II SILTY SAND: brown, medium dense, dry, fine to j ' medium grained, subround to subangular clasts I ! i i I I � I I ii I 1 i j � I . e i I ! I j I � 1 i iI i 1 l l( TOTAL DEPTH: 31.5 feet i i I No Groundwater or Bedrock Encountered j I I ! I ! I i i I 0 ! I i I , Earth Systems Consultants `..i Southwest Boring No: B17 Project Name: Country Club of the Desert Project Number: 07117-10 Boring Location: See Figure 2 Sample 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FA.X (760) 3'45-7315 Drilling Date: August 23, 2000 Drilling Method: S" Hollow Stem Auger Drill Type: Mobile 61 Logged By: Clifford W. Batten Type`IPenetration l o Description of Units c� U1 Resistance I n U v I H c Note: The stratification lines shown represent the 1 I T j 'o approximate boundary between soil and/or rock types aa, p I (Blows/6') Z o and the transition may be gradational. C] m rn i! I C) U I I 15 I 14,4,4 i I I I ; 20 15,5,6 i®I I � I i •: I I j I ; 25 i 4,7,7 - 30 - 35 40 r 45 I r r L 50 Page 1 of I Graphic Trend Blow Count Dry Density SILTY SAND: brown, medium dense, dry, fine to medium grained, subround clasts I e 0.4 ` I SANDY SILT: brown, medium dense, dry, minor 3.1 laminations ' ; � II SAND: brown, medium dense, damp, fine to coarse i grained, with silt layers I 5.3 1 i SILTY SAND: brown, medium dense, dry, fine to medium grained, subround to subangular clasts ii SANDY SILT: brown, medium dense, dry TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered j Earth Systems Consultants $4, Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 9-201 Phone (760) 345-1588 FAX(760)345-731i Borin N0: B18 I Drilling Date: August 23, 2000 Project ame: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample Type Penetration I T Page 1 of 1 Description of Units -0 1 Resistance , o! I T U H o � Note: The stratification lines shown represent the approximate boundary between soil and/or roc}: types Graphic Trend n o I (Blows/6") I a U and the transition may be gradational. Blow Count Dry Density Q m rn �I ; la �0 i 5 IL � r 10 C L15 I L 20 r r i 25 r t. 30 SM I SILTY SAND: brown, medium dense, dry, fine to l I medium grained, subround clasts ®7,11,1 l 89.0 Ll I i I Illi ML SANDY SILT: brown, medium dense, dry, minor ® 9,11,12 illII ° i 87.1 2.8 I laminations j �I ill i I �l. ' sP-SM I SAND: brown, medium dense, dry, fine to coarse l11) II grained, round clasts; with silt 7,9,11 I..: J i 115.7 I 1.4 I i li MUCL j I CLAYEY SILT: dark brown, stiff, moist, low ! ! d i plasticity, with minor sand i 3,4,6 f I I /•i,l I I (, ,1 4,5,5 �' ` 1 I • II I t I 4 ! i N i :j :! SM i ! SILTY SAND: brown, medium dense, dry, fine to ' I! medium grained, subround clasts : I! 16,7,8 I. 16,6,7 it I i i I I i j i I it L r 40 45 r li! �I i C No Groundwater or Bedrock Encountered I I l 35 r 40 45 r li! �I i C No Groundwater or Bedrock Encountered OEarth Systems Consultants Southwest 79-811 B Country Club Drive; Bermuda Dunes. CA 92201 Phone (760) 343-1588 FAX (760) 345-7315 Boring No: B19 Drilling Date: August 23, 2000 ProjectName: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample Type Penetration o Page 1 of 1 Description of Units v - Resistance r E U c Note: The stratification lines shown represent the v j Ll .