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AC (12-0918)58830 Marbella 12-0918 .,. COnnNt a -no ?' City of La Quinta Building &r Safety• Division Permit # P.O. Box 1504, 78-495 Calle Tampico "1' b Quinta, CA 92253 - (760) 777-7012 Building Permit APPlication and Tracking Sheet X Project Address: Sg 3 ,p a/f e r1%-13 L UI —I A. P. Number: wner's Name: - .rs. , 9t•. a1 Address: IN Legal Description: _ Contractor: 0 City, ST, Zip: L-9 1 . _ .e f • ra r h / / i i t elephone:40 Address: a e, , 1 '7 Project Description: 4 -4 City. ST,. Zip: C r /(, Telephone -1 j t L 4 % COJ.►rG G` (.t r jt; State Lic. # : City Lic. #:.:. Arch., ErI Designer: Address: City, ST, Zip: Telephone: Construction Type: Occupancy: State Lic. #: Name of Contact Person: O Q✓f r3 Project type (circle one): New Add'n Alter Repair Demo Telephone # of Contact Person: -7( o ^ i Z 7 Sq. Ft.: # Stories: 1K # Units: Estimated Value of Project: 5' D oc •O APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING Plan Sets Plan Check submitted g f PERMIT FEES Structural Calcs. Reviewed, ready for correction 0 em Amount Truss Calcs. Plan Check Deposit Title 24 Calcs. Plans Plan Check Balance Flood plan picked u Construction Plans resubmitt Mechanical — Grading plan 21" Review, ready fo c rection ssue Electrical Subcontactor List Called Contact Pe ?' Grant Deed Plumbing Plans picked up T/ ! ' 5 H.O.A. Approval Plans resubmitted S .M.I. IN HOUSE:- ''' Review, Grading ready for correction issue I j eveloper Impact Fee Planning Approval Called Contact Person Pub. "vks. Appr Date of permit issue A.I.P.P. • School Fees Total Permit Fees Iq -9 v 4, Itto-fir- pr -00, 11 J zo1! Zf. 11 (o ;C9 ' ft=. 4r, l3 G aak •441,1 ` l4 1 (3 T4hf 4 4 a" P.O. Box 1504 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 To: Burt Hanada, Plans Examiner, Inspection Supervisor From: Les Johnson, Planning Director BUILDING & SAFETY DEPARTMENT (760) 777-7012 FAX (760) 777-7011 Building Plans Approval To CDD: 10 _ /2 Due Date: /I - / 3 -/Z Status: /Ghzk- The Community Development Department has reviewed the Building Plans for the following project: Description: 6ftte 40-e Address or general location: 8 W Applicant Contact: y2 t ?W -?77- / % % 6 42 The Community Development Department finds that: ❑ ...these Building Plans do not require Community Development Department approval. ...these Building Plans are approved by the Community Development ment Department. ❑ ...these Building Plans require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made please return them to the Community Development Department for review. Les Johnson, Canning Director Date received . NOV X S 2.012 Clly of La ominta • Planning Department P.O. BOX 1504 BUILDING & SAFETY DEPARTMENT 78-495 CALLS TAMPICO (760) 777-7012 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 To: Greg Butler, Building & Safety Manager To CDD: From: Les Johnson, Director -Planning Due Date: Permit #: Status: d Building Plans Approval (This is an approval to issue a Building Permit)' The Planning Department . has reviewed the Building Plans for the following project: Description: &VzUd, Address or General Location: Jam- ff,30 Applicant Contact: 7ZAttx 7e. 777- 17 % v The Planning Department finds that: ❑ . ..these Building Plans do not require Planning Department approval. ...these Building Plans are approved by the Planning Department. O ...these Building -Plans require corrections. Please forward a copy of the attached corrections to the applicant: When the corrections are made please return them to the Planning Department for review. Les Johnson, Di VI r -Planning - receiveci AUG 4 4 `►); d'Fam!"Ig Dehat"Ie,nt Z . Coaiella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMMAND. AMOUNT: DATE: RECEIPT: CHECK #: INITIALS CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name: Andalusia Coral Mountain Date: April 1, 2013 Owner's Name: TD Desert Development, LP Phone No. 760-777-1001 Project Address: 58-830 Marbella, LaQuinta Project Description: Addition of Covered Terrace at Existing Clubhouse APN: 764-200-072 Tract #: Lot #'s: Type of Development: Residential Commercial XX! Industrial Total Square Feet of Building Area: 1735 Certification of Applicant/Owners: The person signing certifies that the above informati s rrect and makes this statement under penalty of perjury and further represents that he/she is authorized to sig behalf, of the h owner/ veloper. Dated: April 1, 2013 Signature: SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project Agreement Existing Not Subject to Fee 17620 65995 Approval Prior to 1/1/87 Requirement Note: Number of Sq.Ft. 1735 Pursuant to AB 181 any room additions or enclosures of 500 Amount per Sq.Ft. $.51 sq. ft. or less are exempt from developer fees. Any mobile homes being relocated within the same school district's Amount Collected $884.85 jurisdiction are exempt from developer fees. Building Permit Application Completed: Yes/No By: Elsa F. Esqueda, Director of Facilities and Maintenance Certificate issued by: Laurie Howard, Secretary Signature: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. MV:c/nlydoes/devfees/certificate of compliance form updated 3-2007 11/2010 RW,ME COUNTY TME W, IN COOPERATION WITH THE CALIFORNIA DEPARTMENT OF FORESTRY AND FIRE PROTECTION John R. Hawkins - Fire Chief 210 West San Jacinto Avenue — Perris, CA 92570 (951) 940-6900 — www.rvcfire.org PROUDLY SERVING THE UNINCORPORATED AREAS January 22,'2013 OF RIVERSIDE COUNTY AND THE CITIES OF: RE: TENANT IMPROVEMENT PLAN CHECK -Non Structural BANNING LAQ-I3-TI-002 Andalusia Clubhouse 58-830 Marbella La Quinta, CA BEAUMONT You have been issued a release for a tenant improvement on an existing building. THIS IS NOT CALIMESA AN OCCUPANCY PERMIT. CANYON LAKE It is prohibited to use/process or store any materials in this occupancy that would classify it as an COACHELLA "H" occupancy per Sec. 307 of the 2010 CBC. DESERT HOT SPRINGS THE FOLLOWING CONDITIONS MUST BE MET PRIOR TO INSPECTION: EASTVALE INDIAN WELLS Install door hardware and exit signs as per Chapter 10 of the 2010 CBC. INDIO A minimum 2AIOBC Fire Extinguisher, (State Fire Marshal Approved) must be mounted in a JURUPA VALLEY visible location within 75' walking distance from any point in your building or suite. Fire LAKE ELSINORE extinguishers can be installed by a licensed extinguisher company with a State Fire Marshal service tag attached to the extinguisher, or purchased from a retail store with a sales receipt LA Qu'NTA attached. A licensed fire extinguisher company must service extinguisher yearly. MENIFEE MORENO VALLEY All breakers must be labeled and a clearance of 36 inches must be maintained around the panel at, all times. PALM DESERT PERRIS Post occupant load sign in any room having an occupancy load of 50 or more persons. The sign. shall have the capacity of the room posted in a conspicuous place. RANCHO MIRAGE RUBIDOUX CSD An approved manual fire alarm system shall be installed in accordance with Section 907 CFC. SAN JACINTO A C-1 O licensed contractor must submit plans, designed in accordance with NFPA 72 to the Fire Department for review and approval prior to installation TEMECULA WILDOMAR As may be necessary to maintain proper fire sprinkler protection due to constructions changes, fire sprinkler system plans for the tenant improvement area are required to be submitted to the Fire Department for review. BOARD OF SUPERVISORS: Applicant/installer shall be responsible to contact the Fire Department to schedule inspections. p A re -inspection fee will be required if more than one (1) inspection is necessary. Requests for BOB BUSTER DISTRICT 1 inspections are to be made at least 72 hours in advance and may be arranged b calling 760 y g y g( ) 863-8886. JOHN TAVAGLIONE DISTRICT 2 All questions regarding the meaning of these conditions should be referred to the Fire JEFF STONE Department Planning & Engineering Staff at (760) 863-8886. DISTRICT 3 JOHN BENOIT Sincerely, DISTRICT 4 MARION ASHLEY DISTRICT 5 By: Jason Stubble Fire Safety Specialist t? . IM, q GOUVISMUMMOMM Consulting group, inc. STRUCTURAL CALCULATIONS (A 60 Unit Residential Development) Andalusia at Coral Mountain Terrace 31,681-3 La Quinta, County of Riverside, CA Gouvis job No.: 62670 11/1/2012 949.752.1612 4400 Campus Drive Newport Beach; California 92660 www.gouvisgroup.com Developer. T.D. Desert Development, Ltd. d (,1 CITY OF LA QUINTA LDING $ SAFETY DEPT. APPROVED. FOR CONSTRUCTION Architect r 2 w Pekcrek-Crandell, Inc. 1 RJE Per NOV 0 6 2012 Mike Houshmand, Vice President C42283 Exp. Date 3/3 1 /2014 The attached calculations are valid only when bearing original or O O electronic signature of Mike Houshmand, Hereon. Palm, Springs, CA Pleasanton, CA Ho Chi MQm ' A . r .• - PRIMARY ROOF LOADING Job B-1 e 'veering GUUVIS g Remo Plan Remodel Pitch Client : T.D. Desert Development, Ltd. consulting group,inc. Engineer: snoori K = Increase for pitch Date :07/31/2012(IBC9.6) K = Increase for pitch /cr/a ce DESIGN CRITERIA: 5.48 A. Code: 2010 CBC, Wind: C, 85 mph, Category: D 4.25 B. Maximum 19% moisture content 1.41 prior to Installation of Finish Material 1.30 4X Members: No. 2 -or Better 2.20 6X; 8X Beams and Headers: No. 1, or Better 2.20 2X Joists and Rafters: No. 2 or Better 10.83 Plates and Blocking: Standard Grade or Better 6.50 Studs: Stud Grade or Better 1.00 Mud Sills: Pressure Treated. Utility Grade or Better 1.00 C. NIA 2.08 PRIMARY ROOF LOADING SECONDARY ROOF LOADING Pitch 5.0:12 Pitch 0.3:12 K = Increase for pitch 1.08' K = Increase for pitch 1.00 Rafter(2x12 16" O/C) Joist(2x6 24" O/C' x K 5.48 Rafter(117/8" TJI/560 @ 16" 0/C) Joist(2x6 24" 0/C) x K 4.25 Plywood(7/16") x K 1.41 Plywood(7/16"). x K 1.30 1l2" Gyp. Board 2.20 1/2" Gyp. Board 2.20 Conc. Tile x K 10.83 Flat x K 6.50 Sprinkler 1.00 Sprinkler 1.00 Misc. (Insul.,Elect.,ETC) 2.08 Misc. (Insul.,Elect.,ETC) 1.75 Snow Load 0.00 Snow Load 0.00 Live Load 20.00 Live Load 20.00 Dead Load 23.00' Dead Load 17.00 mJob 62670-209 B-2 GOUVIS Plan Remodel Client T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori Date :07/31/2012(IBC9.6) Beam ID: 1 Hip Bm Over the Terrace 2010 CBC Loads (Downward +) Beam Weight 30.0 PLF @ 0.0' to 18.0' 40 Primary Roof 0 PLF=0.0'x(23+20)2@0.o0to 18.00' 516 PLF=24.0'x(23+20)2 @18.00' Reactions(DL+LUMax. Load Combination) Down 1782/1782 3294/3294 Up . 0/0 0/0 Use DFL N01 6 x 12(Fb=1350 Fv=170) Critical Shear =-3118 LB @17.67' Shear/(FvxA)=0.348 1 Fv=213 A= 63.25 Critical Moment =11664 LBxFT @ 10.25' Ratio=0.684 Fb= 1688 S= 121.23 Critical Deflection =-0.598 Inch @ 9.33'U240=0.900 Beam ID: 2 Hip Bm Over the Terrace Loads (Downward +) Beam Weight 30.0 PLF@0.0'to 19.0' Primary Roof 0 PLF= 0.0'x(23+20)2 @ 0.00'to 559 PLF=26.0'x(23+20)2 @ 19.00' Reactions(DL+LUMax. Load Combination) Down 2014/2014 3743/3743 Up 0/0 0/0 Us* DFL NOt 6 x t2(Fb-t350 Fv-t70)'-=' Critical Shear =-3553 LB @ 18.67' Shead(FvxA)=0.396 Fv=213 A= 63.25 Critical Moment =13969 LBxFT @ 10.83' Ratio=0.819 Fb= 1688 S= 121.23 Critical Deflection =-0.798 Inch @ 9.83'U240=0.950 I I -31 Shear Diagram:DL - RF—L 11664 Moment Diagram:DL + RF—L Deflection Diagram:DL+LL 0.598 19.00' i -3553 Shear Diagram:DL RF—L 113969 Moment Diagram:DL + RF—L Deflection Diagram:DL+LL -0.798 GOUVIS enolneering Job 62670-209 B-3 Plan Remodel Client T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori D t 07 Beam ID: 3n Ridqe Bm Over the Terrace Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 11.0' Primary Roof 559 PLF=26.0x(23+20)/2 @ 0.00'to 11.00' Reactions(DL+LL/Max. Load Combination) Down 3113/3113 3113/3113 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) Critical Shear =2924 LB @ 0.33' Shear/(FvxA)=0.231 Fv=388 A= 49.00 Critical Moment =8561 LBxFT @ 5.50' Ratio=0.314 Fb= 2865 S= 114.33 Critical Deflection =-0.155 Inch @ 5.50'U240=0.550 a e /31/2012(IBC9.6) 2010 CBC e✓/) lvI /Ii 11.00' 2924 lv tv . Shear Diagram:DL + RF—L 8561 Moment Diagram:DL + RF—L -0.155 Deflection Diagram:DL+LL GOUVIS u { r { $ i a` consulting • • Beam ID: 4n Steel Bent Bm Over the Terrace Loads (Downward +) Beam Weight 70.0 PLF from 0'to 28.00' Primary Roof 86 PLF= 4.0'x(23+20)/2 @ 0.00'to 28.00' Point Load(P1) From right of BM 1 @14.00 Point Load(P2) From right of BM2@14.00 Point Load(P3) From left of BM 3n@14.00 .:Point Load Location 14.00' 14.00' 14.00' Down (DL+LL/Max.) 7012/7012 Up (DL+LUMax.) 0/0 P3 Job 62670-209 B-4 Plan Remodel Client : T.D. Desert Development, Ltd. Engineer: snoori Date :07/31/2012(IBC9.6) 2010 CBC *** STEEL BEAM DESIGNED BY OTHER COMPUTER PROGRAM*** 7012/7012 0/0 Newport Beach Project Descr: consuIringgroup, inc. GouvisBngineering Club House 4400 Campus Drive Engineer: Shown Project ID: 82670 JEACAL Description new Steel Bent Beam # 4 CODEREFERENC ES Calculations per A|SC38O-05 Load Combination Set: 2O1OC8C&ASCE7-05 Analysis Method: Allowable Strength Design Fy: Steel Yield 50.0 ksi Beam Bracing Completely Unbraced E: Modulus 29,000.0 ksi Bending Axis Major Axis Bending Load Combination 2010 CBC & ASCE 7-05 Applliedloads% Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load : D=8850 b=0.04Ok/ft, Tributary Width =1 ft, (Rnof) Point Load D=1.95O Lr=1.4Qk(55)14 ft, (Beam #1) Point Load D=22O Lr=1f0kKV14.0fl, (Beam #2) Point Load D=1.8N. Lr=1.4Ok(55)14.Oft, (Beam #3) DE IGN SUMMARY Maximum Bending Stress Ratio 0.502: 1 Maximum Shear Stress Ratio 0.072 1 Section used for this span W8x67 Section used for this span W8x67 Ma: Applied 87.842 k -ft Va : Applied 7.374 k Mn / Omega: Allowable 174,900 k -ft Vn/Omega: Allowable 102.60 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 14.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Maximum Deflection Max Downward L+L,~sDeflection 0.515 in nuuv~ 052 Max Upward L+b+S Deflection 0.000 in Ratio = O <360 | Max Downward Total Deflection 1.322io Ratio.~ 254 . Max Upward Total Deflection 0.000 in Ratio = 0 <240 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values D Only Dsgn. L~ 28.00 ft 1 0.304 0I45 53.12 53.12 292.00 174.80 127 1.00 4.61 15380 10200 +D+Ln* Dsgn. L= 28.00M 1 0.502 0.072 87.84 87.84 292.08 174.90 1.28 1.00 7.37 153.90 102.60 +D+S+H 1 0.30 0.045 53.12 53.12 292.08 174.90 127 110 4.61 153.90 102.60 oogn. L~28.00o 1 0.*53 0.00 79.10 79.16 292.00 174.90 1.28 1.00 6.08 153.90 102.00 Dsgn. L~ 28.00 ft 1 0.304 0.045 53.12 53.12 292l0 174.90 127 1{0 *.61 153.9 102{0 Dsgn. L = 28.00 ft 1 0.304 0.045 53.12 53.12 282.08 174.90 1.2/ 1.00 4.01 15380 10280 +D+8J0E~* osgn. L= 28.0 h 1 0J0 0.045 53.12 53.12 292.08 174.9 1.27 1.00 411 153.8 102.0 28.0 M 1 0.4530.06579.10 79.16 292.08 1m 0 120 110 0 8 151' S 102.60O *+oJon w.7oon~OJo0w~* oogn. L= 28.00 ft 1 0.304 0.0*5 53.12 53.12 292-00 174 9O 127 1 00 4 81 15390 10280 ~D~OzoOLn8J50L~O.o2o0E~* GOUVISF ronsulringgroup, inc. Gouvis Engineering Project Title: Club House 4400 Campus Drive Engineer: Shawn Newport Beach Project Descr: Proiect ID: 62670 Printed: 1 NOV 2012. 8:58mi Steel $eam Fits C:lt)ocun ents arftl settingslsnoori:GOUVISWIy DocUtnentslENERCALcaiW Filesl62670 w6' _- -- CNERCALC. WC: 1983 2Q12: Buifd.6.12 to:31 varfi t ;a a ,. Description : new Steel Bent Beam # 4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 28.00 ft 1 0.453 0.065 79.16 79.16 292.08 174.90 1.28 1.00 6.68 153.90 102.60 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 28.00 ft 1 0.304 0.045 53.12 53.12 292.08 174.90 1.27 1.00 4.61 153.90 102.60 +0.60D+W+H Dsgn. L = 28.00 ft 1 0.182 0.027 31.87 31.87 292.08 174.90 1.27 1.00 2.77 153.90 102.60 +0.60D+0.70E+H Dsgn. L = 28.00 ft 1 0.182 0.027 31.87 31.87 292.08 174.90 1.27 1.00 2.77 153.90 102.60 Oyd all.Maxiinum Defleefions Unfactored loads Load Combination Span Max."-" Deft Location in Span Load Combination Max. "+° Deft Location in Span ._.-.._, - 1 -. 1.3223 14.140 0.0000 0.000 - Maximum Deflections for-Load Combinat0--n-'s `- Un#adored Loads Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Deft Location in Span D Only 1 0.8074 14.140 0.0000 0.000 Lr Only 1 0.5148 14.140 0.0000 0.000 D+Lr 1 1.3223 14.140 0.0000 0.000 Vertical Reactions = Unfactofed Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.374 7.374 D Only 4.614 4.614 Lr Only 2.760 2.760 D+Lr 7.374 7.374 Steel Section Properties ; W8X67 . Depth = 9.000 in I xx 272.00 in^4 J = 5.050 in^4 Web Thick = 0.570 in S xx 60.40 in^3 Cw = 1,440.00 in^6 Flange Width = 8.280 in R xx = 3.720 in Flange Thick = 0.935 in Zx = 70.100 in^3 Area = 19.700 in^2 1 yy = 88.600 in^4 Weight = 67.059 plf S yy = 21.400 in13 Wno = 16.700 in^2 Kdesign = 1.330 in R yy = 2.120 in Sw = 32.300 in^4 K1 = 0.938 in Zy = 32.700 in^3 Of = 14.500 in^3 as = 2.430 in rT = 2.280 in Qw = 34.800 in^3 Ycg = 4.500 in Gouvis Engineering Project Title: Club House 4400 Campus Drive Engineer: Shawn Prosect ID: 62670 Newport Beach Project Descr: consultingbroup, inc. ^ I Pnntsd: 1 NOV2012. 8:59N;n File: C:1Documents and'Sethngslsnoori:GQUVlsWy0o6ume tslENERCALGData FIes162670,ec6 16 $#@e Beam - ENERCALCcINCAgn2012'Builel6 i,3116-1 Vara 9 3 ai ' Description : new Steel Bent Beam # 4 - CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 2010 CBC & ASCE 7-05 Material Properties Analysis Method : Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2010 CBC & ASCE 7-05 W8x67 D Only Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load : D = 0.050, Lr = 0.040 klft, Tributary Width = 1.0 ft, (Roof) Point Load : D = 1.950, Lr = 1.40 k R 14.0 ft, (Beam # 1) Dsgn. L = 28.00 ft Point Load : D = 2.20, Lr = 1.60 k (o) 14.0 ft, (Beam # 2) 0.283 0.042 Point Load : D = 1.80, Lr = 1.40 kan,14.0 ft, (Beam # 3) 74.37 292.08 DES16N SUMMARY- 1.27 1.00 . • Maximum Bending Stress Ratio = 0.454: 1 Maximum Shear Stress Ratio = 0.065: 1 Section used for this span V8x67 Section used for this span W8x67 Mu: Applied 119.298 k -ft Vu : Applied 9.953 k Mn ' Phi: Allowable 262.875 k -ft Vn ' Phi: Allowable 153.90 k Load Combination +1.20D+1.60Lr+0.50L Load Combination +1.20D+1.60Lr+0.50L I Location of maximum on span 14.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 262.88 1.28 1.00 Max Downward L+Lr+S Deflection 0.515 in Ratio = 652 153.90 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.322 in Ratio= 254 Max Upward Total Deflection 0.000 in Ratio= 0 <240 MaximuMforC@S & Stresses fOr Load Combinations' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx D Only Dsgn. L = 28.00 ft 1 0.283 0.042 74.37 74.37 292.08 262.88 1.27 1.00 6.46 153.90 153.90 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 28.00 ft 1 0.309 0.045 81.11 81.11 292.08 262.88 1.28 1.00 6.92 153.90 153.90 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 28.00 ft 1 0.242 0.036 63.75 63.75 292.08 262.88 1.27 1.00 5.54 153.90 153.90 +1.20D+1.60Lr+0.50L Dsgn. L = 28.00 ft 1 0.454 0.065 119.30 119.30 292.08 262.88 1.28 1.00 9.95 153.90 153.90 +1.20D+1.60Lr+0.80W Dsgn. L = 28.00 ft 1 0.454 0.065 119.39 119.30 292.08 262.88 1.28 1.00 9.95 153.90 153.90 +1.20D+0.50L+1.60S Dsgn. L = 28.00 ft 1 0.242 0.036 63.75 63.75 292.08 262.88 1.27 1.00 5.54 153.90 153.90 +1.20D+1.60S+0.80W Dsgn. L = 28.00 ft 1 0.242 0.036 63.75 63.75 292.08 262.88 1.27 1.00 5.54 153.90 153.90 +1.20D+0.50Lr40.50L+1.60W Dsgn. L = 28.00 ft 1 0.309 0.045 81.11 81.11 292.08 262.88 1.28 1.00 6.92 153.90 153.90 +1.20D40.50L+0.50S+1.60W Dsgn. L = 28.00 ft 1 0.242 0.036 63.75 63.75 292.08 262.88 1.27 1.00 5.54 153.90 153.90 +1.20D+0.50L+0.20S+E Dsgn. L = 28.00 ft 1 0.242 0.036 63.75 63.75 292.08 262.88 1.27 1.00 5.54 153.90 153.90 +0.90D+1.60W+1.60H GouvisEpgineerinQ Club House ' . 44OOCampus Dhva Engineer: Shawn PmimJ|D: 62670 Newport Beach nojeuDescr: ' itinggroup, inc. cons 2012. 8:59AM Lic. #: KW-06000093 Licensee : gouvis engineering Description : new Steel Bent Beam # 4 Load Combination Max Streo*Ratioo Summary of Moment Values Summary of Shear Values Segment Length Soan# w v max wu~ max Mu Mu Max Mu px ooQn. L= 28.00 ft 1 0.182 0.027 *7.01 47:1 28200 262.08 1.27 1.00 4.15 153.90 153.90 ^ Load Combination Span Max. "-" Dell Location in Span Load Combination Max. *+" Dell Location in Span Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Dell Location in Span D Only 1 0.8074 14.140 0.0000 0.000 Lr Only 1 0.5148 14.140 0.0000 0.000 D+Lr 1 1.3223 14.140 0.0000 0.000 V kcal Gi Support notation Far left is #1 Values in KIPS Load Combination Supporil Support 2 Overall MAXimum 7.374 7.374 DOn|y 4.614 4.514 Lr Only 2.70 2.70 o~Lr 7.37* 737* — Flange Width 8.280 in R xx 3.720 in Flange Yhick 0.935 in ZX 70.100 inA3 Area = 18.700 in^2 |yy ~ 88.600 inA4 *eWo/ = 07.058 pV 8yy ~ 21.*00 inA3 woo ~ 10.n0m^2 xdo ign 1.330 in nyy = 2.120 in Sw ~ 32.300mA4 K1 ~ 0.930 in Zy ~ 32J00 mA3 Of = 14.500m^8 ,w ~ 2.430 in rT ~ 2.280 in O* = 34.80in^3 'og ~ 4.500 in v : Point Load Location Reactions(DL+LUMax. Load Combination) Down 8399/8399 8399/8399 Up 0/0 Job : 62670-209 B-5 ' GOAT: Critical Shear =-8315 U V IS Fv=388 A= 41.56 Plan Remodel Critical Deflection =-0.502 Inch @ 6.25' L/240=0.625 Client : T.D. Desert Development, Ltd consulting group,lnc.. Engineer: snoori Date :07/31/2012(IBC9.6), Beam ID: 5n(Drop) Loads (Downward +) Drop Bm @ Rear of the Terrace P1 200120 CBC Beam Weight 20.0 PLF from 0.0' to 12.5' Primary Roof 258PLF=12.0'x(23+20)/2@0.00'to 12.50' 12.50' 1 I Point Load(P1) From left of BM 4n @ 1.00 = 11.50'_ V Point Load(P2) From left of BM 4n@11.50, v : Point Load Location Reactions(DL+LUMax. Load Combination) Down 8399/8399 8399/8399 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x11 7/8 1.5E (Fb=2325 Fv=310) w/Left:Design trim./post Right: Design trim./post Critical Shear =-8315 LB @12.17' Shear/(FvxA)=0.774 Fv=388 A= 41.56 Critical Moment =11774 LBxFT @ 6.25' Ratio=0.679 Fb= 2528 S= 82.26 Critical Deflection =-0.502 Inch @ 6.25' L/240=0.625 -8315 Shear Diagram:DL + RF -L 11774 AN .. 1111 Moment Diagram:DL + RF -L 0.502 Deflection Diagram:DL+LL Beam ID: 6n(Drop) Drop Bm @ Rear of the Covered Terrace Loads (Downward +) Beam Weight 20.0 PLF from 0.0 to 12.0 Primary Roof 0 PLF= 0.0'x(23+20)/2 @ 0.00'to 12.00' 258 PLF=12.0x(23+20)/2 @ 12.00' Reactions(DL+LUMax. Load Combination), Down 624/624 1128/1128 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) Critical Shear =-1039 LB @11.67' Shead(FvxA)=0.082 Fv=388 A= 49.00 Critical Moment =2680 LBxFT @ 6.83' Ratio=0:121 Fb= 2335 S= 114.33 Critical Deflection = -0.057 INCH @ 6.17' II 1031. Shear Diagram:DL - RF -L 2680 Moment Diagram:DL + RF -L 0.057 Deflection Diagram:DL+LL `) T T [`1 enge Job : 62670-209 B-6 J ■ :O U VI \ Plan Remodel IJ Client T.D. Desert Development, Ltd. consulting group,inc. Engineer: snoori Date :07/31/2012(IBC9.6) Beam ID: 7(Drop) Drop Bm @ Left of the Covered Terrace 2010 CBC Loads (Downward +) Beam Weight20.0 PLF @ 0.0' to 10.0' Primary Roof ' • 0 PLF=0.0'x(23+20)260.00'to 10.00' 215 PLF=10.0'x(23+20)2 @10.00' Secondary Roof 37 PLF= 2.0'x(17+20)2@ 0.00'to 10.00' Reactions(DL+LUMax. Load Combination) Down 6351635 985/985 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x141.5E(Fb=2325 Fv=310) Critical Shear =-897 LB @ 9.67' Shear/(FvxA)=0.071 Fv=388 A= 49.00 Critical Moment =2048 LBxFT @ 5.50' Ratio=0.086 Fb= 2490 S= 114.33 Critical Deflection = -0.030 INCH @ 5.17' Moment Diagram:DL + RF—L -0.030 Deflection Diagram:DL+LL Beam ID: 8(Drop) Drop Bm @ Right of the Covered Terrace Loads (Downward +) Beam Weight 20.0 PLF @ 0.0' to 10.0' Primary Roof 0 PLF= 0.0'x(23+20)2 @ 0.00'to 10.00' 194 PLF= 9.0'x(23+20)2 @ 10.00' Secondary Roof 37 PLF= 2.0'x(17+20)2 @ 0.00'to 10.00' Reactions(DL+LUMax. Load Combination) Down 600/600 915/915 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) Critical Shear =-834 LB @ 9.67' Shead(FvxA)=0.066 Fv=388 A= 49.00 Critical Moment =1914 LBxFT @ 5.50' Ratio=0.081 Fb= 2490 S= 114.33 Critical Deflection = -0.028 INCH @ 5.08' Moment Diagram:DL + RF—L -0.028 Deflection Diagram:DL+LL `1 T T T ( `®MgMeerlIN Job 62670-209 B-7 V ■ O U V1\ Plan : Remodel IJ Client : T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori Date :07/31/2012(IBC9.6) Beam ID: 9(Drop) Drop Bm @ Right of the Covered Terrace 2010 CBC Loads (Downward +) Beam Weight 20.0 PLF @ 0.0' to 10.5' Primary Roof 226 PLF= 10.5x(23+20)/2 @ 0. 00, to 10.50' 0 PLF= 0.0'x(23+20)/2 @ 10.50' Secondary Roof 37 PLF= 2.0'x(17+20)2 @ 0.00'to 10.50' Reactions(DL+LUMax. Load Combination) Down 1071/1071 685/685 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) Critical Shear =980 LB @ 0.33' Shear/(FvxA)=0.077 Fv=388 A= 49.00 Critical Moment =2332 LBxFT @ 4.67' Ratio=0.100 Fb= 2454 S= 114.33 Critical Deflection = -0.038 INCH @ 5.08' 980 Shear Diagram:DL + RF_L 2332 Amimbihn" Moment Diagram:DL + RF—L 0.038 Deflection Diagram:DL+LL Beam ID: 10(Drop) Drop Bm @ Left of the Covered Terrace Loads (Downward +) Beam Weight 20.0 PLF @ 0.0' to 10.5' Primary Roof 226 PLF= 10.5'x(23+20)2 @ 0.00'to 10.50' 0 PLF= 0.0'x(23+20)2 @ 10.50' Secondary Roof 37 PLF= 2.0'x(17+20)2 @ 0.00'to 1'0.50' Reactions(DL+LUMax. Load Combination) Down 1071/1071 685/685 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) Critical Shear =980 LB @ 0.33' Shear/(FvxA)=0.077 Fv=388 A= 49.00 Critical Moment =2332 LBxFT @ 4.67' Ratio=0.100 Fb= 2454 S= 114.33 Critical Deflection = -0.038 INCH @ 5.08' 980 Shear Diagram:DL + RF_L 2332 Moment Diagram:DL + RF—L 0.038 Deflection Diagram:DL+LL Job : 62670-209 B-8 GOTV [`1 U ♦ I \ iH Plan Remodel Client : T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori Date :07/31/2012(IBC9.6) Beam ID: 11 n Drop Bm @ Front of the Covered Terraces1 2010 CBC Loads (Downward +) PP2 Beam Weight 30.0 PLF from 0.0' to 13.5' Primary Roof 430 PLF=20.0'x(23+20)/1 @ 0.00'to 13.50' 13.50' Point Load(P1) From right of BM 4n @ 1.00 _00' Point Load(P2) From right of BM 4n @12.50 12.50'_ v :Point Load Location Reactions(DL+LUMax. Load Combination) Down 9410/9410 9410/9410 Up 010 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) w/Left:Design trim./post Right:Design trim./post Critical Shear =9274 LB @ 0.33' Shear/(FvxA)=0.733 Fv=388 A= 49.00 Critical Moment =15963 LBxFT @ 6.75' Ratio=0.585 Fb= 2865 S= 114.33 Critical Deflection =-0.471 Inch @ 6.75'U240=0.675 9274 Shear Diagram:DL + RF -L 15963 'Am'. 11 _M Moment Diagram:DL + RF -L -0.471 Deflection Diagram:DL+LL Beam ID: 12n Drop Bm @ Front of the Covered Terrace Loads (Downward +) Beam Weight 20.0 PLF @ 0.0' to 12.0' Primary Roof 129 PLF= 6.0'x(23+20)/2@ 0.00'to 430 PLF=20.0'x(23+20)/2 @ 12.00' Reactions(DL+LUMax. Load Combination) Down 1464/1464 205212052 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) Critical Shear =-1907 LB @11.67' Shear/(FvxA)=0.151 Fv=388 A= 49.00 Critical Moment =5310 LBxFT @ 6.50' Ratio=0.195 Fb= 2865 S= 114.33 Critical Deflection = -0.114 INCH @ 6.08' 12.00' i 1907 Shear Diagram:DL + RF -L 5310 '4daffEfth, Moment Diagram:DL + RF -L 0.114 Deflection Diagram:DL-LL Job B-9GOUVIS Plan Remodel Client T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori Date :07/31/2012(IBC9.6) Beam ID: 13 Flush Bm @ Front of the Covered Terrace 2010 CBC Loads (Downward +) Beam Weight 30.0 PLF @ 0.0' to 14.0' Primary Roof 280PLF=13.0'x(23+20)/2@0.00'to 14.00' 14.00' Secondary Roof 463 PLF=25.0'x(17+20)2 @ 0.00'to 14.00' Reactions(DL+LL/Max. Load Combination) Down 5186/5186 5186/5186 Up 010 010 Use TIMBERSTRAND 3 1/2x141.5E(Fb=2325 Fv=310) w/LeftAx4 post RightAx4 post Critical Shear =-4939 LB @13.67' Shear/(FvxA)=0.390 Fv=388 A= 49.00 Critical Moment =18151 LBxFT @ 7.00' Ratio=0.665 Fb= 2865 S= 114.33 Critical Deflection =-0.533 Inch @ 7.00'U240=0. 