The URL can be used to link to this page

COMM (0004-165)55150 Madison St 0004-165 LICENSED CONTRACTOR 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 Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date 7,7,.4283 13 03/471 Date 1 . lI Signature of ContrarL/ .. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) . I, as owner of the property, or my employees with wages as their sole' compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( •,,) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, 'Business & Professionals Code). () I am exempt under Section B&P.C. for this reason Date Signature of Owner 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 S ction 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier. ZURICH INS. CO, Policy No. W(,6839900? (This section need not be completed if the permit valuation is for $100.00 or less). ( ) 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 3700 of Zelabor Code ,il s all forthwith comply vith_those provisions'! Date:.!' f l ) ' APPlicant %1 v .(j `la{ 11 f Warning: Failure to secure Wo ers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in ;+ addition to the cost of compensation, damages as provided for in Section 3706 F of the Labor Code, interest and attorney's fees. z IMPORTANT Application is hereby made to the Director of Building and Safety y for a- permit subject to the conditions and restrictions set forth on his sr 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 applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 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 State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspectionpurposes. Signature (Owner/Ag )-`f Ji / % Z'' l spate J / 1 II PERMIT # 1 BUILDING PERMIT , 0004-165 DATE VALUATION LOT TRACT 4.141 $32;422.40 POR r JOB SITEAPN ADDRESS •$50 MADISON f[V r.o 767-5.W(K5 OWNER CONTRACTOR/DESIGNER/EN 1NEER K-SLDEVki ©P)S0-M CORP XSLD VELOPM9ff COR:E'ORAMON 55.920 POABLVD 5*5.920 PC_ABIWD LA UUTI^ TA. CA . ,92253 LA Q:UZ1d A CA 92233 C7t0)3 i -►1 fi CBLO 4676 USE OF PERMIT 400 S.x'. UAT8HOU'SEWI'TH CANCIPY ' "1 OFFICE TY'ft? V -N 400,00 SF SPRINKLER 400.00 Sly' CANOPY 72,3,00 SIS F5TJMXl1M C09T OF C°ONg'l WC CION 12,322.4,q PLAN CHECK ISL 101-000-439u318 CONSTRUCTION FEE 101-000-418-000 $304.00 ire , • MECHANICAL FEE 101-0001421-000 $5%00 I3 LECTRIC:ALLP 101-000,420-000 $44.50 P'_ ; . PLl'1MDf'PN0 FLEE 101.000.419.000 $45,90 _ 4 f ORADINO F7?E 101-000.423-000 S20.0, swiu STRO140 MOTION FU - COMM 100-000-241.000 s5; 99 f_11 i' ate- , t s t "-TOTAL C0.Nb`Y11XTCT10N'.A9D .PLAN' CHECK, $739.21 s LESS PRE-P"P'F. 3 $O:oa T01M, PX%Wf S DUE 110W $7 x,21 f f .. r tar FZECEIPT DATE BYrC S DATE FINALED INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade UReturn Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap F.A.U. Framing 13-p Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final POOLS - SPAS BLOC KWALL APPROVA S steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final I I Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines J(/ Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final COMMENTS: Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) Coachella Valley Und School District P.O. Box 847, The al, CA 92274 (760) 399-5137, Ext. 235 This Rnx Fnr District Use only DEVELOPER FEES PAID AREA: AMOUNT: RCPT a: . CK N: CASH: INITIALS: DATE: CERTIFICATE OF COMPLIANCE (California Education Code 1.7620) Project Name: Norman Gate House Date: May 11, 2000 Owner's Name: KSL Development Corp Phone No. 760 564-8000 Project Address: 55-150 M6.di'son St. La Quinta, CA 92253 Project Description: Gate House APN: 767-330-065 Tract #: 29136 Lot #'s: Type of Development: Residential Commercial XX Industrial Total Square Feet of Building Area: 400 Sq.Ft. Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: 5/11/00 1. Signature: _ v r 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 17620 65995 Approval Prior to 1/1/87 Note: Number of Sq.Ft. 400 Amount per Sq.Ft. $ .33 Amount Collected $ 132.00 Building Permit Application Completed: Yes/No By: Foch "Tut" Pensis. Assistant Superintendent Administrative Services Administrator in Charge 'E1 sd.*.F Esqueda Certificate issued by: Facilities Analyst Not Subject to Fee Requirement Section 66020 of the Government Code asserted by Assembly Bili 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school ices, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. '. Rev. 09/27/99 Larry Benson Fire Chief Proudly serving the unincorporated areas of Riverside County and the Cities of: Banning 4. Beaumont ❖ ,. Cahmesa Canyon;Lake Coachella Desert Hot Springs 4. Indian Wells Indio Lake Elsinore La Quinta Moreno Valley Palm Desert Penis Rancho Mirage San Jacinto . Temecula Board of Supervisors Bob Buster, District 1 John Tavaglione, District 2 Jim Venable, District 3 Roy Wilson, District 4 Tom Mullen, District 5 April 4, zuuu RIYERSIDE COUNTY TIRE DEPARTMENT In coop_eration:with the California Department of Forestry, and Fire Protection To: Forrest K. Haag(,t 250 Newport Center Drive, Suite 104 '' SD Newport Beach, CA. 92660 Re: Guardhouse and Gate Access Plan Review SDP 99-653 / Greg Norman Clubhouse Fire Department personnel have completed a review of the plans you submitted for the above referenced project. Please be advised the following conditions apply as a part of the conditions for the issuance of a building permit. 1) Install Knox key operated switches, series KS -2P with dust cover, mounted per recommended standard of the Knox Company.. Plans must be submitted to the Fire Department for approval of mounting location/position and operating standards. Special forms are available from this office for the ordering of the Key Switch. This form must be authorized and signed by this officefor the :. correctly coded system to be purchased. 2) Operation of the Knox key switch shall simultaneously open and control the gates for both directions of travel. 3) Gates shall have either a secondary power supply or an approved manual means to release, mechanical control of the gate in the event of loss of primary power. 4) Install portable fire extinguisher's per NFPA, Pamphlet #10, but not less than 2A1 OBC in rating. Contact certified extinguisher company for proper placement of equipment. Please contact the Fire Department Planning & Engineering staff for final inspection prior to occupancy. Requests for inspections are -to be made at'least 24 hours in advance and may be arranged by calling (760) 863-8886. All questions regarding the meaning of these- conditions should be referred to the Fire Department Planning & Engineering staff at (760) 863-8886. Sincerely, FRANK KAWASAKI Chief Fire Department Planner By Walter Brandes Fire Safety Specialist Cc: La Quinta Building Dept. H:\PE2\WPDATAXLAQUINTAIG—NORMANXGuardhouse.doc EMERGENCY SERVICES DIVISION • PLANNING SECTION • INDIO OFFICE, 82-675 Highway 111, 2" Fl., Indio, CA 92201 • (760) 863-8886 • Fax (760) 863-7072, c Certificate -of Occupancy City of La, Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this- structure was in compliance with the various ordinances of -the City regulating building construction or use. For the following: BUILDING ADDRESS: Use Classification: COMMERCIAL Occupancy Group: B Type of Construction: 55-150 MADISON . Bldg. Permit No.: 0004-165 VN Land Use Zone: COMMERCIAL Owner of Building: KSL DEVELOPMENT CORP Address: 55-920 PGA BLVD . City: LA QUINTA, CA., 92253 "ate By: DANIEL P. CRAWFORD JR., Date: 11/21/2000 Building Official - POST IN A CONSPICUOUS PLACE Title 24 calculation Project Greg Norman Course - Residential Entry Gate House 1 Madison St, b Kingston Health . La. Qulntn iso MAID13M Prepared; fors Forrest K Hn'ag ASLA Inc, r Prepared by• Computer Building Systems,Inc, 15560 C Rockfleld Blvd, #216 Irvine, Ca 92618 949 859 0811 Date 12.12.99 1 GER 111- ll; bl)ILDING7'PERMITI 1 INA— - DOCUMENTATION AUTHOR C,B,S., INC, CHECKED BY/DATE TELEPHONE NUMBERI 949 859 0811 GENERAL INFORMATION DATE OF PLANS 12 10 99 CLIMATE ZONE BUILDING CONDITIOED FLOOR AREA 400 15 BUILDING TYPE Nonresidential PHASE OF CONSTRUCTION NEW METHOD OF ENVELOPE Envelope Component Method STATEMENT OF COMPLIANCE This certificate of camplhnce lists the'bullding feature,, end performance specification needed to comply with title e4 parts 1 L 6 of the callfornia code' of regulations. This,certiflcate applies only 'to building lighting requirements. The documentation preparer hereby certifies that the documentation Is accurate L complete. documentation author Sal Hlrbodl signature date 12 10 99 The Principal Envelope Designer hereby certifies that the proposed building represented In this set of constructic document Is consistant with the other compliance forms and worksheets, with the specification, and. with any other calculation In section 110,116-118,140,143,149 of Title -24 part 6, Ch. 1. please check ones ® I hereby affirm that I am eligible under the provisions of Division 3 of the•Buslness L Professions Code to sign this document as the person responsible for Its preparatlonl and that I an a civil engineer, electrical engineer, or architect. I affirm that I am eligible under the exemption to Dlvlslon 3 of the Business L Professions Code a by Section 5537,2 of the Business L Professions Code to sign this document as the person responsible for Its preparation, and that I an a licensed contractor preparing documents for work that I have contracted to perform I affirm that I an eligible under the exemption to Division 3 of the Business L Professions a Code by Section of the Code to sign this document as the person responsible for Its pi^epartloni and for the following reasorl PRINCIPAL ENVELOPE DESIGNER - NAME SIGNATURE LIC.NO. DATE ENVELOPE MANDATORY MEASURES Indicate location on plans of Note. Block for Mandatory Measures T-24 ENV INSTRUCTIONS TO APPLICANT For detailed Instructions on the use of .this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commislon. ENV -1i Required on plans for all submittals. Part 2 may be Incorporated in schedules on plans. ENV -2i Used for all submittals. ' ENV -31 Optional. Use If default U Values are not used. M. .fprFsN t Ste` . rte...: .. ... ICPMP43 ENT: IETH[ID. ` s :: ; • •: s . ; ,,. ., -... ,M ENVELOPE PROJ QT NAMES GREG NERMAN-GATE EY WINDOW AREA CALCULATION SKYLIGHT AREA CALCULATION ENV, GROSS WALL 760 AREA<GWA> 58X6 GWAX.40 304 DISPLAY PERI- METER(DP) DP X 6 58X6 -- GREATER OF" - J =#DMAX.ALLOWABLE WiNnnW AREA 1 W WINDOW -1 0 l ' U+ 1 2 I I .671 1 Nonresldentlal Compllance Form, november 1998 n .A (aK 11F lLH„ 1-L U. ;%.LUIS t_1H VIJ,I= LI Y PRD. E T= NAlyl ry='r GREG'';NORMAN.. A PROJECT iIDDESSi LA QUIt T-A" ' r `, `tY::.