� o approximate boundary between soil and/or rock types Graphic Trend Q N 0 (Blows/6") 0 I U and the transition may be gradational. Blow Count Dry Density 0 5 10 i 15 — 20 ! F I 25 31 ® 5,8,10 I ® 6,9,8 6,6,7 ML ' ! SANDY SILT: brown, medium dense, dry, laminate( I 89.0 1.0 MUCL I CLAYEY SILT: dark brown, stiff, damp -to wet, clay 83.4 i 4.0 i nodules I i i I� 82.1 118.2 SM SILTY SAND: brown, medium dense, dry, fine to I'•I�'i'i i Ij i I .; . medium grained, subround clasts i e 1 4,4,5 6,8,8 i MUCL CLAYEY SILT: dark brown, stiff, moist, low plasticity i , 3,4,4 ®I I 1 f �( 'I I 6,9,10 ! I i i i TOTAL DEPTH: 31.5 feet I ; No Groundwater or Bedrock Encountered. i j ! i I i i 1 ' I I I Jeft Earth Systems Consultants `� Southwest 79-811B Cowitry Club Drive; Bermuda Dunes, CA 92201 Phone (760) 345-1583 FAX (760) 345-7315 Boring No: B20 i SANDY SILT: brown, medium dense, dry to damp Drilling Date: August 23, 2000 Project Name: Country Club of the Desert 85.1 4.1 Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 i 82.3 2.6 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample Type Penetration I .N I °? o Description of Units Page 1 of 1 i 183.9 Resistance E U c Note: The stratification lines shown represent the 5 G] S "' approximate boundary between soil and/or rock types Graphic Trend 0 o (Blows/6") I I Q I U and the transition may be gradational. Blow Count Dry Density L I ML/CL low plasticity �I ® 4,6,7 i 5,5,7 j 7,8,9 35 1- L 40 5,5,6 4,5,6 6,7,8 ML i i SANDY SILT: brown, medium dense, dry to damp 85.1 4.1 e jl I c I i 82.3 2.6 II I e it I o MUCL I I I CLAYEY SILT: dark brown, stiff, wet, low to II. i 183.9 19.5 medium plasticity 1 I i I , SANDY CLAYEY SILT: dark brown, stiff, moist, ML/CL low plasticity �I 1i I I ML ! SANDY SILT: light brown, medium dense, dry, e �i I i i I I I i laminated i 1 !I I I I I i it I i TOTAL DEPTH: 31.5 feet i i i No Groundwater or Bedrock Encountered I i Earth systems Consultants W-0 Southwest 79-811 B Country Club Drive, Bermuda Dunes. CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B21. Drilling Date: August 23, 2000 ProjectName: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample ( Type Penetration s' 2 o Description of Units Pa e l of 1 F,co Resistance N Q Note: The stratification lines shown represent the I n o approximate boundary between soil and/or rock types GraphicTrend o (Blows/6") Q Uand the transition may be gradational. Blow Count Dry Density M En i 0 ML I SILT: light brown, loose to medium dense, damp, laminated I I 4,6,6 62.6 4.0 i i`•. —5 I II I 5,6,8 87.4 1 3.5 I I • • MUCL II CLAYEY SILT: dark brown verystiff wet claY ! I I L 10 ( i nodules • ® 6,10,10 f 83.3 20.0 I j II ML i SANDY SILT: light brown, medium dense, dry, •� j 15 ! laminated, with sand sss i 111 I I 1 ! MUCL `'• SANDY CLAYEY SILT: dark brown, stiff, moist, i 1� �1 20 , I medium plasticity, with sand i! 4,4,4 I 1 , :!' ,i, I I I i I ! ! SM SILTY SAND: brown, medium dense, dry, fine to i i 11 I :L;I I I medium grained t o i 25 j 4,4,5 I I � I•� l i I I Is 30 I 6,7,8 .:I.1.1 t— i 35 j I I I i i I I I TOTAL DEPTH: 31.5 fect II i j— 40 No Groundwater or Bedrock Encountered ! I• I I I I I Iii i l 45 r! I I 1 I I 1 I i SO ! . Earth systems Consultants �..i Southwest 79-8118 Counay Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B22 Drilling Date: August 23, 2000 ProjectName: Country Club of the Desert Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten Sample TypePenetration I c ` o Description of Units (Page 1 of 1 Resistance E Q v Note: The stratification lines shown represent the 1 10 o approximate boundary between soil and/or rock types Graphic Trend Om (Blows/6") Q 2 U and the transition may be gradational. I Blow Count Dry Density I IIF ® 4,5,6 ® 5,5,5 10 6,7,8 15 I5 5,6,6 IliI �- 20 ! I 3,4,5 i 25 I I 818,15 I I I Flid L 30 ®i 35 r — 40 L f— 45 1 I- 50 1'!I. ML 64.0 I' SM 88.5 j? SP -SM I 104.3 1' ML i SILT: light brown, loose to medium dense, dry, ! laminated i e 3.6 i ! I ! SILTY SAND: brown, medium dense, dry, fine to ! • l.8 � medium grained ! 1 ! I I I SAND: brown, medium dense, dry, fine to coarse I grained, subround clasts, with clayey silt layers i ! 