700 Beam ID: 14 Hip Bm Loads (Downward +) Beam Weight Primary Roof Over the Covered Terrace 20.0 PLF @ 0.0' to 10.0' 301 PLF=14.0'x(23+20)2 @ 0.00'to 0 PLF= 0.0'x(23+20)2 @ 10.00' Reactions(DL+LUMax. Load Combination) Down 1080/1080 590/590 Up 0/0 .0/0 Use DFL NO2 4 x 10(Fb= 900 Fv=180) Critical Shear =977 LB @ 0.33' Shear/(FvxA)=0.201 Fv=225 A= 32.38 Critical Moment =2131 LBxFT @ 4.33' Ratio=0.379 Fb= 1350 S= 49.91 Critical Deflection = -0.102 INCH @ 4.83' 4939 Shear Diagram:DL + RF -L 18151 Moment Diagram:DL + RF -L 0.533 Deflection Diagram:DL+LL 10.00' 977 Shear Diagram:DL + RF_L 2131 Moment Diagram:DL + RF -L 0.102 Deflection Diagram:DL+LL Job 62670-209 B-10 GOUVIS engineering Plan Remodel Client T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori Date :07/31/2012(IBC9.6) Beam ID: 15 Flush Bm @ Front of the Covered Terrace 2010 CBC Loads (Downward +) Beam Weight 20.0 PLF @ 0.0' to 12.0' Primary Roof 280 PLF= 13.0'x(23+20)/2 @ 0.00'to 12.00' 12.00' Secondary Roof 463 PLF=25.0'x(17+20)2 @ 0.00'to 12.00 Reactions(DL+LUMax. Load Combination) Down 447014470 447014470 Up 010 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) w/Left:2-2x4 trim./stud Right:2-2x4 trim./stud Critical Shear =4222 LB @ 0.33' Shear/(FvxA)=0.334 LB @Left Ratio=0.911 Fv=388 A= 49.00 Critical Moment =13411 LBxFT @ 6.00' Ratio=0.491 Fb= 2865 S= 114.33 Critical Deflection =-0.290 Inch @ 6.00'U240=0.600 Beam ID: 16 Flush Br Loads (Downward +) Beam Weight Secondary Roof Exterior Wall Primary Roof Point Load(P1) .:Point Load Location 4222 Shear Diagram:DL + RF -L 13411 Ada MRInth'. Moment Diagram:DL + RF -L 0.290 Deflection Diagram:DL+LL Over the Covered TerraceUnder Cripple 20.0 PLF from O' to 25.00' 56 PLF= 3.0'x(17+20)2 @ 0.00'to 25.00' 45 PLF= 3.0'x 15.0 @ 0.00' to 18.00' 151 PLF= 7.0'x(23+20)2 @ 0.00'to 18.00' From left of BM 14 @ 18.00 Reactions(DL+LUMax. Load Combination) Down 3458/3458 2966/2966 Up 0/0 0/0 Use 3X TJI 560 14 w/Left:2-2x4 trim./stud Critical Shear =3458 LB @ 0.00' Shear/(FvxA)=0.386 Critical Moment =22351 LBxFT @ 12.92' Ratio=0.529 Critical Deflection =-0.903 Inch @12.58' 0300=1.000 Critical Reaction =3458 LB @Left Ratio=0.911 P1 25.00' 18.00' 3458 Shear Diagram:DL + RF -L 22351 Moment Diagram:DL + RF -L 11-1- 7-1 Job B-11GOUVIS Plan Remodel Client T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori Date :07/31/2012(IBC9.6) Beam ID: 16Alt Flush Bm Over the Covered TerraceUnder Cripple 2010 CBC01Loads (Downward +) Beam Weight 20.0 PLF from 0'to 25.00' Secondary Roof 56 PLF= 3.0x(17+20)/2 @ 0.00'to 24.00' Exterior Wall 45 PLF= 3.0'x15.0 @ 0.00'to 18.00' Primary Roof 151 PLF= 7.0x(23+20)/2 @ 0.00'to 18.00' Point Load(P1) From teftofBM14@18.00 .:Point Load Location Reactions(DL+LUMax. Load Combination) Down 3457/3457 291112911 1 Up o/o - o/o_ V 5 1 Use PARALLAM 7 x (Fb=2800 Fv=285) ' f w/Left:Design trim. post Right:Design trim./post Critical Shear =3368 LB @ 0.33' Shead(FvxA)=0.145 Critical Shear =-5546 LB @11.67' Shear/(FvxA)=0.438 Fv=356 A= 98.00 Critical Moment =22336 LBxFT @ 12.92' Ratio=0.341 Fb= 2865 S= 114.33 Fb= 3441 S= 228.67 Critical DeflectionInch @12.58' U300=1.000 =-0.783 t Zoe 25.00' 18.00' 3368 P!S',_-_r_0'-gram:DL + RF—L 22336 Moment Diagram:DL + RF—L = I.05 ► T5z x1j_ ,TWO 10 I Nil i vl,l i i il ill 0.783 Deflection Diagram:DL+LL Beam ID: 17 Flush Bm @ Front of the Covered Terrace Loads (Downward +) Beam Weight 20.0 PLF @ 0.0' to 12.0' Secondary Roof 463 PLF=25.0'x(17+20)/2 @ 0.00'to 12.00' Primary Roof 129 PLF= 6.0'x(23+20)2 @ 0.00'to 280 PLF= 13.0'x(23+20)2 @12.00' Point Load(P1) From right of BM 16@7.00 v:Point Load Location Reactions(DL+LUMax. Load Combination) Down 5021/5021 5789/5789 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) w/LeftAx4 post RightAx4 post Critical Shear =-5546 LB @11.67' Shear/(FvxA)=0.438 Fv=388 A= 49.00 Critical Moment =20051 LBxFT @ 7.00' Ratio=0.734 Fb= 2865 S= 114.33 Critical Deflection =-0.401 Inch @ 6.17' LJ240=0.600 P1 12.00' 7.00'__ Shear Diagram:DL + RF—L Moment Diagram:DL + RF—L Diagram:LL 20051 -0.401 -5546 Deflection `) T T [`1 Job 62670-209 B-12 V ■ ,O U VI \engineering Plan Remodel IJ Client T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori Date 07/31/2012(IBC9.6) Beam ID: 18 Flush Bm @ Rear of the Covered Terrace P1 2010 CBC Loads (Downward +) Beam Weight 20.0 PLF@0.0'to 12.0' Secondary Roof 722 PLF=39.0'x(17+20)!2 @ 0.00'to 12.00' 12.00' Point Load(P1) From left of BM 16@7.00 7.00'_ v :Point Load Location Reactions(DL+LUMax. Load Combination) Down 5604/5604 6160/6160 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) w/Left:4x4 post Right:4x4 post Critical Shear =-5925 LB @11.67' Shear1(FvxA)=0.468 Fv=388 A= 49.00 Critical Moment =22015 LBxFT @ 7.00' Ratio=0.806 Fb= 2865 S= 114.33 Critical Deflection =-0.439 Inch @ 6.08' 0240=0.600 li2i -5925 Shear Diagram:DL - RF -L 22015 IIIIE i Moment Diagram:DL + RF -L -0.439 De/lection Diagram:DL+LL Beam ID: 19 Flush Bm @ Left of the Covered Terrarp-, Loads (Downward +) Beam Weight 40.0 PLF@0.0' to 25.0' Secondary Roof 56 PLF= 3.0x(17+20)12 @ 0.00'to 25.00' Primary Roof 301 PLF=14.0x(23+20)/2 @ 0.00'to 18.00' 25.00' Primary Roof 301 PLF=14.0'x(23+20)/2@18.00'to 151 PLF= 7.0'x(23+20)/2 @25.00' Point Load(P1) From left of BM 18@0.00 v:Point Load Location Reactions(DL+LUMax. Load Combination) Down 10421/10421 3721/3826 Up 0/0 0/0 031:-, J I d Use PARALLAM7 4(Fb=2800 Fv=285) ^ ` w/Left:Design tri ./post Right:Design trim./post Critical Shear =-5719 LB @ 0.67' Shead(FvxA)=0.246 Fv=356 A= 98.00 Critical Moment =24228 LBxFT @ 13.25' Ratio=0.370 Fb= 3441 S= 228.67 Critical Deflection =-0.771 Inch @ 13.08' L/300=0.960 - (-rxi-7) Moment Diagram:DL + RF -L o OMQAn — C .J, - X 0.33 q Deflection Diagram:LL Imo°° = I v3 t 2,4 0 2,40 I !i -0.771 o OMQAn — C .J, - X 0.33 q Deflection Diagram:LL `1 T T T [`1 Job 62670-209 B-13 V ■ =O U V1\engineering Plan Remodel IJ Client T.D. Desert Development, Ltd. consulting group,lnc. Engineer: snoori Date :07/31/2012(IBC9.6) Beam ID: 20 Flush Bm @ Rear of the Covered Terrace 2010 CBC Loads (Downward +) Beam Weight 20.0 PLF@ 0.0' to 13.0 Primary Roof 860PLF=40:0'x(23+20)/2@0.00'to 13.00' 10.00' Primary Roof 43 PLF= 2.0(23+20)/2 @ 0.00'to 13.00' 13.00' x Reactions(DL+LL/Max. Load Combination) Down 3972/4138 7376/7376 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) w/Left:2-2x4 trim./stud Right:Design trim./post Critical Shear =-4466 LB @ 9.67' Shear/(FvxA)=0.353 Fv=388 A= 49.00 Critical Moment =9808 LBxFT @ 4.75' Ratio=0.359 Fb= 2865 S= 114.33 Critical Deflection = 0.117 INCH @ 13.00' -4466 Shear Diagram:DL + RF_L 9808 Moment Diagram:DL + RF—L Deflection Diagram:DL+LL Beam ID: 21 Flush Bm @ Rear of the Covered Terrace Loads (Downward +) Beam Weight 20.0 PLF@0.0'to 12.0' Primary Roof 43 PLF= 2.0'x(23+20)/2 @ 0.00'to 12.00' Secondary Roof 740 PLF=40.0'x(17+20)/2 @ 0.00'to 12.00' Reactions(DL+LL/Max. Load Combination) Down 4681/4681 4681/4681 Up 0/0 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2325 Fv=310) w/Left:2-2x4 trim./stud Right:2-2x4 trim./stud Critical Shear =4421 LB @ 0.33' Shear/(FvxA)=0.349 Fv=388 A= 49.00 Critical Moment =14044 LBxFT @ 6.00' Ratio=0.514 Fb= 2865 S= 114.33 Critical Deflection =-0.303 Inch @ 6.00'U240=0.600 12.00' 4421 Shear Diagram:DL + RF—L 14044 Moment Diagram:DL + RF—L 0.303 Deflection Diagram:DL+LL 0.117 GOUVIS Beam ID: 22 Roof Joist @ Covered Terrace Loads (Downward +) r Secondary Roof 59 PLF=3.2x(17+20)/2@0.00't Point Load(P1) @18.0'(G= 310) v :Point Load Location Reactions(DL+LUMax. Load Combination) Down 8441844 9701970 Up 010 010 TA 360 14 Joist @19.2" O.C. Critical Shear =-970 LB @25.50' Shear/(FvxA)=0.397 Critical Moment =6021 LBxFT @ 14.25' Ratio=0.657 Critical Deflection =-1.153 Inch @13.00'U240=1.275 Critical Reaction =970 LB @Right Ratio=0.898 Shear Diagram:DL + RF -L 6021 Moment Diagram:DL + RF -L !71 1.153 Deflection • . -970 Job 62670-209 B-14 engineering Plan Remodel consulting group,lnc. Client : T.D. Desert Development, Ltd. Engineer: snoori Date :07/31/2012(IBC9.6) 2010 CBC P1 0 25.50' 25.50' 18.00' Reactions(DL+LUMax. Load Combination) Down 8441844 9701970 Up 010 010 TA 360 14 Joist @19.2" O.C. Critical Shear =-970 LB @25.50' Shear/(FvxA)=0.397 Critical Moment =6021 LBxFT @ 14.25' Ratio=0.657 Critical Deflection =-1.153 Inch @13.00'U240=1.275 Critical Reaction =970 LB @Right Ratio=0.898 Shear Diagram:DL + RF -L 6021 Moment Diagram:DL + RF -L !71 1.153 Deflection • . -970 wimsenginworing SHEET consulting group, inc. JOB NO CSLe rn o rsr50,1 year CLIENT PLAN NO: /oYOL(,e DATE : . f-,/ . ................... .......... ........... . ......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . YA M2 ........... ........... .......... .......... ........... .......... ......... . ........... ... . ....... ........... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... ....... . . . . . . . . . . . . . . . . . . . . . . ..... ..... . . . . . . . . . . . . . . . . . .......... ........... . .......... r . . ....... ..... ..... ................ ........... ........... .......... ... ....... ........... .......... ........... ..................... ..................... ........... .......... . .... 00/ ........... ......... .......... ........... ........... .......... ........... .... ...... ......... . ........... .......... ........... ........... .......... ........... ......... ... ... .......... ........ ........... .......... ... ....... .......... ........... ........... ........... ........... .......... ... ... ........... ........... ........... GOUVIs ngin®®ring consultrngg!p, inc. Celebraj ti, to o`r 51th year SHEET 5--3 JOB' -NO : 46 70 CLIENT PLAN NO: lClr4 wLmsengineering consulting groq, inc. Celebn our SOth year ,o SHEET JOB NO lyZ %p CLIENT PLAN NO: ' Gouvis Engineering Title: Club House Job # 62670 4400 Campus Drive Engineer: Shawn Newport Beach Project Desc.: ainsultinggroup, inc, Pointed: 2Af1G2e1T, ' .. . .1 .' ` L . 1. ..r r •. , `' . 4; 3: Pfd r Bottom along X -X 0.0 k +D+Lr+H 1 1111• PASS Oescriptlon : Capacity HSS 8x8x3l8 Columns eenny :Y. (y' ^, / Qp.` A % Y •{:t Ui;fY1Jl' l 3 V F: k,`Y :Me(•u.5 C,'. ;f ' F Lih. SN 1 I `" (•Til'3'F11 Y~J✓U' 7.864 k % MRTF, L bA 3 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 105.137 k Load Combinations Used: 2010 CBC & ASCE 7-05 PASS (t .f J S ll t f !J +,• °,•' tti' ., i. r ` r , t :,, -47.250 k -ft . PASS ,.Steel Section Name: HSS8x8x318 Overall Column Height 15.0 ft Analysis Method: Allowable Stress Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A500, Grade B, Fy = 46 ksi, Carbon Steel Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi X -X (width) axis: Unbraced Length for X -X Axis buckling = 15 ft, K = 2.1 Load Combination: 2010 CBC & ASCE 7-05 Y -Y (depth) axis': Unbraced Length for X -X Axis buckling = 15 ft, K = 2.1 i;.rytt- ,,,,.,,t'; r;i ' er:• r`scan,i;:y. 'ti;>•yr! ;yjyi`%df:Yx: .;@tire CJ•;th ' Service loads entered. Load Factors will be applied for calculations Column self weight included: 564.21 lbs *.Dead Load Factor for load combination AXIAL LOADS... PASS Maximum Shear Stress Ratio= Roof: Axial Load at 15.0 it, D = 7.30, LR = 4.0 k +D+O.750L+0.750S+0.5250E+H BENDING LOADS... Load Combination Seis: Lat. Point Load at 15.0 it creating Mx -x, E = 4.50 k_ 0.029 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 376 :1 Maximum SERVICE Load Reactions .. Maximum Shear Ratios Stress Ratio Status Location Load Combination +D+0.70 + Top along X -X 0.0 k 0.00 ft Location of max.above base 0.0 ft Bottom along X -X 0.0 k +D+Lr+H At maximum location values are ... PASS Top along Y -Y 0.0 k 0.000 Pa: Axial 7.864 k Bottom along Y -Y 4.50 k 3 Pn / Omega: Allowable 105.137 k 0,000 PASS Ma -x: Applied -47.250 k -ft Maximum SERVICE Load Deflections ... PASS Mn -x / Omega: : Allowable eie 67.485 k -ft Along Y -Y n at 15 -Oft above base +D+0.750Lr+0.750L+0.750W+H 0.103 for load combination: E Only 0.00 ft Mn -y/ Omega : Allowable 67.485 k -ft Along X -X - 0.0 in at O.Oft above base 0.577 PASS for load combination 0.029 PASS Maximum Shear Stress Ratio= 0.03927 ;1 +D+O.750L+0.750S+0.5250E+H 0.563 Load Combination +D+0.70E+HIt 0.029 PASS Location of max.above base • 0.0 ft 3 PASS At maximum location values are ... 0.039 PASS 0,00 ft Va : Applied 3.150 k Vn ! Omega: Allowable 80.208 k X -X Axis Reaction (Loyd o"Aplll (o ;,R 4+k y "'. ; rt• .' w Load Combination Maximum Axial +Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +D 0.075 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.113 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0,103 PASS 0.00 ft 0,000 PASS 0.00 h +D+0.70E+H 0.738 PASS 0.00 It 0.039 PASS 0.00 it +D+0.750Lr+0.750L+0.750W+H 0.103 PASS 0.00 ft 0.000 PASS 0.00 0 +D+0.750Lr+0.750L+0.5250E+H 0.577 PASS 0.00 R 0.029 PASS 0.00 it +D+O.750L+0.750S+0.5250E+H 0.563 PASS 0.00 ft 0.029 PASS 0.00 ft +0.60D+0.70E+H 0.723 PASS 0.00 it 0.039 PASS 0,00 ft Note Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base I @ Top @ Base @ Top @ Base " -'y x k 7.864 k Lr Only k k 4.000 k E Only k -4.500 k k D+Lr k k 11.864 k D+E k 4.500 k 7.864 k Gouvis Engineering 4400 Campus Drive Newport Beach consulrutggroup, inc. Description: Capacity HSS 8x8x318 Columns Title: Club House Job # 62670 Engineer: , Shawn Project Desc,: fv 614 - Primed: 2 AU 10 , 3:69Phi f �yI fi r. •5..�:.S i. \ No- � Note: Only ... •qr A.t;'. .+C•ger`+�,�.;t4n,y{>.te1.'rj?'•i non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D+Lr+E k -4.500 k 11.864k 0yj4i�� "04"O�tlW 0,Oi6`i� *0400011A Load Combination Max. X -X Deflection Distance Max. Y -Y DeOection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 In 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 3.001 in 15.000 ft D+Lr 0.0000 in 0.0000 0.000 in 0.000 It D+E 0.0000 in 0.000 ft 3.001 in. 15.000 ft D+Lr+E 0.0000 in 0.000 ft 2.971 in 14.899 ft i::..�•eeaa ':�:p,.pf�s�;( .{..:�:,`.,•+Y"lx�:: (T�"p' '°•'>�`"j•�r."Q ': r��?^:i'tt: ' �..`�}OOR` t ayl�+ �yh.7i,1.XA(�'1 ►� � '��` 5,�,�7��.7��tlti�1 ?, �,� Depth Y� r' .t( , = 8.000 in I xx = 100.00 In"4 J = 160.000 in"4 Web Thick = 0.000 in S xx = 24.90 in"3 Flange Width = 8.000 in R xx = 3.100 in Flange Thick = 0.375 in Area = 10.400 in"2 I yy = 100.000 in^4 Weight = 37.614 pB S yy = 24.900 in^3 R yy = 3.100 in Ycg = 0.000 in IAvk Loads s Loads am total entered value. lvroays do trot reflect absolute dlreUion. Gouvis Engineering Title : Club House" Job # 62670 4400 Campus Drive Engineer: Shawn Newport Beach Proiect Desc.: consulringgroup, inc. Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2010 CBC & ASCE 7-05 ,Y- p1/ 3y. . z, j1 A{9 •d ?jyli%ti `cyl`<: '.';vt r] y;:.5} 'j sv ..:x ¢ ( ' ic ji, .. Steel Section Name: HSS8x8x6/8 Overall Column Height 15.0 ft Analysis Method : Allowable Stress Top & Bottom Fixity Top. Free, Bottom Fixed Steel Slress'Grade A500, Grade B, Fy = 46 ksi, Carbon Steel Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000,0 ksi X -X (width) axis: Unbraced Length for X -X Axis buckling =15 ft, K = 2,1 Load Combination : 2010 CBC & ASCE 7-05 Y -Y (depth) axis :Unbraced Length for X -X Axis buckling =15 ft, K = 2.1 'r1::',:>t--::}:,":4Y:+li w`: i,l'e';'lr :.i: Y: j, :5:1''!•'<Yi"I+..w::{:14: y.+;i ""f'!'}' { „A 1 t3. {: ...'i%>:;'• : ' ' . : . ; % ;>.,. ,' rs-'c': e>i; ::. Service loads entered. Load Factors will be annliarl rnr Column. self weight included: 886.67 lbs' Dead Load Factor AXIAL LOADS ... Roof: Axial Load at 15.0 ft, D = 6.10, LR = 4.40 k BENDING LOADS ... Seis: Lat. Point Load at 15.0 ft creating Mx -x, E = 6.550 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination . Location of max.above base Al maximum location values are ... Pa: Axial Pn / Omega: Allowable Ma -x: Applied Mn -x / Omega: Allowable Ma -y: Applied Mn -y I Omega: Allowable PASS Maximum Shear Stress Ratio Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega: Allowable 929 :1 +D+0.70 + 0.0 ft 6.987 k 154.235 k -68.775 Wt 102.605 k -ft 0.0 k -ft 102.605 k -ft 0.03816 :1 +D+0.70E+H 0.0 0 4.585 k 120.161 k Maximum SERVICE Load Reactions.. Top along X -X 0.0 k Bottom along X -X 0.0 k Top along Y -Y 0.0 k Bottom along Y -Y 6.550 k Maximum SERVICE Load Deflections ... Along Y -Y 2.992 in at for load combination: PdFly Along X -X 0.0 in at Qfor load combina0on : 3 // 15 -Oft above base O.Oft above base D Only k k 6.987 k Lr Only k k 4.400 k E Only k -6.550 k k D+Lr k Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.074 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.760L+H 0.067 -PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.693 PASS 0.00 ft 0.038 PASS 0.00 ft +D+0.75OLr+0.750L+0,750W+H 0.067 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.75W+0.750L+0.5250E+H 0,536 PASS 0.00 ft 0.029 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.525 PASS 0.00 ft 0.029 PASS 0.00 ft +0.60D+0.70E+H 0.684 PASS 0.00 ft 0.038 PASS 0.00 ft ti' l ':'f'. •'iii - .y -- :'rye %') : ..). i: `n` ?:.l i,('rti `.•a'd .ltm:;@t bf1;.:u f.t01"''t,,. i;<';t :.: - ; ,; •,,...,; Note: Only non -zero re ons i reactions are !•sled X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 6.987 k Lr Only k k 4.400 k E Only k -6.550 k k D+Lr k k 11.387 k D+E k -6.550 k 6.987 k Gouvis Engineering Title: Club House Job 4 62670 4400 Campus Drive Engineer: Shawn i WIs iD n ! l Newport Beach nlringgronp, Pro I Project Desc.: inc. -rao L— e, Po 3 J =•'' ! !. !' i(. l D, .i' . f.eY ' , .t)` k:+N;ej:. 3N Y. . 9k> tr. w 5 al ,I►Q9 jtli to 2 AUG 2012, 4 09P1A ` 1111' Description : Capadty HSS8x8x518 Columns Note: Only non -zero reaction Y s are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D+Lr+E k -6.550 k 11.387 k `ilii' rd•r w• ;.x, 1' ?pn i K?h',}"nom: 2.1 ,ihr7,lG { - c s i'.tt ff ,1 j n: • : .: tr: r.: !k N, j gC! . !/.N.S!fi.[S;A !.IX 1• AIR.iA•+tT . O H; YS!1 , j Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 In 0.000 It 0.000 In 0.000 It Lr Only 0.0000 In 0.000 It 0.000 in 0.000 ft E Only 0,0000 in 0.000 ft 2.992 tri 15.000 ft I DAr 0.0000 in 0.000 ft 0.000 in 0.000 fl D+E 0.0000 in 0.000 ft 2.992 in 15.000 ft D+Lr+E 0.0000 in 0.000 ft 2.962 in 14.899 ft Depth = 8.000 in I xx = 146.00 inA4 J = 244.000 inA4 Web Thick = 0.000 in SX x = 36.50 in -3 Flange Width = 8.000 in R xx = 2.990 in Flange Thick = 0.624 in Area = .16.400 inA2 I yy = 146.000 inA4 Weight = 59.111. plf S yy = 36.500 In A3 R yy = 2.990 in 1: Yog = 0.000 in -------................................-- A1%A Loads..._.__....—.__. -------...._.._.....---- I nv: - 1 I c. 0 N i n c = i I I I Loads are total entered value. Armrvs do not reflect abeohde dlrewon. Gouvis Engineering Title: Club House Jobe 62670 4400 Campus Drive Engineer:. Shawn Newport Beach Project Desc.: consulting group, inc. I eg Description : Existing Column(N-10) For. Gravity Calculations per AISC 360-05,:IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2010 CBC & ASCE 7-05 Steel Section Name: TS6x6x114 Overall Column Height 15.0 ft Analysis Method: Allowable Stress Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Stress Ratios Maximum Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns: E : Elastic Bending Modulus 29,000.0 ksi Location X -X (width) axis : Unbraced Length for X -X Axis buckling = 15 fl, K = 2.1 Load Combination ; 2010 CBC & ASCE 7-05 Location Y -Y (depth) axis *:Unbraced Length for X -X Axis buckling = 15 ft, K = 2.1 Applie4lL;Qaa„, , r cs` ; {';ti 12.08 ft Service loads entered. Load Factors will be applied for calculations Column self weight included: 303.944 lbsDead Load Factor 0.00 ft +D+Lr+H 0.329 AXIAL LOADS ... 0.00 ft 0.000 Beams 21+20: Axial Load at 15.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D = 4.60, LR = 4.10 k. .: MON.r,.a. vti. y "` hj;:' %g,irFi,y.., , V„ t :,:yrl ;;il; :7:n• PASS 0.00 ft Bending & Shear Check Results PASS 0.00 ft PASS Max. Axial+Bending Stress Ratio = 0.3292 :1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X -X 0.0 k Location of max.above base 0.0 fl Bottom along X -X 0.0 k At maximum location values are ... PASS Top along Y -Y 0.0 k Pa: Axial 9.004 k Bottom along Y -Y 0.0 k Pn / Omega: Allowable 31.924 k Ma -x : Applied -0.7250 k -ft Maximum SERVICE Load Deflections ... Mn -x / Omega: Allowable. 27.315 k -ft Along Y -Y 0.1593 in at 15 -Oft above base Ma -y: Applied -0.7250 k -ft for load combination : D+Lr Mn -y / Omega: Allowable 27.315 k -ft Along X -X 0.1593 in at 15 -Oft above base @ Base @ Top for load combination: D+Lr PASS Maximum Shear Stress Ratio = 0.0 : 1 k Load Combination k Location of max.above base 0.0 ft k At maximum location values are ... k Va : Applied 0.0 k k Vn / Omega: Allowable 0.0 k Loa 'Co fjpn".,(fi,7:" M} 1p : J,'1„'`jfc: ^ ; ;:.. A .F =-f:•~ Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.105 PASS 12.08 ft 0.000 PASS 0.00 ft +D+Lr+H 0.329 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.292 PASS 0.00 ft 0:000 PASS 0.00 ft +0+0.750Lr+0.750Lf0.750W+H 0..292 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.292 PASS 0.00 ft 0.000 PASS 0.00 ft .. , 'i` r3': .4fYysu•.4.rfii 8"'Nl , fjbirA ; _M.ailmijfri ,:y;r;,44gg5 ;.^ Note Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Axial Reaction • Load Combination @ Base @ Top @ Base @ Top @ Base . D Only k k 4.904 k Lr Only k k 4,100 k D+Lr k k 9.004 k _ MaXitritl i;i f18G Qji' fo .► a G i i►dl► Yl. h ., U 4fr t l rt. d y::r; Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0842 in 15.000 H 0.084 In 15.000 H Lr Only 0.0751 In 15.000 ft 0.075 in 15.000 ft D+Lr 0.1572 in 14.899 ft 0.157 in 14.899 ft Y::.. Q,(•rJ:. ((..¢{:n om f'}:.]:pp. (QQ( l.: ,:'-{.:j\. jy, flj r Steef'VQC%tQl1 JIVYf"INYd 'ryt tl4l^^.ytJ1.,. .+l/C ! ' . GuovioEn0neorin0 Title: QuhHouse' Job# 62670 44ODCampus Drive Shawn Newport Beach r oo uos ~^~^~^, co"su""nxro"ppc. _~- uevulp"m. ^~^ lu`~~III Ike- °, Ful "=, ` Flange Width 6.000 in R xx 2.330 in Flange Thick' o2n m ' Area = 5.590inA2 |yy = 30.300'inv Weight = 20.263 of oyy = 10jO m-3 xyy ~ 2.330m Ycg 0.000 in ' _—_^... ... ....... '...... *.... .... '.... ---- ' —'--_ - — .............. ...... —.... .... ' x Loads are total entered alus AfMWS-do not Mf(eCt absolute dke it Gouvis Engineering Title : Club House Job # 62670 4400 Campus Drive Engineer: Shawn a New ort Beach Project Desc.: consu/ring group, inc. Description Existing Column (Q-10)and (R-10) For Gravity •--•1 11iaas ' li i'fA•41fl1z's°'E. '' i t as <t`a'A epS? f 2 sr{ >?;vt?2' s:"•,%ii!- §; ' ?`. Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2010 CBC & ASCE 7-05 1p f( :x;rt )•ni n 5}y1, ,pj /y ?,.V _ J ... 1 t ilii .ifA7b .R.7N.tl } X.i ''.' lxS 'F w Wi Y, 'S\!;Re". Steel Section Name: TS6x6x114 Overall Column Height 15.0 ft Analysis Method : Allowable Stress Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi X -X (width) axis : Unbraced Length for X -X Axis buckling = 15 ft, K = 2.1 Load Combination : 2010t' CBC & ASCE 7-05 Y -Y (depth) axis :Unbraced Length for X -X Axis buckling = 15 ft, K ='2.1 .::I:. h'sz:'., 1•"t cc 3•Ii'•uj( ..ffr r i l } •r ty th :f `+:%r,:r:'/{J ;i ': S'+`i'L ':{ rksat . I ,;a,Y r/v r ? : : u..: ,,it;,,,,P, ;., Service loads entered. Load Factors will be applied for calculations Column self weight included: 303.944 lbsDead Load Factor AXIAL LOADS .. . Beams 6+5: Axial Load at 15.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D = 6.10, LR = 3.30 k i'', :•.f (j ;jj ..t:yy .:4 !) ':.i:' SkYi ' .i .Y ±2tdii;iA Yi.:3 ;!i t; :`.i - Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3550 ;1 Maximum SERVICE Load Reactions . . Load Combination +D+Lr+H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are ... Top along Y -Y 0.0 k Pa : Axial 9.704 k Bottom along Y -Y 0.0 k Pn /^Omega: Allowable 31.924 k Ma -x: Applied -0.7833 k -ft Maximum SERVICE Load Deflectlons ... Mn -x/ Omega: Allowable 27.315 k -ft Along Y -Y 0.1721 in at 15.0ft above base Ma - y: Applied -0.7833 k -ft for load combination : D+Lr Mn -y/ Omega: Allowable 27.315 k -ft Along X -X 0.1721 in at 15.Oft above base for load combination : D+Lr PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega : Allowable 0.0 k ; ;r ;•...... :,T,•w!It.o.,'f+lli:Y " :j' [:•. Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.234 PASS '0-00ft 0.000 PASS 0.00 ft +D+Lr+H 0.355 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.325 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.325 PASS .: 0.00 ft 0.000 PASS . 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.325 PASS 0.00 ft 0.000 - PASS 0.00 ft " . .. ............. a1 ....FJ,. .... Note: Only non -zero reactions are listed X -X Axis Reaction . Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 6.404 k Lr Only k k 3.300 k D+Lr k k 9.704 k t`,':fVi Klt t1 1'ia efle libns f9rr iAst C > Ibin xi iiat3l • 'N'N)) a;tbre -1 6a1i$ o J:. Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.1117 in 15.000 ft 0.112 In 15.000 ft Lr Only 0,0604 In 15.000 ft 0.060 in 15.000 ft D+Lr 0.1698 in 14.899 ft 0.170 in 14.899 ft : ` 197•: „:.fA :y . .. . ,rfi:i:.V Y';% Cl/ `l( / l Gouvis Engineering 4400 Campus Drive Newport Beach consulriuggroup, inc. Description: Existing Column (Q-10)and (R-:10) For Gravlly R yy Ycg = 0.000 in Title: Club House Job # 62670 Engineer: Shawn Project Desc.: -r//,rirl de 1 AU02012. 4:59PM ju.su m^4 _ 10.10 inA3 2.330 in 30.300 inA4 = 10.100 inA3 2.330 in - I ' I 1. t i 1 8 x j (I I i Y ; B.ODin I Leads are Intel enl.... value. Attars do notreflect absolute direction. 44 Depth = Depth 6.000 In I xx Web Thick = 0.000 in S xx Flange Width = 6.000 in R xx Flange Thick = 0.250 in Area = 5.590 inA2 1 yy Weight = 20.263 pif S yy R yy Ycg = 0.000 in Title: Club House Job # 62670 Engineer: Shawn Project Desc.: -r//,rirl de 1 AU02012. 4:59PM ju.su m^4 _ 10.10 inA3 2.330 in 30.300 inA4 = 10.100 inA3 2.330 in - I ' I 1. t i 1 8 x j (I I i Y ; B.ODin I Leads are Intel enl.... value. Attars do notreflect absolute direction. Gouvis Engineering Title: Club House Job # 62670 4400 Campus Drive Engineer: Shawn GOMS Newport Beach Project Desc.: 1 consukinggroup, inc. Description • Existing Column (M-10) YtIt) Me, ,, nS n v, '.' NO R'" si W. K, -,R'.S'. lt t✓ff>{sr._: n; va Calculations per AISC 360-05, IBC 2009, CSC 2010, ASCE 7-05 Load Combinations Used: 2010 CBC & ASCE 7-05 f;.d-:Yl. 1 ,, pt i l Wr/NN0WMWW6.i+... Steel Section Name: TS6x6x114 Overall Column Height 15.0 it Analysis Method : Allowable Stress Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi' X -X (width) axis : Unbraced Length for X -X Axis buckling =15 it, K = 2.1 Load Combination: 2010 CBC & ASCE 7-05 . Y -Y (depth) axis :Unbraced Length for X -X Axis buckling = 15 ft, K = 2.1 ?.. y .r•Y ...I •Y."Y'y Pi' ';:: t.i yy' i1? f ::`iii:. v.j `::. ,t,: :'j' ' Service loads entered Load Factors will be applied for calculations Column self weight included: 303.944 lbs " Dead Load Factor AXIAL LOADS ... Beam 18+21: Axial Load at 15.0 it, 0 = 5.70, LR = 5.20 k BENDING LOADS ... Max Lateral: Lat. Point Load at 15.0 it creating Mx -x, E =1.360 k Bending & Shear Check Results .' k PASS Max. Axial+13ending Stress Ratio = 0.6588 Load Combination I +D+0.75OLr+0.750L+0.5250E+H k Location of max.above base 0.0 At maximum location values are ... k Pa: Axial 9.904 Pin / Omega: Allowable 31.924 Ma -x: Applled -10.710 1 Maximum SERVICE Load Reactions.. Top along X -X 0.0 k it Bottom along X -X -0.0 k Top along Y -Y 0.0 k k Bottom along Y -Y 1.360 k N k 3 k -ft Maximum SERVICE Load Deflections .. . Mn -x /Omega: Allowable 27.315 k -fl Along Y -Y .994 in at 15.0ft above base Ma -y: Applied 0.0 k -ft for load combination: E my Mn -y / Omega : Allowable 27.315 k -ft Along X -X 0.0 in at 0.0 ft above base for load combination: PASS Maximum Shear Stress Ratio = 0.02335 : 1 Load Combination +D+0.70E+H 7r Location of max.above base 0.0 it e At maximum location values are ... Va : Applied 0.9520 k Vn l Omega : Allowable 40.775 k a-.,1 . $ ults k k 6.004 k Lr Only k k 5.200 k E Only k •1.360 k k D+Lr k Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.188 PASS 0.00 it 0.000 PASS 0.00 ft +D+Lr+H 0.351 PASS 0.00 it 0.000 PASS 0.00 it +D+0.750Lr+0.750L+H 0.310 PASS 0.00 it 0.000 PASS 0.00 it +D+0.70E'+H 0.617 PASS 0.00 it 0.023 PASS 0.00 it +D+0.750Lr+0.750L+0.750W+H 0.310 PASS 0.00 ft 0.000 PASS 0.00 it +D+0.750Lr+0.75OL+0.5250E+H 0.659 PASS 0.00 it 0:018 PASS 0.00 it +D+0.750L+0.750S+0.5250E+H 0.486 PASS 0.00 it 0.018 PASS 0.00 -if +O.60D+0.70E+H 0.579 PASS 0.00 it 0.023 PASS 0.00 it z, S( fifU t .v ;,;;,i ..::,F',rr: • Nl,.. yd... l4.1 `• tQ.-• '==";•;•: '=::,,:,::;:v:.:..,.c. , r t'ta ,:• Note' Only non -zero reactions are listed X,, -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 6.004 k Lr Only k k 5.200 k E Only k •1.360 k k D+Lr k k 11.204 k D+E k -1.360 k 6.004 k Gouvis.Engirieering Tide: Club House Job# 62670 4400 Campus Drive Engineer: Shawn Newport Beach Project Desc.: consulriuggroup, inc. Plitt : I AUG 2012. 8:08PM Description: Existing Column NOW, MAN]" Note: Only non -zero reactions are listed, X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D+Lr+E k -1.360 k --11.204 -k bit` NO' V 'a' Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 it 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 it 0.000 in 0.000 it E Only 0.0000 in 0.000 it. 2.994 in 15.600 ft D+Lr 0.0000 in 0.000 it 0.000 In 0.000 ft D+E 0.0000 in 0.000 It 2.994 in 15.000 it D+Lr-tE 0.0000 in 0.000 It 2.963 in 14.899 ft Depth = 6.000 in I xx = 30.30 in -14 J = 48.500 inA4 Web Thick = 0.000 in S xx = 110.110 in A 3 Flange Width = 6.000 in R xx = 2.330 in Flange Thick = 0.250 in Area = 5,590 iAA2 I yy = 30.300 in,14 Weight = 20.263 pif S yy = 10-100 in A 3 R yy = 2.330 in Yog = 0.000 in X Loads are total entered value. Anum do not reflect absolute direction. Gouvis Engineering Title: Club House Job # 62670 4400 Campus Drive Engineer: Shawn Newport Beach Project Desc.: consultinggroup, iric. ti.°''tta .r•_ yL Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 201,0 CBC & ASCE 7-05 y j Maximum Axial +Bending Steel Section Name: TS6x6x1/4 Maximum Shear Ratios Overall Column Height 15.0 ft Analysis Method:. Allowable Stress Stress Ratio Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade +D+0,70E+H 0.528 PASS 0.00 ft Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi +D+0.750Lr+0.750L+0.5250E+H 0.397 PASS X -X (width) axis : Unbraced Length for X -X Axis buckling = 15 fl, K = 2.1 Load Combination: 2010 CBC & ASC E 7-05 PASS Y -Y (depth) axis :Unbraced Length for X -X Axis buckling = 15 ft, K = 2.1 ?r' !jr• :ivy`` `f' : {_'; pfp ? ik,Ar,R:•Y<a ::t,;+s:: ;:;>_s.