•. . PRINCIPAL DESIGNER - LIGHTING Computer Bullding Sys; DOCUMENTATION AUTHOR Computer Bullding systems TELEPHONE NUMBERI (714) 859-0811 GENERAL INF❑RMATION DATE OF PLANS 12.16.99 BUILDING CONDITIONED FLOOR AREA 400 BUILDING TYPE Nonresidential PHASE OF CONSTRUCTION NEW METHOD OF LIGHTING COMPLIANCE COMPLETE BLDG. STATEMENT OF COMPLIANCE CHECKED BY/DATE This certificate of compliance lists the building feature and performance specification needed to comply with title 24 parts 1 6 6 of the californla code of regulations. This certificate applies only to building lighting requirements. The Principal Lighting Designer hereby certifies that the proposed building represented In this set of constructic document Is consistent with the other compliance forms and worksheets, Fth the speclf[cation, and with any othe calculation In section 110,119,130 through 132 6 146 or 149. /11 DOCUMENTATION slgnaturi)M 1,1,4 1 DATE 12.16.99 S,H I-bodl c please check ones ® I hereby affirm that I am eligible under the provisions of Division 3 of the Business L Professions Code to sign this document as the person responsible for Its preparation) and that I am a civil engineer, electrical engineer, or architect. I affirm that I am eligible under the exemption to Division 3 of the Business 6 .Professions Code 11 by Section 5537,2 of the Business 6 Professions Code to sign this document as the person responsible for Its preparation, and that I am a licensed contractor preparing documents for work that I have contracted to perform. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business b Professions Code by Section of the Code to sign this document as the person responsible for Its prepartlonl and for the following reasorw PRINCIPAL LIGHTING DESIGNER - NAME ;0A LIC,N❑. DATE H,Boudlab [LIGHTING MANDATORY MEASURES - CERTIFICATE OF COMPLIANCE- Lightin PROJECT NAMEi GREG NORMAN GATE ENTRY 12;16.99' INSTALLED LIGHTING SCHEDULE -CONTROL CONTROL TYPE SPACE code LUMINAIRE NAME AUTO TIME SWITCH LAMPS BALLASTS LAW &WASr TOTAL WATTS TYPE # WATTS/LAMP TYPE # # WATTS C 2x4 FL. 4 32 electronic 2 3 125 375 E 1 x 4' o 2 1 1 62 62 D dnAt. Q 1 26 34 34 - Page Total Ad j Actual Watts 471; 471 1. MADATORY AUTOMATIC CONTROL, CONTROL -LOCATION -CONTROL CONTROL TYPE SPACE RM, ID, AUTO TIME SWITCH CONTROLLED STATION'' Dual Switching ENTIRE. SPACE CONTROL FOR CREDIT . 1 ..w • / '. fir, i ... Al A TrNTTNf; r_nMPI TAN( -.F SUMMARY L`TG-2 PROJECT NAME, GREG. NORMAN GATE ENTRY 12,16,99 WATTS ACTUAL LIGHTING POWER LUMINARIRE DESCRIPTION NO.OF WATTS/LUMINAIRE CEC DEFAULT NAME LUMINARIRE INCLUDING BALLAST Y N- WATTS C O .2x4 FL. 3 Its ® O 375 1 x 4 ` - 62 62 E D dn.lt, 34 . ' 34 SUBTOTAL FROM THIS PAGE 471 PLUS SUBTOTAL FROM CONTINUATION PAGE 0 LESS CONTROL WATTS 0 ADJUSTED ACTUAL WATTS 471 01 I nwrn I TF.WTTNf; Pf1WPR (rhnn<P ` nrnP mp-thnd ) Complete Building Method BUILDING CATEGORY WATTS COMPLETE • AREA ALLOWED WATTS Retail 1,2 400 480 Area Category Method - ' .. WATTSAREA ALL'C1WED . _WATTS , CERTIFICATE OF COMPLIANCE PART 1 of 3 MECH-1 PROJECT NAME, GREG NORMAN RESIDENTIAL GATE ENTRY PROJECT ADDRESS, PRINCIPAL DESIGNER - MECHANICAL COMPUTER .BUILDING SYS., INC. DOCUMENTATION AUTHOR Sal Hlrbodl TELEPHONE NUMBER, 949 859 0811 BUILDING PERMIT# CHECKED BY/DATE GENERAL INFORMATION DATE OF PLANS 12,12.99 1 Bullding Conditioned Floor Area 400 BUILDING TYPE Nonresidentlal PHASE OF CONSTRUCTION REMODEL METHOD OF ENVELOPE COMPLIANCE Prescriptive PROOF OF ENVELOPE COMPLIANCE Enveloae Compliance Attached STATEMENT OF COMPLIANCE TIN c6rtifkate of co pUence tots tis butt&V festu-e am perfarnance sped ficatbn ,he6 A to empty with tilts 24 Parts 1 L 6•of the CaUfor►da Code of Repulatkwm This certificate oWles only to bulbfnp mechanical requirements. The Prtncaal Mecfarlcal Deslpner hereby certfles that the proposed bnddnp deslpn represented in this set of cam docunents Is consistent elth the other compL%mce forms and worksheets, with the specifications, and with any other cdalatfans subadtbd 61th finis permit pp{ atlos TM proposed hoists has been desfpned to most tM rhedarhkal r.glremw rtx cantaird In sections 110 tfrakiph 113, l80 tlra ph 142, 1 and 141L Please, -check orw ® I hereby affirm that 1 an ellplele under the provisions of nvblon 3 of the Business L_Professtons Code to sion this document as the person responsible for Its prepayatkrU and that I an a dull 611061661, moc aNcal enpMheer, or architect I affirm that I am 611101316 owilm the 6xerpt01 to D)vb9on 3 of the BusMss L Professions Code by lection 5537-0 of the Snimass L Professlans Code to sigh this dominent as the person respomslhl,e for Its preparation, n11d khat I an a licensed contractor xwpw A doorsnts for work that I have contracted t0 perform. I affirm that I an ;Udbl6 under the exemption to nvbion 3 of th6 'BusMss L Professions ❑ Code by Section of tis Cale to still two doom" t. as the person resparnlble for Its prepaltivv and for the fdlostnp r*&SonL. PRINCIPAL MECHANICAL DESIGNER -NAME IS7?TUR I LIC.Nb• DATE M JAZAYERI ,, 12 i/M026067 z.1z, I MECHANICAL MANDATORY MEASURES I Indicate location on plans of Note Block for Mandatory Measures SHEET T-24 INSTRUCTIONS TO APPLICANT For detailed Instructions on the use of this and all Energy Efficiency Standards cot dlance forms, please refer to the Nonresidential, Manual published by the CaUF'ornla Energy Commislon, MECH-It Required on plans for all submittals. Part 2 L 3 may be incorporated In -schedules on plans, TECH -2t Required for all submlttalsl choose appropriate version depending on method of mechalcal compliance. MECH-3 and MECH-41 Required for all submittals. , CERTIFICATE OF COMPLIANCE PART 2 of 3 MECH-1 PROJECT NAMEo GREG NORMAN RESIDENTIAL GATE ENTRY 12 12 99 SYSTEM FEATURES ' MECHANICAL SYSTEMS SYSTEM NAME FAU NOTE TO FIELD TIME CONTROL S ELECTRIC HEAT? YiYes NiNo S,Prog. Switch OlOccupancy Sensor SETBACK CONTROL B ISOLATION ZONES $ BjAIr Balance AjAuto HEAT PUMP THERMOSTAT? N CiOutside Air Cert. MiOut Air Measure DiDemand Control GtGravlty ELECTRIC HEAT? N . FAN CONTROL- N/A FntAr r.i ..0 VAV MINIKIN POSITION CONTR13LI N/A SIMULTANEOUS HEAT/COOL? N FEAT i COOL SUPPLY RESET4 N/A VENTILATION B OUTDOOR DAMPER CONTROL? A ECONOMIZER TYPE Y OUTDOOR AIR CFM 80 HEATING EQUIP. TYPE HIGH EMW GAS/Y MAKE >>L MODEL NUMBER CARRIER/Mmm COOLING EQUIP. TYPE HIGH EFFIC? HEAT PUMP/Y MAKE 6 MODEL NUMBER 38TDA 036-60 CODE TABLESt Enter code from table below Into columns above. HEAT PUMP THERMOSTAT? TIME CONTROL SETBACK CTRL ELECTRIC HEAT? YiYes NiNo S,Prog. Switch OlOccupancy Sensor H,Heating CiCooling VAV KMK44 POSITim C wmu SIMULTANEOUS HEAT/COOL? VENTILATION OUTDOOR DAMPER BjAIr Balance AjAuto • HEAT L COOLSUPPLY RESET? MAKE -MODEL NUMBER CiOutside Air Cert. MiOut Air Measure DiDemand Control GtGravlty NiNatural ISOLATION ZONE FAN CONTROL FntAr r.i ..0 T.T-I ..1 v - ._ - r ASZQN `er ° EOt r rUr MECHANICAL VENTILATION MECH-3 PROJECT NAME, - GREG NORMAN RESIDENTIAL GATE ENTRY 12 12 99 MECHANICAL VENTILATION SYSTEM NAME HP -1 a a MIo a o.oa ao MIN CF x MAX cWi n SPACE AREA SF arm PER cF" CFMmm (BNC) Papa M 1' 400 _ ,2 80 - 2 3A 60 80 80 TOTAL NOTES TO FIELD -For Bultdlng Department Use Onl n WN.VENTILATION RATE S 0 P -duct`` .:.._ SYNERGY 200. ro .38TDA:(60.,Hz)., -Data, 7wo-Speed Electric, -,Air Conditioner', Sizes 036,648, and J Pill V Model 38TDA Air Conditi6ners C incorporate innovative 2-s'pc'ed coin - pressor technology to provi(c quiet., W. eflicient cociling pcifori nance Bulli,, 0 4 r.*.* -i into these units arelfeaturcs'Moil desired, by homeowners today, including SEER j tatings up to 17.1 when with spe- cific Carrier equipment. All models are listed with UL, c -UL, A RI, CEC,- and'.' CSA-EEV. The 38TDA'niects ic' requirciner energy Energy Star it., for enci efficiency. FEATURES/BENEFITS' A 0 Electrical Range All uniis '4e (> -is offered in.208/230v single jAl, e. Sill)- • plified 'field -stripped lead wire connec- tions facilitate ease of installation. Range or Sizes -Available in 3 nonunal sizes: 036, 048, and 060 to meet the'necds of residentiM applica- tions. Weather-Arnior U Cabinet —Steel is galvanized and coated with a layer of zinc phosphate. A modified polyester' powder coating is then applied and.' -baked on providing each unit with a•` hard, smooth flifish that will last for many. years.- All screws on the cabinet - exterior are ceramic coated for a long- lasting, rust -resistant, high-quility appearance:. Unit Design." The coil ific orpo rates copper tubing'and enhanced, Aumin'um fins for optimum heat transfer. Hot con denkr air and sound are discharged ver- tically and away from adjacent patio' ' "=areas and foliage. Polymer spceis'raiise the coil in a heat pump style basepan for oval of water, dirt, and deb easy-remns. . %n Il 1997 Carrier corporalion Form MMA3VD r UNIT'-' SIZE:.... SERIES MINIMUM MOUNTING PAD DIMENSIONS 036 • • .- 30 26 x 32 : 26 x 32 nsions 30 26 x 32 AX FUSE I OR•'- . ACR 1. CKT•BKR > ; AMPS ° 40 so sheathed 1 , incoated %-IN. DIA VAPOR UNE CONN V,IN. DIA TIEDOWN KNOCKOUTS c - - ' (2) PLACES IN BASEPAN 19 15116" FIELD POWER SUPPLY CONN ... 