4.1 SANDY SILT: light brown, medium dense, dry, laminated, with sand o �I i j SILTY SAND: brown, medium dense, dry, fine to i i medium grained i 1 1 I I i 1 � I I � � i I 1 i I i j TOTAL DEPTH: 31.5 feet j No Groundwater or Bedrock Encountered ! i i I i I i i ! i Earth systems Consultants Southwest 79-8118 Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Borin(y No: B23 i Drilling Date: August 23, 2000 Project Ime: Country Club of the Desert I Drilling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 Logged By: Clifford W. Batten I Sample Type I Penetration i i> -N Description of Units Page l of 1 Resistance 1o 1'u Cn U L) Note: The stratification lines shown represent the U E Cn approximate boundary between soil and/or rock types Graphic Trend ry C- 0 M (Blows/6") 0 U and the transition may be gradational. Blow Count Dry Density V) 0 5 L 10 1 15 20 .— 25 L 30 35 40 45 ML 5,5,5 �.66.8 85.2 I II SP -SM 7,8,7 t 109.1 sm 4,5,5 3,4,4 it CL 2,3,4 r 2,2,3 SANDY SILT: light brown, loose to medium dense, dry, laminated, with sand 2.6 i lit 4.3 I it SAND: brown, medium dense, dry, fine to coarse grained, with silt 1.4 SILTY SAND: brown, medium dense, dry, fine to medium grained j it 11 J! SANDY CLAYEY SILT: dark brow -n, stiff, moist, I low to medium plasficity TOTAL DEPTH: 31.5 feet No Groundwater or Bedrock Encountered V Earth Systems Consultant --i Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 -BorimNo: B24 F— Drilling Date: August 23, 2000 Project me: Country Club of the Desert Dril.ling Method: 8" Hollow Stem Auger Project Number: 07117-10 Drill Type: Mobile 61 Boring Location: See Figure 2 • r Logged By: Clifford W. Batten Sample TypePenetration — .?:, lPage I of I Description of Units Resistance Res 0 -0 E Cn U C: V U -F, Note:. The stratification lines shown represent the (3 E approximate boundary between soil and/or rock types Graphic Trend I 0 (Blows/6") V) 0 r) and the transition may be gradational. Blow Count Dry Density C) M C/3 :2 1 I -0 1 MWLM 4,5,5 4,4,5 7,8,8 ML l I SILT: brown loose to medium dense, dry to damp, laminated 71.9 3.3 !� ill 85.7 2.1 MUCL 4,4,4 rl J. -I 5,6,6 SM 4,5,6 J.! 4,4,5 I i (1iI i i ,,' SILTY SAND: brown, medium dense, dry, fine to medium grained I II 100.2 12.9 CLAYEY SILT: dark brown, stiff, moist, low plasticity, 0 SILTY SAND: brown, medium dense, dry, Fuie to medium grained l I 1 , TOTAL DEPTH: 31.5 feet it No Groundwater or Bedrock Encountered F— F iL L • r F r MWLM 4,5,5 4,4,5 7,8,8 ML l I SILT: brown loose to medium dense, dry to damp, laminated 71.9 3.3 !� ill 85.7 2.1 MUCL 4,4,4 rl J. -I 5,6,6 SM 4,5,6 J.! 4,4,5 I i (1iI i i ,,' SILTY SAND: brown, medium dense, dry, fine to medium grained I II 100.2 12.9 CLAYEY SILT: dark brown, stiff, moist, low plasticity, 0 SILTY SAND: brown, medium dense, dry, Fuie to medium grained l I 1 , TOTAL DEPTH: 31.5 feet it No Groundwater or Bedrock Encountered Earth Systems Consultants outhwest w U_ = F- CPT Sounding : CPT -1 Cone Penetrometer: FUGRO, Inc. Project Name: Country Club of the Desert Truck Mounted Electric Cone Project No.: 07117-10 with 23 -ton reaction weight Location: See Site Exploration Plan Date: 8/28/2000 W Interpreted Soil Stratigraphy Friction Ratio (%) Tip Resistance, Qc (tsf (Robertson & Campanella, 1989) Density/Consistency 8 6 4 2 0 100 200 300 400 Silty Sand to Sandy Silt very dense I Sand to Silty Sand very dense Sand to Silty Sand vedense Sand to SiltySand verydense Sand to Silty Sand very dense j Sand to Silty Sand dense Sand very dense ! Sand to Silty Sand very dense Sand to Silty Sand dense Sand to Silty Sand dense Silty Sand to Sandy Silt medium dense I I I Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense i Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense i i I Sand to Silty Sand 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 Silty Sand to Sandy Silt medium