=a,,: ,w " •r"-% 0.00 ft Service loads entered Load Factors will be applied for calculations Column self weight included . 303.944 lbs * Dead Load Factor 0.00 ft +0.60D+0.70E+H 0.526 PASS BENDING LOADS ... 0.023 PASS Lat. Point Load at 15.0 ft creating Mx -x, E =1.360 k' ' ''R ' "`t 's` . !°' f t r` '' .,z, . rF.rCf%ry`Vfr•,.gr ' ,5`zt P.; S... a $f'>< yqyry 1 rr sr•;,cs,-; .:;•. i.: T. 7G7.V.W ft; .ec {+lk n £'` : 1,'i> Y. ,cRria :•:, •.: •;: •.• 9 'CS ,i Y f'v' t•3 t` i.':''t','S +' ,.'7fi;^i' i Bending & Shear Check Results - PASS Max. Axial+Bending Stress Ratio = 0.5275 :1 Maximum SERVICE Load Reactions..' Load Combination +D+0.70E+H Top along X -X 0.0 k Location of max.above base At maximum location values are 0.0 ft Bottom along X -X 0.0 k ... Pa: Axial 0.3039 k Top along Y -Y 0.0 k Bottom along Y -Y 1.360 k Pn / Omega: Allowable 31.924 k r Ma -x: Applied -14.280 k -ft Maximum SERVICE Load Deflections ... 3 Mn -x / Omega: Allowable 27.315 k -ft Along Y -Y ZN4,in at 1 -5 -Oft above base Ma -y : Applied 0.0 k -ft for load combination : E Only Mn -y / Omega: Allowable 27.315 k -ft Along X -X 0.0 in at 0.0ft above base Load Combination Max. X X Deflection Distance Max. Y -Y Deflection for load combination PASS Maximum Shear Stress Ratio = 0.02335 :1 E Only 0.0000 in 0.000 ft Load Combination +D+0.70E+H 14.699 ft Location of max.above base 0.0 ft 3 At maximum location values are ... Va : Applied 0.9520 k Vn / Omega: Allowable 40.775 k 1. NNW— NNW ,< + ..V J , L'•.' . Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status .Location +D+0,70E+H 0.528 PASS 0.00 ft 0.023 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.397 PASS 0.00 ft 0.018 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.397 PASS 0.00 ft 0.018 PASS 0.00 ft +0.60D+0.70E+H 0.526 PASS 0.00 ft 0.023 PASS 0.00 ft ' ''R ' "`t 's` . !°' f t r` '' .,z, . rF.rCf%ry`Vfr•,.gr ' ,5`zt P.; S... a $f'>< r-f } '-i I. + : •..a••P :rte + •^sct.• Note: Only non -zero reactions are listed X X Axis Reaction Y -Y Axis Reaction Axial Reaction • Load Combination @ Base @ Top @ Base @ Top @ Base E Only k -1.360 k k .s:.My. tj<< r : r: p`YrI {1• ,'nl- } }` :. ::•:+- qp.<, .., I .. _ _ Load Combination Max. X X Deflection Distance Max. Y -Y Deflection Distance E Only 0.0000 in 0.000 ft 2.963 in 14.699 ft Gouvis'Engineering Title: Club House Job # 62670 4400 Campus Drive Engineer: Shawn Project Desc.: IS sR Hi a aV4 Newport Beach 1 consulting grotip, inc. ted. 1 AUG 2012, 5:1 Phi Description : Existing Column (M-10) For Lateral "StiedScflkh Pfdp'fN 1 ONE > +- Depth = 6.000 in I xx - 30.30 in"4 J = . 48.500 In"4 Web Thick = 0.000 In S xx = 10.10 in^3 Flange Width = 6.000 in R xx = 2.330 in Flange Thick = 0.250 in Area = 5.590 in^2 I yy = . 30.300 in"4 Weight = 20.263 plf S yy = 10.100 in"3 R yy = 2.330 in Ycg = 0.000 in Gouvis Engineering 4400 Campus Drive GOUVISS��61A��P9�B Newport Beach consultinggroup, inc, oiirl j: r.rrrr9 Description : Existing Column (M-10) For Gravity •;, v"[ s�Ci s^ +:;• r�'`'! f1�' t' ''1M`tr�'�y, lie Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2010 CBC & ASCE 7-05 Title: Club House Engineer: Shawn Project Desc.: 7�a6e Job # 62670 1:f L _ Ninted: I AUG 2012. 5: 1 Steel Section Name: TS6x6x1/4 Overall Column Height 15.0 ft Analysis Method: Allowable Stress Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E: Elastic Bending Modulus 29,000.0 ksi X -X (width) axis : Unbraced Length for X -X Axis buckling =15 ft, K = 2.1 Load Combination : 2010 CBC & ASCL 7-05 Y -Y (depth) axis :Unbraced Length for X -X Axis buckling = 15 ft, K = 2.1 f'i: �+g � )!/• i rTM `�5;1QN.1i � lif?: K�'�i$`<••.��il:Y�tl�(YM 'j :: • 7 `i "9 Service loads entered Load Factors will be applied for calculations Column self weight included: 303.944 lbs ' Dead Load Factor Load Combination AXIAL LOADS .. . Location of max.above base 0.0 .f Beams 18+21: Axial Load at 15.0 ft, Xecc = 1.000 in, Yecc = 1.000 in, D = 5.70, LR = 5.20 k UN4"r1'�i✓��jt�f�'{yy 2nr iTn�.� h �.`�+�, _f .�__`. At maximum location values are .. . Bending & Shear Check Results Va : Applied 0.0 k PASS Max. Axial+Bending Stress Ratio = 0.4101.:1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X -X 0.0 k Location of max.above base 9.362 ft Bottom along X -X 0.0 k At -maximum location values are ... Top along Y -Y 0.0 k Pa: Axial 11.204 k Bottom along Y -Y 0.0 k Pn / Omega: Allowable 31.924 k Load Combination Stress Ratio Status Location Ma -x: Applied -0.9083 k -ft Maximum SERVICE Load Deflections ... Mn -x / Omega: Allowable 27.315 k -fl Along Y -Y 0.1996 in at 15.Oft above base Ma -y: Applied -0.9083 k -ft for load combination: D+Lr Mn -y / Omega: Allowable 27.315 k -ft Along X -X 0.1996 in at 15.Oft above base 0.000 PASS for loa-d combination: D+ Lr PASS .Maximum Shear Stress Ratio= 0.0 1 Load Combination Location of max.above base 0.0 .f At maximum location values are .. . Va : Applied 0.0 k Vo / Omega: Allowable 0.0 k. Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.129 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.410 PASS 9.36 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.362 PASS 4.03 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.362 PASS .4.03 ft 0.000 PASS 0.00 ft +D40.750Lr4O.750L+0.5250E+H 0.362 PASS 4.03 ft 0.000 PASS 0.00 ft Ntak( ufi a �tldna linfa�te-WAI r Note: Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 6.004 k Lr Only k k 5.200 k O+Lr k k 11.204 k };;3^ iii; �CLr.yy., X,�ltu►�iMoil'isior dad Q hin�at�o"'s ` int��fi�t` l ti -f, Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.1044 in 15.000 ft 0.104 in 15.000 ft Lr Only 0.0952 in 15.000 ft 0.095 in 15.000 ft D+Lr 0.1969 in 14.899 ft 0.197 in 14.899 ft tfe�Ctib�t riropf3� R t. , Gouvis Engineering 4400 Campus Drive Newport Beach consulruiggmup, inc. Description: ExlstIng Column (M-10) For Gravity M..: ffir x Y: o `• V C 3.t! "F h' 7 °7.!':. (V t; ,'S>' Title: Club House Job # 62670 Engineer: Shawn Project Desc.: _r 1 P✓✓aye x/13//filed: 1 AUG 2612.5: Depth = 6.000 in I xx - 30.30 m'14 J = 48.500 inA4 Web Thick = 0.000 in S xx = 10.10 inA3 Flange Width = 6.000 in R xx = 2.330 in Flange Thick = 0.250 in Area = 5.590 inA2 1 yy = 30.300 inA4 Weight = 20.263 plf S yy = 10.100 inA3 R yy = 2.330 in Ycg = 0.000 in ............................................................................. ....... ... ........... ....... ........... .. x Jf Loads am total entered value. Afr do not reflect obsolule di action. Gouvisengineering consulting group, inc. q9mLnL,o,,,rSUO,b year.. .......... .......... .......... ........ ............. .......... . ....... ........... . ..... .... . ..................... ........... .30 ........... ........... ........... ........... ........... .......... ......... . ........... ...... .... ..... ..... ........... ........... ........... ........... ........ .. .................. ............. q.......... ........... ........... ........... ........... ............ .......... . a ........... ........... I.: : ............ .... ................ ........... . ......... ........... ........................ .......... ........... .......... ........... ........... ..................... q.......... .... ................ ........... .......... ........... ....... /, ........... .......... ........... ........... ........... . ..................... .. ........... ........... ........... ........... ......... . ......... . ......... ........... ................ .......... .......... ........... ........... :, :.........:.........:..................................:..........:...........:..........:...........:...........:...........:...........:.......... ............ .................... ............ .......... .......... .......... ......... ............. wLNisengineering SHEET .consultinggroup, inc. JOB NO' Celebrarin_n o`ur, &year CLIENT No PLAN NO: fI ATC Gouvis Engineering Title: Club House Job # 62670 4400 Campus Drive Engineer: Shawn Newport Beach Project Desc.: consultinggroup, inc. , Z O /1 J • L r Primed: 3tAUG 21112, 528F%j Description: Lateral Capacity of Existing Flag Pole footings Calculations per IBC 2009 1807.3, C8C 2010, ASCE 7-05 — Load Combinations Used: 2010 CBC & ASCE 7-05 Pole Footing Shape RE Footing Width ...... . ....... . Calculate Min. Depth for Allowable Pressures .Lateral Restraint at Ground Surface Allow Passive .................. Max Passive ................... Controlling Values Governing Load Combination: +D470E+H Lateral Load Moment 250.0 pcf 1,500.0 Psi 1:176k 17.640 k -ft Restraint @ Ground Surface 0.000 Pressure at Depth ;. Actual 1,329.26 psf Allowable 1,330.0 psf Surface ketraint Fora 10,547.3 lbs Footing Base Area 6.250 ft"2 Maximum Soil Pressure 1,744 ksf l.. • . viii ::;i,.=;ti k.i;i? ' ii,4iji&'i ij,' iiif ,Siii 0.000 0.000 ;. 0.0 31.3 1.000 Lateral Concentrated Load Lateral Distributed Load Applled Moment Vertical Load D: Dead Load k k/ft k -ft 5.70 k Lr: Root Live k k/ft k -ft 5.20 k L : Live k k/ft k -ft k S : Snow k k/ft k -ft k W: Wind k k/ft k -ft k E : Earthquake 1.680 k k/ft k -ft k H : Lateral Earth k kilt k -ft k Load distance above TOP of Load above ground surface 1,246.9 1.330 ground surface 15.0 ft ft 17.640 4.00 1,329.3 BOTTOM of Load above ground surface 1.330 ft +D+Lr+H 0.000 0.000 0.13 0.0 31.3 1.000 +D•+0.750Lr+0.750L+H 0.000 0,000 0.13 0.0 31.3 1.000 i-D+0.70E+H 1.176 - 17.640 4.00 1,329.3 1,330.0 1.330 +D+0.750Lr+0.750L+0.750W+H 0.000 0.000 0.13 - 0.0 31.3 1.000 +D+0.750Lr+0,750L+0.5250E+H 0.882 13230 3.75 1,134.3 1,246.9 1.330 +D+0.750L-0.5250E+H 0.882 13.230 3.75 1,134.3 1,246.9 1.330 +0.60D+0.70E+H 1.176 17.640 4.00 1,329.3 1,330.0 1.330 Gouvis Engineering Title: Club House Job# 62670 4400 Campus Drive Engineer: Shawn Newport Beach Project Desc.: consultinggr6up, inc, F+ I& "QQ VAUAWO UOU11111 NIVONI MAN 141,001,411,111AIN Calculations per IBC 2009 1807.3. CBC 2010, ASCE 7-05 Load Combinations Used: 2010 CIBC & ASCE 7-05 [IN BROWN , x5fFx Pole Fooling Shape Circular Footing Diameter .............. 18.0 in Calculate Min. Depth for Allowable Pressures k/ft Lateral Restraint at Ground Surface L : Live Allow Passive .................. 250.0 Pcf Max Passive ................... 1,500.0 psi Controlling Values Governing Load Combination: 1".70E+H Lateral Load Moment Restraint @ Ground Surface 1 Pressure at Depth 1 1 Actual I Allowable Surface Retraint Force Footing Base Area Maximum Soil Pressure 3.150 k 66-150 k -ft 1,971.60 Psf 1,995.0 psf 17,567,3 lbs 1.767 ft'12 0.0 ksf Ok J 0 A.......... B-3 0,01 -, Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D : Dead Load k kilt k -ft k Lr: Roof Live k k/ft k -ft k L : Live k kiff k -ft k S: Snow k kIft k -ft k W: Wind k k1ft k -ft k E Earthquake 4.50 k kift k -ft k H Lateral Earth k kift k -fl k Load distance above TOP of Load above ground surface ground surface 21.0 ft ft BOTTOM of Load above ground surface ft J.1011 MAW 9.75 1,971.6 1,995.0 1.330 +D+0.750Lr+0.750L+0.5250E+H 2.363 49.613 8.50 1,945.6 1,995.0 1.330 +D+0.750L+0.525.0E+H 2.363 49.613 8.50 1,945.6 1,995.0 1.330 +0.60D+0.70E+H 3.150 66.150 9.75 1,971.6 1,995.0 1.330 Gouvis Engineering Title:. Club House Job # 62670 4400 Campus Drive Engineer: Shawn Newport Beach Project Desc::� ronMringgroarp, inc. J� Awe ir�:[t�'i<a�� t ��, C 1Yi1�1i1T4.fii[tf.l��}111 Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-05 Load Combinations Used: 2010 CBC & ASCE 7-05 i \.'�'i.':,:`.':i'it:`i`1. 5 �1`'•4:I:�r,:,, t �v,A. ;��h��4��1�•�d,�S��•d.`1.f� , hF �'`4�t� f" LF�t�)'d Y(SS1 L33 4 1'�i: Pole Footing Shape Circular Footing Diameter .............. 18.0 In Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive .................. 250.0 pcf , Max Passive ................... 1,500.0 psf Controlling Valuers Governing Load Combination: +D+0.70E+H Lateral Load 4.550 k Moment 68.250 k -ft Restraint @ Ground Surface Pressure at Depth I Actual ' - 1,983.02 psf ' Allowable 1,995.0 Psf Surface Retraint force 19,236.7 lbs Footing Base Area 1.767 ft^2 i Maximum SoN Pressure 0.0 ksf 1.0ttgo mw,=,w, Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D : Dead Load k k/ft k -ft 0.0 k Lr : Roof Live k kilt k -ft 0.0 k L : Live k k/ft k -ft k S: Snow k k/ft k -ft k W: Wind k k/ft k -ft k E : Earthquake 6.50 k k!ft k -ft k H: Lateral Earth k loft k -ft k Load distance above TOP of Load above ground surface ground surface 15.0 ft ft BOTTOM of Load above ground surface ft ----- --•-"" o.uu ,,auu.v 1,.7pom 1.1511V +D+0.750Lr+0.750L+0.5250E+H 3.413 51.188 8.63 1,949.6 1,995.0 1.330 +D+0.750L+0.5250E+H 3.413 51.188 8.63 1,949.6 1,995.0 1.330 +0.60D+0.70E+H 4.550 68.250 9.88 1,983.0 1,995.0 1.330 GOLTVIIS!!Iting group, ilic. ,-r50,hyear ..... ........ ... ....... ........ ........... .......... .... ........... ......... ........... ........... ..... ..... A .........re... ........... . ......... ........... . ..... .. . ... ...... . ......... ......... ........... ........... . ......... .......... .. ......... . ......... ............... .. .. ...... . ..... ... .. ...... . ......... . ......... . ...... ......... SHEET J013 NO CLIENT PLAN NO' 4,e DATE ........... .......... ... ........... ........... ....... ... ...................... . ........... ........... ........... ......... . . 'S"....3.1. ........... ........... ........... ........ .. ........... ............ .. ........ ....... ... ......... ............ ............. Gouvisengineering consulting group, inc. qel— rar Mth year SHEET . JOB NO CLIENT PLAN NO: TOW. Gouvis Engineering Group 4400 Campus Newport Beach, CA 92660 Title : 6' retaing wall Gravity Page: i Job # : 62670 Dsgnr: Shawn Date: AUG 3,2012 Description.... This Wall in File: c:ldocuments and settingslsnoori gouvisl Retain Pro 9 ©1989 -2011 Ver. 9.24 8166 RegistrationM RP -1161346 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: GOUVIS ENGINEERING Criteria 1,095 psf OK Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 100.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied,to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In Desi n Summa Wall Stability Ratios Overturning = 2.15 OK Sliding = 1.70 OK Total Bearing Load = 2,521 lbs ...resultant ecc. = 8.13 in Soil Pressure @ Toe = 1,095 psf OK Soil Pressure @ Heel - 45 psf OK Allowable = . 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,534 psf ACI Factored @ Heel = 64 psf Footing Shear @ Toe = 10.9 psi OK Footing Shear @ Heel = 8.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,223:0 lbs less 100% Passive Force = - 821.5 lbs less 100% Friction Force = - 1.260.716s Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Itis, OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = . 110.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore The above lateral load for passive pressure = 0.00 in Lateral. Load Applied to Stem- Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0:00 ft The above lateral load Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf Adjacent Footing Load - Adjacent oo ng Load 0.01rs Footing Width = . 0.00 It Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type - . Line Load Base Above/Below Soil 8.00 at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Reliar Placed at = Edge Design Data fb/FB + fa/Fa = 0.585 Total Force @ Section lbs = 1,313:5 Moment.... Actual ft-# = 2,932.4 Moment..... Allowable = 5,015.8 Shear..... Actual psi = 20.8 Shear..... Allowable psi = 69.7 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 45.00 j LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi= 1,500 Fy psi = 60,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy in= 7.60 Medium Weight LRFD psi = psi = Retain Pro Sollware 60 2009 HBA Publications, Inc. Licensed to: GOUVIS ENGINEERING www. Retain Pro. coin All Rights Reserved Newport Beach. CA 92660 Gouvis Engineering Group 4400 Campus Newport Beach, CA 92660 Title 6' retaing wall Gravity Page?► Job#. :.62670 Dsgnr: Shawn Date: AUG 3,20 2 Description.... This Wali in File: c:ldocuments and settin slsnoori. ouvisl Retain Pro 9 ©1889.2011 Ver: 9.24 8165 Reglstratlon4: RP -1161346 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: GOUVIS ENGINEERING Footing Dimensions & Strengths Toe Width = 2.25 ft Heel Width = 2.17 Total Footing Width = 4.42 Footing Thickness = 18.00 in Key Width = 8.00 in Key Depth = 8.00 in . Key Distance from Toe = 2.25 ft fc = 2, 500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Sim .= 3.00 in Footing Design Results 3,639.7 Sloped Soil Over Heel = Toe. Heel Factored Pressure = 1,534 64 psf Mu': Upward . = 3,696 347 ft-# Mu': Downward = 920 1,951 ft-# Mu: Design = 2,776 1,604 ft-# Actual 1 -Way Shear = 10.92 8.77 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in "Axial live load NOT included in total displayed or used for overturning Key Reinforcing = None Spedd Other Acceptable Sizes 8r Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S ` Fr Key: Not req'd, Mu < S . Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING....: .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft # lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = 984.4 2.50 2,460.9 238.6 3.75 894.9 Total = 1,223.0 O.T.M. = 3,355.8 ResistingfOverturning Ratio = 2.15 Vertical Loads used for Soil Pressure 2,521.4 lbs DESIGNER NOTES: Soil Over Heel = 992.2 3.67 3,639.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 468.0 2.58 1,209.0 Earth @ Stem Transitions= Footing Weight = 994.5 2.21 2,197.8 Key Weight = 66.7 2.58 172,2 Vert. Component = Total m 2,521.4 lbs R.M.= 7,218,8 "Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Retain Pro Software 0 2000 HBA Publications, Inc. Licensed to: GOUVIS ENGINEERING www.RetainPro.coin All Rights Reserved Newport Beach, CA 92660 a Title 6' retairig wall Sets Pagei Gouvis Engineering Group Job# 62670Dsgnr: Shawn Date: AUG 3,2012 4400 Campus Description.... {{, Newport Beach, CA 92660 Y//t!{4t e, This Wall in File: c:ldocuments and seftin s\snoori. ouvisl Retain Pro 9 01989 - 2011 Ver: 9.24 8166 Registration#; R124181346 RP9.24 Canti levered. Retain i ng Wall Design Code: CBC 2010 Licensed to: GOUVIS ENGINEERING Criteria Lateral Load = Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall . = 0.00: 1 Height of Soil over Toe = '0.00 in Water height over heel = . 0.0 ft Surcharge Loads +1b) Surcharge Over Heel - 100.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load ADDlied to Stem Axial Dead Load - 0 0 Ib Soil Data Lateral Load = Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingilSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil s Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In Earth Pressure Seis L d Adjacent Footing Load AdjacentFooting Load= 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0:300 EMENFEmIC Oa Uniform Seismic Force = 150.000 Multiplier se = Total Seismic Force = 1,125.000 . (Multiplier used on soil density) t ,ta. Co, Jt.,.,) Retain Pro Software 0 2009 HRA Publications, Inc. Licensed to: GOLIVIS ENGINEERING All Rights Reserveo Newport Beach, CA 92660 www.RetainPro.com Gouvis Engineering Group 4400 Campus Newport Beach, CA 92660 Title 6' retaing wall Seis Page: _J I Job # 62670 Dsgnr: Shawn Date: AUG 3,2012 Description.... This Wall in File: c:\documents and settings\snoori gouvis\ Retaln Pro 9 ®1989 -20.11 Ver, 9.24 8166 Registration#: RP -1161345 RP9.24 Cantilevered Retaining Wall Design Code:.'CaC 2010 Licensed to: GOUVIS ENGINEERING Design Summary - Stem Construction - Top Stem Wall Stablllty Ratios CBC 2010 1.200 Design Height Above Fig ft= Stem OK 0.00 Overturning = 1.24 Ratio < 1.5! Wall Material Above "Hr' Masonry Design Method = LRFD Masonry Sliding = 1.20 Ratio < 1.5! Thickness = 8.00 W. Rebar Size = # 5 Total Bearing Load = 2,667 lbs Rebar Spacing = 18.00 ...resultant ecc. = 22'.16 in Rebar Placed at = Edge = 18.00 in Mu': Downward = 1,340. 1,951 ft-# Design Data = 8.00 in Mu: Design = 10,174 1,951 ft -,#Key Soil Pressure @ Toe = 2,900 psf OK fb/FB + fa/Fa - 0.967 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 1,952.5 Allowable = 3,000 psf Soil Pressure Less Than Allowable Moment....Actual ft #= 4,849.4 ACI Factored @ Toe = 4,061 psf Moment..... Allowable = 5,015.8 ACI Factored @ Heel = 0 psf Shear..... Actual psi = 31.0 Footing Shear @ Toe = 16.5 psi OK Shear..... Allowable psi = 69.7 Footing Shear @ Heel = 11.3 psi OK Wall Weight ' = 78.0 Allowable = 75.0 psi Rebar Depth 'd' in = 5.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 45.00 Lateral Sliding Force = 2,021.8 lbs LAP SPLICE IF BELOW in= less 100% Passive Force = - 1,093.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100% Friction Force = - 1,333.6 lbs Lap splice above base reduced by stress ratio Nook embedment reduced by stress ratio .Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 605.3 lbs NG rm psi= 1,500 Fy psi = 60,000 Solid Grouting Yes Load Factors Modular Ratio'n' = 21.48 Building Code Dead Load CBC 2010 1.200 Equiv. Solid Thick. in= 7.60 Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = LRFD Wind, W 1.600 Concrete Data fc =' Seismic, E 1.000 psi Fy = psi rFooting Dimensions & Strengths Footing Design Results Toe Width = 2.75 ft Toe Heel Heel Width = 2.17 Factored Pressure = 4,061 0 psf Total Footing Width = 4.92 Mu': Upward = 11,514 0 ft-# Footing Thickness = 18.00 in Mu': Downward = 1,340. 1,951 ft-# Width = 8.00 in Mu: Design = 10,174 1,951 ft -,#Key Key Depth = 12.00 in Actual 1 -Way Shear = 16.48 11.31 psi Key Distance from Toe = 2.50 ft Allow 1 -Way Shear. = 75.00 75.00 psi Toe Reinforcing = # 4 @ 7.75 in fc = : 2,500 psi Fy = 40,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 22.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @Top 2.00 @ Btm= 3.00 in . Toe: #4@ 7.751 n, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.25 in, #9@ 38 Heel: Not req'd, Mu < S " Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Retain Pro Software J 2009 HBA Publications. Inc. Licensed lo: GOUVIS ENGINEERING www.RetainPro.com All Rights Reserved Newport Beach, CA 92660 ,yst Title : 6' retaing wall Seis Page:Z Gouvis Engineering Group Job # : 62670 Dsgnr: Shawn Date: AUG 3,2012 4400 Campus Description.... Newport Beach, CA 92660 This Wall in Fite: c:Wocuinents and settingslsnoori gouvisl Retain Pro 90 1989 2011 Ver. 9.24 8165 Registration#: RP -1161346 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: GOUVIS ENGINEERING FigImmiry of Overturning & Resistin Forces & Moments ...OVERTURNING....M. .....RESISTING..... Force Distance oment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 984.4 2.50 2,460.9 Soil Over Heel = 992.2 4.17 4,135.8 Surcharge over Heel = 238.6 3.75 894.9 Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load . _ * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 798.8 4.50 3,594.4 Surcharge Over Toe = Stem Weight(s) = 468.0 3.08 1,443.0 Earth @ Stem Transitions= Total = 2,021.8 O.T.M. = 6,950.2 Footing Weighl = 1,107.0 2.46 2,723.2 ResistinglOverturning Ratio = 1.24 Key Weight = 100.0 2.83 283.3 Vertical Loads used for Soil Pressure = , 2,667.2 lbs Vert. Component = Total = 2,867.2 lbs R.M.= 8,585.4 If seismic included the min. OTM and sliding '09, 'Axial live load NOT included in total displayed or used for overturning ratios may be 1.1 per. IBC 1807.2.3. resistance, but Is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications. Inc. Licensed to: GOUVIS ENGINEERING www:l etainPro.com All Rights Reserved Newpoit Beach, CA 92660 Gouvls Engineering Group 4400 Campus Newport Beach, CA 92660 Title 6' retaing wall Seis(Alt) Page: 7— y Job # : 62670 Dsgnr: Shawn Date: AUG 3,2012 Description.... Without surcharge This Wall In File: c:ldocuments and settin Registration#. RP -1181346 R139.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: GOUVIS ENGINEERING Criteria Lateral Load = Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding .& Overturning Surcharge Over Toe - 0;0 psf NOT Used for.Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 25.0 (Multiplier used on soil density) Soil Data Lateral Load = Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel - . 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = .0.0 psf Uniform Seismic Force = 150.000 Total Seismic Force = 1,125.000 x r-ooring vvlotn = 0.00 it Eccentricity 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 it Poisson's Ratio = 0.300 -0/, b(I -u (, Retain Pro Software 0 2009 HBA Publications, Inc. Licensed to: GOUVIS [ENGINEERING www.RetainPro.cAm All Rights Reseived Newport Beach, CA 92666 ?k Gouvis Engineering Group 4400 Campus Newport Beach, CA 92660 Title 6' retaing wall Seis(Alt) Page:. Job # 62670 Dsgnr: Shawn Date: AUG 3,2012 Description.... Without surcharge Retain Pro 8 ©1968 2011 Ver. 8.24 816E This Wall in File: 0documents and settingslsnoori gouvlsl Registration M RP -1161345 RP9.24 Cantilevered Retaining Wall Design, Code: CBC 2010 Licensed to: GOUVIS ENGINEERING Design SummaryStem Construction Top Stem Stem OK Wall Stablllty Ratios Design Height Above F% ft= 0.00 Overturning = 1.42 Ratio < 1.51 Wall Material Above "Ht" = Masonry Sliding = 1.36 Ratio < 1.51 Thickness = 800 4V, Rebar Size = # 5 Total Bearing Load = 2,667 lbs R b S - ...resultant ecc. = 18.14 in Soil Pressure @ Toe = 1,875 psf OK Soil Pressure @ Heel = 0 psf OK Allowable - 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,624 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 16.5 psi OK Footing Shear @ Heel = 10.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,783.1 lbs less 100% Passive Force = - 1,093.8 lbs less 100% Friction Force = - 1,333.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 247.3 lbs NG 78.0 6V , ear paang - 16.00 Rebar Placed at = Edge Design Data 1.600 Earth, H fb/FB + fa/Fa = 0.784 Total Force @ Section lbs= 1,647.0 Moment.... Actual ft-#= 3,933.0 Moment..... Allowable = 5,015.8 Shear..... Actual psi= 26.1 Shear..... Allowable psi= 69.7 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 45.00 LAP SPLICE IF BELOW in= 75.00 psi HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data I'm psi= 1,500 Fy psi = 60,000 Solid Grouting = Yes Load Factors Toe Width Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths Toe Width = 2.75 ft Heel Width = 2.17 Total Footing Width - 4.92 Footing Thickness = 18.00 in Key Width = 8.00 in Key Depth = 12.00 in Key Distance from Toe = 2.50 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Modular Ratio 'n' = 21.48 Equiv. Solid Thick: in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data' fc psi = Fy psi = Footing Design Results Toe Heel Factored Pressure = 2,624 0 psf Mu' :.Upward = 7,442 0 ft-# Mu': Downward = 1,340 1,728 ft-# Mu: Deslgn - 6,102 1,728 ft-# Actual 1 -Way Shear = 16.46 10.01 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing _ # 4 @ 7.75 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = # 4 @ 22.25 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Retain Pro Software e, 2009 HBA Publications. Inc. Licensed to: GOLIVIS ENGINEERING www.RetainPro.com All Rights Reserved Newport Beach, CA 92660 Title 6' retaing wall Seis(Alt) Page• Gouvis Engineering Group Job # 62670 Dsgnr: Shawn Date: AUG 3,2012 4400. Campus Description.... Newport Beach, CA 92660 Without surcharge This Wall in File: c:ldocuments and settin slsnoori: ouvisl Retain Pro 9 ®1989.2011 Ver: 9.24 8165 Registration#: RP -1181346 RP8.24' Cantilevered Retaining Wall Design code: cec 200 Licensed to: GOUVIS ENGINEERING Summary of Overturnina & Resistina Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft -4 Heel Active Pressure = 984.4 2.50 2,460.9 Soil Over Heel = 992.2 4.17 4,135.8 Surcharge over Heel = Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 798.8 4.50 3,594.4 Total = 1,783.1 O.T.M. = 6,055.3 Res lsting/Overturning Ratio = 1.42 Vertical Loads used for Soil Pressure = 2,667.2 lbs If seismic Included the mina OTM and sliding ratios maybe 1.1 per IBC '09, 1807.2.3. DESIGNER NOTES: Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 468.0 3.08 1,443.0 Earth @ Stem Transitions= Footing Weight = 1,107.0 2.46 2,723.2 Key Weight = 100.0 2.83 283.3 Vert. Component = Total = 2,667.2 lbs R.M.= 8,585.4 • Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Retain Pro Software 0 2009 HBA Publications. Inc. Licensed to: GOLIVIS ENGINEERING www.RetainPro.coin All Rights.Reserved Newport Beach, CA 92660 Gouvls Engineering Group 4400 Campus Newport Beach, CA 92660 Title 6' retaing wall Seis(per code) Job # 62670 Dsgnr: Shawn Descrlption.... v✓ 1 611 1/4 Thik*all in File: c:ldocuments a Page:/ 4 Date:AUG 3,2012 Retain Pro 8 ®1989 - 2011 Ver: 9.24 8186 Registration #: RP -1161346 R13e.