34 15/16 %-IN. DIA HOLE WITH ,• 1 ','-IN. OIA KNOCKOUT AIR DISCHARGE AIR IN AIR DISCHARGE 1 /2"11 AND - Ii, -IN. DIA KNOCKOUT - 1 9/1 fi 30" 13 /2" 00 39 13/16- _ AIR RI " c 4" - --'k(ELD-G`ONTROI .._'. SUPPLY CONN _ • .'/,-IN._DIA HOLE 33 ACCESS PANEL - 927 1/2" 1 4, -IN. DIA } , LOUID LINE CONN 4X16" 10x/2" _ "_-- I 163,14- 63,14"4 .. ... .. •. • AIR DISCHARGE AIRIN 83/116- _ 2 15/16" .... - 1 3/4" 1 /4" NOTES: " 1. Allow 30 In. clearance to service side of unit, 48 In. above unit, 6 In. on one side. 12 In. on remaining side, and 24 In. between units for proper airflow. 2. Minimum r' outdoor operatingg ambient in cooling mode is 55°F, max. 125"F. 3. Series designalion Is the 131h position of the unit model number. 4. Center of gravity&. 4 \ 4 DIMENSIONS (IN.) r UNIT'-' SIZE:.... SERIES MINIMUM MOUNTING PAD DIMENSIONS 036 • • .- 30 26 x 32 30 26 x 32 060!.:'.:. 30 26 x 32 Combination ratings UNIT SIZE INDOOR SECTION INDOOR AIR CFM TOTAL CAPACITY STUH 10.75 EER SOUND RATING HI KILOW High Low High LowSEER 15.35 15.40- FK4CNB006' FK4CNF001 1100 1100 759 40,000 680 22,400 17.10 12.00 76/72 10.95 10.75 FK4CNF002 1100 36,200 680 36,400 21,200 21,600 15.00 15.50 10.80 10.80 76/72 76/72 76/72 FK4CNF003 FK4CNF005 1100 1100 680 37,000 680 21,600 16.00 11.40 76/72 76/72 CO3(A,B)A042 1200 CD3A,BA048 CC5A/C05A/CD5BA036 1400 39,000 850 37,600 22,400 20,600 16.50 13.60 11.80 76/72 800 800 CC5A/CD5A/CD5BW048 CC5A/CDSA/CD58W060 1400 1400 850 37.600 20,600 13.70 10.45 10.45 76!12 76!12 37,000 CD3 A,8 036 1400 850 38,500 850 37,600 20,800 20,600 14.00 13.60 10.50 76/72 21.000 21,000 MUM 048 CD5 DSOA048 1400 1400 850 37,600 20,600 13.70 10.45 10.50 76172 76/72 15.40 CD5A/CDSBW036 1400 850 37,600 850 37,600 20,600 20,600 12.70 13.60 10.50 76/12 10.80 CE3AA036 CE3AA042 1400 850 37,200 20,200 13.50 10.45 10.40 76/72 76/12 76/72 CE3AA048 1400 1400 850 37,600 850 37,800 20,600 20,800 13.60 13.60 10.50 10.60 76/72 CK3BA036 1200 CK3BA042 CE3AA060 CFSAA038 1400 1400 850 38,500 850 20,800 14.00 10.80 76/72 76n2 800 800 CJ5A/CK5A/CK5BA036 1400 37,600 850 38,000 20,400 22,000 13.60 13.80 10.40 10.40 76/72 CJ5A/CK5A/CK50A042 CJ5A/CK5A/CK5BN042 1400 1400 850 38.000 22,000 13.80 . 10.40 76/72 76/72 CC5A/CDSA/CD58A036 CC5A/CD5A/CD5BA042 CJ5A/CK5A/CK58N060 1400 850 38,000 850 38,500 22,000 22,600 13.80 14.00 10.40 76/72 CJ5A/CK5A/CK5BW036 CK3BA036 1400 850• 38,000 22,000 13.80 10.70 10.40 76/72 76/72 76/72 CK3BA042 1 1400 1400 1 850 38,000 850 38,000 22,000 22,000 13.80 10.40 76/72 11.20 76/72 CC5A/CD5A/CD5BW048 CC5A/CD5A/CD513W060 1200 13.80 10.40 76/72 ,%,Df %,U0fVl;UWAU36 1200 CC5A/CDSA/C058A042 1200 800 600 37,000 21,000 15.30 10.75 76/72 CC5A/CD5A/CD58A060 1200 800 37,000 37,800 21.000 21,400 15.35 15.40- 10.45 76772 CC5A/CD5A/CD5BW042 1200 800. 37,000 21,000 15.35 10.95 10.75 76/72 . CC5A/CO5A/C05BW048 1200 CC5A/CD5A/CD5BW060 800 37,000 21,000 15.50 10.90 76/72 76/72 1200 CO3(A,B)A036 1200 800 800 38.000 37,000 21,800 21,000 15.85 11.25 76/72 CO3(A,B)A042 1200 CD3A,BA048 800 37,000 21,000 15.30 15.35 10.75 10.80 76/72 76/72 1200 CD3(A,B)A060 1200 800 800 37,000 37,800 21.000 21,400 15.50 10.95 76f72 CD5AA//CD5BA048 1200 CD5A/CD50W036 800 37,000 21,000 15.40 15.50 10.95 10.95 76772 76/72 , 1200 CE3AA036 1200 800 800 37,000 36,600 21.000 21,000 15.30 15.00 10.75 76/72 CE3AA042 1200 CE3AA048 800 37,800 21,200 15.40 10.70 10.90 76/72 76/72 1200 CE3AA060 1200 800 800 37,800 21,200 15.40 10.80 76/72 CJ5A/CK5A/CK5BA036 1200 800 38,000 37,000 21.800 22.000 •15.70 11.20 76/72 036-30 CJ5A/CK5A/CK50N042 1200 Boo 37,000 22,000 15.30 15.30 10.70 76/72 CK3BA036 1200 CK3BA042 800 37,000 22.000 15.30 10.70 10.10 76/72 76/72 1200 CK3BA048 1200 800 800 37,000 37,000 22.000 15.50 10.70 76/72 22,000 1 15.80 1 11.70 1 7602 COILS + SBMVP080-14 VARIABLE -SPEED FURNACE CC5A/CDSA/CD58A036 CC5A/CD5A/CD5BA042 1200 1200 800 37,000 21,000 15.60 10.90 76/72 CC5A/CD5A/CD5BA060 1200 800 800 37,000 37,400 21,000 15.60 10.80 76/72 CC5A/CD5A/CO5BW042 1200 800 37,000 21,400 21,000 15.60 11.20 76/72 CC5A/CD5A/CD5BW048 CC5A/CD5A/CD513W060 1200 800 37,400 21,400 15.50 15.80 10.90 11.15 76/72 76/72 CD3(A,B)A036 1200 1200 800 800 38,000 37,000 22,000 16.15 11.50 76//2 CD3(A,B)A042 1200 800 37,000 21,000 21,000 15.60 15.60 10.90 11.00 76/72 CD3(A,B)A048 CO3(A.B)A060 1200 1200 800 37,400 21,400 15.85 11.15 76/72 76/72 CD5A/CD5BA048 1200 800 800 37,400 37,400 21,400 21,400 15.80 11.20 76/72 CD5A/CD5BW036 CE3AA036 1200 800 37,000 21,000 15.85 15.60 11.15 10.90 76/72 76/72 CE3AA042 1200 1200 800 800 37,000 37,400 21,000 21,400 15.30 10.80 76/72 CE3AA048 CE3AA060 1200 800 37,400 21,400 15.70 15.70 11,10 11.10 76/72 76/72 CJ5A/CK5A/CK5BA042 1200 1200 800 800 38,000 22,000 16.10 11.50 76/72 CJ5A/CK5A/CK5BW036 1200 800 37,000 37,000 22,000 15.70 10.80 76/72 CK39AO36 1200 800 37,000 22,000 22,000 15.60 15.60 10.80 10.80 76/72 CK38AO42 CK38AO48 1200 800 37,000 22,000 15.70 10.80 76/72 76/72 1 1200 800 37,000 1 22,000 1 15.80 1 11.00 76/72 COILS + 58MVP100-20 VARIARLF.SPFFn FUauerc CDSA/CD58WO36 CE3AA036 CE3AA042 CE3AA048 CE3AA060 See poles on pg. 9. 6 1200 1200 800 • 800 37,000 37,000 21,000 21,000 15.60 15.60 10.95 76/72 1200 800 37,400 21,200 15.80 11.05 11.20 76/72 76/72 1200 1200 800 Boo 37,000 37,400 21,000 21,200 15.50 15.80 11.00 11.20 76/72 1200 1200 800 38,000 22,000 16.10 11.50 76/72 76/72 1200 800 800 37,000 37,000 21,000 21,000 15.60 15.60 10.95 11.05 76/72 1200 1200 800 37,400 21,200 15.80 11.20 76/72 76/72 1200 800 800 37,400 21,200 15.80 11.20 76/72' 1200 800 37,400 37,000 21,200 21,000 15.80 15.60 11.20 10.95 76/72 1200 1200 800 37,000 21,000 15.30 10.90 76/72 76/72 1200 800 800 37,400 37,400 21,200 21,400r 15.60 15.70 11.10 11.20 76/72 1200 800 1 38,000 1 22,000 1 16.00 1 11.50 76/72 76/72 324 Cl HEATING R COOLING Product .58MVP, Data,''. Deluxe 4 -Way Multi poise . Direct -Vent Variable-Capacity':v Condensing Gas Furnace ' Series 130 t Input capacities: 40,000 thru 120,000 Btuh :. 'v o rrli r u'cnhrr. lak•r e j c i . i Variable capacity, the ultimate in heating comfort .: . With the model 58MVP WeatherMakerTM Infinity Furnace,. we've taken the ultimate in heating comfort and made it better. The model 58MVP is available in 6 heat/airflow combinations. The unit has a 4 -way multipoise design and can be installed in upflow, downflow, or horizontal positions covering up to " 24 different applications. The WeatherMaker Infinity achieves„ industry-leading ultra-high efficiency at up to 96.6 percent Annual Fuel Utilization Efficiency (AFUE). , Efficient performance is enhanced through the variable -capacity design. To maintain ideal comfort, the control system of the WeatherMaker Infinity automatically adjusts, maximizing the ' use of low operating speeds that produce near silent furnace operation • while meeting the exact heating needs. This unit is designed to keep the indoor temperature within 1 degree of the thermostat setpoint. Because it operates in low speed most of the time, the model 58MVP uses up to 8090 less power than single - capacity furnaces. In addition to providing optimum comfort, -the model 58MVP has a + sealed combustion system. This system brings combustion air from outdoors to the furnace and vents flue gases safely outside the home. Because it is sealed, operational noise is minimal. A sealed combustion system also means fewer cold drafts and less air infiltration. Quality materials are,the key behind ' the model 58MVP's outstanding performance. Carrier stands behind 2251 'Forth 58MVP-6PD 4 I ` own 4, Physical `data A. OUTPUT CAPACITY BTUH• (ICS) Low' Upflow 25,000 37,000 49,000 49,000 61,000 73,000 • (Shaded capacities are Downllow 25,000 36,000 49,000 49,000 81,000 73,000 specified on rating plate) Horizontal 25,000 38,000 49,000 49,000 :81,000: 73;000. High Upflow 38,000 57,000 75,000 75,000 94,000 113,000 , 1. Downflow 37,000 56,000 75,000 75,000 94,000 113,000, Horizontal 37,000 58,000 •75,000 75,000 93.000 112,000"; i INPUT BTUHt Low 26,000 39,000 52,000 52,000 65,000. 78,000 High 40,000 60,000 80,000 80,000 100,000 120,000 SHIPPING WEIGHT (Lb) 205 170 182, • 204 203 w 234 CERTIFIED TEMP RISE RANGE (•F) Low 35- 45 60-70 60-70 60-70 60-70 60-70 High 40-50 45-55 45-55 45-55 55-65 55-615 1 CERTIFIED EXT STATIC PRESSURE (ESP) Heating 0.10 0.12 0.15 0.15 0.20 0.20 ; , (In. wc) Cooling 0.50 0.50 0.50 0.50 0.50 0.50' . AIRFLOW CFM; Heating Low 565 (6500•) 515 (590••) 690(795--) , 690 (795••) 860(990•0) 1035 (1190••) Healing High 780 1010 1345 1345 1425 1710 }. Cooling (Max) 1400.. 1400 1400 2000 2000 2000 LIMIT CONTROL SPST HEATING BLOWER CONTROL (ON Delay) Selectable 90, 135, 180, or 225 Sec Intervals ; BURNERS (Monoporl) 2 3 1 ,1' 14 1 5 6 GAS CONNECTION SIZE 1/2 -in. NPT GAS VALVE (Redundant) Manufacturer While -Rodgers Minimum Inlet Pressure (In. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) ` IGNITION DEVICE Hot Surface • Capacity in accordance with U.S. Government DOE test procedures. t Gas input ratings are certified for elevations to 20001t. For elevations above 2000 It, reduce ratings 2% for each 1000 it above sea level. In Canada, derate the unit 5% for elevations Irom 2000 to 4500 ft above sea level. I ) Air delivery above 1800 CFM requires that both sides, a combination of 1 side and bottom, or bottom only of the furnace be used for return air. A filter is required for each return -air supply. Low heat CFM when bypass humidifier switch (SW -3) on control center is used ` ICS - Isolated Combustion System pESIG& t ERIQr " MEETS DOE RESIDENTIAL CONSERVATION SERVICES y EFFICIENCY' RAZING PROGRAM STANDARDS. qs CERTIFIED -s ® Mama A Apt 0190 ocl cERTIFIE " , Before purchasing this appliance, read important , energy cost and; efficiency information available from your retailer. \e, Cor.a OftIl B1 APPROVALS ISO 9001 n EN 29001 As an ENERGY STARsM Partner, Carrier Corporation .