dense ! Silty Sand to Sandy Silt medium dense ! I Sand to Silty Sand medium dense Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense ! ! Sandy Silt to Clayey Silt medium dense Silty Clay to Clay very stiff Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense I Sandy Silt to Clayey Silt medium dense Sand medium dense Sand to Silty Sand medium dense _ Sand to Silty Sand medium dense I I Sand to Silty Sand medium dense Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense ! '. Silty Sand to Sandy Silt medium dense Sand dense Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense i Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense Sand to Silty Sand dense Silty Sand to Sandy Silt medium dense ! i Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense Sand medium dense ! ; i Sand medium dense _ Sand to Silty Sand medium dense . i i End of Sounding @ 50.1 feet ! 5 - ! 10 I 15 20 ! 25 ' 30 35 40 45 ! 50 Sand to Sandy Silt medium dense Am Sand dense j 50 End of Sounding @ 49.8 feet ! t i Earth Systems Consultants .�:out west LU U- _ CPT Sounding CPT -2 Cone Penetrometer: FUGRO, Inc. Project Name: Country Club of the Desert Truck Mounted Electric Cone Project No.: 07117-10 with 23 -ton reaction weight Location: See Site Exploration Plan Date: 8/28/2000 d W � Friction Ratio Tip Resistance, (%) ce, Qc (tsfl Interpreted Soil Stratigraphy 300 400 (Robertson 8 Campanella, 1989) Density/Consistency g 6 4 2 0 100 200 Sand to Silty and very dense I I Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense I I ; Sand to Silty Sand very dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt medium dense Sand to Silty Sand dense Sand to Silty Sand medium dense i i Sand to Silty Sand dense Sand to Silty Sand dense Sand to Silty Sand dense Sand to Silty Sand medium dense � Sand to Silty Sand medium dense I I I Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense I Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense j j ! Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt dense Sand to Silty Sand 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 Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt medium dense i Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Overconsolidated Soil medium dense I I I Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard � Silty Sand to Sandy Silt medium dense I I Silty Sand to Sandy Silt medium dense -Sand to Silty Sand medium dense Sand to Silty Sand dense Sand dense i Sand to Silty Sand dense Sand dense Sand to Silty Sand dense I i Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense Silty I - 5 - 10 15 20 • ! 25 30 35 • 40 45 i Earth Systems Consultants Southwest (Robertson & Campanella, 1989) Density/Consistency CPT Sounding: CPT -3 Cone Penetrometer: FUGRO, Inc. w Project Name: Country Club of the Desert Truck Mounted Electric ConE U- Project No.: 07117-10 with 23 -ton reaction weight = I— Location: See Site Exploration Plan Date: 8/28/2000 aFriction W Interpreted Soil Stratigraphy 15 Ratio (%) Tip Resistance, Qc (tst 8 6 4 2 0 100 . 200 300 (Robertson & Campanella, 1989) Density/Consistency 400 Sand 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 Silty Sand to Sandy Silt very dense Sand to Silty Sand dense i I I Sand very dense Sand very dense Sand very dense I Sand very dense Sand very dense Silty Sand to Sandy Silt medium dense i Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt loose i Sandy Silt to Clayey Silt loose ' I Sandy Silt to Clayey Silt loose I j Silty Sand to Sandy Silt medium dense ! ! Sandy Silt to Clayey Silt loose i j ! — Clay stiff Clay firm Clay stiff i Clayey Silt to Silty Clay very stiff Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay very stiff Clayey Silt to Silty Clay very stiff