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: GOUVIS ENGINEERING Criteria Lateral Load = Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft .p,4 (I e, J Surcharge Loads . Surcharge Over Heel = 100.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load ' = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 111 Design Kh Soil Data Lateral Load = Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure ' = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FoolingljSoil Friction = 0.500 Soil height to. ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 % ...Height to Bottom = 0.00 ft The above lateral load Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf Kae for seismic earth' pressure = 0.662 Ka for static earth pressure = 0.277 Difference: Kae - Ka Using Mononobe-Okabe / Seed -Whitman procedure Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 k Poisson's Ratio = 0.300 Added seismic base force 844.9 lbs Retain Pro Software © 2009 HDA Publications. Inc. Licensed to: GOUVIS ENGINEERING www.RetainPro.com All Rights Reserved Newport Beach, CA 92660 Title : 6' retaing wall Seis(per code) Pager t51 Gouvis Engineering Group Job # : 62670 Dsgnr: Shawn Date: AUG 3,2012 4400 Campus Description.... Newport Beach, CA 92660 This Wall in File: c:ldocuments and settingslsnoori.gouvisl Retain Pro 9 ©1989 - 2011 Ver. 9.24 8186 RegistrationM RP -1161346 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: GOUVIS ENGINEERING Design Summary Stem Construction Top stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.20 Ratio < 1.5! Wall Material Above "Ht" = Masonry Sliding = 1.17 Ratio < 1.5i Thickness = 800 AX Rebar Size = # 5 Total Bearing Load = 2,667 lbs O Rebar Spacing = 800 ...resultant ecc. = 23.10 in Soil Pressure @ Toe = 3,322 psf NG Soil Pressure @, Heel = 0 psf, OK Allowable = 3,000 psf Soil Pressure Exceeds Allowabfe! ACI Factored @ Toe = 4,651 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 16.5 psi OK Footing Shear @ Heel = 11.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 2,067.9 lbs less 100% Passive Force = - 1,093.8 lbs less 100% Friction Force = - 1,333.6 lbs Added Force Req'd 0.0 lbs OK ....for 1.5: 1 Stability = 674.5 lbs NG 04, Rebar Placed at = Edge Design Data Dead Load 1.200 fb/FB + fe/Fa = 0.625 Total Force @ Section lbs = 2,075.0 Moment.... Actual ft-# = 5,674.0 Monhent..... Allowable = 9,077.8 Shear..... Actual psi = 32.9 Shear..... Allowable psi = 69.7 Wall Weight ' 8,892 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 45.00 LAP SPLICE IF BELOW in= 11.31 psi HOOK EMBED INTO FTG in = 7.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data Heel Reinforcing = # 4 @ 18.00 in fm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Load Factors Toe Width Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths Toe Width = 2.75 ft Heel Width = 2.17 Total Footing Width = 4.92 Footing Thickness = 18.00 in Key Width = 8.00 in Key Depth = 12.00 in Key Distance from Toe = 2.50 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Modular Ratio 'n' = 21.48 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc psi = Fy psi = Footing Design Results Toe Heel Factored Pressure - 4,651 0 psf Mu': Upward = 8,892 0 ft_# Mu': Downward = 1,340 1,951 ft4# Mu: Design _ = 7,553 1,951 ft-# Actual 1 -Way Shear = 16.48 11.31 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 7.75 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = # 4 @ 22.25 in Other Acceptable Sizes &.Spacings Toe: #4@ 7.75 in, #5@12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in; #9@ 38 Heel: Not req'd, Mu < S " Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Retain Pro Software 0) 2009 HBA Publications, Inc. Licensed to: GOUVIS ENGINEERING www. RetainPro.com All Rights Reserved Newpon Beach, CA 92660 DESIGNER NOTES: Retain Pro Software O 2009 HDA Publications. Inc. Licensed to: GOUVIS ENGINEERING www.RetainPro.Coin All Rights Reserved Newport Beach. CA 92660 Title 6' retaing wall Sels(per code) Page: Gouvis Engineering Group Job # 62670 Dsgnr: Shawn Date: AUG 3,2012 4400 Campus Description -- Newport Beach, CA 92660 This Wall in File: c:ldocuments and settin s%snoori:gouvisl Retain Pro 9 01969 - 2011 Ver: 9,24 6165 ReglstrationM -RP-1 161345 RP9.24 Cantilevered Retaining Wall Design code: CBC 2010 Licensed to: GOUVIS ENGINEERING Summa of'OVerturnina & Resistina Forces & Moments . .....OVERTURNING..... Force Distance Moment .....RESISTING..... Force Distance Moment Item _ lbs ft ft-# lbs ft ft - Heel Active Pressure = 984.4 2.50 2,460.9 Soil Over Heel = 992.2 4.17 4,135.8 Surcharge over Heel = 238.6 3.75 894.9 Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = ` Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 844.9 4.50 3,801.9 Surcharge Over Toe = Stem Weight(s)` = 468.0 3.08 1,443.0 Earth @ Stem Transitions= Total = 2,067.9 O.T.M. = 7,157.7 Footing Weight = 1,107.0 2.46 2,723.2 Resisting/Overturning Ratio = 1.20 Key Weight = 100.0 2.83 283.3 Vertical Loads used for Soil Pressure = 2,667.2 lbs Vert. Component = Total = 2,667.2 lbs R.M.= 8,585.4 If seismic included the min. OTM and sliding ` Axial live load NOT included in total displayed or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance, but is included for soil pressure ca6letion. DESIGNER NOTES: Retain Pro Software O 2009 HDA Publications. Inc. Licensed to: GOUVIS ENGINEERING www.RetainPro.Coin All Rights Reserved Newport Beach. CA 92660 Title : 6' retaing wall Seis(Per Code)(Alt) Page: r-- Gouvis Engineering Group Job# : 62670. Dsgnr: Shawn Date: AUG 3,2012 4400 Campus Description.... Newport Beach, CA 92660 Without surcharge This Wall In File: cadocuments and settingslsnoori.gouvisl Retain Pro 9 ®1989.2011 Ver. 9.24 8165 Registration a`.;: kP-1181345 RP9.24 Cantilevered Retaining Wall Design Codq: CBC 2010 Licensed to: GOUVIS ENGINEERING Criteria Lateral Load . = Retained Height - 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel . = 0.0 ft Surcharge Loads Surcharge Over Heel - 0,0 psf NOT.Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied toStem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 111 Soil Data Lateral Load . = Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIiSoil Friction = 0.500 Soil height to ignore X0.00 for passive pressure = in Lateral Load Applied to Stem Lateral Load . = 0.0 #/ft ...Height to Top - 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf Kae for seismic -earth pressure = 0.662 eslgn ren = u.vuu g Ka for static earth pressure = 0.277 Difference: Kae - Ka = 0.385 Using Mononobe-Okabe / Seed -Whitman procedure Adjacent Footing Load Adjacent Foot ng o8 = 0.0 lbs Footing Width = 0.00 ft Eccentricity . = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Added seismic base force .844.9 lbs Retain Pro Software U 2009 1113A Publications, Inc. Licensed to: GOUVIS ENGINEERING www.RetainPro.com All Rights Reserved Newport Beach, CA 92660 .;•t Title 6' retaing wall Sels(Per Code)(Ait) Page: Gouvis Engineering Group . Job # 62670. Dsgnr: Shawn 'Date: AUG 3,2012 >3 4400 Campus Description.... . Newport Beach, CA 92660 Without surcharge This Wallin File: c:ldocuments and settingslsnoori gouvIM Retain Pro 9 81989.2011 Ver. 9.24 8185 Registration #: RP -1161345 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to; GOUVIS ENGINEERING Stem Construction Top Stem Design Summary Wall Stability Ratios MA m OK Design Height Above Ftp ft= Ste 0.00 Overturning = 1.37 Ratio < 1.5! Wall Material Above "Ht" = Masonry Sliding = 1.33 Ratio < 1.51 Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 2,667 lbs Rebar Spacing = 16.00 ...resultant ecc. = 19.07 in Rebar Placed at = Edge Soil Pressure @ Toe = 2,042 psf OK Design Data fb/FB + fa/Fa = 0.949 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 1,769.6 Allowable = 3,000 psf Soil Pressure Less Than Allowable Moment....Actual ft = 4,757.6 ACI Factored @ Toe = 2,859 psf Moment..... Allowable = 5,015.8 ACI Factored @ Heel = 0 psf Shear..... Actual psi = 28.1 Footing Shear @ Toe = 16.5 psi OK Shear..... Allowable psi = 69.7 Footing Shear @ Heel = 10.0 psi OK Wall Weight = 78.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 45.00 Lateral Sliding Force = 1',829.2 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 1,093.8 lbs HOOK EMBED INTO FTG in = 6.00 less 100% Friction Force = - 1,333.6 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 316.5 lbs NG fm psi= 1,500 Fy . psi = 60,000 O`Z Solid Grouting = Yes Load Factors Modular Ratio 'n' = 21.46 Building Code CBC 2010 Dead Load 1.200 Equiv. Solid Thick. in= 7.60 Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = LRFD Wind, W1.600 Concrete Data fc Seismic, E 1.000 psi = Fy psi = Footing Dimensions & Strengths L Footing.Design Results Toe Width = 2.75 ft Toe Heel Heel Width 2.17 Factored Pressure = 2,859 0 psf Total Footing Width = 4.92 Mu': Upward = 8,107 0 ft-# Footing Thickness = 18.00 in Mu': Downward = 1,340 1,728 ft-# Key Width = 8.00 in Mu: Design = 6,767 1,728 ft-# Key Depth = 12.In Actual 1 -Way Shear = 16.48 10.01 psi Key Distance from Toe = 2.560 0 ft Allow 1 -Way Shear = 75.00 75.00 psi ' Toe Reinforcing _ # 4 @ 7.75 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 22.25 in Min. As % = Cover @ Top 2.00 @ 0.0018 Btm = 3.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Heel: Not req'd, Mu < S ' Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Retain Pro Software 0 2009 HBA Publications: Inc. Licensed to: GOUVIS ENGINEERING www.RetainPro.com All Rights Reserved Newport Beach. CA 92660 DESIGNER NOTES: Retain Pro Softviare @ 2009 HBA Publications, hic. Licensed to: GOUVIS ENGINEERING All Rights Reserved Newpon Beach, CA 92660 www.RrtainPro.com Title 6' retaing wall Sels(Por Code)(Alt) Page: . Engineering Group Job # : 62670 Dsgnr: Shawn Date: AUG 3,2012 4400 4 (JE 400 Campus Description...: Newport Beach, CA 92660 Without surcharge Retain Pro 9 01989 - 2011 Ver: 9.24 8185 This Will In File: c:ldocuments and settin slsnoori. ouvlsl Reglstratlon#:RP-1161345 RP9.24 Cantilevered Retaining Wall Design code: CBC 200 Licensed GOUVIS to: ENGINEERING Summary of Overturning & Resisting Forces & Moments .....OVERTURNING...... Force 'Distance Moment RESISTING..... Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 984.4 2.50 2,460.9 Soil Over Heel = 992.2 4.17 4,135.8 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over. Toe = Adjacent Footing Load - Adjacent Footing Load = Axial Dead. Load on Stem = Added Lateral Load = " Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 844.9 4.50 3,801.9 Surcharge Over Toe = Stem Weight(s) - 468.0 3.08 1,443.0 Total = 1,829.2 O.T.M. = 6,262.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.37 Footing Weighl = 1,107.0 2.46 Key Weight = 100.0 2,723.2 Vertical Loads used for Soil Pressure = 2,667.2 lbs 2.83 Vert. Component = 283.3 If seismic Included the min. OTM and sliding Total = 2,667.2 lbs R.M.= 8,585.4 " Axial live load NOT included in total displayed or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Softviare @ 2009 HBA Publications, hic. Licensed to: GOUVIS ENGINEERING All Rights Reserved Newpon Beach, CA 92660 www.RrtainPro.com GouviuEngineering Club House ^ ^ 4400 Campus Drive Shawn Project ID: 6267 Newport Beach r/ojvuuvsxc .~`.~ , ~~~~ ~~ ^""^=""xxm.v^,"c — uoxu/poo Number of Bars 10.0 Calculations per Reinforcing Bar Size = # 5 Load Combinations Used 2O1OCBC &ASCE 7-O5 Bars parallel to Z -Z Axis Number of Bars ~ 10.0 Kxoteho| Properties Soil Design Values f'oConcrete 28day strength = .3.0koi Allowable Soil Bearing = 1.80ksf fy,Rebar Yield ~ 60.0 koi Increase Bearing 8yFooting Weigh\ ~ No Eo:Concrete Elastic Modulus = 3,122.0 koi Soil Passive Resistance (for Sliding) = 2500 pd Concrete Density = 145.0 pd Soil/Concrete Friction CoeM. = 0.30 (p Values Flexure = 090 Shear ' = Analysis Settings 0750 Increases mauoobased on in Depth Min Steel %Bo Bending Reinf. Footing base depth below soil surface Allowable pressure increase per foot ofdept|= 1.5O8 . 040kof Min AUmw%Tem . = 0.00180 when ingba is = OA ' Min. Overturning Safety Factor = 1.0 1 Min. Sliding Safety Factor = 1.50 1 Increases based onfooting plan dimension Add FtgVMfor Soil Pressure No Allowable pressure increase per foot of ksf Use Mguwfor stability, moments &shears No when maximum length orwidth iogrea|er4 M Add Pedestal VV|for Soil Pressure No Use Pedestal w1for stability, mom &shear No Width parallel to X -X Axis ~ Length parallel toZZAxis FootingThioknoo Pedestal dimensions... px: parallel to X -X Axis imno ioox— X-XAxis = pz : parallel to Z-ZAxb Height Rebar Centerline toEdge NCnnneie.. atBottom dfooting = 85O8 6.50 h 18.0 inV/ " 3.0 in Bars parallel to X -X Axis ' Number of Bars 10.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars ~ 10.0 Reinforcing Bar Sio ~ # 5 BandMdmDistribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/e # Bars required oneach side cfzone n/a GOUVIS81111B WHIRR consultinggroup, irnc. Gouvis Engineering Project Title: Club House 4400 Campus Drive Engineer: Shawn Newport Beach Project Descr: Proiect ID: 62670 DE r ,t Y E a, ,01 ,1 $ t.. f N°�vk- . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.1265 Soil Bearing 0.3366 ksf 2.660 ksf +0.460D -0.70E PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS 1.618 Overturning - Z -Z 5.544 k-fi 8.970 k-fi 0.6D+0.7E 6 PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04230 Z Flexure (+X) 1.319 k -ft 31.189 k -ft +1.20D+0.50L+0.20S+E PASS 0.04230 Z Flexure (-X) 1.319 k -ft 31.189 k -ft +1.20D+0.50L+0.20S-1.0E PASS 0.02581 X Flexure (+Z) 0.8049 k -ft 31.189 k -ft D Only PASS 0.02581 X Flexure (-Z) 0.8049 k -ft 31.189 k-fi D Only PASS 0.02055 1 -way Shear (+X) 1.688 psi 82.158 psi D Only PASS 0.02055 1 -way Shear (-X) 1.688 psi 82.158 psi D Only PASS 0.02055 1 -way Shear (+Z) 1.688 psi 82.158 psi D Only PASS 0.02055 1 -way Shear (-Z) 1.688 psi 82.158 psi D Only PASS 0.04181 2 -way Punching 6.869 psi 164.317 psi D Only Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. D Onlv 2.0 n/a 0.0 0.1089 0.1089 n/a n/a 0.054 X -X. +D+L 2.0 n/a 0.0 0.1089 0.1089 n/a n/a 0.054 X -X. +D+Lr 2.0 n/a 0.0 0.1089 0.1089 n/a n/a 0.054 X -X. +D+0.750Lr+0.750L 2.0 n/a 0.0 0.1089 0.1089 n/a nla 0.054 X -X. +D+0.750L 2.0 n/a 0.0 0.1089 0.1089 n/a n/a 0.054 X -X. +D+W 2.0 n/a 0.0 0.1089 0.1089 n/a n/a 0.054 X -X. +1.140D+0.70E 2.660 n/a 0.0 0.1241 0.1241 n/a n/a 0.047 X -X. +1.140D -0.70E 2.660 n/a 0.0 0.1241 0.1241 n/a n/a 0.047 X -X. +D+0.750Lr+0.750L+0.750W 2.0 n/a 0.0 0.1089 0.1089 n/a n/a 0.054 X -X. +D+0.750L+0.750W 2.0 n/a 0.0 0.1089 0.1089 n/a n/a 0.054 X -X. +1.105D+0.750Lr+0.750L+0.5250 2.0 n/a 0.0 0.1203 0.1203 n/a n/a 0.060 X -X. +1.105D+0.750Lr+0.750L-0.5250 2.0 n/a 0.0 0.1203 0:1203 n/a n/a 0.060 X -X. +1.105D+0.750L+0.5250E 2.0 n/a 0.0 0.1203 0.1203 n/a n/a 0.060 X -X. +1.105D+0.750L-0.5250E 2.0 n/a 0.0 0.1203 0.1203 n/a n/a 0.060 X -X. +0:60D+W 2.0 n/a 0.0 0.06533 0.06533 n/a n/a 0.033 X -X. +0.460D+0.70E 2.660 n/a 0.0 0.05008 0.05008 n/a n/a 0.019 X -X. +0.460D -0.70E 2.660 n/a 0.0 0.05008 0.05008 n/a n/a 0.019 Z -Z. D Onlv 2.0 0.0 n/a n/a n/a 0.1089 0.1089 0.054 Z -Z. +D+L 2.0 0.0 n/a n/a n/a 0.1089 0.1089 0.054 Z -Z. +D+Lr 2.0 0.0 n/a n/a n/a 0.1089 0.1089 0.054 Z -Z. +D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 0.1089 0.1089 0.054 Z -Z. +D+0.750L 2.0 0.0 n/a n/a n/a 0.1089 0.1089 0.054 Z -Z. +D+W Z -Z. +1,140D+0.70E 2.0 2.660 0.0 12.687 n/a n/a n/a n/a n/a n/a 0.1089 0.004608 0.1089 0.2436 0.054 Z -Z. +1.140D -0.70E 2.660 -12.687 n/a n/a n/a 0.2436' 0.004608 0.092 0.092 Z -Z. +D+0.750Lr+0.750L+0.750W 2.0 0.0 n/a n/a n/a 0.1089 0.1089 0.054 Z -Z. +D+0.750L+0.750W 2.0 0.0 n/a n/a n/a 0.1089 0.1089 0.054 Z -Z. +1.105D+0.750Lr+0.750L+0.5250 2.0 9.816 ' n/a n/a n/a 0:03068 0.2099 0.105 Z -Z, +1.105D+0.750Lr+0.750L-0.5250 2.0 -9.816 n/a n/a n/a 0.2099 0.03068 0.105 Z -Z, +1.105D+0.750L+0.5250E 2.0 9.816 n/a n/a n/a 0.03068 0.2099 0.105 Z -Z. +1.105D+0.750L-0.5250E 2.0 -9.816 n/a n/a n/a 0.2099 0.03068 0.105 Z -Z. +0.60D+W 2.0 0.0 n/a n/a n/a 0.06533 0.06533 0.033 Z -Z. +0.460D+0.70E 2.660 31.440 n/a n/a n/a 0.0 0.3366 0.127 Z Z +0.460D -0.70E , NEWI bjr�� "K, 2.660 -31.440 n/a n/a n/a 0.3366 0.0 0.127 ,�3�i WIN Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X. D X -X. 0.6D+0.7E None None OK 4.6140 k -ft Infinity OK Gouvis Engineering Project Title: Club House ' 4400 Campus Drive Engineer: Shawn Project ID: 62670 Wlsi G Newport Beach Project Descr. consu.lrrnggroup, inc. L /1 Printed: i NOV 2012. 9:00mi f Description : @ FirePlace Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X. 0.6D -0.7E None 4.140 k -ft Infinity OK Z -Z. D None 6.90 k -ft Infinity OK Z Z. 0.6D+0.7E 5.544 k -ft 8.970 k -ft 1.618 OK Z Z0.6D- 7E 5.544 k -fl 8.970 k -fl 1.618 OK Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi'Mn Status k -ft Side ? Bot or Top ? in^2 in^2 in^2 k -g X -X. D Only 0.8049 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. D Only 0.8049 -Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+0.5OLr+1.60L+1.60H 0.6899 +Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+0.5OLr+1.60L+1.60H 0.6899 -Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.6899 +Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.6899 -Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+1.6OLr+0.50L 0.6899 +Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+1.6OLr+0.50L 0.6899 -Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+1.6OLr+0.80W 0.6899 +Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+1.6OLr+0.80W 0.6899 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+0.50L+1.60S 0.6899 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+0.50L+1.60S 0.6899 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+1.60S+0.80W 0.6899 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+1.60S+0.80W 0.6899 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+0.50Lr+0.50L+1.60W 0.6899 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+0.5OLr+0.50L+1.60W 0.6899 -Z Bottom 0.3888 Min Temo % 0.4769 31.189 OK X -X. +1.20D+0.50L+0.50S+1.60W 0.6899 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X, +1.20D+0.50L+0.50S+1.60W 0.6899 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+0.50L+0.20S+E 0.6899 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+0.50L+0.20S+E 0.6899 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+0.50L+0.20S-1.OE 0.6899 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +1.20D+0.50L+0.20S-1.OE 0.6899 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +0.90D+1.60W+1.60H 0.5174 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +0.90D+1.60W+1.60H 0.5174 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +0.90D+E+1.60H 0.5174 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +0.90D+E+1.60H 0.5174 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +0.90D-1.0E+1.60H 0.5174 +Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK X -X. +0.90D-1.0E+1.60H 0.5174 -Z Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z. D Only 0.8049 -X Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z, D Only 0.8049 +X Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z, +1.20D+0.5OLr+1.60L+1.60H 0.6899 -X Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z. +1.20D+0.5OLr+1.60L+1.60H 0.6899 +X Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.6899 -X Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.6899 +X Bottom 0.3888 Min Temp % 0.4769 .31.189 OK Z -Z. +1.20D+1.6OLr+0.50L 0.6899 -X Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z. +1.20D+1.6OLr+0.50L 0.6899 +X Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z. +1.20D+1.6OLr+0.80W 0.6899 -X Bottom 0.3888 Min Temo % 0.4769 31.189 OK Z -Z. +1.20D+1.6OLr+0.80W 0.6899 +X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +1.20D+0.50L+1.60S 0.6899 -X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +1.20D+0.50L+1.60S 0.6899 +X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +1.20D+1.60S+0.80W 0.6899 -X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z, +1.20D+1.60S+0.80W 0.6899 +X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z, +1.20D+0.5OLr+0.50L+1.60W 0.6899 -X Bottom 0.3888 Min TemD %. 0.4769 31.189 OK Z -Z. +1.20D+0.5OLr+0.50L+1.60W 0.6899 +X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z, +1.20D+0.50L+0.50S+1.60W 0.6899 -X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +1.20D+0.50L+0.50S+1.60W 0.6899 +X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +1.20D+0.50L+0.20S+E 0.1010 -X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +1.20D+0.50L+0.20S+E 1.319 +X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +1.20D+0.50L+0.20S-1.OE 1.319 -X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +1.20D+0.50L+0.20S-1.OE 0.1010 +X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +0.90D+1.60W+1.60H 0.5174 -X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +0.90D+1.60W+1.60H 0.5174 +X Bottom 0.3888 Min Temp % 0.4769 31.189 OK Z -Z. +0.90D+E+1.60H 0.005776 -X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +0.90D+E+1.60H 1.224 +X Bottom 0.3888 Min TemD % 0.4769 31.189 OK Z -Z. +0.90D-1.0E+1.60H 1.224 -X Bottom 0.3888 Min TemD % 0.4769 31.189 OK -6 W V V 150091 iE` tiRrifia consulringgroup, inc. Description : @ FirePlace Gouvis Engineering. Project Newport4400 Campus Drive Engineer: Shawn Proiect ID: 6267 Project , NOVPrinted: I 0 i " FI,y' + `Fal YH'•.'.-•G-Y y'S.} pati , r ' 1 , ,Fy,? wT ?ti fir.; , - k4.`w-i''4 . c}, s 1...•t { f'w ;' y .:.:±L' f...S%"3. 5•?'.. ( <.._ ,)+::w.:?w ..rar,.wr .? Licensee : gouvis engineerir Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Flexure Axis 8 Load Combination Status k -ft Side ? Bot or Top ? in^2 in"2 in"2 k-ff Z Z +0.90D 1 OE+1 60H 0.005776+X Bottom 0.3888 Min Temo % 0.4769 31.189 OK 35 On hear 9190,11 EN OK +1.20D+0.50Lr+1.60L+1.60H 5.888 Dsi 164.317 Dsi 0.03583 OK Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status D Onlv 1.688 osi 1.688 osi 1.688 osi 1.688 osi 1.688 osi 82.158 osi 0.02055 OK +1.20D+0.50Lr+1.60L+1.60H 1.447 osi 1.447 psi 1.447 psi 1.447 osi 1.447 osi 82.158 psi 0.01761 OK +1.20D+1.60L+0.50S+1.60H 1.447 osi 1.447 osi 1.447 osi 1.447 osi 1.447 Dsi 82.158 osi 0.01761 OK +1.20D+1.60Lr+0.50L 1.447 Dsi 1.447 osi 1.447 osi 1.447 Dsi 1.447 osi 82.158 osi 0.01761 OK +1.20D+1.60Lr+0.80W 1.447 osi 1.447 Dsi 1.447 osi 1.447 osi 1.447 osi 82.158 psi 0.01761 OK +1.20D+0.50L+1.60S 1.447 osi 1.447 osi 1.447 osi 1.447 osi 1.447 Dsi 82.158 osi 0.01761 OK +1.20D+1.60S+O.80W 1.447 osi 1.447 osi 1.447 Dsi 1.447 Dsi 1.447 osi 82.158 osi 0.01761 OK +1.20D+0.50Lr+0.50L+1.60W 1.447 osi 1.447 osi 1.447 Dsi 1.447 Dsi 1.447 osi 82.158 Dsi 0.01761 OK +1.20D+0.50L+0.50S+1.60W 1.447 Dsi 1.447 osi 1.447 osi 1.447 osi 1.447 psi 82.158 osi 0.01761 OK +1.20D+0.50L+0.20S+E 1.447 osi 1.447 osi 1.447 osi 1.447 osi 1.447 osi 82.158 osi 0.01761 OK +1.20D+0.50L+0.20S-1.OE 1.447 Dsi 1.447 Dsi 1.447 osi 1.447 osi 1.447 psi 82.158 Dsi 0.01761 OK +0.90D+1.60W+1.60H 1.085 Dsi 1.085 osi 1.085 Dsi 1.085 osi 1.085 osi 82.158 Dsi 0.01321 OK. +0.90D+E+1.60H 1.085 Dsi 1.085 osi 1.085 osi 1.085 osi 1.085 osi 82.158 Dsi 0.01321 OK +0.90D-1.0E+1.60H 1 085„si 1.085 Dsi 1.085 osi 1.085 osi 1.085 osi 82.158 Dsi 0.01321 OK `Ral "M All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status D Onlv 6.869 osi 164.317 osi 0.04181 OK +1.20D+0.50Lr+1.60L+1.60H 5.888 Dsi 164.317 Dsi 0.03583 OK +1.20D+1.60L+0.50S+1.60H 5.888 osi - 164.317 Dsi 0.03583 OK +1.20D+1.60Lr+0.50L 5.888 osi 164.317 osi 0.03583 OK +1.20D+1.60Lr+0.80W 5.888 osi 164.317 osi 0.03583 OK +1.20D+0.50L+1.60S 5.888 Dsi 164.317 osi 0.03583 OK +1.20D+1.60S+0.80W 5.888 osi 164.317 osi 0.03583 OK +1.20D+0.50Lr+0.50L+1.60W 5.888 osi 164.317 osi 0.03583 OK +1.20D+0.50L+0.50S+1.60W 5.888 Dsi ' 164.317 osi 0.03583 OK +1.20D+0.50L+0.20S+E 5.897 Dsi 164.317 osi 0.03589 OK +1.20D+0.50L+0.20S-1.OE 5.897 psi 164.317 Dsi 0.03589 OK +0.90D+1.60W+1.60H 4.416 Dsi 164.317 psi 0.02688 OK +0.90D+E+1.60H 4.487 Dsi 164.317 osi 0.02731 OK +0.90D-1.0E+1.60H 4.487 Dsi 164.317 osi 0.02731 OK I BUILDING ENERGY ANALYSIS REPORT PROJECT: Andalusia at Coral Mountain Covered Terrace Addition La Quinta, CA Project Designer: Pekarek-Crandell, Inc. 31411 Camino Capistrano, Suite 300 San Juan Capistrano, CA 92675 949 487-2320 Report Prepared by: Gary Zhou GMEP Engineers 4400 Campus Drive Newport Beach, CA 92660 9497521612 RE 0-,NTED NOV 0 6 2012 BY: Job Number: 62670 Date: 10/30/2012 it if CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED a FOR CONSTRUCTION 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 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Energ Pro 5.1 by EnergySoft User Number: 8165 RunCode: 2012-10-30T14:11:41 ID: 62670 I TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Nonresidential Performance Title 24 Forms 3 Form ENV -MM Envelope Mandatory Measures 21 Form MECH-MM Mechanical Mandatory Measures 22 EnergyPro 5.1 by EnergySoft Job Number: ID: 62670 User Number: 8165 PERFORMANCE CERTIFICATE OF COMPLIANCE (Part 1 of 3) PERF-1 C Project Name Date Andalusia at Coral Mountain Covered Terrace Addition 11013012012 Project Address Climate Zone Total Cord. Floor Area Addition Floor Area La Quinta I CA Climate Zone 15 2,583 n/a GENERAL INFORMATION Building Type: ® Nonresidential ❑ High-Rise Residential ❑ Hotel/Motel Guest Room ❑ Relocatable - indicate ❑ specific climate zone ❑ all climates Phase of Construction: ® New Construction ❑ Addition ❑ Alteration STATEMENT OF COMPLIANCE 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. This certificate applies only to a Building using the performance compliance approach. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Name Signature Gary Zhou Company GMEP Engineers Date 10/3012012 Address 4400 Campus Drive Phone 9497521612 City/State/Zip Newport Beach, CA 92660 The Principal Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the energy efficiency requirements contained in sections 110, 116 through 118, and 140 through 149 of Title 24, Part 6. Please check one: ENV. LTG. MECH. I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to ❑ ❑ ❑ sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer, mechanical engineer, electrical engineer, or I am a licensed architect. I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section ❑ ❑ ❑ 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. I affirm that 1 am eligible under Division 3 of the Business and Professions Code to sign this document ❑ ❑ ❑ because it pertains to a structure or type of work described as exempt pursuant to Business and Professions Code Sections 5537, 5538 and 6737.1. Principal Envelope Designer Name Signature Company Pekarek-Crandell, Inc. Date Address 31411 Camino Capistrano, Suite 300 License # City/State/Zip San Juan Capistrano, CA 92675 Phone 949 487-2320 Principal Mechanical Designer Name Gary Zhou ll Signature (";;"'`- Company GMEP Engineers Date Address 4400 Campus Drive License # City/State/Zip Newport Beach, CA 92660 Phone 949 752-1612 Principal Lighting Designer Name Signature Company Date Address License # City/State/Zip Phone INSTRUCTIONS TO APPLICANT COMPLIANCE & WORKSHEETS (check box if worksheets are included) ® ENV-1 C Certificate of Compliance. Required on plans. m MECH-1 C Certificate of Compliance. Required on plans. m LTG-IC Certificate of Compliance. Required on plans. m MECH-2C Air/Water Side/Service Hot Water & Pool Requirements. ❑ LTG-2C Lighting Controls Credit Worksheet. m MECH-3C Mechanical Ventilation and Reheat. ❑ LTG-3C Indoor Lighting Power Allowance. m MECH-5C Mechanical Equipment Details. EnergyPro 5.1 by Energ Soft User Number: 8165 RunCode: 2012-10-30714:11:41 /D: 62670 Page 3 of 22 PERFORMANCE CERTIFICATE OF COMPLIANCE (Part 2 of 3) PERFAC Project Name Date Andalusia at Coral Mountain Covered Terrace Addition 11013012012 ANNUAL TDV ENERGY USE SUMMARY kBtu/s ft- r Standard Proposed Compliance Enerav Component Desian Design Marain Space Heating Space Cooling Indoor Fans Heat Rejection Pumps & Misc. Domestic Hot Water Lighting Receptacle Process Process Lighting TOTALS 2.76 3.26 -0.50 437.14 437.65 -0.51 99.78 90.55 9.23 0.00 0.00 0.00 0.00 0.00 0.00 66.57 63.17 3.41 76.96 76.96 0.00 64.10 64.