(%% k_lpo! a BSS750 PART I has determined that this product meets the rM oo. , iL ANSVAS00091 ENERGY STAR guidelines for energy efficiency. Er2a CERTIFICATE No. FM M2 i REGISTERED QUALITY SYSTEM. I , I6 - - 2256 `. 26'Su 26 '/.-- 24 '4-- 22 'As- 2 -IN. COMBUSTION - AIR CONN —%,, 24N. VENT CONN ~C It -IN. DIA THERMOSTAT ENTRY 22 "As- ----------- SIDE A• -SIDE INLET ' TYP I 1 I I ' I - T 211A'TYP -- - SIOE INLET 26 "A•'TYP --■ t Q - 26 "As - AIRFLOW _ t 264- 22 'As - CONDENSATE DRAIN ° TVp TRAP LOCATION 4T=o,TL();T y - (DOWNFLOW 6 HORIZONTAL LEFT) —%-IN. OIA POWER CONN 33 'A TYP 32'h- % -IN. DIA 30 ACCESSORY 29 POWER ENTRY 27 °A- TYP -CONDENSATE DRAIN TRAP 27'/,i LOCATION TYP (ALTERNATE UPFLOW) 17 As - 9'h•' TYP CONDENSATE DRAIN TRAP LOCATION OUTLET . + 2 -IN. COMBUSTION- UNIT SIZE A C _ (OOWNFLOW 6 HORIZONTAL RIG"T) AIR CONN - - 040-140 24-1/2% OR ALTERNATE + 1S IN. OIA %-IN. DIA GAS CONN GAS CONN J'A 23• 'MN. OIA 080.14 21 16 POWER CONN - %-IN. OIA 19.1/2 THERMOSTAT ENTRY 080.20. 21 19-3/8 19-1/2 30',V 2 -IN. VENT CONN - 39A' -= 100-2021 19-3/8 22 " 1 . • I I SIDE INLET 22-7/8 4 1 •These dimensions reflect the wider casing for the 96.6% AFUE furnace. 23 r ._._-•-•---.-•-•- G CONDENSATE INLET CONDENSATE I' DRAIN LOCATION "n•- Ey,s- DRAIN LOCATION f ' 22/. -TVP [UPFLOW) (UPFLOW) 24 35•- DIMPLE LOCATORS BOTTOM INLET FOR HORIZONTAL HANGING NOTES: Minimum return -air opening at furnace: 1. For 800 CFM--16-In. round or 14 1/2 x 12 -In. rectangle. ' 2. For 1200 CFM--20-In. round or 14 1/2 x 19 1/2 -In. rectangle' 3. For 1600 CFM--22-In. round or 14 1/2 x 23'/4 -In. rectangle. 4 For airflow requirements above 1800 CFM, use both side inlets, a - • combinafion of 1 side inlet and the bottom, or the bottom only. - A93024 DIMENSIONS (In.) - UNIT SIZE A C - - 040-140 24-1/2% 22.7/8• E 080.1'4 17-1/2 15-7/8 23• 080.14 21 16 - 19-3/8 19.1/2 080.20. 21 19-3/8 19-1/2 -= 100-2021 19-3/8 F 191/2 . • 120-20'-24-1/2 22-7/8 4 1 •These dimensions reflect the wider casing for the 96.6% AFUE furnace. 23 r t o/ f STRUCTURAL. CALCULATION S for. -` GREG NORMAN RESORT (GATE HOUSE 1). Client: , Forrest K. Haag Design and Land Planning Architect . Saunders & Want Architects . .Prepared By: + Dale Christian, S.E. Inc. 1748 West Kate/la Avenue Suite 208 ' ' Orange, CA 92867 r 8 Fed 00 Q9,0FESS/pN N CHR,r q F a r" CITY OF LA QUINTA BUILDING & SAFETY DEPT. sTROCT UR 9lFOF APPROVED. CALO \F FOR CONSTRUCTION . • G 1 _ !l et7 DATE B EXPIRES 3/311F, E coiq ' DALE CHRISTIAN/ JOB NO. ' 99208 STRUCTURAL ENGINEER, INC. GREG NORMAN RESORT GATEHOUSE 1 CONSULTING & DESIGN Forrest K. Haag Design and Land Planning ' BY JRH ' 1748 West Kateila Avenue Suite 108 = DATE 02/11/00 Orange. CA 92867 714-997-1145 FAX 714-997-3857 SH Gen -1 1 ' ROOF LOADS Roof Pitch = 3.0 / 12 'D. L. Roofing 10.0 psf Sheathing 1.5 Framing 2.3 Misc. 1.0 14.8 psf x 12.4 / 12 = 15 psf ` Ceiling 3.0 - 17.8 psf, x 12.4 / 12 = 18 psf' ; L. L. 20.0 1. , psf CARPORT LOADS D.L. 4x12 @ 24" oc 4.0 psf ' - Framing 5.0 Misc. 1.0 10.0 psf L. L. 10.0 psf f 3/8" APA RATED 8d @ 6" oc EN ' CIALE CHRISTIAN/ JOB NO. 99208 1 260 STRUCTURAL ENGINEER, INC. GREG NORMAN .RESORT GATEHOUSE 1 P.H.: 24/0 8d @ 12". oc FN CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning ' 1748 West Karelia Avenue DATE T 02/11/00 1,2 380 Suite 208 P.I.I.: 24/0. 8d @ 12" oc FN Orange, CA 92867 714-997-1145 FAX 714-997-3857 SH.. Gen -2 3/8" APA RATED 8d @ 3" oc EN ' sHEARWALL SCHEDULE 1997 UNIFORM BUILDING CODE STRUCTURAL PANEL ' MARK MATERIAL NAILING NOTES V,allow REMARKS TABLE 23 -II -1-1 3/8" APA RATED 8d @ 6" oc EN 7 STRUCTURAL PANEL 1 260 TABLE 23-11-1-1 P.H.: 24/0 8d @ 12". oc FN 3/8" APA RATED 8d @ 4" oc EN 9 STRUCTURAL -PANEL 1,2 380 TABLE 23 -II -1-1 P.I.I.: 24/0. 8d @ 12" oc FN 3/8" APA RATED 8d @ 3" oc EN 10 STRUCTURAL PANEL 1,2 490 TABLE 23 -II -1-1 P.I.L: 24/0 8d @ 12" oc FN 3/8" APA RATED 8d @ 2° oc EN 11 STRUCTURAL PANEL 1,2 640 TABLE 23 -II -1-1 P.L1.: 24/0 8d @ 12" oc FN 15/32" APA STRUCT I RATED 10d @ 2" oc EN % 12 STRUCTURAL PANEL 1,2 870 TABLE 23 -II -1-1 P.I.I.:'32/16 10d @ 12" oc FN ka TYP Roof Rafter in Tower L = DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 99208 STRUCTURAL ENGINEER, INC. Loads: _ TL FLL+DL DL At CONSULTING & DESIGN Forrest K. Haag Design and Land Planning By JRH 58 40 1748 west Icateua Avenue Suite 208 DATE 02/11 /00 Orange, CA 92867 714-997-1145 FAX 714-997-3857 SH.Frmg-1 18 4.00 ROOF FRAMING Roof*2 . Framing: Roof is to be designed wood trusses by others and conventional framing. 22 lbs Truss design drawings and structural calculations are to be provided by the truss'manufacturer R2 max = Roofing: Concrete the Vmax ----> 161 lbs Pitch: 3 : 12 1.75 ft V,x = 0 lbs +M = y Try: Loads: Refer to Sheet G-1 -M = 2.2 in -kips DL: 9 psf Including ceiling weight 1.5 in Case: 1 Total Load LL: 20 psf d = 5.50 in TL: 29 psf ' RM = 1.15 TYP Roof Rafter in Tower L = 4.00 ft. c = 2.50 ft. Loads: _ TL FLL+DL DL At To Load Derivation: ' w1,p1f = 58 40 18 0.00 4.00 ft. Roof*2 w2,plf =. 58 40 18 4.00 6.50 ft. Roof*2 . R1 max = 102 66 22 lbs R2 max = 306 211 95 lbs. Vmax ----> 161 lbs At x = 1.75 ft V,x = 0 lbs +M = T.1 in -kips Try: -M = 2.2 in -kips b = 1.5 in Case: 1 Total Load d = 5.50 in LDF = 1.25. RM = 1.15 A = 8.25 in^2 Fv = 119 psi. fv = 29 psi 24.7% S= 7.6 in^3 Fb = 1635 psi _ fb = 288 psi 17.6% 1 _ 21 in^4 E = 1600 ksi d,TL =- 0.01 in L / 6101 d,LL = 0.01 in L / 8678 TYP Ridge Beam in Tower L = 9.50 ft. Loads: TL FLL+DL DL At . To Load Derivation: wt1,min = 58 40 18 0.00 ft. Roof*1 *2 max = 406 280 126 9.50 ft. Roof*7*2 R1 = 827 570 257 lbs V reduced at Neither Support R2 = 1378 950 .: 428 .lbs. Vmax --=-> 1378 lbs - At x = 5.32 ft V,x = 0 lbs M-, • 31.9 in -kips Try: b = 3.5 in Case: 1 Total Load d = 7.25 in LDF = 1.25 RM = 1.00 A = 25.38 in^2 Fv = 119 psi, fv = 81 psi 68.6% S = 30.7 in^3 Fb = 1422 psi fb = 1040 psi 73.1% I = - 111, in^4 E= 1600 ksi d,TL = 0.24 'in L / 470 d,LL = 0.17 in L.1 681 2x6 DF #2 d,c = 0.05 in L / 1302 ' DALE CHRISTIANV GREG NORMAN RESORT GATEHOUSE 1 JOg NO. 99208 STRUCTURAL ENGINEER, INC. CONSULTING 8 DESIGN BY JRH Forrest K. Haag Design and Land Planning 1748 West Kateua Avenue 02/11/00 ' Suite 208 DATE . Orange, CA 92867 714-997-1145 FAX 714-997-3857 ` SH Frmg-2 BM supporting L = ridge in tower 8.25 ft. Loads: TL FLL+DL DL At To Load Derivation: P1,lbs = 5510 3800 1710 4.13 ft. Reaction from ridge BM's - ' ` R1 = 2755 1900 855 lbs V reduced at Neither Support R2 = 2755 1900 855 lbs Vmax ----> 2755 lbs At x = 4.13 ft V,x = 0 lbs at P1 M= 136.4 in -kips, ' Try: b = 3.125 in Case: 1 Total Load d = A = 10.50 in LDF = 1.25 32.81 in12 Fv = 300 RM = psi fv = 1.00 Cy = 1.000 126 psi 42.0% S = 57.4 in13 Fb = 3000 psi fb = 2375 psi 79.2% 3 1/8 x 10 1/2 GLB I = 301 in^4 E = 1800 ksi d,TL = 0.22 in L /, 457 Camb:. 0.03 in Std ' d,LL = 0.15 in L / 662 TYP Window HDR @ Tower L = 2.00 ft. ' Loads: TL FLL+DL DL At To Load Derivation: P1,lbs = 158 109 49 1.00 ft. Roof"7`3.5/4.5 ' R1 = 79 54 25 lbs V reduced at Neither Support R2 = 79 54 25 lbs Vmax ---->* 79 lbs At x = 1.00 ft V,x = 0 lbs at P1 M = 0.9 in -kips' Try - b = ' 3.5 in Case: 1 Total Load d = 3.50 in LDF = 1.25 RM = 1.00 A = 12.25 in^2 Fv = .119 psi fv = 10 psi 8.1 ' S = 7.1 in^3 Fb = 688 psi fb = 133 psi 19.3% 4x4 DF.Std & Btr = 13 in^4 E = 1400 ksi d,TL = 0.00 in .L / 7392 ' d,LL = 0.00 in L/ 10719 TYP Carport Rafter L = 7.25 ft. c = 3.00 ft. ' Loads: TL FLL+DL DIL At To Load Derivation: wl,plf= 40 20 20- 0.00* 7.25 ft. Carport`2 w2,plf.= 40 20 20 7.25 10.25 ft. Carport`2 R1 min= 48 60' lbs < ' R1 max = '133 60 60 lbs : R2 max =, 290 145 14.5 lbs Vmax ----> 170 lbs ' At x = Try: 3.31 ft V,x = 0 lbs +M = -M = 2.6 in -kips 2.2 in -kips b = 3.5 in Case: 1 Total Load d = 9.25 in LDF = 1.25 RM = 1.00 ' A = 32.38 in^2 Fv = 119 psi fv. = 8 psi 6.6% S = 49.9 in^3 Fb = 1313 psi fb = • 53 psi 4.0% 4x10 DF #2 I = 231 in^4 E = . 1600 ksi d,TL = 0.01 in, L / 15456-. d,c = 0.01 in L / 9000. . ' d,LL = ,0.00 in L / 30029- ' DALE. CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 99208 STRUCTURAL ENGINEER, INC. CONSULTING &DESIGN Forrest K. Haag Design and Land Planning BY JRH 1748 West Karelia Avenue DATE 02/11/00 ' Suite 208 . Orange. CA 92867 714-997-1145 FAX 714-997-3857 SH. Frmg-3 TYP Carport Ridge Beam ' L = 18.50 ft. c = 4.00 ft. Loads: TL FLL+DL DL At To Load Derivation: wl,plf = 205 103 103 .0.00 18.50 ft. Carport*10.25 ' w2,plf = 205 103 103 18.50 22.50 ft. Carport*10.25 R1 min = 859 904 lbs R1 max = 1852 904 904 lbs R2 max = 2805 1402 1402 lbs Vmax ----> 1985 lbs ' At x = 9.03 ft V,x = 0 lbs +M = 100.4 in -kips Try: -M.= .19.7 in -kips b = 5.5 in Case: 1 Total Load ' d = 11.50 in LDF = 1.25 RM = 1.00 A = 63.25 in^2 Fv = 106 psi fv = 47 psi 44.3% - S = 121.2. in^3 Fb = 1688 psi fb = 828 psi 49.1% 6x12 DF #1 ' I = 697 in^4 E= 1600 ksi d,TL = 0.46 in L / 480 d,c = 0.07 in L / 1318 . ALL = 0.23 in L/ 952 TYP Carport Beam ' L = 18.50 ft. c = 4.00 ft. Loads: TL FLL+DL DL At To Load Derivation: ' w1,plf = w2,plf= 100 50 100 50 50 0.00 50' 18.50 18.50 ft. 22.50 ft. Carport*5. Carport*5 R1 min = 419 441 lbs - R1 max = 903 441 441 lbs R2 max = 1368 684 684 lbs Vmax ----> 968 lbs ' At x = 9.03 ft V,x = 0 lbs +M = 49.0 in -kips Try: -M = 9.6 in -kips b = 5.5 in Case: 1 Total Load ' d = 11.50 in LDF = 1.25 RM = 1.00• A = 63.25 in^2 Fv = 106 psi N = 23 psi 21.6% S = I = 121.2 in^3 697 in^4 Fb = 1688 E = . 1600 psi fb = ksi d,TL = 404 _ psi 23.9% .0.23 in L/ 985 d,c = 6x12 DF #1 0.04 in L / 2702 d,LL = . 0.11 in L/ 1951 ' TYP Cantilevered Roof Rafter L = 6.00 ft. c = 3.25 ft. Loads: • TL FLL+DL DL At To Load Derivation:_ wl,plf = 58 40 18. 