Sandy Silt to Clayey Silt loose Silty Sand to Sandy. Silt medium dense I Silty Sand to Sandy Silt medium dense I j Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense I Sand to Silty Sand medium dense I I _ Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense ; Silty Sand to Sandy Silt medium dense ! _ Sand to Silty Sand medium dense Clayey Silt to Silty Clay very stiff i ! Clayey Silt to Silty Clay very stiff ! Sandy Silt to Clayey Silt loose Clayey Silt to Silty Clay very stiff ! Clay very stiff Silty Clay to Clay very stiff Silty Clay to Clay very stiff Clayey Silt to Silty Clay very stiff I Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense End of Sounding @ 50.2 feet l 5_ i 10 15 ! i F 20 I 25 i 30 35 40 j ! 45 _ i 50 400 Earth Systems Consultants C' Southwest H w U_ = CPT Sounding : CPT -4 Cone Penetrometer: FUGRO, Inc. _ Project Name: Country Club of the Desert Truck Mounted Electric Cone Project.No.: 07117-10 with 23 -ton reaction weight Location: See Site Exploration Plan Date: 8/28/2000 d W Friction Ratio (%) Tip Resistance, Qc (tsfl Interpreted Soil Stratigraphy g 6 4 2 0 100 200 300 400 (Robertson & Campanella, 1989) Density/Consistency Sand to Silty Sand very dense I I i 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 Sand to Silty. Sand very dense Sand to Silty Sand very dense Sand to Silty Sand dense i Sand very dense i Sand very dense Sand very dense Sand dense Sand to Silty Sand medium dense ! _ Sand to Silty Sand medium dense Sand dense i Sand dense Silty Sand to Sandy Silt medium dense ! Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense ! Sandy Silt to Clayey Silt medium dense Silty Clay to Clay very stiff Silty Clay to Clay very stiff , Sandy Silt to Clayey Silt loose ! ! Silty Sand to Sandy Silt medium dense ! Silty Sand to Sandy Silt loose i Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense ! _ Sand to Silty Sand medium dense I Sand dense Sand dense Sand medium dense Sand medium dense ; I ! i Sand dense l j Sand dense I ! Sand dense Sand dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Sand to Silty Sand medium dense ! ! ! Sand to Silty Sand medium dense Silty Clay to Clay very'stiff Clay very stiff Clayey Silt to Silty Clay very stiff Clay very stiff— i Clay very stiff Silty Clay to Clay very stiff Silty Sand to Sandy Silt loose ' ! Silty Sand to Sandy Silt medium dense i i End of Sounding @ 49.9 feet I I 1 j _ I 10 15 20 I 25 30 ? 35 40 45 F1 50 APPENDIX B Laboratory Test Results - r ~ t 9• File No.: 07117-10 September 22, 2000 UNIT DENSITIES AND MOISTURE CONTENT. ASTM D2937 a D2216 Job Name: Country Club of the Desert Bl 2 Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol Bl 2 93.4 2.1 SM Bi 5 85.6 8.4 ML B-1 10 93.2 1.5 SM BI 15 77.7 5.7 ML BI 20 86.8 4.2 ML B2 2 95.9 2.6 ML B2 5 84.4 4.3 ML B2 10 90.4 1.3 SM B2 15 81.2 2.9 ML B2 20 83.3 4.6 ML B3 2 91.1 0.8 SM B3 5 96.0 1.6 SM B3 10 82.0 9.6 ML B3 15 84.8 6.8 SM B3 20 90.4 4.1 SM B3 25 95.9 2.4 SM B3 30 93.2 2.9 SM B3 35 96.9 1.5 SM B3 40 92.1 4.3 ML B4 2 89.5 1.2 ML B4 5 99.1 1.2 SM B4 10 77.0 15.3 ML/CL B4 15 79.1 5.1 SM B4 20 73.5 15.4 ML/CL File No.: 07117-10 September 22, 2000 UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 d D2216 Job Name: Country Club of the Desert B5 2 Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol. B5 2 87.1 1.0 SM B5 5 86.1 1.2 SM B5 10 89.6 0.9 SM B5 15 85.3 1.3 SM B5 20 85.1 1.5 SM B6 2 88.4 0.4 SM B6 5 88.0 0.8 SM B6 10 91.2 0.9 SM B6 15 91.9 1.5 SM B6 20 96.8 2.6 SM B7 2 95.2 0.7 SM B7 5 95.4 1.2 SM B7 10 87.8 2.1 SM B7 15 95.2 1.3 SM B8 2 .87.9 0.7 SM B8 5 90.2 2.5 ML B8 10 90.7 1.7 SM B8 15 91.0 1.1 SM B9 2 74.2 1.5 SM B9 5 91.4 6.1 SM B9 10 90.3 2.4 SM B9 15 87.7 2.6 Sm B10 2 72.2 1.2 SM B10 5 92.7 1.6 SM B10 10 91.7 3.0 SM File No.: 07117-10 September 22, 2000 UNIT DENSITIES AND MOISTURE CONTENT ASTM. D2937 &- D2216 Job Name: Country Club of the Desert Sample Location Depth (feet) Unit Moisture Dry Content Density (pcf) (%) USCS Group Symbol SM BIO 15 87.3 2.7 SM B11 2 --- 0.5 SM B l l 5 95.5 0.7 SM B11 10 91.6 1.2 SM B12 2 93.0 0.4 SM B12 5 97.2 0.7 SM B12 10 92.2 1.2 SM B13 2 76.2 0.8 SM B13 5 90.8 1.2 SM B14 2 75.1 0.7 SM B14 5 86.8 1.4 SM B15 2 98.1 0.2 SM B15. 