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 747.32 735.69 11.63 Percent better than Standard GENERAL INFORMATION 1.6%1 ( 1.6% Heating Cooling Fans Heat Rej Pumps DHW Lighting Receptacle Process Process Ltg BUILDING COMPLIES Building Orientation (N) 0 deg Conditioned Floor Area 2,583 sqft. Number of Stories 1 Unconditioned Floor Area 0 sqft. Number of Systems 2 Conditioned Footprint Area 0 sqft. Number of Zones 2 Natural Gas Available On Site Yes Front Elevation Left Elevation Rear Elevation Right Elevation Total Roof Orientation Gross Area (N) 1,326 (E) 0 (S) 1,326 (Vl 981 3,633 Z583 Prescriptive Lighting Power Density Prescriptive Envelope TDV Energy Remarks: 1 Standard 1.100 W/sqft. 300,083 sgft. sqft. sgft. sgft. sgft. sgft. Glazina Area 560 0 560 550 1,670 0 Proposed 1.100 W/sqft. 434,771 sgft. sqft. sgft. sqft. sgft. sgft. Gla7inn Ratin 42.2% 0.0% 42.2% 56.1% 46.0% 0.0% Prescriptive Values for Comparison only. See LTG -1 C for allowed LPD. PERFORMANCE CERTIFICATE OF COMPLIANCE (Part 3 of 3) PERF -1 C Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 11013012012 ZONE INFORMATION Floor Inst. Ctrl. Allowed LPD Proc. Area LPD Credits Area Tailored Loads System Name Zone Name Occupancy Type s ft. W/sf ' W/sf 2 W/sf 3 /sf " W/sf Packaged Heat Pump Terrace 1 Lounge, Recreation 1,580 '1.100 Packaged Heat Pump Terrace 2 Lounge, Recreation 1,003 `1.100 Notes: 1. See LTG -1C 2. See LTG -2C 3. See LTG -3C 4. See LTG -4C Items above require special documentation items marked with asterisk, see LTG -1 -C b others b others EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justifications, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Authorized Signature or Stamp EnergyPro 5.1 by Energ Soft User Number.- 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Page 5 of 22 CERTIFICATE OF COMPLIANCE (Part 1 of 3) ENVA C AND FIELD INSPECTION ENERGY CHECKLIST Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 Project Address La Quinta Climate Zone 15 Total Cond. Floor Area 2,583 Addition Floor Area n/a GENERAL INFORMATION Building Type: ® Nonresidential ❑ High -Rise Residential ❑ Hotel/Motel Guest Room ❑ Schools (Public School) ❑ RBledlocatable Public School m Conditioned Spaces ❑ Unconditioned Spaces ❑ Skylight Area for Large Enclosed Space z 8000 ft2 (If checked include the ENV -4C with submittal) Phase of Construction: ® New Construction ❑ Addition ❑ Alteration Approach of Compliance: ❑ Component ® Overall Envelope ❑ Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: 10 deg FIELD INSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS INSULATION /ID Assembly y a 2 3: C1 yv W O z :3 j 0 ¢ C t C C O d >Ta `LL " CL o "o CC 06 a LL 1 Wall 383 (N) 0.356 None 4.3.1-A1 New ❑ ❑ 2 Wall 383 (S) 0.356 None 4.3.1-A1 New ❑ ❑ 3 Wall 257 (W) 0.102 R-13 4.3.1-A3 New ❑ ❑ 4 Roof 1,580 (N) 0.035 R-30 4.2.2-A 17 New ❑ ❑ 5 Wall 383 (N) 0.356 None 4.3.1-A1 New ❑ ❑ 6 Wall 383 (S)l 0.356 Nonel 4.3.1-A1 New ❑ ❑ 7 Wall 174 (W) 0.102 R-13 4.3.1-A3 New ❑ ❑ 8 Roof 1,003 (N) 0.035 R-30 4.2.2-A 17 New ❑ ❑ ❑ ❑ a L ❑ 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fail, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. A fail does not meet compliance. FENESTRATION SURFACE DETAILS Tag/ID Fenestration Type ° ' a Dpi N W O Z u LL 2> u ' 'o > N U = ' r^ M 2 V v r _ 'o N rn C t > O c N 7 o U to a LL 1 Window 560 (N) 0.370 NFRCJ 0.310 NFRC ❑ New ❑ ❑ 2 Window 560 (S) 0.370 NFRC 0.310 NFRC ❑ New ❑ ❑ 3 Window 550 (W) 0.370 NFRC 0.310 NFRC ❑ New ❑ j ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. EnergyPro 5.1 by EnergySoft User Number. 8165 RunCode: 2012-10-30T14:11:41 ID: 62670 Pa e 6 of 22 CERTIFICATE OF COMPLIANCE (Part 2 of 3) AND FIELD INSPECTION ENERGY CHECKLIST ENVAC Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 ROOFING PRODUCT COOL ROOFS (Note if the roofing product is not CRRC certified, this compliance approach cannot be used). Go to Overall Envelope Approach or Performance Approach. CHECK APPLICABLE BOX BELOW IF EXEMPT FROM THE ROOFING PRODUCT "COOL ROOF" REQUIREMENTS: Pass Fail' N/A ❑ Roofing compliance not required in Climate Zones 1 and16 with a Low -Sloped. 2:12 pitch or less. ❑ ❑ ❑ ❑ Roofing compliance not required in Climate Zone 1 with a Steep -Sloped with less than 5 Ib/ft2. Greater than 2:12 pitch. ❑ ❑ ❑ Wood framed roofs in Climate Zones 3 and 5 are exempted, solar reflectance and thermal emittance or 13SRIthat have a U -factor of 0.039 or lower. See Opaque Surface Details roof assembly, Column H of ENV -2C. 13 13 13SRI ❑ Low -sloped Metal building roofs in Climate Zone 3 and 5 are exempted, solar relectance and thermal emittance or SRI that have a LI -factor of 0.048 or lower. See Opaque Surface Details roof assembly below, Column H of ENV -2C. ❑ ❑ ❑ ❑ The roof area covered by building integrated photovoltaic panels and building integrated solar thermal panels are exempted. Solar reflectance and thermal emittance or SRI, seespreadsheet calculator at vn rv.er e?ca.^oti;%titie24/ ❑ ❑ ❑ constructions that have thermal mass over the roof membrane with a weight of at least 25 Ib/ft are exempt from 13 the Cool Roof criteria below. 13 13 13the ❑ High-rise residential buildings and hotels and motels with low -sloped roofs in Climate Zones 1 through 9, 12 and 16 are ted from the low -sloped roofingcriteria. 13 13 13exem 1. If Fail then describe on this page of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. CRRC Product ID Number' Roof Slope s 2:12 > 2:12 Product Weight < 5Ib/fe a 5Ib/fe Product Type2 Aged Solar Reflectance3 Thermal Emmitance SR15 Pass Fails ❑ ❑ ❑ ❑ ❑ 4 ❑ ❑ ❑ ❑ ❑ ❑ ❑4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ° ❑ ❑ 1. The CRRC Product ID Number can be obtained from the Cool Roof Rating Council's Rated Product Directory at vew:w.:;oEr;;of s.ort%prc c;ucisi;?¢ arct?.php 2. Indicate the type of product is being used for the roof top, i.e. single -ply roof, asphalt roof, metal roof, etc. 3. If the Aged Reflectance is not available in the Cool Roof Rating Council's Rated Product Directory then use the Initial Reflectance value from the same directory and use the equation (0.2+0.7(13; ,se, — 0.2) to obtain a calculated aged value. Where p is the Initial Solar Reflectance from the Cool Roof Rating Council's Rated Product Directory. 4. Check box if the Aged Reflectance is a calculated value using the equation above. 5. The SRI value needs to be calculated from a spreadsheet calculator at h to:iivswr.er•Prg ovi it'•?a? 1/ 6. If Fail then describe on this page of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. To apply Liquid Field Applied Coatings, the coating must be applied across the entire roof surface and meet the dry mil thickness or coverage recommended by the coatings manufacturer and meet minimum performance requirements listed in §118(i)4. Select the applicable coating: ❑ Aluminum -Pigmented Asphalt Roof Coating ❑ Cement -Based Roof Coating ❑ Other Discrepancies: Ener.qyPro 5.1 by EnerqySoft User Number: 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Page 7 of 22 CERTIFICATE OF COMPLIANCE (Part 3 of 3) ENV -1C AND FIELD INSPECTION ENERGY CHECKLIST Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below is the acceptance test for Envelope Fenestrations system. The designer is required to check the acceptance tests and list all the fenestration products that require an acceptance test. If all the site -built fenestration of a certain type requires a test, list the different fenestration products and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices Manual describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constructed building or space or whenever new fenestration is installed in the building or space shall be certified as meeting the Acceptance Requirements. The ENV -2A form is not considered a complete form and is not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of §10-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the ENV -2A for each different fenestration product line must be provided to the owner of the building for their records. Test Description ENV -2A Test Performed By: Fenestration Products Name or ID Area of like Building Envelope Requiring Testing or Verification Products Acceptance Test Low E` 1,670 13 13 13 13 13 13 13 13 13 EneTyPro 5.1 by EnergySoft User Number: 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Page 8 of 22 CERTIFICATE OF COMPLIANCE (Part 1 of 3) LTG -1C Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 INDOOR LIGHTING SCHEDULE and FIELD INSPECTION ENERGY CHECKLIST Installation Certificate, LTG -1- INST Retain a copy and verify form is completed and signed. Field Inspector ❑ Certificate of Acceptance, LTG -2A and LTG -3A (Retain a copy and verify form is completed and signed.) Field Inspector ❑ A separate Lighting Schedule Must Be Filled Out for Conditioned and Unconditioned Spaces Installed Lighting Power listed on this Lighting Schedule is only for: ® CONDITIONED SPACE ❑ UNCONDITIONED SPACE ® The actual indoor lighting power listed below includes all installed permanent and portable lighting systems in accordance with §146(a). Only for offices: Up to the first 0.2 watts per square foot of portable lighting shall not be required to be included in the ® calculation of actual indoor lighting power density in accordance with the Exception to §146(a). All portable lighting in excess of 0.2 watts per square foot is totaled below. Luminaire (Type, Lamps, Ballasts Installed Watts A B C D E F G H None o r Item Tag Complete Luminaire Description (Le, 3 lamp fluorescent troffer, F32T8, one dimmable electronic ballasts m a' 42 .s f>° J How wattage Was determined c o m m Co z i X o m y V in > Es` ..................... ecto a o rn' CEC -'2— m Default o From d o NA8 .. Standard Allowance: 1003 sgft at 1.100 wlsf 11❑ 1,103 l' Standard Allowance: 1580 sgft at 1.100 wlsf ❑ ❑ 11738 I I ❑ ❑>Q ..................... ❑ ❑ ..................... ..................... . ........... ......... ❑ ❑ ..................... ..................... kaJ ..................... X. QBE 3 ❑ ❑ ..................... ..................... (>Q ❑ ❑ ..................... C7>Q< ..................... ❑ ❑ ..................... 1> ..................... ❑ ❑ ..................... ..................... ..................... ..................... ❑ ❑ ................... ❑fJ' ..................... ..................... .. ❑ ❑ a>> ❑ ❑ <o> ❑ ❑ «> ..................... ❑ ❑ of ..................... ❑ ❑ ..................... i ...............................'..'............t....... ............ ❑ .>❑ .. .a❑ ..........€..... ❑ ...o.. ..................... ........ ❑ ❑ ..................... oa ..................... ❑ ❑ =><> ..................... Installed Watts Page Total: 2,841 ..................... ...................... ...................... ...................... Building total number of pages: Installed Watts Building Total Sum of all pages) 2.841 Enter into LTG -1 C Pa e 4 of 4 1. Wattage shall be determined according to Section 130 (d and e). Wattage shall be rating of light fixture, not rating of bulb. 2. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. EnergyPro 5.1 by Ene Soft User Number: 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Page 9 of 22 CERTIFICATE OF COMPLIANCE (Part 2 of 3) LTG -1C Project Name at Coral Mountain Covered Terrace Addition 7DateAndalusia /30/2012 INDOOR LIGHTING SCHEDULE and FIELD INSPECTION ENERGY CHECKLIST Fill in controls for all spaces: a) area controls, b) multi-level controls, c) manual daylighting controls for daylit areas > 250 ft2, automatic daylighting controls for daylit areas > 2,500 ft2, d) shut-off controls, e) display lighting controls, f) tailored lighting controls — general lighting controlled separately from display, ornamental and display case lighting and g) demand responsive automatic controls for retail stores > 50,000 ft2, in accordance with Section 131. MANDATORY LIGHTING CONTROLS —FIELD INSPECTION ENERGY CHECKLISTd.... Number Special Type/ Description of Units Location in Building Features ❑... > ❑ 0 <<p> ❑ a>< ❑ a ` '> ❑ r> ❑ ❑ >Q ❑ a >' .... ❑ d> ❑ o ❑ o>>> ❑ << ❑ > ti <' .. ❑ >rd< ❑ tai'>>`o> ❑ ' > .... tZIR................ SPECIAL FEATURES INSPECTION CHECKLIST See Page 2 of 4 of LTG -IC) 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. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Field Inspector's Notes or Discrepancies: Ener Pro 5.1 by EnergySoft User Number: 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Pae 10 of 22 CERTIFICATE OF COMPLIANCE Part 3 of 3 LTG -1C Project Name Date Andalusia at Coral Mountain Covered Terrace Addition 10/30/2012 CONDITIONED AND UNCONDITIONED SPACE LIGHTING MUST NOT BE COMBINED FOR COMPLIANCE Indoor Lighting Power for Conditioned S aces Indoor Lighting Power for Unconditioned Spaces Watts Watts Installed Lighting 2 841 Installed Lighting 0 from Conditioned LTG -1C, Page 2 from Unconditioned LTG -1C, Page 2 Lighting Control Credit _ 0 Lighting Control Credit Conditioned Spaces from LTG -2C _ Unconditioned Spaces from LTG -2C 0 Adjusted Installed Z841 Adjusted Installed = 0 Lighting Power Lighting Power Complies if Installed:5 Allowed Complies if Installed < Allowed Allowed Lighting Power Allowed Lighting Power Conditioned Spaces from LTG -3C or PERF -1 2 841 Unconditioned Spaces from LTG -3C 0 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below is the acceptance test for the Lighting system, LTG -2A and LTG -3A. The designer is required to check the acceptance tests and list all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. If all the lighting system or control of a certain type requires a test, list the different lighting and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices Manual describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Forms can be grouped by type of Luminaire controlled. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constructed building or space or when ever new lighting system with controls is installed in the building or space shall be certified as meeting the Acceptance Requirements. The LTG -2A and LTG -3A forms are not considered complete forms and are not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, installation certificates, and operating and maintenance information. meet the requirements of §10-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the LTG -2A and LTG -3A for each different lighting luminaire control(s) must be provided to the owner of the building for their records. Luminaires Controlled LTG -2A and LTG -3A Controls and Sensors and Number of Automatic Luminaires Daylighting Controls Equipment Re uirin Testing Description controlled Location Acceptance EnerqyPro 5.1 by EnergySof, User Number- 8165 RunCode: 2012-10-30T14:11:41 ID: 62670 Pae 11 of 22 CERTIFICATE OF COMPLIANCE and (Part 1 of 4) MECH-1 C FIELD INSPECTION ENERGY CHECKLIST Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 Project Address La Quinta Climate Zone 15 Total Cond. Floor Area 2,583 Addition Floor Area n/a GENERAL INFORMATION Building Type: 0 Nonresidential ❑ High-Rise Residential ❑ Hotel/Motel Guest Room ❑ Schools (Public School) ❑ Relocatable Public School Bldg. 0 Conditioned Spaces ❑ Unconditioned Spaces affidavit Phase of Construction: 0 New Construction ❑ Addition ❑ Alteration Approach of Compliance: ❑ Component ❑ Overall Envelope TDV ❑ Unconditioned (file affidavit) Energy Front Orientation: N, E, S, W or in Degrees: I 0 deg HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKLIST E ui ment2 Inspection Criteria Meets Criteria or Requirements Pass Fail — Describe Reason Item or System Tags i.e. AC-1, RTU-1 HP-1 DHW Heater 11 ❑ Equipment T e3: Electric Res DHW Boiler ❑ ❑ Number of Systems 1 ❑ ❑ Max Allowed Heating Capacity' 7,850 Btu/hr ❑ ❑ Minimum Heating Efficiency' 0.98 EF ❑ ❑ Max Allowed Cooling Capacity' n/a ❑ ❑ Cooling Efficiency' n/a ❑ ❑ Duct Location/ R-Value n/a ❑ ❑ When duct testing is required, submit MECH-4A & MECH-4-HERS n/a ❑ ❑ Economizer n/a ❑ ❑ Thermostat n/a ❑ ❑ Fan Control n/a ❑ ❑ E ui ment2 Inspection Criteria FIELD INSPECTION ENERGY CHECKLIST Pass Fail — Describe Reason Item or System Tags i.e. AC-1, RTU-1, HP-1 Packaged Heat Pump ❑ ❑ Equipment T e3: Packaged DX ❑ ❑ Number of Systems 1 ❑ ❑ Max Allowed Heating Capacity' 46,500 Btu/hr ❑ ❑ Minimum Heating Efficiency' 7.70 HSPF ❑ ❑ Max Allowed Cooling Capacity' 4 7, 000 Btu/hr ❑ ❑ Cooling Efficiency' 13.5 SEER / 11.5 EER ❑ ❑ Duct Location/ R-Value Attic, Ceiling Ins, vented/ 6.0 ❑ ❑ When duct testing is required, submit MECH-4A & MECH-4-HERS No ❑ ❑ Economizer No Economizer ❑ ❑ Thermostat Setback Required ❑ ❑ Fan Control Constant Volume ❑ ❑ 1. If the Actual installed equipment performance efficiency and capacity is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Form. Compliance fails if a Fail box is checked. 3. Indicate Equipment Type: Gas (Pkg or, Split), VAV, HP (Pkg or split), Hydronic, PTAC, or other. JEnergyPro5.1byEnergySoft User Number- 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Pae 12 of 22 CERTIFICATE OF COMPLIANCE and (Part 1 of 4) MECH-1 C FIELD INSPECTION ENERGY CHECKLIST Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 Project Address La Quinta Climate Zone 15 Total Cond. Floor Area 2,583 Addition Floor Area n/a GENERAL INFORMATION Building Type: ® Nonresidential ❑ High-Rise Residential ❑ Hotel/Motel Guest Room ❑ Schools (Public School) ❑ Relocatable Public School Bldg. m Conditioned Spaces ❑ Unconditioned Spaces affidavit Phase of Construction: ® New Construction ❑ Addition ❑ Alteration Approach of Compliance: ❑ Component ❑ Overall Envelope TDV ❑ Unconditioned (file affidavit) Energy Front Orientation: N, E, S, W or in Degrees: Io deg HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKLIST E ui ment2 Inspection Criteria Meets Criteria or Requirements Pass Fail — Describe Reason Item or System Tags AC-1, RTU-1 HP-1 Packaged Heat Pump E3 13i.e. Equipment T e3: Packaged DX ❑ ❑ Number of Systems 1 ❑ ❑ Max Allowed Heating Capacity' 29,000 Btu/hr ❑ ❑ Minimum Heating Efficiency' 7.70 HSPF ❑ ❑ Max Allowed Cooling Capacity' 29,000 Btu/hr ❑ ❑ Cooling Efficiency' 13.5 SEER/ 11.5 EER ❑ ❑ Duct Location/ R-Value Attic, Ceiling Ins, vented/ 6.0 ❑ ❑ When duct testing is required, submit MECH-4A & MECH-4-HERS No ❑ ❑ Economizer No Economizer ❑ ❑ Thermostat Setback Required ❑ ❑ Fan Control Constant Volume ❑ ❑ E ui ment2 Inspection Criteria FIELD INSPECTION ENERGY CHECKLIST Pass Fail — Describe Reason Item or System Tags AC-1, RTU-1, HP-1 ❑ [3i.e. Equipment T e3: ❑ ❑ Number of Systems ❑ ❑ Max Allowed Heating Capacity' ❑ ❑ Minimum Heating Efficiency' ❑ ❑ Max Allowed Cooling Capacity' ❑ ❑ Cooling Efficiency' ❑ ❑ Duct Location/ R-Value ❑ ❑ When duct testing is required, submit MECH-4A & MECH-4-HERS 13 ❑ Economizer ❑ ❑ Thermostat ❑ ❑ Fan Control ❑ ❑ 1. If the Actual installed equipment performance efficiency and capacity is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Form. Compliance fails if a Fail box is checked. 3. Indicate Equipment Type: Gas (Pkg or, Split), VAV, HP (Pkg or split), Hydronic, PTAC, or other. JEnergyPro5.1byEnergySoft User Number: 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Pae 13 of 22 CERTIFICATE OF COMPLIANCE and (Part 2 of 4) MECH-1 C FIELD INSPECTION ENERGY CHECKLIST Project Name Date Andalusia at Coral Mountain Covered Terrace Addition 10/30/2012 I tnergyPro 5.1 by EnergySoft User Number: 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Page 14 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 3 of 4) MECH-1 C Project Name Date Andalusia at Coral Mountain Covered Terrace Addition 10/30/2012 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the applicable boxes by all acceptance tests that apply and listed all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems. The NA number designates the Section in the Appendix of the Nonresidential Reference Appendices Manual that describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: Systems Acceptance: Before occupancy permit is granted for a newly constructed building or space, or a new space -conditioning system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. Systems Acceptance: Before occupancy permit is granted. All newly installed HVAC equipment must be tested using the Acceptance Requirements. The MECH-1 C form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. The equipment requiring testing, person performing the test (Example: HVAC installer, TAB contractor, controls contractor, PE in charge of project) and what Acceptance test must be conducted. The following checked -off forms are required for ALL newly installed equipment. In addition a Certificate of Acceptance forms shall be submitted to the building department that certifies plans, specifications, installation, certificates, and operating and maintenance information meet the requirements of §10-103(b) and Title -24 Part 6. The building inspector must receive the properly filled out and signed forms before the building can receive final occupancy. TEST DESCRIPTION MECH-2A MECH-3A MECH-4A MECH-5A MECH-6A MECH-7A MECH-8A MECH-9A MECH-10A MECH-11A Hydronic Outdoor Constant Demand Supply System Automatic Ventilation Volume & Air Control Supply Valve Water Variable Demand For Single -Zone Distribution Economizer Ventilation Fan Leakage Temp. Flow Shed Equipment Re uirin Testing or Verification Qty. VAV & CAV Unitary Ducts Controls DCV VAV Test Reset Control Control 4T 1 ® ® ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 2.5T 1 ® ® ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ EnerqyPro 5. 1 by EnergySoft User Number. 8165 RunCode: 2012-10-30T14:11:41 ID: 62670 Pae 15 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 4 of 4) MECH-1C Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 TEST DESCRIPTION MECH-12A MECH-13A MECH-14A MECH-15A Fault Detection & Diagnostics Equipment Re uirin Testing Qty. for DX Units Automatic Fault Detection & Diagnostics for Air & Zone Distributed Energy Storage DX AC Systems Thermal Energy Storage (TES) Systems Test Performed By: 4T 1 ❑ ❑ ❑ ❑ 2.5T 1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 1 ❑ Ener Pro 5.1 by EnergySoft User Number: 8165 RunCode: 2012-10-30T14:11:41 ID: 62670 Pae 16 of 22 [AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Andalusia at Coral Mountain Covered Terrace Addition I 10/30/2012 Item or System Tags Indicate Air Systems Type Central, Single Zone, Packa e, VAV, or etc... i.e. AC 1, RTU 1, HP -1 Packaged Heat Pump Packaged Heat Pump Number of Systems 1 1 Indicate Page Reference on Plans or Schedule and indicate the aoolicable exceotion(s) MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R -value PRESCRIPTIVE MEASURES Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted T-24 Sections 112(a) 112(a) 112(b), 112(c) 112(c), 115(a) 121(b) 121(b) 121(c) 121(c) 122(e) 122(e) 122 123 124 144a& 144a& 144a& 144(a & 144(c) 144(c) 144(c) 144(d) 144(e) 7.70 HSPF 13.5 SEER / 11.5 EER Yes n/a No 0 cfm No No Programmable Switch Setback Required Auto n/a 7.70 HSPF 13.5 SEER/ 11.5 EER Yes n/a No 0 cfm No No Programmable Switch Setback Required Auto n/a Attic, Ceiling Ins, vented / 6.0 JAttic, Ceiling Ins, vented / 6.0 n/a 29,043 Btu/hr n/a 30,369 Btu/hr Constant Volume Yes No No Economizer Constant Temp Constant Temp No n/a 35,178 Btu/hr n/a 18,855 Btu/hr Constant Volume Yes No No Economizer Constant Temp Constant Temp I►T 1. Total installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used explain which exception(s) to §144(g) apply. 5.1 WATER SIDE SYSTEM REQUIREMENTS Part 2 of 2 MECH-2C Project Name Date Andalusia at Coral Mountain Covered Terrace Addition 10/30/2012 WATER SIDE SYSTEMS: Chillers, Towers, Boilers, H dronic Loops Item or System Tags (i.e. AC-1, RTU-1, HP-1)' Number of Systems Indicate Page Reference on Plans or Specification 2 MANDATORY MEASURES T-24 Sections Equipment Efficiency 112(a) Pipe Insulation 123 PRESCRIPTIVE MEASURES Cooling Tower Fan Controls 144(a & b Cooling Tower Flow Controls 144(h) Variable Flow System Design 144(h) Chiller and Boiler Isolation 144 CHW and HHW Reset Controls 144 WLHP Isolation Valves 144 VSD on CHW, CW & WLHP Pumps>5HP 144 DP Sensor Location 144 1. The proposed equipment need to match the building plans schedule or specifications. If a requirement is not applicable, put "N/A" in the column next to applicable section. 2. For each chiller, cooling tower, boiler, and hydronic loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the column next to applicable section. Service Hot Water, Pool Heating Item or System Tags (i.e. WH-1, WHP, DHW, etc...) DHW Heater Number of Systems 1 Indicate Page Reference on Plans or Schedule MANDATORY MEASURES T-24 Sections SERVICE HOT WATER Certified Water Heater 111, 113(a) Instantaneous Electric Water Heater Efficiency 113(b) 0.98 EF Service Water Heating Installation 113(c) Controls Req. Pipe Insulation 123 Required POOL AND SPA Pool and Spa Efficiency and Control 114(a) n/a Pool and Spa Installation 114(b) n/a Pool Heater — No Pilot Light 115(c) n/a Spa Heater — No Pilot Light 115(d) n/a Pipe Insulation 123 n/a 1. The Proposed equipment needs to match the building plans schedule or specifications. If a requirement is not applicable, put "N/A" in the column next to applicable section. 2. For each water heater, pool heater and domestic water loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the column. EnergyPro 5.1 by EnergySoft User Number- 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Pae 18 of 22 MECHANICAL VENTILATION AND REHEAT MECH-3C Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 MECHANICAL VENTILATION §121 b 2 REHEAT LIMITATION (§144(d)) AREA BASIS OCCUPANCY BASIS VAV MINIMUM A B C D E F G H I J K L M N Zone/System(ft) Condition Area CFM per ft2 Min CFM By Area B X C Number Of People CFM per Person Min CFM by Occupant E X F REQ'D V.A. Max of D or G Design Ventilation Air CFM 50% of Design Zone Supply CFM B X 0.4 CFM / ft2 Max. of Columns H, J, K, 300 CFM Design Minimum Air Setpoint Transfer 1 Air Terrace 1 1,580 0.50 790 1 790 0 790 Packaged Heat Pump Total 790 0 Terrace 2 1,003 0.50 502 502 0 502 Packaged Heat Pump Total 502 0 Totals Column I Total Design Ventilation Air C Minimum ventilation rate per Section 121, Table 121-A. E Based on fixed seat or the greater of the expected number of occupants and 50% of the CBC occupant load foregress purposes fors aces without fixed seating. H Required Ventilation Air REQ'D V.A. is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS Column D or G). I Must be greater than orequal to H, or use Transfer Air column N to make up the difference. J Design fan supply CFM Fan CFM x 50%• or the design zone outdoor airflow rate per 121. K Condition area ft2 x 0.4 CFM / ft2; or L Maximum of Columns H, J, K, or 300 CFM M This must be less than orequal to Column L and greater than orequal to the sum of Columns H plus N. N Transfer Air must be provided where the Required Ventilation Air (Column H) is greater than the Design Minimum Air (Column M). Where required, transfer air must be greater than or equal to the difference between the Required Ventilation Air Column H and the Design Minimum Air Column M), Column H minus M. 7rgypro5.1 by EnergySoft User Number. • 8165 RunCode: 2012-10-30T14:11:41 ID: 62670 Pae 19 of 22 MECHANICAL EQUIPMENT DETAILS Part 1 of 2 MECH-5C Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 CHILLER AND TOWER SUMMARY PUMPS Equipment Name Type City. Eff iciency Tons Pump City. GPM BHP Control DHW / BOILER SUMMARY System Name Type Distribution City. Rated Input Vol. (Gals). Energy Factor or RE Standby Loss Tank Ext. or Pilot R -Value Status Instantaneous Electric Instant Elec Kitchen Pipe Ins 1 7,850 0 0.98 n/a n/a New MULTI -FAMILY CENTRAL WATER HEATING DETAILS Hot Water Pump Hot Water Piping Length ft Control City. HP Type In Plenum Outside I Buried Add 1/2" Insulation CENTRAL SYSTEM RATINGS HEATING COOLING System Name Type City. Output Aux. kW Eff lciency Output Eff iciency Status 4 T Packaged DX 1 46,500 0.0 7.70 HSPF 47,000 13.5 SEER/ 11.5 EER New 2.5 T Packaged DX 1 29,000 5.0 7.70 HSPF 29,000 13.5 SEER/ 11.5 EER New CENTRAL SYSTEM FAN SUMMARY SUPPLY FAN RETURN FAN System Name Fan Type Economizer Type CFM BHP CFM BHP 4 T Constant Volume No Economizer 1,600 0.40 none 2.5 T Constant Volume No Economizer 1,000 0.40 none Ener Pro 5.1 by EnergySoft User Number: 8165 RunCode: 2012-10.30714:11:41 ID: 62670 Pa a 20 of 22 ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV -MM Project Name Andalusia at Coral Mountain Covered Terrace Addition Date 10/30/2012 DESCRIPTION Building Envelope Measures: §118(a): Installed insulating material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20 Chapter 4, Article 3. §118(c): All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. §118(f): The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R-13 between framing members. §117(a): All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.2 of §116(a) 1: window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swinging and sliding), and 1.0 cfm/ft.2 for nonresidential double doors (swinging). §116(a) 2: Fenestration U -factor shall be rated in accordance with NFRC 100, or the applicable default U -factor. §116(a) 3: Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site -built fenestration, or the applicable default SHGC. §116(b): Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). Ene Pro 5.1 by EnerqySoft User Number: 8165 RunCode: 2012-10-30T14:11:41 ID: 62670 Page 21 of 22 MECHANICAL MANDATORY MEASURES: NONRESIDENTIAL MECH-MM Project Name Date Andalusia at Coral Mountain Covered Terrace Addition 10/30/2012 Equipment and System Efficiencies §111: Any appliance for which there is a California standard established in the Appliance Efficiency Regulations will comply with the applicable standard. §115(a): Fan type central furnaces shall not have a pilot light. §123: Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. §124: Air handling duct systems shall be installed and insulated in compliance with Sections 601, 602, 603, 604, and 605 of the CMC Standards. Controls §122(e): Each space conditioning system shall be installed with one of the following: 1A. Each space conditioning system serving building types such as offices and manufacturing facilities (and all others not explicitly exempt from the requirements of Section 112 (d)) shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off -hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends and have program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted; or 1 B. An occupancy sensor to control the operating period of the system; or 1 C. A 4 -hour timer that can be manually operated to control the operating period of the system. 