0.00 6.00 ft. Roof*2 w2,plf = 58 40 18 6.00 9.25 ft.' Roof*2 R1 min = 3 19 lbs ' R1 max = R2 max = 158 104 414 285 38 lbs 128 lbs Vmax ----> 225 lbs At x = 2.72 ft V,x = 0 lbs +M = 2.6 in -kips Try: -M = 3.7 in -kips ' b = 1.5 "in. Case: 1 Total Load d = 5.50 in LDF = 1.25 RM = 1.15 A = 8.25 in^2 . Fv = 119 psi . fv = 41 psi 34.5% S = 7.6 in13 Fb = 1635 psi fb = 486 psi 29.7%- 2x6 DF #2 ' 1 = 21 in^4 E = 1600 ksi d,TL, = 0.04 in L / 1715 d,c = 0.15 in L/ . 536 d,LL = 0.03 in L/ -2419 y ' DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 99208 STRUCTURAL ENGINEER, INC. CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning ' Suite 208 1 west Icateua Avenue Suite \ DATE 02/11/00 Orange. CA 92867 714-997-1145 FAX 714-997-3857 SH. Frmg-4 ' 1 TYP Roof Rafter L = 8.00 ft. Loads: TL FLL+DL DL At To Load Derivation: wl,plf = 58 40 18 0.00 8.00 ft. Roof*2 ''R1 = 232 160 72 lbs V reduced at Neither Support R2 = 232 160 72 lbs Vmax ----> 232 lbs At x = 4.00 ft V,x = 0 lbs M = 5.6 in -kips - ' Try: b = 1.5 in Case: 1 Total Load d = 5.50 in LDF = -1.25 RM = 1.15 ' A = 8.25 in^2 Fv = 119' psi fv = 42 psi 35.5% S = 7.6 in^3 Fb = 1635 psi fb = 736 psi 45.0% 2x6 DF #2 1 = 21 in^4 E = 1600 ksi d,TL = 0.16' in L / 598 ' d,LL = 0.11 in L / 867 TYP Window -HDR L = 2.00 ft. ' Loads: TL FLL+.DL DL At To Load Derivation: P1,lbs = 206 142 64 1.00 ft. Roof*8*4/4.5 ' R1 = 103 71 32 lbs V reduced at Neither Support t 132 = 103 71 32 lbs Vmax ----> 103 lbs . At x = 1.00 ft V,x = 0 lbs at P1 M= 1.2 in -kips: Try: b = 3.5 in Case: 1 Total Load F d = 3.50 in LDF = 1.25 RM = 1.00 ' A = 12.25 in ^2 Fv = 119 psi fv = 13 psi 10.6% S = 7.1 in^3 Fb = 688 psi fb = 173 psi 25.2% 4x4 DF StdB Btr I = 13 in^4 E = 1400 ksi d,TL =0.00 in L / 5660 ' d,LL = 0.00 in L / 8207 Door HDR at Entry w/ pt load south L = 3.25 ft. Loads: TL FLL+DL DL At To Load .Derivation: wl,plf = 58 40 18 0.00 3.25 ft. Roof*2 P1,lbs = 4489 • 7283 -1004 0.00 ft. Reaction from south BM blw tower " ' R1 = 4583 7348 -975 lbs V reduced at Neither Support R2 = 94 65 29 lbs Vmax ----> 7348. lbs,. At x = Try: 1.63 ft V,x = 0 lbs M = 0.6 in -kips b = 3.5 in Case: 2 F;LL + DL d = 14.00 Jn LDF = 1.00 RM = 1.00 ' A = . 49.00 in^2 Fv = 285 psi fv = 225. psi 78.9%-, S = 114.3 in^3 Fb = 2752 psi fb = 6 psi .0.2% 3 1/2 x 14 PSL I =. 800 in^4 E= 2000 ksi d,TL = 0.0.0 in L d,LL = 0.00 in L DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO., 99208 STRUCTURAL ENGINEER, INC. CONSULTING & DESIGN Forrest K. Haag Design.and Land Planning BY JRH 1748 West Karelia Avenue DATE 02/11/00 ' Suite 208 Orange. CA 92867 714-997-1145 FAX 714-997-3857 Frmg-5 Door HDR at Entry w/ pt load (north) ' L = 4.25 ft. Loads: TL FLL+DL DL At To Load Derivation: w1,plf= 58 40 18 0.00 4.25 ft. Roof*2 ' P1,lbs = 3837 6031 -655 1.50 ft. Reaction from north. BM blw tower R1 = 2606- 3987 -385 lbs V reduced at Neither Support R2 =. 1478 2214 -193 lbs. Vmax ----> 3987 lbs ' At x = 1.50 ft V,x = 0 lbs. at P1 M = 71.2. in -kips .Try: b = 3.125 in Case: 2 F,LL + DL ' d = 10.50 in LDF = 1.00 RM = 1.00 Cy = 1.000- A = 32.81 in^2 Fv = 240 psi fv = 182 psi 76.0% S = 57.4 in^3 Fb = 2400 psi fb = 1241 psi 51.7% 31/8 x 101/2 GLB ' 1 = 301 in^4 E = 1800 ksi d,TL = 0.04 in L/ 1370 Camb: 0.01 in Std d,LL = 0.04 in . L/ 1253 Flush Bm at Desk/ Storage Window ' L= 9.00 ft. Loads: TL FLL+DL DL At To Load Derivation: w1,plf=. 29 20 - 9 0.00 9.00 ft. Roof*1 ' w2,plf = 8 8 8 0.00 9.00 ft. Self weight=35*(b/12)*(d/12) w3,plf = 45 45 45 0.00 9.00 ft. Exterior wall abv P1,lbs = 608 .419 189 4.50 ft. R1 = 672 538 373 lbs V reduced at Neither Support R2 = 672 538 373 lbs Vmax ----> 672 lbs At x = 4.50 ft V,x = 0 lbs at P1 M = 26.4 in -kips Try' ` b = 3.5 in Case: 1 Total Load 1 d = A = 9.25 in LDF = 1.25 32.38 in^2 Fv = 119 RM = psi fv = 1.00 31 psi 26.2% .. S = 49.9 in^3 Fb = 1313 psi fb = 528 psi 40.2% 4x10 DF #2 I = 231 in^4 E = 1600 ksi d,TL = 0.09 in L / 1246 ' d,LL = 0.04 in L / 2795 Header at north window with ridge BM pt load L = 3.25 ft. ' Loads: TL FLL+DL DL At To Load Derivation: P1,lbs = 919 634 285 . -1.63 ft. Reaction from FL BM 1 R1 = 459 317 143 lbs V reduced at Neither Support R2 = 459 317 143 lbs Vmax ----> 459 lbs At x = 1.62 ftV,x = 0 lbs at P1 M = 8.9 in -kips 1 Try: b = 3.5 in Case: 1 Total Load d = 5.50 in LDF = 1.25 RM = 1.00 A = 19.25 in^2 Fv = 119 psi fv = 36 psi 30.1%- ' S = 17.6 in^3 Fb = 1422 psi fb = 506 psi 35.6% - 4x6 DF #2 1 = 49 in^4 E = 1600 ksi d,TL = 0.02 in L / 2140 d,LL = 0.01 in L / 3103 ' ' DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 9920$ STRUCTURAL ENGINEER, INC. CONSULTING & DESIGN Forrest K. Haag Design and Land Planning BY JRH - 1748 West Katella Avenue. r DATE 02/11/00 Suite 208 Orange, CA 92867 714-997-1145 FAX 714-997-3857 SH. Frmg-6 Cantilevered Flush Beam for Roof Rafters @ South L= 5.00 ft. c = 2.75 ft. . Loads: TL FLL+DL DL At To Load Derivation: w1,plf = 196 135- 61 6.25 7.75 ft. Roof*9*4.5/6 ' wt2,min = 29 20 9 3.00 ft. Roof*1 max = 94 65 29 6.25 ft. Roof*3.25 R1 min = -119 -81, lbs R1 max = -30 -33 -35 lbs i ' R2 max = 608 419. 189 lbs. Vmax ----> 494 . lbs At x =. 0.00 ft V,x = +M = _ 0.0 in -kips Try: -M = 6.8 in -kips ' b = 5.5 in Case: 1 Total Load d = 9.50 in LDF = 1.25 RM = 1.00 A = 52.25 in^2 Fv = 106 psi N = 14 psi 13.3%'. ' S = 82.7 in^3 Fb = 1688 psi fb = 83 psi 4.9% 6x10 DF #1 I = 393 in^4 E = 1600 ksi d,TL = 0.00 in L / ERR. d,c =: 0.01 in L/ .651.3 d,LL = 0.00 in L / ERR Cantilevered Flush Beam for Roof Rafters @ North L = 3.00 ft.`c = 3.00 ft. '.Load Loads: W 1, plf = TL FLL+DL DL -. At To. 180 124 56 3.00 6.00 ft. Derivation: Roof*6*3/2.9 wt1,min = 29 20 .9 0.00 ft. Roof*1 max = 94 -65 29 3.00 ft. Roof*3.25 ' R1_ min = -246 -163 lbs R1 .max = -8 -31 =60 lbs R2 max = 910 634 285 lbs Vmax ----> 540 lbs, At x = 0.00 ft V,x = - +M = 0.0 in -kips Try:.. -M-= 9.7 in -kips b = 5.5 In Case: 1 Total Load. t ' d = A = 9.50 in LDF = 1.25 RM = 52.25 in ^2 Fv = 106 psi fv = 1.00 16 psi 14.6%* S = 82.7 in^3 Fb = 1688 psi fb = 117 psi 7.0% 6x10 DF #1 1 = 393 in^4 E = 1600 ksi d;TL = 0.00 in L / ERR d,c = 0.01 in 'L / 6161 ' d,LL = 0:00 in L / ERR 1 ' DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE JOB NO. 99208 STRUCTURAL ENGINEER, INC. 1 CONSULTING & DESIGN BY. JRH Forrest K. Haag Design and Land Planning 1748 West Karelia Avenue DATE 02/11/00 ' Suite 208 Orange. CA 92867 714-997-1145 FAX 714-997-3857 SH. Frmg-7 ' East & West Flush Beams Blw Tower L = 8.25 ft. Loads: TL FLL+DL DL At To Load Derivation: wl,plf = 413 318 201 0.00 8.25 ft. Roof*(7*3.5/4+4.5)+15*7 ' P1,lbs = 0 2183 -1952 0.00 ft. Reaction -from shr wall abv P2,lbs = 0 2183 -1952 8.25 ft. Reaction from shr wall abv R1 = 1704 3493 -1124 lbs V reduced -at Neither Support ' R2 = 1704 3493 -1124 lbs Vmax ----> 3493 lbs. At x = 4.13 ft V,x.= 0 lbs M= 32.4 in -kips 'b= Try. 3.125 in Case: 2 F,LL + DL. d = 10.50 in LDF = 1.00 RM = 1:.00 Cy = 1.000 A = 32.81 in^2 ,. Fv = 240 psi fv = 160 psi 66.5% S = 57.4 in^3. Fb = 2400 psi fb = 565 psi 23.5% 3.1/8 x 101/2 GLB I = 301 in^4 E _. 1800 ksi d,TL = 0.07 in L / 1398 Camb: 0.03 in Std d,LL = 0.09 in L / 1058 - North Flush Beam Blw Tower + . L = 19.50 ft. Loads: w1,plf = TL FLL+DL DL At To 283 228 160 5.50 14.00 ft. Load Derivation: Roof*7*3.5/4+15*7 w2,plf = 73 50 -23 0.00 19.50 ft. Roof*2.5 w3,plf = 25 25 25 0.00 19.50 ft. Self Weight=35*(b/12)*(d/12) ' P1,lbs = 0 874 -680 5.50 ft. Reaction from shr wall abv. P2,lbs = 0 874 -680 14.00 ft. Reaction from shr wall abv P3,lbs = . 1704 3493' -1124 5.75 ft. Reaction from EW BM ' P4,lbs = 1704 3493 -1124 13.92 ft. Reaction from EW BM R1 = 3837 6031 -655 lbs V reduced at Neither Support ' R2 = At x = 3867 6092 -674 lbs Vmax ----> 9.65 ft V,x = 1 lbs M = 6092 lbs 426.2 in -kips _ Try: b= 6.75 in Case: 2 F,LL + DL ' d = 15.00 in LDF = 1.00 RM = 1.00 • Cy = 0.951 A =. 101.25 in^2 Fv = 240 psi fv = 90 psi 37.6% S = 253.1 in13 Fb = 2283 psi fb = 1684 psi 73.7% 6 3/4 x 15 GLB 1 = 1898 in^4 E = 1800 <ksi d,TL = 0.75 in L / 312 ' d,LL = 0.83 in L / 281 n mom ' DALE CHRISTIAN/GREG NORMAN RESORT GATEHOUSE -1 JOB NO. ,99208 STRUCTURAL ENGINEER, INC. CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning ' 1748 West Kaiella Avenue DATE 02/11 /00 Suite 208 Orange. CA 92867 714-997-1145 FAX 714-997-3857 SH. Frmg-8 ' South Flush Beam Blw Tower L = 15.75 ft. Loads: TL FLL+DL DL At 'To Load Derivation: w1,plf= 283 228 160 5.50 .13.75 ft.. Roof*7*3.5/4+15*7 ' w2,plf = 94 65 29 0.00 15.75 ft. Roof*3.25 w3,plf = 25 25 25 0.00 15.75 ft. Self Weight=35*(624/12)*(B25/12) P1,lbs = 0 874 -680 13.75 ft. Reaction from, shrwall abv P2,Ibs 0 874 -680 5.50 ft. ' Reaction from shr wall abv ' P3,lbs = 1704 3493 -1124. 5.75 ft. Reaction from EW BM P4,lbs = 1704 3493 -1124 13.92 ft. Reaction from EW BM R1 = 3123 4739 -436 lbs V reduced at NeitherSSupport R2 = 4489 7283 -1004 lbs Vmax ----> 7283 lbs At x = 5.75 ft V,z = 0 lbs at P3 M = 306.5 in -kips Try b= 6.75 in Case: 2 F,LL + DL - d = 15.00 in LDF = 1.00 RM = 1.00 C,v = 0.951 A = 101.25 in^2 Fv = 240 psi fv = 108 psi 45.0% = ' S = 253.1 in^3 Fb = 2283 psi fb = 1211 psi 53.0% 6 3/4 x 15 GLB = 1898 in^4 E = 1800 ksi d,TL = . 0.35 in- L / 534 Camb: 0.11" in Std d,LL = 0.40. in L/ 477 Cantilever HDR a " t corner window L = 6.25 ft. c = 2.00 ft. Loads: TL FLL+DL DL At ' To Load Derivation: w1,plf = 30 21 10 0.00 6.25 ft. Roof+1 w2,plf.= 58 40 18 6.25 8.25 ft. Roof*2 w3,plf = 45 45 45 0.00 0.00 ft. Exterior wall ' wt1,min = 29 20 9 6.25 ft. Roof*1 max = 87 60 27 0.00 ft. Roof*3 P1,lbs = 1368 684 684 6.25 ft. - Reaction from Carport BM ' R1 min = 78 84 lbs R1 max = 299 206 91 lbs R2 max = 1748 947 804 lbs Vmax ----> 1632 lbs ' At x = 2.89 ft V,x = 0 Ibs +M = 5.0 in -kips Try: -M = 1.4 in -kips, , b = 3.5 in Case: 1 Total Load r d = 9.25 in LDF = 1.25 RM = 1.00 ' A= 32.38 in12 Fv = 119 psi fv = 76 psi 63.7%• , S = 49.9 in13 Fb = 1313 psi fb = 100• psi 7.6% 4x10 DF #2 1 = . 