5 81.3 3.2 SM B16 2 86.4 0.3 SM B16 5 72.6 2.7 SM B17 2 90.1 0.4 SM B17. 5 87. l' 3.1 ML B17 10 103.3 5.3 SP -SM B18 2 89.0 1.1 SM B18 5 87.1 2.8 ML B18 10 115.7 1.4 SP -SM B19 2 89.0 1.0 SM B19 5 83.4 4.0 ML/CL B19 10 82.1 18.2 ML/CL File No.: 07117-10 September 22, 2000 UNIT DENSITIES AND MOISTURE. CONTENT ASTM D2937 & D2216 Job Name: Country- Club of the Desert Sample Location Depth (feet) • Unit Dry Density (pcf) Moisture Content MY USCS Group Symbol B20 2 85.1 B20 2 85.1 4.1 ML B20 5 82.3 2.6 ML B20 10 83.9 19.5 ML/CL B21 2 62.6 4.0 ML B21 5 87.4 3.5 ML B21 10 83.3 20.0 ML/CL B22 2 64.0 3.6 ML B22 5 88.5 1.8 SM B22 10 104.3 4.1 SP -SM B23 /2 66.8 2.6 ML B23 5 85.2 4.3 ML B23 10 109.1 1.4 SP -SM B24 2 71.9 3.3 ML B24 5 85.7 2.1 ML B24 10 100.2 2.9 SM File No.: 07117-10 September 22, 2000. PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Country Club of the Desert Sample ID: B1 @ 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 % Gravel: 0 #30 99 % Sand: 45 #50 . 96 % Silt: 47 #100 80 % Clay (3 micron): 8 #200 55 (Clay content by short hydrometer method) 100 90 80 70 `0 60 so a 40 30 20 10 0 i HIM MIME ME I RHINE ME �=Illl MINIM 0111111111111 =1111 E ME 100 10 I 0.1 0.01 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST 0 File No.: 07117-10 September 22, 2000 PAR'T'ICLE SIZE ANALYSIS, ASTM D-422 Job Name: Country Club of the Desert Sample ID: B5 @ 5 Feet Description: Silty Sand: Fine (SM) Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2" 100 100 #4 100 #8 100 #16 100 % Gravel: 0 #30 100 % Sand: 76 #50 94 % Silt: 20 #100 62 % Clay (3 micron): 4 4200 24 (Clay content by short hydrometer method) 100 90 ! I( 1! I I I I I I I ! I I� 80 li ill � I 70 m60 :i ;I it 1 i III 50 a40 30 i 20 I I I 10 0 ►I) (I li !I I I li � 100 10 1 0.1 0.01 0.001 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST File No.: 07117-10 -,September 22, 2000 PARTICLE SIZE ANALYSIS ASTM p-422 Job Name: Country Club of the Desert Sample ID: B6 @ 20 Feet Description: Silty Sand: Fine w/ Silt Lenses (SM) Sieve Size % Passing By Hydrometer Method: 3" 100 Particle Size % Passing . 2" 100 59 Micron 20 1-1/2" 100 23 Micron 11 1 " 100 13 Micron 9 3/4" 100 7 Micron 8 1/2" 100 5 Micron 6. .3 100 3.3 Micron 6 #4 100 2.7 Micron 5 #8 100 1.4 Micron 1 #16 100 430 100 % Gravel: 0 450 97 % Sand:' 75 #100 67 % Silt: 20 #200 25 % Clay (3 micron): 5 loo I .il i I �'II I i Tjjjj�j 90 80 I I i i i i'il 70 I I I it I I 60 50 �40 i II II i i il!I 30 20 �I i l II I I� i III to I I' II IIIII - 'I I o f I Il�il l. iL Ilii i t I ilii) I I I��II I l i 100 10 1 0.1 0.01 0.001 Particle Size (mm) EARTH SYSTEMS CONULTANTS SOUTHWEST 100 90 80 70 0060 50 C, 40 30 20 10 0 File No.: 07117-10 September 22, 2000 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Country Club of the Desert Sample ID: B7 @ 0-5 Feet Description: Silty Sand: Fine (SM) 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 % Gravel: 0 #30 99 % Sand: 76 #50 90 % Silt: 19 #100 58 % Clay (3 micron): 5 42.00 24 (Clay content by short hydrometer method) 100 90 80 70 0060 50 C, 40 30 20 10 0 100 10 1 0.1 0.01 0.001 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST 1 NINE I N 11111111111111101 Hill ms�uouo minim 111100 oil 100 10 1 0.1 0.01 0.001 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST 1 