2 Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating and/or a setup cooling thermostat setpoint. Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 §122(g). square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shall be provided with isolation devices, such as valves or dampers that allow the supply of heating or cooling to be setback or shut off independently of other isolation areas; and shall be controlled by a time control device as described above. §122(c): Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. §122(b): Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heat pump alone Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees F or lower. For cooling, the §122(a&b): control shall be adjustable up to 85 degrees F or higher. Where used for both heating and cooling, the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. Ventilation §121(e): Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. §122(f): All gravity ventilating systems shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside, except for combustion air openings. Ventilation System Acceptance. Before an occupancy permit is granted for a newly constructed building or space, or a §121(f): new ventilating system serving a building or space is operated for normal use, all ventilation systems serving the building ors ace shall be certified as meeting the Acceptance Requirements for Code Compliance Service Water Heating Systems §113(c) Installation 3. Temperature controls for public lavatories. The controls shall limit the outlet Temperature to 110 ° F. 2 Circulating service water -heating systems shall have a control capable of automatically turning off the circulating pump when hot water is not required. Ener Pro 5.1 by EnergySoft User Number: 8165 RunCode: 2012-10-30714:11:41 ID: 62670 Page 22 of 22 ICC -ES Evaluation Report ESR -2401* www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 10 00 00—SPECIALTIES Section:10 31 00—Manufactured Fireplaces REPORT HOLDER: MASONRY FIREPLACE INDUSTRIES, LLC 315 WEST 3RD STREET SANTA ANA, CALIFORNIA 92701 (800) 345-7078 www.mason-lite.com EVALUATION SUBJECT: MASON -LITE MODULAR CONCRETE FIREPLACES ADDITIONAL LISTEE: FMI PRODUCTS, LLC 2701 SOUTH HARBOR BOULEVARD SANTA ANA, CALIFORNIA 92704 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 International Building Code® (IBC) ■ 2006 International Residential Code® (IRC) Properties evaluated: ■ Fire resistance ■ Seismic resistance 2.0 USES The Mason -Lite TM modular concrete fireplaces, Models MFP-39, MFP-44 and MFP-49, are _fireplaces that are constructed in the field using prefabricated concrete firebox components with factory -built chimneys. The fireplaces are for use only with solid wood logs, LPG or natural gas log lighters, and decorative gas logs complying with ANSI Z 21.60. 3.0 DESCRIPTION 3.1 Fireplace Units: The Mason -Lite TM Masonry Fireplace is a modular refractory masonry unit designed for field assembly. The firebox is constructed using precast, interlocking refractory blocks secured to each other using Mason -Lite mortar. The system is supplied with all parts necessary for the assembly of a complete masonry firebox unit. Refer to Figures 1 and 2 for illustrations of Mason -Lite system Issued September 1, 2008 This report is subject to re-examination in one year. A Subsidiary of the International Code Council® components. For combustible floor installations, the Mason -Lite system includes a noncombustible raised platform designed to be placed beneath the field - assembled firebox unit. High-temperature refractory brick, 11/8 inches (28.6 mm) thick, is required to line the interior of the firebox. The MFP-39, MFP-44 and MFP-49 are also sold as FMI Products, LLC, models MM39, MM44 and MM49, respectively. 3.2 Chimneys: The firebox units may only be used in conjunction with specific chimney systems. The MFP-39 and MFP-44 fireplaces require the use of a Desa/FMI DM12 12 -inch chimney or 12- or 14 -inch flue system listed by an approved agency as complying with UL103. The MFP-49 fireplace requires a 14 -inch flue system listed by an approved agency as complying with UL103. The chimneys are limited to a maximum height of 40 feet (12 192 mm) and a minimum height of 14 feet (4267 mm); except that, where offsets are used, the minimum height is 17 feet (5181 mm). A maximum of two offsets are permitted. 3.3 Grout and Mortar: The grout and mortar used to construct the fireplace is provided by Masonry Fireplace Industries, LLC. 4.0 DESIGN AND INSTALLATION 4.1 General: The fireplace units must be installed in accordance with this report, the manufacturer's instructions and the applicable code. A copy of the manufacturer's instructions must be available at the jobsite at all times during installation. The fireplaces are not recognized for use with doors. 4.2 Design: When installed in accordance with Section 4.3 of this report and the manufacturer's instructions, the fireplace units may be installed in Seismic Design Categories A through F. In Seismic Design Categories C, D, E and F, the seismic design parameters are limited to the values noted in Table 2. The seismic design must be in accordance with Sections 13.3, 13.4, 13.5 and 13.6 of ASCE 7. Structural design calculations and construction plans prepared by a licensed design professional are required to determine the requirements for the fireplace foundation and anchorage of the fireplace to the foundation. *Revised March 2012 ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are thev to be construed as an endorsement of'the subject of the report or a recommendation for its use. There is no warranty by ICC Evahuation Service, LLC, express or implied, as ME to any finding or other matter in this report, or as to any product covered by the report. n _ Copyright © 2012 Page 1 of 8 ESR -2401 I Most Widely Accepted and Trusted Page 2 of 8 When installation is on wood floor construction, the licensed design professional shall determine the requirements for support and anchorage for the combined gravity and seismic loading. The applicability of the seismic design parameters in Table 2 must be verified with due consideration of the flexibility of anchorage and supports. In addition, the calculated long-term deflection of the wood members supporting the fireplace shall not exceed the values shown in IBC Table 1604.3 for floor members. Under the IRC, an engineered design must be provided in accordance with IRC Section R301.1.3. 4.3 Installation: The Mason -Lite TM Masonry Fireplace system may be installed directly on concrete slabs and footings or on combustible floors, subject to the structural design limitations contained within this report. For concrete foundations, the firebox base is installed directly to the foundation. For combustible supporting systems, installation of a 1 -inch -thick (25.4 mm) ceramic fiber -board, 6 -inch -high (152 mm) metal support base and 1/2 -inch -thick (12.7 mm) cement board is required before placement of the firebox hearth components. The precast components are assembled following the Mason -Lite published instructions and using Mason -Lite mortar. Minimum No. 3 reinforcing bar or '/Z -inch -diameter (12.7 mm) all -thread must be installed, and the cells of the precast components are grouted with Mason -Lite grout. Anchorage of the fireplace unit to the foundation or supporting floor must be designed as described in Section 4.2. After completion of the construction of the lower firebox components, the precast lintel and firebox dome components are installed. In Seismic Design Categories C, D, E and F, straps must be installed as shown in Figure 3. The chimney anchor plate is then attached to the firebox dome as shown in Figure 4. Once the installation of the chimney anchor plate is completed, the listed prefabricated chimney flue pipe is installed as shown in Figures 5, 6 and 7. The clearances to combustibles are as required in Table 4. Installation of the chimney must be in accordance with the chimney's listing and the chimney manufacturer's instructions. Firebrick lining having a minimum thickness -of 1I/8 inches'(29 mm) must be installed along with any required hearth extensions as shown in Figure 8. Combustion air must be provided in accordance with Chapter 17 of the IRC or Chapter 7 of the 2006 International Mechanical Code®. 5.0 CONDITIONS OF USE The Mason -Lite modular concrete fireplaces described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fireplaces are installed in accordance with this report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's instructions, this report governs. 5.2 The fireplace units must be installed by contractors approved by Masonry Fireplace Industries, LLC. 5.3 The foundation or supporting structure and the anchorage of the fireplace unit to the foundation or supporting structure must be designed for all applicable loads, including gravity, wind and earthquake loading, and must include applicable load combinations in accordance with IBC Section 1605. The weights of the various components and the footprint of the installed unit are included in Table 1. The structural design and calculations must be prepared by a registered design professional and must be provided to the code official for approval. 5.4 The fireplaces must not be installed with doors. 5.5 The fireplace units are manufactured in Highland, California, under a quality control program with inspections by PFS Corporation (AA -652). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Field -constructed Fireplace Systems Using Prefabricated Blocks (AC375), dated February 2012. 7.0 IDENTIFICATION The components of the fireplace units, including mortar and grout, are supplied to the jobsite on a factory - assembled, shrink-wrapped pallet bearing a label with the company name (Masonry Fireplace Industries, LLC, or FMI Products LLC) and address; the product name; the address of the manufacturing plant; and the evaluation report number (ESR -2401). A permanent label must be attached to the installed fireplace by the contractor, identifying the Masonry Fireplace Industries, LLC, name; the product name; the manufacturing location; the date of manufacture and the serial number; the clearances to combustibles; other information required by UL 127; the inspection agency name (PFS Corporation); and the evaluation report number (ESR -2401). ESR -2401 I Most Widely Accepted and Trusted Page 3 of 8 TABLE 1—MASON-LITE FIREPLACE WEIGHTS AND FLOOR AREA MFI Model MFP-39 MFP44 MFP-49 FMI Model MM39 MM44 MM49 Fireplace 1,110 lbs 1,230 lbs 1,320 lbs Damper/Anchor Plate, Firebrick, Grout & Mortar 350 lbs 350 lbs 350 lbs Steel Platform 80 lbs 80 lbs 80 lbs Chimney 50 lbs/lineal ft 50 lbs/lineal ft 50 lbs/lineal ft Floor Area 42 in. x 28 in. (8.12 ft2) 48 in. x 28 in. (9.33 ftp) 53 in. x 28 in. (10.30 ft2) For SI: 1 Ib = 4.45 N, 1 in. = 25.4 mm, 1 Ib/lineal ft. = 0.0146 N/mm, 1 ft` = 0.092 mm`. TABLE 2—SEISMIC DESIGN PARAMETERS Amplification factor, ap 1.0 Component response modification factor, H. 1.5 Height in structure of point of attachment of component, Z with respect to the base, feet 1 Average roof height of structure with respect to the base, h, feet 10 Fundamental period of the fireplace, Tp 0.111 Spectral response acceleration parameter, Soy 0.7 TABLE -3 DEFLECTION LIMITS CONSTRUCTION L S or W Combustible Floor: Floor members 1/360 Combustible Sheathing above opening top: I/240 'For wood structural members having a moisture content of less than 16 per cent at time of installation and used under dry conditions, the deflection resulting from L + 0.5D is permitted to be substituted for the deflection resulting from L + D. (Note: this table has been copied from IBC Table 1604.3). TABLE 4—CLEARANCE TO COMBUSTIBLES Unit front, sides, rear: 2" Combustible Floor: 6" Combustible Sheathing above opening top: 8" Sheathing or trim to opening sides: 8" Mantle above opening 12" Opening to sidewall: 24" Hearth extension beyond front: - 20" Hearth extension beyond sides: 12" Insulation from firebox: 2" ESR -2401 I Most Widely Accepted and Trusted Page 4 of 8 Fireplace Parts Diagram for Combustible Floors MFP-39/44149 Exploded Parts Diagram For Corribustible Floor Systems: 06tional Outside Model No.: MFP4-AK (04" Ducting not, included) Refractory Fir6bdx'Lln4rs Herringbone Pattern shown Also available in.Running Bond: MFP39SHBL.- H-rr ..Oing 39" MFP44SHBL.- nerhh9 44 IVIFNISHBL.-Herring 49" MFP39FRb ' L - Running + , Bond MFP4:4FRBL - Running Bond J' i MFP49FRBL - Runniqg Bond Note: See IVIFI installation instructions for a complete description of the numbered items. FIGURE 1 ESR -2401 I Most Widely Accepted and Trusted Page 5 of 8 2X MFP-39/44/49 Exploded Parts Diagram For Non -Combustible Floor Systems_j 2X f 32 F Optional Outside ` Combustion Air Kit Model No.: MFP4-AK I (04" Ducting not included) 8X MFP39SHBL-Herring 39" MFP44SHBL - Herring 44" MFP49SHBL,- Herring 49" MFP39FRBL - Running Bond MFP44FRBL - Running Bond. MFP49FRBL - Running Bond Note: See MFI installation instructions for a complete description of the numbered items. FIGURE 2 ESR -2401 I Most Widely Accepted and Trusted Page 6 of 8 Attach seismic strap: (seismic designed categories D,E & F) to rebar prior to placing final side walls. FIGURE 3—MASON-LITE ASSEMBLED FIREBOX COMPONENTS FIGURE 4 ESR -2401 I Most Widely Accepted and Trusted Page 7 of 8 ONLY "W'TfAiN-'f9--OF TOP O.F.O.PEN)NP FIGURE 5 WW, CHIIVINEY SPACER CLEARANCE70 .COMBUSTIBLES' ONAEAR AND .-SIDES 'OF UNIT. 172" THICK; CONCRETE -:tAL PLATF61RM 1! THICK CERAMIC. FIBER Fires top Spacer with Living Space Above Ceiling FIGURE 6 Existing C6ilin.g Frame Firostdp Spacer Sight #8- x 3/4 - screws. .,-;sc- ews It Firestop Spacer with Attic Space, Above. Ceiling eight #8 x 3/4 - FIGURE 7 ExiSflng Ceiling Frame ESR -2401 I Most Widely Accepted and Trusted Page 8 of 8 Not.provided as part of fireplace M1 N MODEL D E MFP-39 7-1/4" 43" MFP-44 7-1/4" 48' MFP-49 7-114" 53" FIGURE 8 aft a I.r° 'C 1 < T'fte .rr i I r.t`•iiw;`4: -+•i s t-A ` i t t' y- • t • l,fg •• Iv. a :DESCRTPTIQN Automated roll -up screens are the newest technology for large openings. At the touch of a button they provide. the ideal environment for insect, sun and privacy control. The patented. design keeps the screening fabric in the side tracks providing a complete insect barrier for openings up to 20 feet. wide. When the screens are lowered there is minimal reduction in ambient light, outward visibility and air flow. The screens roll up and vanish behind false headers, valances or external housings when not in use. AUTOMATED SCREENS Our automated screens roll up vertically onto a horizontal. drum which features an enclosed. SONIFY electric tubular operator. .The vertical sides of the screen are held within vertical tracks which allow the screen to move up and down .in windy conditions. The screen panel is attached to the horizontal drum at the top of the opening and to a weighted crossbar at the bottom of the opening. The crossbar has a flexible seal. at the bottom to seal against the lower opening surface. Our vanishing roll -up screens can span openings as large as 18' x 18' or small as a bathroom. window. TYPICAL APPLICATIONS Commercial O Hotel Verandas, Lanais, & Patios o High rise balconies 4 Restaurants & Bars Nvith outdoor seating O Shipping :Docks Residential (between columns) O Porches, Lanais, &.Patios a French :Doors O Entry Doors to Garage Doors Q Gazebos • Verandas SCREEN OPTIONS Roll -up screens are available in standard 18 x 14 mesh. vinyl coated fiberglass screening or in a variety of heavier mesh counts for added privacy and sun protection. Using white solar screen fabric will provide daytime privacy from the exterior, yet allow air flow and see-through visibility from the interior. 0 nococr nn `N40TORIZED OPERATIn LJUYI.111C All electronic components and motors are made by SONIFY a world .leader in tubular motors and electronics. Multiple screens can be operated. by a standard wall switch or by radio or infrared remote control. All electronic controls can be interfaced with any existing home or building automation system. Screens can also be controlled by timers, sun & wind sensors, and other SOMFY electronics. RECESSED APPLICATION In new construction. recessed. screens and tracks are the preferred design. In this type of installation the screens truly disappear from sight. RETROFIT .APPLICATION 4 [ The screen housing. is made to blend in with. almost any existing exterior or interior wall section.. Once installed they are hardly noticeable. r SS PANEL (Min. Opening 5.0") NOTE: Length of Access Panel must be equal to or grector ° than length of screen REaSSABLE TRACK l.se" I N N E F OJUSTMENT SCREEN Models - The screens come in 3 versions: 1. Garage Door Model - Low wind applications areas less than .100 sq. ft. 2. Residential Opening Model - Medium wind velocity areas;greater than 100 sq. ft. 3. Commercial Opening Model - high wind velocity version. Specifications for all models are available on our website, Architectural Specification. CD, and Architectural binder. SKEET'R BEAT'R MODEL0 This model has been used exclusively for garage doors to keep unwanted insects from garages. The product is also ideal for keeping debris from entering garages when the doors are open.. Again, with, a white solar screen the items inside of the garage cannot be seen from the outdoors, yet the garage can be kept open and ventilated. i General Specifications The SA Screen System General Specifications Section 08586 Part 1- GENERAL 1.01 Scope A. Supplier furnish and install all accessories and attaching hardware. screens manufactured by: SA Inc. 7269 W. Homosassa Trail Homosassa, FL 34448 800-7641110 B. Related Work Specified Elsewhere: 1. Wood ,Blocking: rough carpentry section or submittal drawings 2. Electrical Supply for Motorized Screens: Division 16 1.02 Submittals: A. Product Data: Submit manufacturer's descriptive literature indicating materials finishes, construction and installation instructions, and data verifying that product meets requirements specified. Include manufacturer's recommendations for maintenance and cleaning. B. Shop Dmwings: indicate fasteners, installation and clearance at head, jamb and sill for each mounting condition. Wiring diagrams for motorized components or units available upon request. C. Submit minimum 8" wide by 10" wide long fabric sample including materials and accessories for complete installation and operation. Submit manufacturer's color samples for color selection by an Architect. 1.03 Quality Assurance: A. Responsibility. Screen manufacturer shall furnish all electrical control equipment, screens and accessories for a complete installation and single source responsibility. B. Supplier: the manufacturer, subsidiary or licensed agent shall be approved to supply the products, speci fied and to honor any claims against the product represented in accordance with. the warranty. C. Installer: shall be qualified to install the specified products by prior experience, demonstrated performance and acceptance of any requirement of Screen America Incorporated or any subsidiary or licensed agent. The installer shall be responsible for an acceptable installation. 1:04 Delivery, Storage, and Handling: A. Deliver to project site in manufacturer's original packaging. 13. Handling and storage: to prevent damage to materials, finishes and opemong mechanisms. .Part 2- PRODUCTS 2.01 Manufacturer. Shall furnish all electrical control components, screens and accessories for complete installation. and single source responsibility. Screen America Incorporated 7269 W. Homosassa Trail Homosassa, FL 34448 800-764-1110 www.screenamerica.com 2.02 Product A. Screen America Motorized Insect Screen: Top quality motorized insect screens ideal for residential or commercial applications. Motorization allows for screens to be towered when needed and retracted when not in use., Screens can be. controlled individually or m groups, by standard will switches or infrared and radio remote control. 2.03 Materials. A. Screen Fabric: shall be 18 A 14 mesh vinyl coated fiberglass screening for maximum ventilation or 20 x 20 mesh screening for maximum insect protection. 2.04 Components A. Motorized Operation .1. Motors: shall be SOMFY motors of various sizes and types each using asynchronous capacitor start and run, single phase type operating on 120V AC 60FIz. They shall have planetary type gears, built-in radio receiver, solenoid. activated disc brakes and built-in electronic limit switch units. Each motor must be thermally protected, tubular in shape and totally enclosed within the roller drum. All motors must operate at either 38 RPM or 20 RPM and shall be UL listed, CSA certified and FCC approved for safe operation. 2. Drums shall be constructed with 6063 T 6 aluminum with structural fins design to minimize deflection. Proper drum diameter must be implemented for size of opening. 3. Housing End Caps - to be made of die cast aluminum. 4. Mounting Bracket - to be made of cad plated steel 5. Cross bar - shall be of extruded 6063 T 5 aluminum available in milt finish aluminum. 6. Exterior Housing - shall be roll form aluminum .030 powder coated available in 4 colors. 7. Side Tracks - PVC vinyl tracks of UV -resistance with a paintable surface. 2.05 MotorCControl Options A. Individual or group switching: Multiple and remote switching. B. Group Control System: Radio and infrared remote controllers, timers and sun and wind sensors. C. Available Switches: rocker, toggle, key or decorator. Part 3 -EXECUTION 3.0 t Inspection and Preparation A. Screen. installer. shall be -responsible foi inspection of site, approval. of mounting surfaces, installation conditions and field measurements prior to screen. installation. B. Other Affected Trades: shall receive relevant submittal drawings and installation instructions. 3.02 Installation: A. Install: screens in described arca level and plumb and in accord with manufacnuer's product data and approved shop drawings. B. Clean: finished installation of all spots, smears, stains, etc. And remove all resulting debris from. the site. 3.03 Maintenance: A. Screens: might require occasional cleaning from time to time due to the nature of an exterior product. 3.04 Warranty: A. Screen America provides a standard I -year warranty against defects in, material and workmanship, beginning at date of substantial completion. Electric motors are warranted for a period of five years only. Electric controls arc warranted for I year. 3.05 Technical Services: A. Screen America maintains a toll free number (800) 764-1110 and Website (www.screenamcrica.com), with complete technical data. © Screen America, Inc. 9/01 PMted to the U.SA. TM Enviroblind Interior Orientation Wire nut .; ` www.enviroblind.com Guide Rail - (OUTSIDE) junction GREEN --- GROUND Framing (Top View) inside endcap OO SHUTTER— MOTOR CABLE (4 wire) WHITE ---COMMON MOTOR 1 AMPA Motor Cable (4 Wire) T RED -- DIRECTION 1 (Up) Switch Box A BLACKDIRECTION2 (Down) Right Side K View (Door's) Guide Rail I Fire (TYR) Blocks I(:& or `g A S s s 0 O t A Outlet •"N' am. mamp_1 0 _ _ 120V 6o Hz from source a 16" I TYR (MAX) Up 6'cord r 5 Exposed Cord AccessE (Use Blank Plate) `H. to sin le-Hole Each motor draws approx. 1 Amp. (Cut-out) The motor cable can come down Plate (unction) Motor can be assembled in either side inside the guide rail and out the or 0 Left Side back of the guide rail at the appropriate (if Required) height and angle into switch cut-out. Battery Back Up SecureZip Plus Motorized Zipper System for larger windows Interior or Exterior r The SecureZip Plus system by abc Sun Control Is a versatile vertical shading system that incorporates the advantages of the features of the SecureZip system that was introduced last year. Its larger box, roller tube and zippers that allows abc to produce wider systems up to 19. Due to the Increased width of the system box mounting brackets to carry the box have been added. The system utilizes the same two-piece track system (1.4" X 1.66") that provides for easy and aesthetic installations. The lack of a light gap on the fabric edge makes this product ideal for blackout applications. The SecureZip System is housed In a 5.25" X 5.25" extruded aluminum box that houses the fabric which is installed on a 85mm galvanized roller tube allowing the unit to span widths of up to 19. Product Coverage: Horizontal Widths: 60 to 228 inches (5'to 19") Projections: 36 to 144 inches (3'to 12') Roller tube: 85 mm galvanized steel slot tube Mode of Operation: Somfy Tubular Motor Hardware Colors: White, Ivory, Sand and Bronze Custom colors available at additional charge. WALL INSTALLATION BRACKET Ventosol Motorized Tensioned Zipper System IInterior or Exterior The Ventosol by Stobag incorporates the gas piston technology as in the Alromatic, with the proven technology associated with zipper systems. THIS Is a very robust and vestal system that can be adapted to multiple applications. Given the tensioned fabric the system Is Ideal for strong wind conditions, In vertical applications, which are excessive for other systems. This system has been wind tunnel to wind speeds of 100 km/hr, greatly exceeding the capabilities of other systems. The system can also be employed horizontally, to cover skylight openings and other areas where light blockage Is desired. The zipper tracks eliminate light gaps making the system ideal for blackout applications. The overall size of horizontal applications is reduced and a 20 -degree slope Is required for exterior installations. Product Coverage: Vertical Width: 36 to 197 inches (3'to 14') Horizontal Width: 36 to 120 inches (3'to 10') Projections: Vertical: 36 to 197 inches (3'to 14') Horizontal: 36 to 157 inches (3'to 13') Roller Tube: 4" galvanized steel slot tube Mode of operation: Somfy Tubular motor Standard Hardware color: White Custom colors available at additional charge. 7241 Ethel Ave., North Hollywood, CA g16oS0Ph: (818) 982 6989OT611 Free: (8oO) 34o 89690Fax: (818) 982 9171QWeb: abcsuncontrol.com 0Email: sales@abcsuncontrol.com + I= 14i P 40 Ate - a:. The Giant Timbers are complete with authentic wood tones and deep charred wood patterns. Controls are tucked away out of view to maximize the realistic scene. Dramatic Realism It's easy to see how the Giant Timber's elaborately crafted log stack and radiant ember bed could be mistaken for a real wood burning fire. To maintain the integrity of the meticulously detailed bark, these colossal logs were cast from actual wood, then hand -finished to deepen the look of the split bark. The Giant Timbers are complete with authentic wood tones and deep charred wood patterns. Controls and gas train assembly are tucked away out of view to maximze the realistic scene. A brightly burning loose ember presentation like this in a vented gas log heater can only be achieved through superior design and nearly perfect fuel combustion. The Giant Timber's considerable size deserves an equally large flame. The high efficiency ember bed creates a triple burner system that maximizes the beauty of the log set These massive logs are perfect for extra large firebox systems or large masonry fireboxes. The MFEB ember bed is available as an accessory. When in use .the ember bed brings the burner up to 70,000 BTU's. To accent the realism of the logs, the LAMF log accessory kit is also available. These six charred log additions create an even more authentic log presentation. 