231 in^4 E = 1600 ksi d,TL = 0.01 in L % 9513 d,c = 0.00 in . L / 17118 ' d,LL = 0.00 in Cl 16905 bum ' DALE CH CHRISTIAN/ ' ` • 99208 JOB NO: STRUCTURAL ENGINEER, INC. GREG NORMAN RESORT GATEHOUSE 1 . &DESIGN AHCONSULTING BY Forrest K. Haag Design and Land Planning - ' 1748 West Katella Avenue DATE 02/11 /00 Suite 208 , Orange. CA 92867 714-997-1145 FAX 714-997-3857 SH. Frmg-9 Short Header at corner window L = 3.00 ft. Loads: TL FLL+DL DL, At To Load Derivation: wt1,min = 29 20 9 3.00 ft. Roof*1 ' max = 44 30 14 0.00 ft. Roof''1.5 wt2,min = 29 20 9 3.00 ft. Roof*1 max = 44 30 14 0.00 ft. Roof*1.5 ' R1 = 116 8036 lbs . V reduced at Neither Support R2 = 102 70 32 lbs Vmax ----> 116. lbs At x = Try. 1.45 ft V,x = 0 lbs M = '1.0 in -kips b = 3.5 in Case: 1 Total Load d = 3.50 in LDF = 1.25 RM = 1.00. ' A = 12.25 in^2 Fv = 119 psi N = 14 psi • 12.0% S = 7.1 in^3 Fb = 688psi fb = 137 psi 19.9% 4x4 DF Std & Btr = 13 in^4 E = 1400 ksi d,TL = 0.01 in L / 4765 ' d,LL = 0.01 in L / 6909 TYP Ridge BM in main roof L = 7.50 ft. c = 4.50, ft. ' Loads: TL FLL+DL DL At To Load Derivation: wt1,min'= 116 80 36 0.00 ft. Roof*(3+1) max = 276 190 86 , 7.50 ft. Roof -(8.5+1) wt2,min = 58 40 18 7.50 ft. Roof*2 max = 116 80, 36 12.00 ft. Roof*(3+1) R1 min = 66 107 lbs R1 max = 594 397 156 lbs ' R2 max = 1356 935 421 lbs Vmax ----> 964 ' lbs At x = 3.80 ft V,x = 0 lbs, +M = 14.7 in -kips Try: -M = 11.7 in -kips ' b = 3.5 in , Case: 1 Total Load d = 7.25 in LDF = 1.25 RM.= 1.00 A = 25.38 in^2 Fv = 119 psi N = 57 psi 48.0%, ' S = 30.7 in^3 Fb = 1422 psi fb = 479 psi 33.7% 4x8 DF #2 I = 111 in^4 E = 1600 ksi d,TL = 0.07. in. L-/. 1291 d,c = 0.16. in L / . 696 d,LL = 0.05 in L / 1833 MEW DALE CHRISTIAN/ JOB NO. 99208 NORMAN STRUCTURAL ENGINEER, INC. GREG RESORT GATEHOUSE 1 CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning ' 1748 West Ka[ella Avenue Suite 208 DATE 02/11/00 Orange. CA 92867 714-997-1145 FAX 714-997-3857 SH. Frmg-10 ' FOUNDATION Foundation is to be conventional slab on grade with continuous footings. ' Allowable soil bearing =' 1000 psf at continuous footings . = 1000 psf at isolated pad footings ' Uniform Load at Continuous Footings w,max = 497 plf = 40 psf*(12.5`6.25/9)+15*10 Width = 0.4972 ft = w,max / ASB 12" wide footing OK ' . Allowable Concentrated Load at Uniform Footing P,all = 4417 lbs = ASB x 4'-6" x width(ft) ' Pad Footings Required Pad below Posts at BM supporting tower P,max = 7348 lbs at Reaction from BM ' A,req = 7.35 ft^2 = 2.71 ft ea side 3'-0" sq x 18" dp pad r GRADE BEAM - Hardy Frame (Lines 5 & 6) Grade Beam Size DALE CHRISTIAN/ JOB NO. 99208 STRUCTURAL ENGINEER, INC. GREG NORMAN RESORT GATEHOUSE 1 - psf = 1500*1.33 CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning ft -lb = v*h 1748 west Karelia Avenue Suite 208 DATE 02/11/00 Orange, CA 92867 714-997-1145 FAX 714-997-3857 SH: Frmg-11 GRADE BEAM - Hardy Frame (Lines 5 & 6) Grade Beam Size Grade Beam Reinforcement Soil Pressure Ail. = 1995 psf = 1500*1.33 No. of bars = 3 OTM = 26000 ft -lb = v*h Bar size = 5 Vertical Loads: fc = 2500 Weight Arm Moment fy = 60,000 psi Grade Beam 5850 6.5 38025 d = 14.69 in Roof DL 360 6.5 2340 a trial = 2.20 Wall DL 600 6.5 3900 Astrial= 0.595 inZ Load 0 0.0 0 a calculated = 0.70 Load 0 0.0 0 As calculated = 0.595 int Load 0 0.0 0 As min = 0.635 Int Load 0 0.0 0 *Use minimum reinforcement* Load 0 0.0 0 As actual = 0.930 int ' total= 6810 Ib 44265 ft - Ib As required = y 0.635 in *Reinforcement O.K.* Width =. 2.0 ft Length = 13.0 ft Height = 1.5 ft Use: 210, ft x 18 in DP x 13.0 ft Eccentricity = 3.82 ft Grade Beam. w/ L/6= 2.2 ft O.K. if 1.5*OTM <.RM 3-# 5 T & B 1.5 * OTM = 39000 ft - Ib ' *O.K.* & # 3 ties @ 12" oc Soil Pressure = 846 psf *Footing O.K.* . LIM Footing Size 4 ' DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 99208 STRUCTURAL ENGINEER, INC. CONSULTING &DESIGN By JRH Forrest K. Haag Design and Land Planning - psf = 1500*1.33 1748 West lcateua Avenue DATE 02/11,/00 - OTM = Suite 208 ft -lb = 533*9.5 _ Bar size = Orange, CA 92867 714-997-1145 FAX 714-997-3857- SH. Frmg-12 PAD FOOTINGS - Steel Pipe Columns (Lines 3,4,7 & 8) ' Footing Size Footing Reinforcement Soil Pressure A,,. = 1995 psf = 1500*1.33 No. of bars = 6 ' - OTM = 5064 ft -lb = 533*9.5 _ Bar size = 5 Vertical Loads: f,= 2500 Weight Arm Momenti fy = 60,000 psi ' Footing 3675 1.8 6431 d = 20.69 in Roof DL 1013 1.8 1772 a tea, = 3.10 . Wall DL 0 0.0 0 As trial _ 0.082 in ' Load 0 0.0 0 a calculated = 0.06 ' Load 0 ' 0.0 0 As calculated = 0.082 int Load - 0 0.0 0 As min = 1.564 int ' Load 0, 0.0- 0 *Use minimum reinforcement* Load 0 0.0 0 As actual = 1.860, int ' total= 4688 , Ib 8203• 'ft - Ib As required = 1.564 inZ *Reinforcement O.K." Width = 3.5 ft Length = 3.5 ft ' Height = 2.0 ft Use: 3.5. ft x 3.5 ft x 24 .in DP Eccentricity = 1.08 ft Pad Footing w/ ' L/6= 0.6 ft O.K. if 1.5*OTM <RM 6-# 5 T&BEchWay 1.5 * OTM = 7595.3 ft - Ib *O.K.* , ' Soil Pressure = 1333 psf FootingO.K.* DALE CHRISTIAN S.E., Inc. Title: GREG NORMAN Job # 99208 1748 West Katella Ave., Suite 208 Dsgnr: JH Date: 1:OOPM, 11 FEB 00 Orange, CA. 92867 Description : GATEHOUSE 1 714-997-1145 Scope : SH. 13 FAX 714-997-3857 Rev: 510300 User: KW.0601479, Ver 5.1.3, 22 -Jun. 1999, Win32 Multi -Span Timber Beam (c) 1983.99 ENERCALC g:\ec\99\99208\99208.ecw:Calculations Description TYP Carport Beam w/ 3 pt loads and DBL Cantilever General Information ^p 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 85.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description in -k Left Cantilever eft interior span ght interior span Right cantilever Span ft 3.00 7.25 7.25 3.00 Timber Section 3.58 6x12 6x12 6x12 6x12 Beam Width in 5.500 5.500 5.500 5.500 Beam Depth in 11.500 11:500 11.500 11.500 End Fixity 233.1 Free • Pin Pin - Pin Pin - Pin Pin - Free Le: Unbraced Length ft 3.00 7.25 7.25 3.00 Member Type Bending OK Sawn Sawn Sawn Sawn Loads 1.88 1.57 Shear @ Right k 1.57 Live Load Used This Span ? Yes Yes Yes Yes Dead Load #/ft 295.80 295.80 295.80 295.80 Live Load #/ft 227.50 227.50 227.50 227.50 Results Mmax @ Cntr in -k 0.0 13.6 13.6 0.0 @ X = ft 0.00 3.67 3.58 0.00 Max @ Left End in -k 0.0 -28.3 -27.1 -28.3 Max @ Right End in -k -28.3 -27.1 -28.3 0.0 fb : Actual psi 233.1 233.1 233.1 233.1 Fb : Allowable psi 1,346.1 1,340.2 1,340.2 1,346.1 Bending OK Bending OK Bending OK Bending OK Shear @ Left k 0.00 1.91 1.88 1.57 Shear @ Right k 1.57 1.88 1.91 0.00 fv : Actual psi 25.3 33.9 33.3 25.6 Fv : Allowable psi 85.0 85.0 85.0 85.0 l Shear OK 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 Location Moment Shear Deflection 0.00 1.97 2.13 1.97 0.00 1.51 1.64 1.51 0.00. 3.48 3.77 3.48 1.97 2.13 1.97 0.00 1.51 1.64 1.51 0.00 3.48 3.77 3.48 0.00 -0.009 -0.006 -0.006 -0.009 0.00 3.67 3.58 3.00 ft' 0.00 0.00 0.00 0.00 in -k 0.0 -28.3 -27.1 -28.3 lbs 0.0 i 1.9 1.9 1.6 in . -0.0086. ' 0.0000 0.0000 0.0000 ' DALE CHRISTIAN S.E., Inc. 1748 West Katella Ave., Suite 208 Orange, CA. 92867 'y 714-997-1145 FAX 714-997-3857 Rev: 510300 User: KW.0601479, Ver 5.1.3. 22-Jun.1999, Win32 (c) 1983.99 ENERCALC Description Cantilever Column Title: GREG NORMAN Dsgnr: JH Description : GATEHOUSE 1 Scope : Steel Column Job #99208 Date: 1:OOPM, 11 FEB 00 SH. 14 ' General Information Steel Section P4XS Column Height 9.500 ft End Fixity Fix -Free Live & Short Term Loads Combined Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 35.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Elastic Modulus 29,000.00 ksi X -X Unbraced 9.500 ft Kxx 2.000 Y -Y Unbraced 9.500 ft Kyy 2.000 ' Loads 30.72 ksi 20.28 ksi Analysis Values l AxiaLoad... Dead Load 2.59 k Ecc. for X -X Axis Moments 2.000 in • . Live Load 1.99 k Ecc. for Y -Y Axis Moments 2.000 in ' Short Term Load k Cb:y DL+LL 1.00 Point lateral Loads... DL LL ST Height 0.85 Along Y -Y (strong axis moments) 1.00 0.187 k 9.500 ft ' Along X -X (y moments) 0.85 0.840 k 9.500 ft 1.00 Summary 0.214 in at 9.500 ft Max Y -Y Axis Deflection -1.275 in at 9.500 ft Column Design OK Section : P4XS, Height = 9.50ft, Axial Loads: DL = 2.59, LL = 1.99, ST = O.00k, Ecc. = 2.000in ' Unbraced Lengths: X -X = 9.50ft, Y -Y = 9.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) ' AISC Formula H1 - 1 AISC Formula H1 - 2 0.3551 0.2351 AISC Formula H1 - 3 0.1988 0.1528 0.8773 XX Axis : Fa calc'd per 1.5-2, K`L/r > Cc YY Axis : Fa calc'd per 1.5-2, K'L/r > Cc Stresses Allowable & Actual Stresses Dead Live Fa: Allowable 6.26 ksi 6.26 ksi fa : Actual 0.59 ksi 0.45 ksi Fb:xx : Allow [F3.1] 23.10 ksi 23.10 ksi fb : xx Actual 1.21 ksi 0.93 ksi DL + LL DL + Short 6.26 ksi 8.33 ksi 1.04 ksi 1.04 ksi 23.10 ksi 30.72 ksi 2.14 ksi 2.85 ksi Fb:yy : Allow [F3.1] fb : yy Actual 23.10 ksi 23.10 ksi 1.21 ksi 0.93 ksi 23.10 ksi 2.14 ksi 30.72 ksi 20.28 ksi Analysis Values F'ex : DL+LL 6,260 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.00 F'ey : DL+LL 6,260 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 8,326 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 8,326 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection 0.214 in at 9.500 ft Max Y -Y Axis Deflection -1.275 in at 9.500 ft ' DALE CHRISTIAN S.E., Inc. Title: GREG NORMAN Job # 99208 1748 West Katella Ave., Suite 208 Dsgnr: JH Date: 1:00PM, .11 FEB 00 Orange, CA. 92867 Description : GATEHOUSE 1 714-997-1145 Scope : SH. J S FAX 714-997-3857 ev:. "OFUser: KW 0621479, Ver 5.1.3. 