File No.' 07117-10 September 22, 2000 ]PARTICILE SIZE ANALYSIS ASTM D-422 Job Name: Country Club of the Desert Sample ID: B16 @ 10 Feet Description: Sandy Silt (ML) Sieve Size % Passing By Hydrometer Method: 3" 100 Particle Size % Passing 2" 100 49 Micron 56 1-1 /2" 100 22 Micron 19 1 " 100 13 Micron 11 3/4" 100 7 Micron s 7 1/2" 100 5 Micron 7 3/8" 100 3.4 Micron 5 44 100 2.7 Micron 4 #8 100 1.4 Micron 1 #16 100 430 100 % Gravel: 0 #50 100 % Sand: 24 #100 97 % Silt: 72 #200 76 % Clay (3 micron): 4 ioo 90 ; 80 70 60 to 50 40 30 20 I I I�III I� 0 100 10 1 0.1 0.01 0.001 Particle Size (mm) EARTH SYSTEMS CONULTANTS SOUTHWEST File No.: 07117-10 September 22, 2000 PARTICLE SIZE ANAYSIS ASTM D-422 Job Name: Country Club of the Desert ME Sample ID: B19 @ 5 Feet Description: Clayey Silt (CUML), with sand Sieve Size % Passing By Hydrometer Method: 3" 100 Particle Size % Passing 2" 100 42 Micron 81 1-1/2" 100 19 Micron 50 1" 100. 11.2 Micron 39 3/4" 100 6 Micron 27 1/2" 100 4 Micron 23 3/8" 100 3.2 Micron 19 44 100 2.6 Micron 17 #8 106 1.4 Micron 6 #16 99 430 99 % Gravel: 0 #50 99 % Sand: 15 #100 97 % Silt: 68 4200 85 % Clay (3 micron): 17 100 10 1 0.1 0.01 0.001 Particle Size (mm) EARTH SYSTEMS CONULTANTS SOUTHWEST ME OEM 1111101111MININIMLM11 100 10 1 0.1 0.01 0.001 Particle Size (mm) EARTH SYSTEMS CONULTANTS SOUTHWEST File No.: 07117-10 PAR'T'ICLE SIZE ANALYSIS Job Name: Country Club of the Des Sample ID: B20 @ 15 Feet 42 Micron Description: Clayey Silt (CL/ML) Sieve Size % Passing 3" 100 2" 100 1-1/2" 100 1" .100 3/4" 100 1/2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 99 #50 99 #100 96 #200 90 100 90 80 70 60 ou c 50 G 0 40 30 20 10 0 September 22, 2,000 ASTM D-422 By Hydrometer Method: Particle Size % Passing 42 Micron 83 16 Micron 75 10 Micron 62 6 Micron 46 4 Micron 38 3.0 Micron 32 2.5 Micron 29 1.3 Micron . 10 % Gravel: 0 % Sand: 10 % Silt: 61 % Clay (2 micron): 29 100 10 1 0.1 0.01 0.001 Particle Size (mm) EARTH SYSTEMS CONULTANTS SOUTHWEST t i File No.: 07117-10 September 22, 2000 CONSOLIDATION 'TES'T ASTM D 2435-90 & D5333 Country Club of the Desert Initial Dry Density: 88.2 pcf B6 @ 20 Feet Initial Moisture, %: 0.4% Silty Sand: F w/ Silt Lenses (SM) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 0.890 Hydrocollapse: 2.6% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram 2 1 0 -1 -2 .on -3 Z c -4 on c -5 U 6 CU u. L �+ -7 a. _g -9 -10 -I1 -12 O Before Saturation —Hydrocollapse ® After Saturation-—RPhnund Trend 0.1 1.0 Vertical Effective Stress, ksf EARTH SYSTEMS CONSULTANTS SOUTHWEST I ! I Ji I I I I i i i I l ! I I I I I ! I I I i ! ! •I � I I I I I ! ! I I I ! I I 0.1 1.0 Vertical Effective Stress, ksf EARTH SYSTEMS CONSULTANTS SOUTHWEST File No.: 07117-10 September 22, 2000 CONSOLIDATI®N 'TEST ASTM D 2435-90 & D5333 Country Club of the Desert Initial Dry Density: 79.3 pcf B19 @ 5 Feet Initial Moisture, %: 4.0% Clayey Silt (MUCL) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.102 Hydrocollapse: 2.5% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram 2 1 0 -1 -2 an -3 2 c -4 OD c -5 ca U -6 v L a -7 -g -9 -10 -11 -12 O Before Saturation -Hydrocollapse ■ After Saturation --- W--RPhnund Trend I I I I I I i I I I I l i j l i j i D i l l j I I I I I i1 1 I I III I i� I I Ii i j l I I I j l 11 I i I i I I I I I I I I I I I I I I I I I I ! I I I I I I I A I I I I i I i l l l l I I I I II' I NJ I I 111 I i j I I I I I I I I I . I I I I MII i I i I i i I i I I l i I I I f I I I l i 0.1 1.0 10.0 Vertical Effective Stress, ksf EARTH SYSTEMS CONSULTANTS SOUTHWEST File No.: 07117-10 September. 