1 I Vented log sets are available in remote ready or electronic ignition models. Electronic Ignition come equipped with the Skytech energy saving direct spark ignition and also a models include a remote control system with flame r settings. All models are equipped with a safety gas control system. Giant Timbers 36" Log Set with Optional MFEB Lava Rock Flame Bed. Meticulously Detailed Logs Resemble the Look of Real Wood Logs. Designed to fit the larger fireboxes of today! The uniqueness of this series is that the unit stands 19" tall and over 15" deep. 24" log sets are designed for 36" fireboxes, 30" log sets for 42" fireboxes and 36" log sets for the FMI 48" boxes or larger masonry units. . o-rrowuononr"e SIZE Giant Timbers MODEL Vented Burner System DESCRIPTION (for Indoor/Outdoor FUEL CONTROL BTU's 24" VTDGT24NR/PR Indoor/Outdoor Burner & Log Set Natural/Propane Remote Ready 29,000 to 40,000 30' VTDGT30NR/PR Indoor/Outdoor Burner & Log Set Natural/Propane Remote Ready 29,000 to 40,000 36" VTDGT36NR/PR Indoor/Outdoor Burner & Log Set Natural/Propane Remote Ready 29,000 to 40,000 24" VTDGT24NE/PE Indoor/Outdoor Burner & Log Set Natural/Propane Electronic Ignition* 29,000 to 40,000 30° VTDGT30NE/PE Indoor/Outdoor Burner & Log Set Natural/Propane Electronic Ignition* 29,000 to 40,000 36" VrDGT36NE/PE Indoor/Outdoor Burner & Log Set Natural/Propane Electronic Ignition* 29,000 to 40,000 www.FNUPRODUCTS.com For more information, call (866) 328-4537 *Electronic Ignition models include a variable remote control. • Remote Controls • Wall Mount Control Kits • Log Accessory Kit • Lava Rock Flame Bed NATIONAL V FIREPLACE Q 2012 F YH PRODUCTS, LLC INSTITUTE' Tested & Certified a FA6713-0212 Product design, features and specifications are subject to change at any time. Refer to current product Instructions prior to Installation. Printed in U.SA. CA S T I L L G EN GIN EERING A t( lJL 6- -- CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION BATF l3 3 gy i STRUCTURAL CALCULATIONS FOR MASON -LITE FIREPLACE FMI-MM49 5B -B30 MARBELLA LA QUI NTA, CA 4 -JAN- 1 3 RF v` lVlE' D JAN 31 2013 BY: - - v CE JOB NO. : 13-00 3 2 0 n• 4 A V c t - C IJ G i 1. " A t r i^ .4 d 11 C r 5 I C A S T I L L O E N G I N E E R I N G, I N C • CIVIL & STRUCTURAL ENGINEERS 1 327 LOMA AVE, LONG BEACH, CA 90804 • TEL: 562.961 .5600 FAX: 562.961 .5700 ENGR. DATE PROJECT JOB NO. 41 a 4;,/ Lrw rr its c117 v r•.o —.4 0-7 7- o ,oo,i , SHT. 1A ENGR. CASTILLO ENGI N E E R I N G, I N C CIVIL & S T R U C T U R,A L ENGINEERS 1 327 LOMA AVE, LONG BEACH, CA 90804 TEL: 562.961.5600 FAX: 562.961 .5700 DATE PROJECT JOB NO. - li fY 3o C' • C ( / / V ✓ SHT. ?j L 1- iJ TT - le too/ 7 vh i w, C NY+ t ,.,Ir . ! At 09ot-0 A SEE' WWW.CASTILLOENGINEERING.COM C A S T I L L O E N G I N E E R I N G, I N C CIVIL & STRUCTURAL ENGINEERS 1 327 LOMA AVE, LONG BEACH, CA 9OB04 s TEL: 562.961 .5600 FAX: 5r.2.961.5700 LNGR. DATE PROJECT JOB NO. SHT. f 2.S Tz, WWW. CASTI LLOENG IN EERI NG. C OM 9 BAF MASON -LITE FIREPLACE FRONT VIEW ELEVATION (FIG. 1) SIDE VIEW ELEVATION (FIG. 2) BAH rM. FOR TEMBTED am ELEVATION= PLAN VIEW (FIG. 3) NOTE: FOLLOW ALL MANJFACTUFERS N87ALLATION WOUIFeENTS. E .1 _D raVent 99242 12" Class A Chimney Pipe Anchor Plate with Damper Page 1 of 3 How to make a donation via text message 1. Text "Red Cross" to 90999. 2. You will recieve a text confirming that you would like to donate $10 to the American Red Cross. 3. Send your confimation text responce and the charge will show up on your monthly phone bill. (800) 375-3403 cell center Hours 1 Hello. Login ' My Accor rt co rtect us (Help ! cart - o nems • l .com Smarter Honie Improvement. Home I Shop By Room I Shop By Department I What are you shopping for? Search Coupons I DIY Guides I Brands I Video Center orarc U>r mVery oriel NOW LOW421 ores I.. r-Ktt urouna-zinipptng uyerb199 j SAVE Ulu withcoupon! i PROFESSIONAL Pricing .. You are: Home > Brands > DuraVent > Class A Chimney Pipe > DuraVent 99242 print Paoe DuraVent 99242 12" Class A Chimney Pipe Anchor Plate with Damper Item 9' BCIf761B36 vtew Me entire DuraVent Approved Internet Seller Yd; i : 70 . . ...... i ..°:_1 Product Details for the DuraVent 99242 Free Shipping on ALL DuraVent Products - Plus New Lower Prices! No Coupon Needed Offer Ends 12/31/2012 $375.69 Originally $456.97, You Save 18% 000Q® Be the first to review this oroduct Shipping: Free Shippingl See Details Ships In: This product leaves the warehouse in 3 to 5 days. Finish: Stainless Steel Out of Stock Details Qty Add To Cart More Buying Choices I I Have one to sell? Sell Yours Now 1. Return Policy I Live Chat j Ask A Question DuraTech Collection 12" Class A Chimney Pipe Anchor Plate with Damper Warranty Notice: MBG DuraVent warranty applies to this professional grade product only when installed by a trained professional installer. The DuraTech 12" Class A Chimney Pipe Anchor Plate with Damper is used as a starter section for DuraTech. Bolts directly to fireplace outlet. Damper section allows chimney to be closed when fireplace is not in use. Includes chain and lintel hook. DuraVent 12DCA-FS 12" Class A Chimney Pipe I Firestop Assembly $35.57 j 10" Class A ed Anchor Plate tore http://www.build.comlduravent-99242-12-class-a-chimney-pipe-anchor-plate-with-damp... 12/11/2012 C D Bathroom tGtchen Lighting Ceiling Fans Hardware Range Hoods Appliances Flooring He orarc U>r mVery oriel NOW LOW421 ores I.. r-Ktt urouna-zinipptng uyerb199 j SAVE Ulu withcoupon! i PROFESSIONAL Pricing .. You are: Home > Brands > DuraVent > Class A Chimney Pipe > DuraVent 99242 print Paoe DuraVent 99242 12" Class A Chimney Pipe Anchor Plate with Damper Item 9' BCIf761B36 vtew Me entire DuraVent Approved Internet Seller Yd; i : 70 . . ...... i ..°:_1 Product Details for the DuraVent 99242 Free Shipping on ALL DuraVent Products - Plus New Lower Prices! No Coupon Needed Offer Ends 12/31/2012 $375.69 Originally $456.97, You Save 18% 000Q® Be the first to review this oroduct Shipping: Free Shippingl See Details Ships In: This product leaves the warehouse in 3 to 5 days. Finish: Stainless Steel Out of Stock Details Qty Add To Cart More Buying Choices I I Have one to sell? Sell Yours Now 1. Return Policy I Live Chat j Ask A Question DuraTech Collection 12" Class A Chimney Pipe Anchor Plate with Damper Warranty Notice: MBG DuraVent warranty applies to this professional grade product only when installed by a trained professional installer. The DuraTech 12" Class A Chimney Pipe Anchor Plate with Damper is used as a starter section for DuraTech. Bolts directly to fireplace outlet. Damper section allows chimney to be closed when fireplace is not in use. Includes chain and lintel hook. DuraVent 12DCA-FS 12" Class A Chimney Pipe I Firestop Assembly $35.57 j 10" Class A ed Anchor Plate tore http://www.build.comlduravent-99242-12-class-a-chimney-pipe-anchor-plate-with-damp... 12/11/2012 :i DuraVent 99242 12" Class A Chimney Pipe Anchor Plate with Damper Features: Inner Diameter. 12" Outer Diameter. 14" Height: 4" • Dimensions: 16" x 16" Bolts Directly to Masonry Fireplace Outlet • Damper Section Allows Chimney to be Closed When Not in Use • Chain and Lintel Hook Included DuraVent now offers DuraTech in large diameters to vent large-scale residential fireplaces and building heating appliances. DuraTech chimney is tested and listed for continuous operation at 1000° F flue gas temperatures, one hour at 1400° F and ten minutes at 1700° F, in accordance with the UL 103 test standard. 10"-24" large diameter DuraTech is a 1" wall, all -fuel chimney system for use with wood stoves, fireplaces, furnaces, boilers, ranges, water heaters, or other appliances fueled by wood, oil, coal, or gas. Looking for Simpson Dura-Vent? You found it! Simpson Dura-Vent has changed their name to DuraVent. DuraVent is a recognized technological leader in the venting industry. Consistently the first to market with new innovations in venting systems, DuraVent has captured a leadership position in emerging markets. DuraVent has patents for several products and continues to design safe and technologically advanced venting. The company's research into solving problems with corrosion, when biofuels such as corn are used, led to the break -through patent for PelletVent Pro. Scientifically proven materials and unequalled engineering make DuraVent products not only the best choice, or safest choice, but the only choice for professional quality venting products. Additional Information Typical DuraTech Installations Specification Sheet Our SKU: DuraVent 99242 `Denotes a finish or option that has been discontinued 0 Questions from the Community Your rocontly vlomd hems ,............ ................ DuraVent 99242 12" Class A Chimney Pipe Anchor Plate with Damper Comparo Additional DuraVent Links • View Manufacturer Warranty Shop All DuraVent Products • Shop All DuraVent DuraTech Collection Products . ...._ ...., DuraVent 99641 Ltw. 20" Class A Chimney Pipe Anchor Plate i J r Compare Page 2 of 3 i $344.80 I i I .................................... DuraVent 14DCA-AP 14" Class A Chimney Pipe Anchor Plate i $149.63 DuraVent 9367SS 09 5" Stainless Steel Class A Chimney Pipe Insulated I Tee with Cap i j $206.40 I........... ...._...... _.... J Technical Specs ADA No ..__. ......................... ---...._......................................__......-----.._......__...-_...- Configuration ------ --Configuration Anchor Plate Depth 16 ... ............ _.._.......... _._..... _............................... _.... --.......................... _......_.._... _._ Coal, Gas, Oil, Wood, Fuel Type Wood/Oil/Coal Height--_—__4__.__.___ —._ _ _ Length 16 --- .................................... -..._..__. Material .......... _... _...._..__.._._................. --.._... Stainless Steel Pipe Class Class A ........ _... _.._..................................... _...... .... Pipe.l!nAq --............... _....... _..... __.................................... Diameter 12 Pipe_Shape Round —----._._.---..._...---.._ Product Weight ....... ..... _. 17 -_._..—_- .... _-................ ---_.......... Theme - _._....__.....- .................. _.. Functional UL Listed Yes ._ ......... _--.----....__..----..._.___ .__.._ Vent _ .._—__.__._....._.._.. Double Wall Construction Width 16 DuraVent 99742 ! 22" Class A Chimney Pipe I' Anchor Plate with Damper i i r Compare DONT MISS A DEAL! Sign Up For Email SAVINGS Enter Email Address , Sign Rte Up Privacy Policy FaucetDirect.com LightingDirect.com HandleSets.com VentingOirect.com VentingPipe.com Bathroom Faucets Lamps Door Locks Range Hoods Stove Pipe Kitchen Faucets Chandeliers Door Knobs Exhaust Fans Chimney Pipe Toilets Ceiling Fans Door Levers Heaters Stoves ........-! 0 Sted Itore http://www.build.comlduravent-99242-12-class-a-chimney-pipe-anchor-plate-with-damp... 12/11/2012 DuraTech 10"- 24" 1 All -Fuel Chimney Tee Support Bracket Finishing Collar Anchor Plate C 0A r I --C —I r- B 2 1 Anchor Plate w/Damper F A I -C —1 35 Simpson Dura-Vent I www.duravent.com Use as wall support for chimney system. Supports up to 30' of DuraTech Chimney. Attaches to chimney pipe. Can be installed above or below the Tee. If installed below the Tee, a short section of pipe is required. 121, 14 16 18" 1477 1 ', 16 18 ?i. 20 15 W 11 Ya" 191/8" 211/8' 9172GA ' 99212GA 179937207! 99472G Fits over the female end of the chimney pipe to provide a decorative black finish. Use on chimney pipe that is suspended with the roof support system or on pipe that is passing through a wall thimble. Use as a starter section for DuraTech. Bolts directly to masonry fireplace outlet. 010" 12" 14" 16 18 20" 22" 24" ",,-'12/" 1 `_16Yu 18Yia-2y201 j 2a!,'16yis © 14" 16" 18" 20" 22" 24" 26" 28" Use as a starter section for DuraTech. Bolts directly to fireplace outlet. Damper section allows chimney to be closed when fireplace is not in use. Includes chain and lintel hook. Q 10" 12" 14" 16" 18 20" 22 24" 0 12" ! 14 1, 16 18" _ I 20' _ '2r, " 24 " 26" © 14" 16" 18" 20 22 24" 26 28" 191i2 99242 99342 99442- 99542 is 99642 '707717§9842 Typical Installations For 5"- 24" DuraTech CaffedralGabig oa Ivmace ilxvu_ritse "W W%q)P0rtB0c Refer to our Typical Installation drawings to select the appropriate componentparts your installation. - NUDuraBlack Chimney Adapter muse_ 3e used when connecting DVI_ pipe to a Ceiling Support Box or Nishing Collar. When Connecting DuraBlack pipe, a DVUDuraBlack Chimney Adapter, DuraBlack Sllp Connector,orSnap4ock Adapter must be used. • Wall Thimble must be installed with an appropriate length of chimney pipe for all horizontal through the -wall Installations, To accommodate thicker walls, the telescoping pieces of the Wall Thimble can be separated, and a field-harfcated extension may be insta led. - Attic. Insulation Shield must be used io 311 installations that passthrough an attK regardless of Whether the attic is insulated or not. firestop Radiation Shield must be used when a chimney passes through afloor OF Ceiling without asupport box. CHIMNEY CAE' STORM COLLAR ]FLASHING .ATTEC INSULATION SHIELD FIRESTOP RADIATION SHIELD 1VALL STRAP CHIMNEY PIPE. L I „/ _.— CErLtNG SUPPORT BOX. DVUDURABLACK CHIk4 NEYADAFTER [3VL OR DURABLACK ME APPLIANCE .A.DAFTER lYVlor lluraBCa ® Tee w h Tee cap ceiling SuppoaBox Teesupport - Wall Thimble m Chase Top flashing Qmm ey Pipe Base ieeftble Tee Attic lnsulationShield WarPtatteorAnchw Hatewfi Damper €k*nq I Boofsnppart %ffncallar HomingcoBar cl Wq Cap Few a DVI Adapter, Dural ladle Shp canneft ar Snap Lo€k Adapter Stowmapter Elbovrstrap ,® SguareCeilb Support ox Refer to our Typical Installation drawings to select the appropriate componentparts your installation. - NUDuraBlack Chimney Adapter muse_ 3e used when connecting DVI_ pipe to a Ceiling Support Box or Nishing Collar. When Connecting DuraBlack pipe, a DVUDuraBlack Chimney Adapter, DuraBlack Sllp Connector,orSnap4ock Adapter must be used. • Wall Thimble must be installed with an appropriate length of chimney pipe for all horizontal through the -wall Installations, To accommodate thicker walls, the telescoping pieces of the Wall Thimble can be separated, and a field-harfcated extension may be insta led. - Attic. Insulation Shield must be used io 311 installations that passthrough an attK regardless of Whether the attic is insulated or not. firestop Radiation Shield must be used when a chimney passes through afloor OF Ceiling without asupport box. CHIMNEY CAE' STORM COLLAR ]FLASHING .ATTEC INSULATION SHIELD FIRESTOP RADIATION SHIELD 1VALL STRAP CHIMNEY PIPE. L I „/ _.— CErLtNG SUPPORT BOX. DVUDURABLACK CHIk4 NEYADAFTER [3VL OR DURABLACK ME APPLIANCE .A.DAFTER i M Ca =rri e Q, urn to the Experts. Product Data A09034 Fig.1 - Unit 50EZ-A Single -Packaged Products with Energy -Saving Features and Puron® refrigerant. • Up to 13.5 SEER • Up to 7.7 HSPF • Up to 11.5 EER at 95°F OD • Factory -Installed TXV • Multi -Speed High Efficiency DC Blower -Standard • Dehumidification Feature FEATURES/BENEFITS One-piece Heat Pump unit with optional electric heater, low installation cost, dependable performance and easy maintenance. Efficient operation High -efficiency design with SEERS (Seasonal Energy Efficiency Ratio) of up to 13.5. Puron Environmentally Sound Refrigerant is Carrier's unique refrigerant designed to help protect the environment. Puron is an HFC refrigerant which does not contain chlorine that can harm the ozone layer. Puron refrigerant is in service in millions of systems, proving highly reliable, environmentally sound performance. Easy Installation Factory -assembled package is a compact, fully self-contained, heat pump unit that is prewired, pre -piped, and pre -charged for minimum installation expense. These units are available in a variety of standard capacity ranges with voltage options to meet residential and light commercial requirements. Units are lightweight and install easily on a rooftop or at ground level. The high tech composite base eliminates rust problems associated with ground level applications. Innovative Unit Base Design On the inside a high-tech composite material will not rust and incorporates a sloped drain pan which improves drainage and helps inhibit mold, algae and bacterial growth. On the outside metal base rails provide added stability as well as easier handling and rigging. Durable, dependable components Compressors are designed for high efficiency. Each compressor is hermetically sealed against contamination to help promote longer life and dependable operation. Each compressor also has vibration isolation to provide quieter operation. All compressors have internal high pressure and overcurrent protection. Direct -drive multi -speed brushless DC blower motor is standard on all 50EZ-A models. Direct -drive, PSC (Permanent Split Capacitor)condenser-fan motors are designed to help reduce energy consumption and provide for cooling operation down to 40°F (4.4°C) outdoor temperature. MotormasterOO II low ambient kit is available as a field installed accessory. Thermostat controls designed to work as a system with Carrier's small packaged product. Thermostatic Expansion Valve - A hard shutoff, balance port TXV maintains a constant superheat at the evaporator exit (cooling cycle) resulting in higher overall system efficiency. Refrigerant system is designed to provide dependability. Liquid filter driers are used to promote clean, unrestricted operation. Each unit leaves the factory with a full refrigerant charge. Refrigerant service connections make checking operating pressures easier. High and Low Pressure Switches provide added reliability for the compressor. Indoor and Outdoor coils are computer -designed for optimum heat transfer and efficiency. The indoor coil is fabricated from copper tube and aluminum fins and is located inside the unit for protection against damage. The outdoor coil is internally mounted on the top tier of the unit. Low sound ratings ensure a quiet indoor and outdoor environment with sound ratings as low as 74dBA. Easy to service cabinets provide easy 3 -panel accessibility to serviceable components during maintenance and installation. The base with integrated drain pan provides easy ground level installation with a mounting pad. A nesting feature ensures a positive basepan to roof curb seal when the unit is roof mounted. A convenient 3/4 -in. wide perimeter flange makes frame mounting on a rooftop easy. Convertible duct configuration Unit is designed for use in either downflow or horizontal applications. Each unit is converted from horizontal to downflow and includes two horizontal duct covers. Downflow operation is provided in the field to allow vertical ductwork connections. The basepan seals on the bottom openings to ensure a positive seal in the vertical airflow mode. Cabinets are constructed of heavyduty, phosphated, zinc -coated prepainted steel capable of withstanding 500 hours in salt spray. Interior surfaces of the evaporator and electric heater compartments are insulated with cleanable semi-rigid insulation 1 board, which keeps the conditioned air from being affected by the outdoor ambient temperature and provides improved indoor air quality. (Conforms to American Society of Heating, Refrigeration and Air Conditioning Engineers No. 62P.) The sloped drain pan minimizes standing water in the drain. An external drain is provided. Short -Cycling protection for the compressor is incorporated into our defrost control board ensuring a five minute delay (+/-2 minutes) before restarting compressor after shutdown for any reason. MODEL NUMBER NOMENCLATURE 50EZ — A 24 --_ Nominal Cooling Capacity 24 — 2.0 Tons 30 — 2.5 Tons 36 — 3.0 Tons 42 — 3.5 Tons 48 — 4.0 Tons 60 — 5.0 Tons TABLE OF CONTENTS FEATURESBENEFITS ............................. 1-2 MODEL NUMBER NOMENCLATURE ................. 2 ARI CAPACITIES ................................... 3 PHYSICAL DATA ................................... 4 OPTIONS AND ACCESSORIES ....................... 5 BASE UNIT DIMENSIONS ......................... 8-9 ACCESSORY DIMENSIONS ......................... 10 SELECTION PROCEDURE ........................... 11 PERFORMANCE DATA .......................... 12-20 TYPICAL PIPING AND WIRING ..................... 20 APPLICATION DATA ............................... 21 ELECTRICAL DATA ............................ 22-23 TYPICAL WIRING SCHEMATICS .................. 24-26 CONTROLS ....................................... 27 GUIDE SPECIFICATIONS ........................ 28-29 0 Options TP — Base unit with tin plated indoor coil hairpins See Price Page for full list of factory options. Only used if ordering an option Minor Series Electrical Supply 3 — 208/230-1-60 5 — 208/230-3-60 6-460-3-60 C VL US ASH_RA ED- +COMPLIAN T LISTED ARI Standard 21DI240 — _ Unitary Meat Pumps 2 ARI* CAPACITIES COOLING CAPACITIES AND EFFICIENCIES UNIT 50EZ-A NOMINAL TONS STANDARD CFM COOLING CAPACITIES (Btuh) EER** SEERt COP @. 17*F (-8.3°C) HSPFt 24---30 23,400 30--- - _ _11000 - 29,000--11.5 13.5 36---30F5'0__3 100 35,000 -- .5 13.5 42---30 50 3-1/2 1400 40,000.5 13.2 A 48---30 50 4 1600 47,000 11.5 13.5 60----30/50 5 1850 57,000 11.5 13.5 HEAT PUMP HEATING CAPACITIES AND EFFICIENCIES UNIT 50EZ-A HEATING CAPACITY (Btuh) @ 47-F (8.3°C) COP @ 47-F (8.3°C) HEATING CAPACITY (Btuh) @ 17-F (-8.3°C) COP @. 17*F (-8.3°C) HSPFt 24---30 23,400 3.5 10,800 2.2 7.7 x_ 30z----30/50 - 29,000 - 3.5 - - ----15,900 2.2 7.7 36---30/50/60 35,000 3.4 20,400 2.3 7.7 42---30/50/60 40,000 _ _ ____--3.4-- 22,000 2.2 7.7 -48 48---30/50/60, _ --46,500-- 3.6 26,200_ _ _ _ 2.3.____ _--7.7- 60--- 30/50/60 57,000 3.5 31,000 2.3 7.7 LEGEND dB -Sound Levels (decibels) db -Dry Bulb SEER -Seasonal Energy Efficiency Ratio wb-Wet Bulb COP -Coefficient of Performance HSPF-Heating Season Performance Factor * Air Conditioing & Refrigeration Institute. **At W conditions -80°F (26.7* C) indoor db/67*F (19.4°C) indoor wb & 95*F (35°C) outdoor db. t Rated in accordance with U.S. Government DOE Department of Energy) test procedures and/or ARI Standards 210/240. Notes: 1. Ratings are net values, reflecting the effects of circulating fan heat. Ratings are based on: Cooling Standard: 80°F (26.7°C) db, 67°F (19.4°C) wb indoor entering - air temperature and 95°F (35°C) db outdoor entering -air temperature. 2. Before purchasing this appliance, read important energy cost and effi- ciency information available from your retailer. PHYSICAL DATA -UNIT 50EZ-A -Required niter sizes snown are based on the larger of the ARI (Air conditioning and Refrigeration Institute) rated cooling airflow or the heating airflow velocity of), 300 ft/minute for throwaway type or 450 ft/minute for high-capacity type. Air filter pressure drop for non-standard filters must not exceed 0.08 IN. W.C. t If using accessory filter rack refer to the filter rack installation instructions for correct filter size and quantity. t For 460 volt units, add 14 Ib (6.4 kg) to the weight. A -Weighted Sound Power Level (dBA) MODEL 50EZ-A - - - - -5OLZ-Abo NOMIR,on (kg) 148 154 ( 156 190 i 198 210 TYPE t 7 60.5 Refrigerant (- uan ___7_2.'U_70.0 i __6T._0 .5 36- - - 0 } Quantity (kg) 4.4 4.6 3.6 4.5 4.4 5.6 } METERING DEVICE ID 5.0 74. Ixv r ___69_.T_64.5 56.5 48---3 50 tts i 68.5 0.038 (Left OD Coil) 72.5 7 . ORIFICE OD (in.) 0.032(2) 10.035(2) 0.037(2) 0.040 (Right OD Coil) 0.046(2) 0.052(2) (mm) .81 .89 .94 .97/1.02 1.2 1 .3 -OUTDOOR COIL Rows... Fins/in. 2...21 2...21 2...21 2...21 2...21 2...21 face area (sq. ft.) 11.9 11.9 11.9 13.6 13.6 17.5 ' OUTDOOR FAN Nominal Airflow (CFM) 2700 2700 2700 3100 3100 3100 Fan Diameter (in.) 24 24 ) 24 26 26 26 Fan Diameter (mm) 610 { 610 610 660 660 660 Diameter Motor HP (RPM) 1/5(810) 1/5 (810) 1/5(810) 1/5(810) 1/5(810) 1/5(810) Rows... Fins/in. 3...17 ii j 3...17 3...17 3...17 3...17 3...17 !l face area (sq. ft.) 3.7 3.7 3.7 4.7 4.7 5.7 Y Nominal Cooling Airflow (CFM) 800 1000 1200 1400 I 1600 1850 Size (in.) 10x10 10x10 1100 11x10 11x10 11x10 (mm) 254254 254x254 279x254 279x254 279x254 279.254 Motor (H P) 1/2 11 1/2 ! 3/4 3/4 1.0 1.0 HIGH-PRESSURE SWITCH Cutout Ps 9 650x15 Reset (Auto) 420--25 LOSS-OF-CHARGE/LOW-PRESSURE 20x5 SWITCH 45x10 ) (Liquid Line) (psig) Cutout 20x5 Reset (Auto) 45x10RET k HN -AIR throwaway (in.) 20x20x1 20x24xl 24x30x1 k 24x36x1 ) (mm) 508x508x25 508x610x25. 610x762x25 _. z _ 610x914x25. _ -Required niter sizes snown are based on the larger of the ARI (Air conditioning and Refrigeration Institute) rated cooling airflow or the heating airflow velocity of), 300 ft/minute for throwaway type or 450 ft/minute for high-capacity type. Air filter pressure drop for non-standard filters must not exceed 0.08 IN. W.C. t If using accessory filter rack refer to the filter rack installation instructions for correct filter size and quantity. t For 460 volt units, add 14 Ib (6.4 kg) to the weight. A -Weighted Sound Power Level (dBA) MODEL 50EZ-A STANDARD RATING (dBA) TYPICAL OCTAVE BAND SPECTRUM (dBA) (without tone adjustment) 125 250 500 1000 2000 4000 8000 30---30 0 7 60.5 67.5 ___7_2.'U_70.0 7.0 __6T._0 .5 36- - - 0 77 8. 73. __7T._0 67. 2.0 4 --- 30750 7 5.0 74. ___7T5_ ___69_.T_64.5 56.5 48---3 50 tts 62.0 68.5 74. 72.5 7 . 64.0 56. 60---30 0 76 63.0 1 66.5 1 69.5 71.0 66. 65.0 NO 1 E: Tested In accordance wnh ARI Standard 2/d (not fisted In AHI). OPTIONS AND ACCESSORIES ITEM DESCRIPTION INSTALLED INSTALLED OPTION ACCESSORY Coil ptions Base unit with tin plated moor coil hairpins Compressor Start Kit Compressor Start i assis s compressor start-up by providing x additional starting torque on sing phase units only. Corporate Thermostats ermostats provide control ort the system heating and cooing X functions. Crankcase Heater ran case Heater prove es anti- oo ac prote ion or ow - X. load cooling applications. Horizontal Economizer with solid state controls and barometric relief dampers includes filter racks and provide outdoor air during X Economizer cooling and reduce compressor operation. Vertical conomrcer w solid state contro s an arome me re ie dampers includes filter racks and provide outdoor air during X cooling and reduce compressor operation. t:iectrtc Heaters hiectric Heat Supplement Filter Rack Filter Rack features easy insta a ion, services i ity, and high - filtering performance for vertical applications. Includes 1 -in. filter. Flat Roof Curbs at Roof Curbs in both 11 -in mm an -in. mm X sizes are available for roof mounted applications. Low Ambient Kit otormas er 11 Control)allows the use o mec - Low Ambient Kit anical cooling down to outdoor temperatures as low as 0-F X (-18°C) when properly installed. Louver Metal Outdoor Coil Grilles Louver Metal Outdoor Coil Grilles provides hail and vandalism X protection. Manual Outside Air Damper Manual Outside Air Damper includes hood and filter rack with X adjustable damper blade for up to 25% outdoor air. Square -to -Round Duct Transition Kit quare- to- Rolun uct Trans ition Kit ens e - size un o X be fitted to 14 in. (356 mm) round ductwork. Automatically prevents the compressor from Testa ing for ateast Time Guard II 4 minutes and 45 seconds after shutdown of the compressor. Not required when a corporate programmable thermostat is applied X or with a RTU -MP control. -neier to race rage ror application uetau. ELECTRIC HEATERS ORDERING NO. CAPACITY (kW USED WITH SIZES @ 240 or 480 • • •- tyJ:I A1q:UbY:1_GI 1• • •- i' i' i' i'- , tyJa c\Iq:igY:13 h • •- i' i' i' i' i'I x = Approved combination Minimum Airflow for Reliable Electric Heater Operation (cfm) SIZE 50EZ-A24 50 - 30 50 - 36 50 - 42 50 - 48 50 - 60 800 1 u2b 12bu 14UU 171U 1800 5 ECONOMIZER CAULK BOTTOM CORNER OF ECONOMIZER SIDE VIEW ON EACH SIDE COIL r ECONOMIZER o O O O BASE FLANGE ON BASE DETAIL 6 HVAC Unit Vertical Economizer !Ill ll m` ' . IImIIl01110j Horizontal Economizer MANUAL OUTSIDE AIR DAMPER REPLACEMENT PANEL MANUAL OUTSIDE AIR HOOD DAMPER P BLADE i i i o i 100 D Compressor Cover Replacement Panel Shipped with Economizer NOTE: On units with base rails this compressor cover Is shipped with the HVAC unit Replacement Return Chamber Panel Shipped / withEcenomizer Hood A09375 v 3 LEFT SIDE VIEW 3-5/8 192.11 i 1 . 4Edo 3 1 I SUPPLY [/.BI RETURN67 - - 07/8' 122.21 HOLE - m CE ©v© 1 1 .1 112 444A 2081230 1.60 232 f NO: 030 I/ A]36 OPENINGPENING III 11 208/230-1. 208123D-3-60 336 1152.3143-151161 1116.0 20:3 i% b\1• :. 11 1 ' 460-3-60 350 1158.6143-15/161 1116.0 21 469.9 OUTDOOR COIL—.// LEARANCES.To.COMBUSTIBLE MAIL. \ 0-4 ® ®®® INCHES UP ,' .. INN) • 1 164.0129.0 p A30 IS'W.ti®® 11 SIDE OPPOSITEUNII:.: ..III ® !1.0 LEFT SIDE VIEW 3-5/8 192.11 11224.01 FRONT VIEW 44.51 011. 1.0. - PO1ER [NTR111 12.1311 1325.41 7-114 1184.21 3-7/16 181.31 1 . 