22-1un-1999, Win32 Steel Column [(R c) 198399 ENERCAIC &:\ec\99\99208\9920$.ecW: Ca ICU la t ions Description Cantilever Column f ' Section Properties PUS Diame 4.50 in Weight 14.98 #!ft I -roc 9.61 in4 ' Area 4.41 in2 I-yy S -roc 9.61 in4 4.271 in3 Thickness 0.337 in S-yy 4.271 in3 r -roc 1.476 in ' - r-yy 1.476 in - r DALE CHRISTIAN S.E., Inc. Title: GREG NORMAN Job # 99208 1748 West Katella Ave., Suite 208 Dsgnr: JH Date: 1:00PM, 11 FEB 00 Description : GATEHOUSE 1 Orange, CA. 92867 714-997-1145 Scope: SH. 16 FAX 714-997-3857 r\ Rev: 510300 Steel Column Base Plate User: NW.0601479, Ver 5.1.3, 22-Jun•1999, Win32 (c) 198399 ENERCALC Ci•\EC\99\99208\99208 eCW'CalcUlatlons Description Cantilever Column Base Plate for Trellis LGeneral Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Actual Bearing Stress Steel Section" P8xs Axial Load 4.58 k Section Length 8.625 in X -X Axis Moment 15.95 k -ft Section Width 8.625 inFlange 27,000.0 psi Tension Bolt Force Thickness 0.500 in Plate Dimensions Allowable Web Thickness 0.500 in Plate Length 18.000 in Allowable Stresses Plate Width 18.000 in Concrete fc 2,500.0 ,psi Plate Thickness 1.000 in, Base Plate Fy 36.00 ksi Load Duration Factor 1.000 Support Pier Size Pier Length 24.000 in Anchor Bolt Data Pier Width 24.000 in Dist. from Plate Edge 1.500 in Bolt Count per Side 2 Tension Capacity 8.570 k Bolt Area 0.440 in2 Summary Concrete Bearing Stress Thickness OK Actual Bearing Stress 459.7 psi Allow per ACI 10.15 1,983.3 psi Allow per AISC J9 1,166.7 psi Plate Bending Stress Bearing Stress OK Actual fb 18,162.3 psi Max Allow Plate Fb 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 5.778 k Allowable 8.570 k Partial Bearing : Bolts in Tension i ' DALE CHRISTIAN/ JOB /NO. '_ 99208 STRUCTURAL ENGINEER, INC. GREG NORMAN RESORT GATEHOUSE 1 CONSULTING & DESIGN BY JRH ' Forrest K. Haag Design and Land Planning 1748 west Katena Avenue Suite 208 DATE 02/11/00 _ Orange. CA 92867 714-997-1145 FAX 714-997-3857 s Lat-1 LATERAL ANALYSIS r ' ROOF LEVEL ' L1 L2 L3 6 ❑ ;: ❑ T1 ❑ ❑ ro I ' II 1 DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 99208 STRUCTURAL ENGINEER, INC. Table 16-U Z: CONSULTING & DESIGN Forrest K. Haag Design and Land Planning BY JRH 1748 West Katena Avenue Suite 208 . 1.00 DATE 02/11/00 Orange. CA 92867 714-997-1145 FAX 714-997-3857 N,v = SH. Lat-2 Derivation of. Lateral Strip Loads Table 16-T C,a = Structure Geometry: Table 16-Q Pitch:. 3.0 :: / 12 0.77 1 st story: 101.00 *.' ft. plate I = 1.00 Wind Load - Method 1 (Normal Force Method) Table 16-K Determine Structure Period: Exposure:: C Speed: .70..mph C,t = 0.02V Ce = 1.06. 0' to 15' Cq = ; 0.8. at windward wall elements C,e: Table 16-G 1.13 , at 20' 0:5 at leeward wall elements C,q: Table 16-H. . 1.19 at 25' 0.3.`: at windward sloping roof 1.23 at 30' 0.7. at leeward sloping roof q, s: 12.6 psf ..... Table 16-F I w - 1 00 for Occupancy Category 4 ` Table 16-K P = C,e * C,q * q,s * I C,e interpolated for heights over 15' (20-1) Seismic Load - Allowable Stress Design Zone: 4. Soil Profile Type: SD Seismic Source Type: `.-.,A Table 16-U Z: 0.'4; 4769 Table 16-1 Ra = . 1.00 Site is 10 km to known seismic source (minimum),Table 16-S N,v = 1.20 Factors N,a and N,v apply to Seismic Zone 4 only Table 16-T C,a = 0.44 Table 16-Q C,v = 0.77 Table 16-R I = 1.00 for Occupancy Category 4 Table 16-K Determine Structure Period: C,t = 0.02V for light -framed buildings h,n _ -10.00 ` ft T = 0.1125 = C,t (h,n)^3/4 (30-8) Longitudinal Transverse Design Base Shear: R = 2.2 5 5 Table 16-N Q = 2.0 2 8 =y Table 16-N V,base = [ C,v * [/ RT ] W,DL 3.104 1.242 (30-4) V,max = [ 2.5 C,a * I / R ] W,DL ---> 0.500 0.200 <--- (30-5) V,min = C,a * I * W,DL 0.048 0.048 (30-6) Seismic Zone 4 Only: V,min = [0.8 ZN,v * I/R ] W,DL 0.175 0.070 (30-7) V,s = [.p ] * V / 1.4 - Vs = 0.357 0.143 (12-9) Reliability/Redundancy Factor: A,b = 1500 sq ft, ground floor Location of max loaded element: Maximum V,wall = Total Story Shear (lbs): r,max (element -story shear ratio): p= 2 - 20 / (r,max * SQRT[A,b]) Use: —Longitudinal Transverse Line .2 Line 6 2363 1479 4769 4172:: 0.50 0.35 0.958 0.544 1.000 1:000 -- . E _ [ p ] * E,h + Ey (Ey = 0 for allowable stress design) (30-3) (30-1) rz I I .1 DALE CHRISTIAN/JOB GREG NORMAN RESORT GATEHOUSE 1 NO. 99208 STRUCTURAL ENGINEER, INC. d to ridge:. 10.25 :; CONSULTING & DESIGN Forrest K. Haag Design and Land Planning. BY JRH 1748 West Katella Avenue Suite 208 DATE 02/11/00 Orange. CA 92867 714-997-1145 FAX 714-997-3857 SH. Lat-3 ,s Derive StripLoads: Longitudinal Direction /Vdh Valuei s iof C e .6 me"an roofx N r t y,Y +}'!• "Z j,,, sx a "`_" T •sa'w° 6. -.'ri. q her ht used:for all; leeward;surfaces L1 1 Story condition 10.00 d to ridge:. 10.25 :; .0.00:.. 0.00 0.00 w,trib: '23.00..:,,0:.Q0 0.-00-*!::, 23.00 0.00. 0:00 Wind --------- Windward Surface----------- h,eff h,top h,bot h,eff C,e avg C,q Roof: 12.56 10.00 2.56 1.0600 0.3 Wall: 0.00 0.00 0.00 1.0600 0.8 Seismic Roof: 0.357 * (Carport DL*20.5) pitch: 3.0 /12 10.00 ft plt from to h,avg = 12.56 ft for 23.00 'ft d to ridge 0.-00-*!::, 23.00 ---------- Leeward Surface----------- 0.00 h,top. h,bot h,eff C,e avg C;q from to 12.56 10.00 2.56 1.0600 0.7 h,avg = 0.00 0.00 0.00 1.0600. 0.5 34 plf --------- Windward Surface ----------- ---------- Leeward Surface----------- Roof: 73 plf L2 1 Storycondition 10.00. d to ridge: 10.25:: 0.00:. 0.00.: , 0.00 w,trib: d to ridge 13 75:' 0.00:. ,0.00 0.00 pitch: 3.0 /12 10.00 ftIt P from to w,trib: ::.19.50. 00 0:00 0.00 h,avg = 13.44 ft for 19.50 ft 23 00 A2 50 Wind --------- Windward Surface ----------- ---------- Leeward Surface----------- Roof: 20.00 h,top h,bot h,eff C,e avg C,q h,top h,bot h,eff C,e avg C,q 8.38 Roof: 20.19 16.75 3.44 1.1075 0.8 20.19 16.75 3.44 1.1075 0.5 Wall: 10.00 0.00 5.00 1.0600 0.8 16.75 0.00 8.38 1.0719 0.5 174 plf ----> plf < Seismic Roof: 0.357 * (Roof DL *27+15*5*2+10*5) 158 P L3 1 Story condition 10.00. d to ridge: 10.25:: 0.00:. 0.00.: , 0.00 w,trib: 23.00.` '0:00 ' '0.00 :;0:00 . Wind --------- Windward Surface=---------- 12.56 h,top h,bot h,eff. C,e avg C,q Roof: 12.56 10.00 2.56 1.0600 0.3 Wall: 0.00 0.00 0.00 1.0600 0.8 Seismic Roof: 0.357 * (Carport DL*20.5) Transverse .Direction pitch: 3.0 /12 10.00. ft plt h,avg = 12.56 ft for. 23.00 ft ---------- Leeward Surface----------- h,top h, bot h,eff C,e avg C,q 12.56 10.00 2.56 1.0600 0.7 0.00 0.00 0.00 1.0600 0.5 T1 1 Story condition d to ridge: 13.00 0.00 0.00 0.00 pitch: 3.0 /12 10.00 ft pit w,trib: 24.50. 0.00 0.00. 0.00 h,avg = 13.25 ft for 24.50 ft Wind --------- Windward Surface ----------- ---------- Leeward Surface----------- h,top h, bot h,eff C,e avg C,q h,top h,bot h,eff C,e avg . C,q Roof: 20.00 16.75 3.25 1.1069 0.8 20.00 16.75 3.25 1.1069 0.5 Wall: 16.75. .0.00 8.38 '1.0719. • 0.8 16.75 0.00 .8.38 1.0719 0.5 Seismic Roof: 0.143 * (Roof DL*26.5+Carport DL*19.5*2+15*5*2+10*5) from to 42 50 .. :65.50 34 plf 73 plf from , to 0.00" 24.50 208 plf 118 plf ' DALE CHRISTIAN/ JOB NO. 99208 STRUCTURAL ENGINEER, INC. GREG NORMAN RESORT GATEHOUSE 1 CONSULTING & DESIGN 'BY JRH Forrest K. Haag Design and Land Planning ' 1748 West Karella Avenue DATE 02/11/00 Suite 208 Orange, CA 92867 714-997-1145 FAX 714-997-3857 SH. Lat-4 Longitudinal Centers of Mass ' x1 x2 z" x w, R W,R W,R"x' L1 0.00 23.00 23.00 11.50 73 1684 19365 L2 23.00 42.50 19.50 32.75 158 3085 101040 ' L3 42.50 65.50 23.00 54.00 73 1684 90932 Sum: 6453 211337 x,crn = 32.75 ft Transverse Centers of Mass ' y1 y2 y y' w, R . W.R W,R'y' . T1 0.00 24.50 24.50 '12.25 118 2900 35522. Sum: y,cm = 2900 12.25 - 35522 ft ' DETERMINATION OF CENTER OF RIGIDITY / RIGID DIAPHRAGM SHEARS Roof Level / Longitudinal Direction Wall element K,y x' Ky*x' d,x Kd Kd^2 F,v F,t . F,tot F,max 1 a 2.09 23.00 48.1 . -8.82 -18.44 162.7 932 -113 932 932 ' 1 b7 4.1.37 ' 23.00 31.5 -8.82 -12.07 106.5 610 -74 610 610 < 1 c 2.44 23.00 56.1 -8.82 -21.52 189.9 1088 -132 1088 1088 '3 2 a 4.62 42.50 a 0.66 61.00 196.5 40.2 10.68 29.18 49.36 19.21 527.0 " 560.5 2061 294 302 117 2363 411 2363 411 3 b 0.66 61.00 40.2 29.18 19.21 560.5 294 117 411 411 3 c 0.66 61.00 40.2 29.18 19.21 560.5 294 117 411 411 ' 4 a 0.66 4.00 2.6 -27.82 -18.32 509.7 294:: -112 294 294. 4 b 0.66 4.00 2.6 -27.82 -18.32 509.7 294 -112 294 294 0.66 4.00 2.6 -27.82 -18:32 509.7 294 -112 294 294 14.47 .460 4197 ' x,cr = 31.82 ft x,cm = 32.75 ft w,dia = 61.00 ft V,y = 6453 Ib e,x = 0.93 ft e,min= 3.05 ft T,y = 25663 ft -Ib Roof Level / Transverse Direction ' Wall element K,x y' Kx*y' d,y Kd Kd^2 F,v F,t F,tot f;max 5 a 15.29 2.50 38.2 -10.09 -154.32 1557.1 1272 206 1478 1478 6 a 15.29 22.00 7 a 0.66 - 5.00 336.5 3.3 9.41 -7.59 143.92 -5.00 1354.2 37.9 1272 -55 -192 7 1272 61 1272 61 7 b 0.66 - 5.00 3.3 -7.59 .-5.00 37.9 55 7 61. 61 8 a 0.66 19.50- 12:8 6.91 4.55 31.4 ' 55 -6 55 55 8 b 2.29 19.50 44.7 6.91 15.85 109.5 191 191 191 34.86 439 3128.. C-21 y,cr = 12.59 ft y,cm = 12.25 ft LL w,dia = 22.00 ft V,x = 2900 Ib ' e,y = -0.34 ft e,min=. -1.10 ft Tx = -4176 ft -Ib ' DALE CHRISTIAN/JOB NO. 99208 STRUCTURAL ENGINEER, INC. GREG NORMAN RESORT GATEHOUSE 1 CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning ; ' 1748 West Katella Avenue Suite 208 DATE 02/11/00 Orange, CA 92867 714-997-1145 FAX 714-997-3857 - SH. Lat-5. Roof Level - Longitudinal Direction ' Line: 1 Wall a b c d e f L,wall: 10.50 ft total -> : 4;50 2.50 3 50..: '0 00 0 00 0 00 V,w = 1699 lbs ---> = L2R*+9.75 = 1830 lbs <--- V,s(f) = 1543 lbs (flexible diaphragm assumed) Sum and individual wall seismic loads w/rigid diaphragm: V,abv . ' V,s(r) = 2630 lbs ----> 9.32 610 1088 0 . 0- 0 ; ' 0 ., v,wall = 250 plf v,s = 146.9 plf =-> -73.5 lb/nail.' e,n = 0.014 Type ' #9 Ltop plt = 18.50 ft A35's 32 in o/c v,top .plt = 142 plf Alt: Use LS50's ' Wall 1: 4.50 ft Fdtn Hldn . Ht =, 7.00 ft h/d = 1.56 * OK ' OTM = 7875 ft -lbs RM = 1366.9 ft -lbs = '0.9*15*10*L,wall^2/2 AB's: 5/8 in 48 in o/c HPAHD 22 Holddowns Uplift = 1446 lbs OK at corner condition Wall 2: 2.50 ft Fdtn Hldn ' Ht = 4.00 ft h/d = 1.60 *OK* OTM = 2500 ft -lbs AB's: 5/8 in 2. total RM = 421.88 .ft -lbs = . 0.9*15*10*L,wall^2/2 HPAHD 22 Holddowns Uplift = 831 lbs OK at corner condition ' Wall 3: 3.50 ft Fdtn Hldn Ht= 4.00 ft h/d= 1.14 *OK* ' OTM = 3500 ft -lbs RM =. 826.88 .ft -lbs = 0:9*15*10*L,wall^2/2 AB's: "HPAHD 5/8 in 2 total 22 Holddowns Uplift = 764 lbs J OK at corner condition WALL RIGIDITIES SEISMIC ONLY 'SHEAR Level RL x, ft 23.00 23.00' 23 00:. 