22, 2000 CONSOLIDATION TEST ASTM D 2435-90 & D5333 Country Club of the Desert Initial Dry Density: 74.6 pcf B20 @ 10 Feet- Initial Moisture, %: 19.5% Clayey Silt (CUML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.233 Hydrocollapse: 0.9% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram 2 1 0 -1 -2 mon -3 c -4 v no -5 ca L U -6 d u v -7 G -8 -9 -10 -11 -l2 O Before Saturation — Hydrocollapse ® After Saturation -- W PAhnund Trend 0.1 1.0 10.0 Vertical Effective Stress, ksf EARTH SYSTEMS CONSULTANTS SOUTHWEST j t + I i I ! � ' j I '• I I I I 1 1 1 1 I I I I I ! I I' I 0.1 1.0 10.0 Vertical Effective Stress, ksf EARTH SYSTEMS CONSULTANTS SOUTHWEST j File No.: 07117-10 September 22, 2000 CONSOLIDATION TEST ASTM D 2435-90 & D5333 Country Club of the Desert Initial Dry Density: 85.3 pcf B24 @ 5 Feet ' Initial Moisture, %: 2.1 % Silty Sand: F W/ Silt Lenses Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 0.955 Hydrocollapse: 1.8% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram I 0 -2 Lon 3 -4 on -5 U -6 OJ -7 -8 -9 -10 -12 0 Before Saturation -Hydrocollapse N After Saturation ---W— Pph�und -Trend 0.1 1.0 10.0 Vertical Effective Stress, ksf EARTH SYSTEMS CONSULTANTS SOUTHWEST o■o�a� aim OEM 111111111110 INS SESSION 0 =1EN 00110=10 10111111011 0111101 NEON 01100�111 0.1 1.0 10.0 Vertical Effective Stress, ksf EARTH SYSTEMS CONSULTANTS SOUTHWEST i File No.: 07117-10 September 22, 2000 PLAS'TICIT'Y INDEX ASTM D-431 S Job Name: Country Club of the Desert Sample ID: B20 @ 15 Feet Soil Description: Clayey Silt (CL/ML) DATA SUMMARY TEST RESULTS Number of Blows: 32 28 22 LIQUID LIMIT 40 Water Content, % 39.0 39.4 40.5 PLASTIC LIMIT 27 Plastic Limit: 26.7 27.5 PLASTICITY INDEX 13 Flow Index 41.0 40.5 a y 40.0 c L 39.5 ; 3 39.0 38.5 10 Number of Blows 100 Plasticity Chart 70i 60 x 50 i CH 40 u 30 i CL a 20 MH 10 i ML I I I r 0 0 10 20 30 40 50 60 70 80 90 100 i Liquid Limit EARTH SYSTEMS CONSULTANTS SOUTHWEST File No.: 07117-10 September 22, 2000 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) Job Name: Country Club of the Desert Procedure Used: A Sample ID: B5 @ 5 Feet Prep. Method: Moist Location: Native Rammer Type: Mechanical Description: Silty Sand: Gray Brown; Fine (SM) Sieve Size % Retained Maximum Density: 105.5 pcf 3/4" 0.0 Optimum Moisture: 15.5% 3/8" 0.0 44 0.0 140 I I ! 135 I I I I I I I I I I <----- Zero Air Voids Lines,1 1 f sg =2.65, 2,70, 2175 I I 130 I I I I! I I 125 I I 1 I I I I I � i I 120 ! I I ! I 1 1 XI i I I I I I I I A 115 I! I I I I 1 i II i I 110 I i l I � I l I I I !! 1 # 7-1 I I 105 1#1 1 1 1 1 1 I I I I I► I I I I i t I I I 100 0 5 10 15 20 25 30 Moisture Content, percent FAATT4 QVQTFr,fQ lVIAIQTTTTAAfTQ cznTTT14WFCT File No.: 07117-10 September 22, 2000 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) Job Name: Country Club of the Desert Procedure Used: A Sample ID: B7 @ 0-5 Feet Prep. Method: Moist Location: Native Rammer Type: Mechanical Description: Silty Sand: Gray Brown; Fine (SM) Sieve Size % Retained Maximum Density: 106 pcf 3/4" 0.0 Optimum Moisture: 15:5% 3/8" 0.0 #4 0.0 140 ±'EEE I I I ! 135 i I <----- Zero Air Voids Lines, ! i sg =2.65, 2,70, 2,75 I I 130 I I I I I I I ! I I I I I I I ! I iI I I I I I I ! i; ! I ! I I I 125 I ! 120 I I I i i I I j I l l i l i l ! ! ! I I I! I I I ! A 115 I I l i l l I I I i I I I I ! 110 I I' I I I I ! !! i l l j i I I I I 105 I I ! I ! !! I I I I I I 100 0 5 10 15 20 25 30 Moisture Content, percent EARTH SYSTEMS CONSULTANTS SOUTHWEST SOIL & PLANT LABORATORY and -CONSULTANTS, Inc. 79-607 Country Club Drive Suite 7 Bermuda Dunes, CA 92201 760-772-7995 SOIL ANALYSIS f or: Earth Systems Consultants Southwest report date: 9-8-00 inv./lab#: 489 Ohms -cm. ppm meq/L Ppm mg/Kg No. Description Sat.% pH Res NOON POOP K Ca + Mg Na Cl 504 07866-01 Country Club of the Desert B2 C 0-2' 8.4 2350 B6 C 0-2' 8.3_ 1700 B9 -@-- 0-2' 8.2 950 Bll C 0-2' 8.4 1850 34 20 72 40 86 1.23 40 58