0.00 - 0:00 0.00 <-- dist from origin to wall axis h,ft 7.00 ..:4 00 4:00, 0:00 0.60-' 0.00 E (ksi) = 1400 A,in^2 12:25 '12:25- '12.25- 0.00 0.00 .0:00 <--4x6 = 19.25 ' G (psi) = 90000 delta, in 0.316 0.268_ 0.211 0.000 0.000 0.000 Note: F = k * delta (Ib/in) • t (in) = 0.278 k 2.09 1.37 2.44 0.00 0.00 0.00 Then: k = V/delta A 1=0.535 for 1/2". A Fv, lbs 932 610 1088 0 0 0 - ' 0.556 for 3/8"-2 sides Ft, lbs' -113 -74 -132 0 0 0 UBC Standards 21223: delta= 8vh^3 / EAb +-vh % Gt + 0.75*h*e,n + (h/b)*0.125 t ' - DALE CHRISTIAN/ JOB NO. 99208 GREG NORMAN RESORT GATEHOUSE 1 STRUCTURAL ENGINEER, INC. CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning ' ' 1748 west Karelia Avenue Suite 208 DATE 02/11/00 Orange. CA 92867 Lat-6 714-997-1145 FAX 714-997-3857 SH 1 ' Line: 2 Wall: a b c d e f L,wall: 10.00 ft total -> 10.00 0.00 0 00 :'`.0.00•'' 0.00 0.00 ' V,w = 1699 lbs ---> = L2R*+9.75 1830 lbs <--- V,s(f) = 1.543 lbs (flexible diaphragm assumed.) Sum and individual wall seismic loads W1 rigid diaphragm: V,abv V,s(r) = 2363 lbs -=--> 2363 0 0 0 0 0 0 v,wall = 236 plf v,s = 154.3 plf --> 77.1'. Ib/nail e,n = 0.014 Type #9 L,top plt = 18.50 ft A35's 32 in o/c v,top plt = 128 plf Alt: Use LS50's ' Drag = 1086 lbs = v,top plt*8.5 Drag: Std Plate Splice. M,dia = 8890.7 ft -lbs = T1 R*18.5^2/8 T,chord = Wall 1: 386.55 lbs = M,dia/23 10.00 ft Fdtn Hldn Chord: Std Plate Splice Ht = 10.00 ft h/d = 1.00 *OK OTM = 23600 ft -lbs AB's: 5/8 in 48 in o/c ' RM = 6750 ft -lbs = 0.9*15*10*L,wall^2/2 HPAHD 22 Holddowns Uplift = 1685 lbs OK at corner condition SHEAR WALL RIGIDITIES - SEISMIC ONLY _.. Level: RL x, ft 4250 0 00 0 00 ;: 0 00 0.00 0 00 <-- dist from origin to wall axis h, ft 11 "00 0 00 - 0.01J.", '0.00 0.00 0:00 E (ks1) 1400 A,in^2 12:25 0 00 0 00.: 0.-00 0.00 O;QO:, <__4x6 = 19.25 ' G (psi) = 90000 delta,- in.. 0.334 .0.000 0.000 0.000 0.000 0.000 Note: F = k * delta (Ib/in) t (in) = 0.278 k 4.62 ' 0.00 0.00 0.00 0.00 0.00 Then: k = V/delta ^ t=0.535 for 112", A Fv, lbs 2061 0 0 0 0 0 0.556 for 318"-2 sides Ft, lbs 302 0 0 0 0 0 ' UBC Standards 23.223: delta= 8vh^3 / EAb + vh / Gt + 0.75*h*e,n + (h/b)*0.125 1 COLUMN RIGIDITIES - SEISMIC ONLY x,ft 61:00 V ' DALE CHRISTIAN/ GREG RESORT JOB NO. 99208 .0.00: NORMAN GATEHOUSE 1 STRUCTURAL ENGINEER, INC. V,allow 840 CONSULTING & DESIGN By JRH Forrest K. Haag Design and Land Planning delta, in ' 1748 west Karelia Avenue Suite 208 DATE 02/11/00- 00.0. Orange. CA 92867 . 714-997-1145 FAX 714-997-3857 Lat-7 Note: F = k * delta (Ib/in) k 0.66 ' Line: 3 Column: a b c d e f 0.00 0.00 # of Col: 3 Lengths 1 00 1:00: 1 00 0.00 -e.::0.00 .0.00-1; . Then: k = V/delta ' V,w = 394 lbs = L3R*23*.5 = 394 lbs 294 294 V,s(f) = 842 lbs (flexible diaphragm assumed) 0 0 Sum and individual column seismic loads w/rigid diaphragm: V,abv - 117 117 V,s(r) = 1233 lbs -=-,>... 411 411 411 0 0 .0 0 0 0 0 V,col = 411 lbs/column V,allow = ' ;840 Ibs /column L,top pit = 20.50 ft A35's :48 in o/c ' V,top pit = 60 plf ! Alt: Use LS50's COLUMN RIGIDITIES - SEISMIC ONLY x,ft 61:00 6,1.00 61 00 0 00.. 0:00 .0.00: <-- dist from origin to wall axis V,allow 840 "840 840: delta, in .1 275 1 `275 1 275 `:0 00.0. 0.000 0,000: Note: F = k * delta (Ib/in) k 0.66 0.66 0.66 0.00 0.00 0.00 Then: k = V/delta Fv, lbs 294 294 294 0 0 0 Ft, lbs 117 117 117 0 0 0 t- , ' DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 99208 STRUCTURAL ENGINEER, INC. CONSULTING & DESIGN Forrest K. Haag Design and Land Planning BY JRH ' 1748 west Kateua Avenue DATE' 02/11/00 Suite 208 Orange, CA 92867 714-997-1145 FAX 714-997-3857 SH. Lat-8 ' Line: 4 Column: a b c d e f # of col: 3 Lengths 1:00 .1:00 1.00 0 00 0.00. 0.00 ' V,w = 394 lbs = L1 R*23*.5 . = 394 lbs V,s(f) _ .842 lbs (flexible diaphragm assumed) Sum and individual column seismic loads w/rigid diaphragm: V,abv V,s(r) = 881 lbs ----> 294 ' 294 294 0 0 0 ;0, V;col = 294-lbs/column V,allow 840 lbs /column * OK:*. L,top pit = 20.50 ft A35's 48 in o/c ' v,top pit = .43 plf Alt: Use LS50's , COLUMN RIGIDITIES - SEISMIC ONLY ' Lever RL x, ft 4.00 4 o0 4 00 . 0 00 0 00 0 00.; <-- dist from origin to wall axis Enter V, allow & V,allow 840 840 840 = 0 0 0' drift at max shear delta, in 1:275 .. 1..275 1 275 :0 000 j. 0 000. _0 000: Note: F = k *.delta (Ib/in) from Enercalc k 0.66 0.66 0.66 0.00 0.00 0.00 Then: k = V/delta ' analysis Fv, lbs 294 294 294 0 0 0 for value of 'k' Ft, lbs -112 -112 -112 0 - 0 0 See ICB0 #PFC-5342 ' JOB NO. 99208 DALE CHRISTIAN/ GREG RESORT 0 NORMAN GATEHOUSE STRUCTURAL ENGINEER, INC. 1 0 CONSULTING & DESIGN Forrest K. Haag Design and Land Planning BY JRH ' 0.000 1748 west Katelh Avenue Suite 208 DATE 02/11 /00 0.000 Orange, CA 92867 714-997-1145 FAX 714-997-3857 SH. Lat-9 15.29 0.00 0.00 0.00 Roof Level - Transverse Direction 0.00 Then: k = V/delta Fv, lbs ' Line: 5 Panel a b c d e f 0 0 # of pnls: 1 Lengths 4,00 . `.0,00 0 00: 0.W:'.'- 0.00 0 Ft, lbs V,w = 2598 lbs = T1 R*12.5 0 0 ' = 2598 lbs 0 342 V,s(f) = 1479 lbs (flexible diaphragm assumed) Sum and individual wall seismic loads w/rigid diaphragm: V,abv ' V,s(r) = 1478 lbs ----> .1478 0 0 0 0 0 '. 0. '/ V,panel = 2598 lbs panel . V,allow = 4160 lbs / frame ' OK L,top pit = . 20.00 ft A35's 32 .. in o/c v,top pit = 130 plf Alt: Use LS50's ' Drag = 2078 lbs = v,top plt*16 Drag: ST6224 Strap M,dia = 8710.9 ft -lbs = L2R*20^2/8 T,chord = 363 lbs = M,dia/24 Chord: Std Plate Splice ' Panel 1: 4.00 ft Fdtn Hldn Hi= 10.00 ft OTM = 25980 ft -lbs Hardy 1048 frame RM = 0 ft -lbs = Negligible 7/8" Dia. A.B. T,uplift = 6495 lbs w/ 21" Min. Embedment PANEL RIGIDITIES - SEISMIC ONLY Level: RT y,ft 2.50 0.00 '0.-00* 0 00, 0.00 0 00 <-- dist from origin to. wall axis Type 1048 0 0 0 0 0 Enter V, allow & drift .at max shear from Hardy detail sheet or ICBG for value of 'k' See ICBG #PFC-.5: V,allow 4:160 0 0 .0 0 0 delta,. in .0;272 ` 0.000 0.000 0 000 0.000 0000. Note: F = k * delta (Ib/in) k., 15.29 0.00 0.00 0.00 0.00 0.00 Then: k = V/delta Fv, lbs 1272 0 0 0 0 0 Ft, lbs 206 0 0 0 0 0 342 PANEL RIGIDITIES - SEISMIC ONLY Level: RT,.',;`.:!'Y, ft 22;00 0 00 0 00 00 <-- dist from origin to wall axis Type 1048 0 ,. 0.. 0. ' DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 99208 0 0 STRUCTURAL ENGINEER, INC. 0 '`: 0, delta, in 0.272 CONSULTING & DESIGN Forrest K. Haag Design and Land Planning 0 000.:: BY JRH ' 0.000: Note: F = k * delta (Ib/in) k . 1748 West Katelia Avenue Suite 208 0.00 DATE 02/11 /00 0.00 0.00 Orange. CA 92867 714-997-1145 FAX 714-997-3857 Fv, lbs SH. Lat-10 0 0 0 0 0 Ft, lbs -192 0 0 0 Line: 6 Panel a b c d e f # of pnls: 1 Lengths:.:.: 4.00 0.00 0.00 0:00 V,w = 2598 lbs = ' T1 R*12.5 ' 2598 lbs V,s(f) 1479 lbs (flexible diaphragm assumed) Sum and individual wall seismic loads w/rigid diaphragm: V,abv V,s(r) = 1272 lbs ----> 1272 0 0 0 0 0 0 ' V,panel = 2598 lbs /'panel V,allow = :.''.;416.0 lbs /frame '..OK L,top plt = 20.00 ft -A35's 32 in o/c v,top plt = . 130 plf Alt: Use LS50's Drag = 1364 lbs = v,top plt*10.5 Drag: CS16 Strap M,dia = 8710.9 ft -lbs = L2R*20^2/8 T,chord = 363 lbs = M,dia/24 Chord: Std Plate Splice ' Panel 1: 4.00 ft Fdtn Hldn Ht = 10.00 ft OTM = 25980 ft -lbs Hardy 1048 frame RM = 0 ft -lbs = Negligible 7/8" Dia. A.B. ' T,uplift = 6495 lbs w/ 21" Min. Embedment PANEL RIGIDITIES - SEISMIC ONLY Level: RT,.',;`.:!'Y, ft 22;00 0 00 0 00 00 <-- dist from origin to wall axis Type 1048 0 ,. 0.. 0. -:0 V,allow: 4.160 0 0 0. 0 '`: 0, delta, in 0.272 0:000 0 000.:: 0.000 0.000 0.000: Note: F = k * delta (Ib/in) k . 15.29 0.00 0.00 0.00 0.00 0.00 Then: k = V/delta Fv, lbs 1272 0 0 0 0 0 Ft, lbs -192 0 0 0 0 0 See ICB0 #PFC-5342 COLUMN RIGIDITIES - SEISMIC ONLY Level RT:...'..*. > ` y, ft DALE CHRISTIAN/ GREG NORMAN RESORT GATEHOUSE 1 JOB NO. 99208 STRUCTURAL ENGINEER, INC. CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning V,allow 1748 West Katella Avenue Suite 208 DATE 02/11/00 Orange. CA 92867 714-997-1145 FAX 714-997-3857, I Lat-11 Line: 7 Column: a b c d e f 0 # of col: 2 Lengths..:1.00 ' 1;00 0 00 0 00 0.:00 0.00 _. . delta, in ,. V,w = 1065 lbs = T1 R*10.25*.5 1.275:;.:;'O = 1065 lbs . . O:,000.;. V,s(f) _. 607. lbs (flexible diaphragm assumed). 0.000. Note: F = k * delta (Ib/in) Sum and individual wall seismic loads w/rigid diaphragm: V,abv k V,s(r) = 123 lbs ----> 61 61 0 0 0 0 0.66 V,col = 533 lbs / column V,allow = ;'840 lbs / column - * OK 0.00 L,top plt = 45.50 ft A35's. 48 in o/c v,top plt = 23 plf Alt: Use LS50's COLUMN RIGIDITIES - SEISMIC ONLY Level RT:...'..*. > ` y, ft 5:00 5 00Q00 <-- dist from origin, to wall axis Enter V,allow & V,allow 840 840 0 0 ` 0 0 drift at max shear delta, in ,. 1.275 1.275:;.:;'O 000 O:,000.;. 0.000 0.000. Note: F = k * delta (Ib/in) from Enercalc k 0.66 0.66 0.00 0.00 0.00 0.00 Then: k = V/delta analysis Fv, lbs 55 55 0 0 0 0 - for value of 'k' Ft, lbs 7 7 0 0 0 0 See ICBG #PFC-5342 ' DALE CHRISTIAN/ JOB NO. 99208 0 00 ' -0 .00 STRUCTURAL ENGINEER, INC. GREG NORMAN RESORT GATEHOUSE 1 0 00 <-- dist from origin to wall axis CONSULTING & DESIGN BY JRH Forrest K. Haag Design and Land Planning 1 West Karelia Avenue 0 0 ' Suite zos Suite DATE 02/11/00 1.275.. 0;366 Orange. CA 92867 0.000 0 000 0 Q00 714-997-1145 FAX 714-997-3857 SH. Lat-12 0.66 2.29 0.00 0.00 0.00 ' Line: 8 Column a b c d e f Fv, lbs 55 191 # of Col: 2 Lengths 1;:00 1:00 0 00:.0.00 0.00*-. 0 00 4 0 V,w = 1065 lbs = T1 R*10.25'.5 Ft, lbs -6 = 1065 lbs 0 0 '. V,s(f) = 607 lbs (flexible diaphragm assumed) Sum and individual column seismic loads w/rigid diaphragm: V,abv - V,s(r) = 246` lbs :---> 55 191 0 0 0 -_0 0 ' V,col = 533 lbs / column V,allow 840: lbs / column -' OK L,top plt = 45.50 ft A35's 48 in o/c ' V,top plt = 23 plf " Alt: Use LS50's COLUMN RIGIDITIES - SEISMIC ONLY y, ft 19;50 19 50 0 00 ' -0 .00 0 00 0 00 <-- dist from origin to wall axis V,allow 840 0 0 0'; delta, in 1.275.. 0;366 0 000.,.;: 0.000 0 000 0 Q00 Note: F = k "delta (Ib/in) k 0.66 2.29 0.00 0.00 0.00 0.00 Then: k = V/delta Fv, lbs 55 191 0 0 0 0 Ft, lbs -6 -21 0 0 0 0