4Edo 1 I 3/l6 [/.BI 07/8' 122.21 HOLE ®ELECTRICAL m CE ©v© 1 .1 112 444A 2081230 1.60 232 f NO: 030 208/230-1. 2081230-3-60®12, A]36 208/230-1. 208123D-3-60 336 1152.3143-151161 1116.0 20:3 460-3-60 350 1158.6143-15/161 1116.0 21 469.9 LEARANCES.To.COMBUSTIBLE MAIL. 0-4 ® ®®® INCHES UP ,' .. INN) • 164.0129.0 ' III A30 IS'W.ti®® 11 SIDE OPPOSITEUNII:.: ..III ® !1.0 ® 40.71139.3163 2 NEC. OCOUIRED CLEARANCES. INC "I UNIT AM. UFIGR DEDOSURFACES. POWER ENTRY SIDE ......... 36 1914.01 INCHES (EXCEPT FOR NEC REGO IREMENT$) -MININUM OISTANCES:IF UNIT I S PLACED 1111 1 N AN 12 (3..81 FROM WALL SISIEN IN EN S, S TEN PERFORMANCE MAYBE COMPROMISED. 11224.01 FRONT VIEW 44.51 011. 1.0. - PO1ER [NTR111 12.1311 1325.41 7-114 1184.21 3-7/16 181.31 1122.21 RIGHT SIDE VIEW 1250.81 1549.31 1250.81 REAR VIEW IE 50EZ500357 2 1 . 4Edo 1 I 3/l6 [/.BI 07/8' 122.21 HOLE 3 '— 4.13116 CONTROL ENT RI 1 1122.21 RIGHT SIDE VIEW 1250.81 1549.31 1250.81 REAR VIEW IE 50EZ500357 2 UNIT DIMENSIONS - 50EZ-A42-60 777777 _ o V1 s I- - - - - - ¢ r-mnmu z m»t ¢ uc-a-nc 8 3 w w o N A09137 ACCESSORY DIMENSIONS F V HVAC unit HVAC unit base rails basepan A09090 ROOF CURB DETAIL LARGE CURB A09095 F Dashed lines show cross support B location for large basepan units. COMMON CURB Gasket SUPPLY A1R "coreurb Anchor scrawl Wood nailer* Flashing field F supplied Roofcurb* IN. (mm)* Insulation IN. (mm) (field supplied) Roofing material IN. (mm) field supplied CPRFCURB010A00 11 (279) Cant strip / field suDDlled. ._. A09090 ROOF CURB DETAIL LARGE CURB A09095 F Dashed lines show cross support B location for large basepan units. COMMON CURB I i I I I SMALL I BASE UNIT I I I I I I I I I I I I I I I I LARGE I BASE jUNIT I I I I I I I A09096 -------------------- UNIT PLACEMENT ON COMMON CURB A09094 SMALL OR LARGE BASE UNIT A09097 UNIT SIZE CATALOG A SUPPLY A1R B (large base) RETURN AIR I i I I I SMALL I BASE UNIT I I I I I I I I I I I I I I I I LARGE I BASE jUNIT I I I I I I I A09096 -------------------- UNIT PLACEMENT ON COMMON CURB A09094 SMALL OR LARGE BASE UNIT A09097 UNIT SIZE CATALOG A B (small base) B (large base) C D E F NUMBER IN. (mm) IN. (mm)* IN. (mm)* IN. (mm) IN. (mm) IN. (mm) IN. (mm) Small or CPRFCURB010A00 11 (279) Large 10 (254) 14 (356) 16 (406) 47.8 (1214) 32.4 (822) 2.7(69) CPRFCURB011A00 14 (356) CPRFCURB012A00 11 (279) Large 14 (356) 43.9 (1116) CPRFCURB013A00 14 (356) Part Numbers UPRCURBOt0A00 and CPRCURB011A00 can be used on both small and large basepan units. The cross supports must be located based on whether the unit is a small basepan or a large basepan. NOTES: 1. Roof curb must be set up for unit being installed. 2. Seal strip must be applied, as required, to unit being installed. 3. Roof curb is made of 16 -gauge steel. 4. Attach ductwork to curb (Flanges of duct rest on curb). 5. Insulated panels: 1 -in. (25.4 min) thick fiberglass 1 Ib. density. 9 SELECTION PROCEDURE (WITH EXAMPLE) 1. Determine cooling and heating requirements at design conditions: Given: Required Cooling Capacity (TC) .......... 34,500 Btuh Sensible Heat Capacity (SHC) ............ 26,000 Btuh Required Heating Capacity ............... 60,000 Btuh Condenser Entering Air Temperature ....... 95°F (35°C) Indoor -Air Temperature 80°F (27°C) edb 67°F (19°C) ewb Evaporator Air Quantity .................. 1200 CFM External Static Pressure ................ 0.200 IN.W.C. Electrical Characteristics ................... 208-1-60 2. Select unit based on required cooling capacity. Enter Net Cooling Capacities table at condenser entering temperature of 95°F (35°C). Unit 036 at 1200 cfm and 67°F (19°C) ewb (entering wet bulb) will provide a total capacity of 35,000 Btuh and a SHC of 26,200 Btuh. Calculate SHC correction, if required, using Note 4 under Cooling Capacities tables. 3. Select heating capacity of unit to provide design condition requirement. In the Heating Capacities and Efficiencies table, note that the 36 size unit will deliver 35,000 BTUH at the ARI high temp rating point. To achieve 60,000 BTUH, accessory electric heat will be required. Use the Balance Point Worksheet to plot the load line with the unit capacity. The difference between the load line and unit capacity at the design heating temperature is the amount of electric heat that will be required. 4. Determine fan speed and power requirements at design conditions. Before entering the air delivery tables, calculate the total static pressure required. From the given example, the Wet Coil Pressure Drop Table, and the Filter Pressure Drop Table: External Static Pressure 0.200 IN. W.C. Filter 0.130 IN. W.C. Wet Coil Pressure Drop 0.18 IN. W.C. Total Static Pressure 0.51 IN. W.C. Enter the table for Dry Coil Air Delivery— At 0.50 IN. W.C. ESP (external static pressure) and MEDIUM speed the motor delivers 1209 cfm. 5. Select unit that corresponds to power source available. The Electrical Data Table shows that the unit is designed to operate at 208/230-1-60. 10 ttiFm! FMI PRODUCTS, LLC Masonry Firebox MODELS MM33, MM39, MM44, MM49 AND MM63 IF FIREPLACE IS TO BE INSTALLED DIRECTLY ON ANY COMBUSTIBLE MATERIAL, A METAL BASE IS REQUIRED. SAVE THIS BOOK This book is valuable. In addition to instructing you on how to install and maintain your appliance, it also contains information that will enable you to obtain replacement parts or accessory items when needed. Keep it with your other important papers. This fireplace is approved for use as a wood burning fireplace orfor use with a vented gas log approved to ANS Z21.60 or Z21.84 standards. It has not been tested or approved for unvented gas logs. This wood burning fireplace complies with UL127 standard as a FACTORY BUILT APPLIANCE. A WARNING: Improper installation, adjustment, alteration, service or maintenance can cause injury or property damage. Refer to this manual for correct installation and operational procedures. For as- sistance or additional information consult a qualified installer, service agency or the gas supplier. INSTALLER: Leave this manual with the appliance. CONSUMER: Retain this manual for future reference. r We recommend that our 1 P"%y products be installed and J,g serviced by professionals who are certified in the U.S. by NFI TIT1f (National Fireplace Institute). www.nficertified.org J Do not store gasoline or other flammable vapors and liquids in the vicinity of this or any other appliance. P coo, 3 00 (9 V ou I's Report No. 08-154 ICC Evaluation Services Report No. 2401 t For more information, visit www.fmiproducts.com TABLE OF CONTENTS Safety......................................................................2 Specifications..........................................................4 Product Overview....................................................6 Pre -Installation Preperation.....................................7 Venting Installation................................................12 Optional Gas Line Installation ............................... Optional Electrical Connection Installation............ Supporting Floor System ...................................... Combustible Floor Installation ............................... Fireplace Installation..............................................22 Firebrick Installation...............................................29 Operation and Maintenance..................................30 Technical Service...................................................32 Replacement Parts................................................32 .17 Accessories...........................................................33 .17 Parts......................................................................36 .18 Warranty .................................................. Back Page .20 SAFETY IMPORTANT. Check local codes before install- ing this fireplace. Before beginning the installation of the fireplace, read these instructions through completely. • This FMI PRODUCTS, LLC fireplace and its components are safe when installed according to this installation manual. Unless you use FMI PRODUCTS, LLC components, which have been designed and tested for the fireplace system, you may cause a fire hazard. The FMI PRODUCTS, LLC warranty will be voided by and FMI PRODUCTS, LLC disclaims any re- sponsibility for the following actions. a. Modification of the fireplace, components, doors, air inlet system and damper control. b.Use of any component part not manufactured or approved by FMI PRODUCTS, LLC in com- bination with a FMI PRODUCTS, LLC fireplace system. Proper installation is the most important step in en- suring safe and continuous operation of the fireplace. Consult the local building codes as to the particular requirements concerned with the installation of all factory built fireplaces. A WARNING: Do not install a fireplace or other products not specified for use with this fireplace. This fireplace is not intended to be used as a substitute for a furnace to heat an entire home. Use for supplemental heat only. FOR YOUR SAFETY • Do not store or use gasoline or any other flam- mable vapors or liquids in the vicinity of this or any other appliance. • Due to high temperatures, the appliance should be located out of traffic and away from furniture and draperies. • Do not place clothing or other flammable ma- terials on or near the appliance. • Never leave children unattended when a fire is burning in the fireplace. A WARNING: Use solid wood or processed solid fuel fire logs only. When processed wood fuel fire logs are used, do not poke or stir the logs while they are burning. Use only fire logs that have been evaluated for the application in fireplace and refer to fire log warnings and cau- tion markings on packaging prior to use. A WARNING: Always leave glass doors fully opened or fully closed when operating fire- place. A WARNING: If fireplace is to be installed on combustible material, a Metal Base must be used. See Accessories on page 33. 2 www fmiproducts.com 125160-01A SAFETY Continued AWARNING: THIS FIREPLACE HAS NOT BEEN TESTED FOR USE WITH AN UNVENTED GAS LOG SET. TO REDUCE THE RISK OF FIRE OR INJURY DO NOT INSTALL AN UNVENTED DO NOT USE OR STORE GASOLINE OR OTHER FLAMMABLE LIQUIDS OR GASES IN OR NEAR THE FIREPLACE! GAS LOG SET INTO FIREPLACE. I ATTENTION: A fire or an explosion could occur causing property damage, injury or loss of life if you AWARNING: THIS FIREPLACE HAS BEEN do not follow the information in this manual! TESTED FOR USE WITH OPTIONAL GLASS DOORS FROM CROWN-BRECKINRIDGE OR NOTE: THIS MANUAL MUST BE REPRODUCED MCKENZIE-PENDELTON ONLY. ONLY IN ITS ENTIRETY. GUIDELINES FOR USE: All current and future users of FMI PRODUCTS, LLC Fireplaces are charged with the responsibility for full knowledge of the information contained within this manual which includes: Strict requirements for assembly. Detailed instructions for installation. Cautionary guidelines for use. On-going maintenance instructions. It is the responsibility of the distributor, subcontractor and/or the general contractor — whoever shoulders the liability for installation of this product — to see that it works in complete compliance with the guidelines and instructions in this manual. Note that the general contractor is the party accountable for seeing that adequate clearances are provided for all firebox surfaces per specifications in this manual. The Grand Meridian is Designed for Use Only with: - Solid Wood Logs - Plumbed LPG or Natural Gas Log Lighter. - Plumbed ANSI Z21.60 or Z21.84 Decorative Gas Log. Before Beginning the Installation Read these instructions carefully before beginning the installation of this fireplace. Also, if installing an ANSI Z21.60 or Z21.84 Decorative Gas Log, read the gas log appliance manufacturer's literature regarding sizing and suitability for the installation into this enclosure prior to installation. Statement of Intended Use: The Grand Meridian Fireplace is a modular refractory masonry unit designed for field assembly. The firebox is constructed using pre -cast, interlocking refractory blocks. The blocks are then secured to each other using Mortar. The system includes all parts necessary for the assembly of a complete masonry fireplace. In addition to the basic enclosure, a standard 1-1/8" thick, high temperature refractory brick is required to line the interior of the firebox and can be purchased from the manufacturer. These fireplaces are not intended to serve as a primary heat source, rather, the fireplace was expressly created as a supplemental source of heat. The unit is designed for use with solid fuels such as cord wood. A WARNING: Any application other than the "Intended Use" as stated above is in violation of the manufacturer's instructions and is hereby prohibited. Such violation may cause immediate hazard, property damage or loss of life and will void all liabilities to the manufacturer and will void all warranties explicit or implied. 125160-01 A www.fmiproducts.com 3 SPECIFICATIONS 37"- 1/4 } 28" 01 181/2" 22 { 23" I 33" SECTION A -A 04" OUTSIDE AIR ACCES CAN BE INSTALLED ON THE LEFT SIDE ALSO 4 '/2'-1 21" 54 W 241/2" 30 F1/2" - ---- - A A Figure 1: MM33 Fireplace Overall Dimensions -- i-53'/4'- A 4 A Figure 2: MM63 Fireplace Overall Dimensions www.fmiproducts.com M (4 04%- OUTSIDE 4iia"OUTSIDE BUSTION AIR ;CESS HOLE 4C 23 "' — 62'/8'- - 66 %e'— SECTION A -A -- ..,, 125160-01A SPECIFICATIONS Continued '10: F_ I A/ 2 —► B A SECTION H -H 4 3/"-► s 631/2" X811 40 W 4" t it 8 Figure 3: MM39/44/49; Fireplace Overall Dimensions 21" 125160-01A www.fmiproducts.com 5 . Fireplace Overall Dimensions Model A B C D E F MM39 43" 39" 291/4' 27%" 38%" 012" MM44 48" 44" 34'/" 323/4" 433/" 012" 7MM49 ; 53" _ 49" 39'/4' 373/4" 483/4" 012" - Figure 3: MM39/44/49; Fireplace Overall Dimensions 21" 125160-01A www.fmiproducts.com 5 PRODUCT OVERVIEW INTRODUCTION We extend a warm welcome from all of us at FMI PRODUCTS, LLC, proud manufacturers of the Grand Meridian Fireplaces. Thank you for choosing FMI. You may have thought long and hard before you chose the fireplace which would grace your home. Rest assured that every component of the Fireplace has been tested to ensure long-term durability. PRODUCT OVERVIEW The Grand Meridian Fireplaces are designed as factory -built blocks to be assembled on-site. These fireplaces may be installed on either combustible or non-combustible floors. In order for the fireplace to be installed on a combustible floor though, it is nec- essary that the fireplace be supported on a platform or sub -floor that is non-combustible. The Four Components of the Grand Meridian Fireplace: • Combustible or Non -Combustible Floor • Non -Combustible Raised Platform • Firebox and Smoke Dome • FMI PRODUCTS, LLC chimney system required. IMPORTANT: Follow the chimney pipe manufacturer's instructions on the installation of their specific flue system. Careful step-by-step instructions for each phase of the installation procedure will be given for the Grand Meridian conventional radiant heat fireplaces. Those instructions generally fall into the following categories: • Spacing and clearance as it relates to combustible materials. • Familiarity of installation for all components. • The strength of the floor on which it rests. • Chimney system measurements. • Choice of materials and craftsmanship in fireplace and hearth finishing. Internal Wall Installation Corner .,. Installation Flush Full Installation Projection Installation Figure 4: Typical Installations Note that each of these topics will be covered in de- tail and that the installer is expected to understand each phase completely before going on to subse- quent instructions. ATTENTION: Be advised that all the illustrations in this manual are for general reference only. Do not scale drawings. Actual design elements will vary from case to case. Pay attention to specified mini- mum clearances to combustibles. Testing and listing for these Grand Meridian Fireplac- es has been undertaken by the PFS Corporation. ATTENTION: You may need a residential building permit to install a Grand Meridian Fireplace. Consult local jurisdictions before you get started! If asked, advise the local authorities that the FMI Fireplace is designed for installation per the National Fire Protection Association Standard for Chimneys, Fireplaces, Vents and Solid Fuel -Burning Appliances (NFPA211). When choosing the location of your FMI Fireplace, keep in mind you must maintain 2" minimum clearance from left, right and rear of Fireplace to surrounding structure. Also, when choosing a location, consider outside air requirements to determine if it will be on the left or right side of the Fireplace. In the case of an island installation, outside air accessibility may be obtained through sub flooring, see Optional Outside Air Kit on page 12. 6 www.fmiproducts.com 125160-01 A PRE -INSTALLATION PREPARATION SELECTING LOCATION To determine the safest and most efficient location for the fireplace, you must take into consideration the following guidelines: 1. The location must allow for proper clearances (see Figures 6 and 7). 2. Consider a location where fireplace will not be af- fected by drafts, air conditioning ducts, windows or doors. 3. A location that avoids cutting of joists or roof raf- ters will make installation easier. 4. An outside air kit is available with this fireplace (see Optional Outside Air Kit on page 12). MINIMUM CLEARANCE TO COMBUSTIBLES The distance to be maintained from the surfaces of the fireplace to combustibles must be observed. Below is a list of the most common combustible materials to name a few: Drywall Wood Flooring Plywood Sub -Flooring Wood Framing Mill Board Particle Board Plywood Paneling Maintain the following clearances: Unit sides, rear, Dome sides, rear & top.......... 2" min. Combustible Floors (MM33,39,44,49)..............6" min. Combustible Floors (MM63 only).....................8" min. Combustible Sheathing above opening top.. 18" min. Sheathing or trim to opening sides...................8" min. Mantel above opening ..........................see Figure 5 Opening to sidewall...............................................24" Hearth extension beyond front.............................20" Hearth extension beyond sides ............................12" Insulation from firebox............................................2" COMBUSTIBLE MATERIAL 1MANTEL SHELF ' .;;;;,,;..... -UNDERSIDE OF SAFE ZONE FOR 6.. '-[ MANTEL SHELF PROJECTION OF 3' , %: ;+•' 3.7' COMBUSTIBLE MATERIAL 1 1/2 ALL MINIMUM DISTANCES ARE IN INCHES 10" 16" 18-20- 22' I I I I -TOP OF Y OPIG FIREPLACE DISTANCES TO UNDERSIDE OF MANTEL Figure 5: Mantel Clearances to Combustible Material A WARNING: Do not pack required air spaces with insulation or other materials. Minimum/Maximum Chimney Height for Residential Installation Minimum height of chimney, measured from base of fireplace to flue gas outlet of termination, is 14 feet for straight flue or 17 feet for a flue with one elbow set. Maximum distance between elbows is 6 feet. For systems with two elbow sets, minimum height is 22 feet. Maximum height of any system is 40 feet. This measurement includes fireplace, chimney sections and height of termination assembly at level of the flue gas outlet (see Figure 20, page 16). FRAMING 1. Frame opening for fireplace using dimensions shown in Figures 6 and 7. 2. If fireplace is to be installed directly on carpeting, the (other than ceramic) or any combustible material other than wood flooring, fireplace must be installed upon a metal extending full width and depth of fire- place. 3. Set fireplace directly in front of this opening and slide unit back until nailing flanges touch side fram- ing. 4. Check level of the fireplace and shim with sheet metal if necessary. 5. Before securing fireplace to prepared framing, ember protector (provided) must be placed between hearth extension (not supplied) and under bottom front edge of fireplace to protect against glowing em- bers falling through. If fireplace is to be installed on a raised platform, a Z -type ember protector (not sup- plied) must be fabricated to fit your required platform height. Ember protector should extend under fireplace a minimum of 1 '/2". Ember protector should be made of galvanized sheet metal (26 gauge minimum to pre- vent corrosion. 6. Using screws or nails, secure fireplace to framing through flanges located on sides of fireplace. 125160-01 A www.fmiproducts.com 7 PRE -INSTALLATION PREPARATION Continued A WARNING: Failure to position the parts in accordance with these diagrams or failure to use only parts specifically approved with this appliance may result in property damage or personal injury. MAINTAIN THE 2" CLEARANCE TO COMBUSTIBLES ABOVE "- --' - -- -T ATTACH rERIALS )ME. NON-COMBUSTIBLE FACING (NOT SUPPLIED). Condition Dim. H** with 6" platform 10" with 8" platform 12" without platform 3" ` MINIMUM CLEARANCE TO COMBUSTIBLE MATERIALS. " MEASURED FROM FLOOR TO TOP OF FIREBRICK LINER. Figure 6: Framing Dimensions for Combustible Floor Systems 18" MIN* ,/2 ' MIN** `2" MIN. CLEARANCE TO COMBUSTIBLES AROUND SIDES, REAR AND TOP OF FIREPLACE DOME **IF METAL FRAMING IS USED MAINTAIN A'/ INCH MIN. AIR SPACE FROM TOP OF LINTEL. *IF WOOD FRAMING IS UTILIZED IT MUST BE HELD 18" MIN. FROM TOP OF LINTEL AND 2" MIN.CLEARANCE MUST BE MAINTAINED ALLAROUND FIREPLACE DOME. W MAINTAIN THE 2" CLEARANCE TO COMBUSTIBLES ABOVE THE DOME. DO NOTATTACH COMBUSTIBLE MATERIALS ON TOP OF THE DOME. Model W MM33 41" MM39 47" MM44 52" MM49 57" MM63 71" Figure 7: Framing Dimensions for Non -Combustible Floor Systems 8 www.fmiproducts.com 125160-01 A PRE -INSTALLATION PREPARATION Continued Figure 8: Corner Installation for Combustible Floor Systems d, 2" MIN. FROM REAR AND SIDES TO COMBUSTIBLES a a d d NON-COMBUSTIBLE I I FACING MATERIAL z HEARTH EXTENSION I 14 8" I 1 8" MIN MIN MINMIN Figure 9: Top View for Combustible Floor Systems 125160-01A www.fmiproducts.com 9 PRE -INSTALLATION PREPARATION Continued MANTEL AND MANTEL SHELF CLEARANCES As with any radiant heat fireplace, the Grand Merid- ian fireplaces must comply with building code safety clearances, per units that have openings of 6 sq. ft. or greater. For Mantel clearances see Figure 5, page 7. Walls that Adjoin — Safety codes and all practical outlooks insist that your fireplace cannot be installed closer than 2 ft. to any walls in the room the fireplace is housed in or to any walls of adjoining rooms. Caution in Regards to Combustibles — If any part of the fireplace or objects in the room (curtains, rugs, paint, cushions, etc.) start to show warping or dis- coloration due to heat from the fireplace, it is time to take immediate action. Do not use the fireplace until you have figured out how to address the problem. You are facing a potential fire hazard. FMI PROD- UCTS, LLC cannot be responsible for the make-up of material on the exterior of the fireplace you have chosen, nor can FMI PRODUCTS, LLC be held re- sponsible for the materials in a room that may be responding negatively to heat. However, in almost all cases, there is a solution to the problem, either by making adjustments to airflow or the modifications to the room itself. HEARTH EXTENSION Where the flooring material at the opening of the fireplace is combustible, it is required that the hearth extension be covered with a non-combustible material. All hearth extensions must be made of code - rated, non-combustible materials such as tile, brick, marble, concrete or stone. The extension should be set flush against the front of the fireplace front and measure 20" minimum at the front and 12" minimum beyond the sides of the fireplace opening as shown in Figures 8 and 9 (page 9). These relative dimensions are also covered by code. If a raised hearth extension is being installed, it must be constructed of non-combustible material and any material under the structure must also be non- combustible. If using a raised hearth or metal base plate, note that a combustible wood header must be no closer than 2" to the top of the dome (see Figure 6, page 8). ATTENTION: You will note that there will be a gap between the fireplace front and the extension of the non-combustible hearth material. Be certain that you seal this with non-combustible material. These Grand Meridian Fireplaces have been designed with clearance to combustible floors as indicated in Page 8. Cover any part of the combustible floor system left exposed with 1" (one inch) thick ceramic fiber insulation rated up to 2,100° F. ATTENTION: It is critical to abide by the clearances listed in this manual for all components specified as it allows for movement of hot air from the fireplace into interior areas of the chimney chase. Also, be certain that the chimney system be installed as stated below. Prior to starting the installation, check with local, re- gional or state codes for any restrictions or required permits regarding your fireplace installation. NOTE. It is required that ember protector strips must be laid on the fiber of the non-combustible raised plat- form (see Figure 10). These are included with the Metal Base accessory. 0 WARNING: Hearth extension is to be installed only as shown in Figure 10. 111 Hearth Seal Gap Extension Fireplace Front Ember Protector_ Seal Gap Fireplace Front Raised Hearth Ember Protector Hearth Extension Hearth Fireplace Front Extension Elevated / Ember Protector Figure 10 - Hearth Extension 10 www.fmiproducts.com 125160-01A PRE -INSTALLATION PREPARATION Continued Figure 11: Non Combustible Floor "k\ Figure 12: Combustible Floor ;E ;E TO BLES SND JNIT. 11 www.fmiproducts.com 125160-01A VENTING INSTALLATION OPTIONAL OUTSIDE AIR KIT (MODEL MM4AK) The Grand Meridian Fireplace needs enough re- placement air to function properly and some local building codes may require outside combustion air to be provided. If no replacement air is provided, improper flue drafting may occur, creating negative pressure whereby smoke may enter the home, es- pecially in homes that are very well insulated and tightly sealed. Check local building codes for specific requirements. The installation of an outside air kit should be per- fdrmed during the rough framing of the fireplace due to the nature of it's location. Outside combustion air is accessed through a vented crawl space or through a sidewall (Figure 13). If crawl space is used, check local codes for proper termination. Be sure that you carefully check the source of the, outside air before you choose the site for your air in- take. You don't want a place where snow will collect, where bushes or trees will be growing or a location that is too close to any other structure. Install Combustion Air Kit into the firebox through the side wall opening provided. A 4" dia. hole will also be required through the firebrick side lining (see Figure 12). The tubing that goes out of the firebox wall must feed into a flexible metal conduit as the source for outside combustible air. Install -a—screened termina- tion cap to keep out small animals. Figure 12 - Outside Air Kit Installation Secure to Collars with Metal Tape, Screws or Straps (Min. of 1/4" x 20" in size) Air Inlet Location Must Allow For Bushes or Snow Vented Crawl / Vent Hood/ Space (Check Required Local Codes for Wall Before Installing Installation in a Vented Crawl Space) Figure 13 Outside Air Kit Venting A CAUTION: Combustion air inlet ducts shall not terminate in attic space. The maximum height for the air vent can not exceed 3 feet below the flue gas outlet of the termination. FACTORY BUILT CHIMNEY SYSTEMS 1) The Grand Meridian is designed to be installed with FMI PRODUCTS, LLC Metal Chimney System. 2) This Grand Meridian fireplace is intended as a supplemental heat source only. It is not intended as a primary heat source. 3) It is the responsibility of the contractor/installer (not the manufacturer) to ensure that adequate combustion air is provided for proper function of this fireplace. Fireplaces take up a large volume of replacement air from outside the house and if the house is of airtight construction, smoke spillage may occur if proper draft is not achieved. 4) There are many conditions beyond the man ufacturer'scontrol regarding improperfireplace operation. The manufacturer cannot ensure "smoke free" operation, nor can the manufacturer take on the responsibility for problems with surrounding construction; chimneys that have not 12 www.fmiproducts.com 125160-01A VENTING INSTALLATION Continued been built at the correct heights; system drafts caused by faulty mechanical systems; adverse weather conditions or any other environmental situations over which the manufacturer has no control. 5) Inspect all fireplace & chimney components for evidence of damage prior to starting installation. Consult your local distributor for replacement parts if necessary. 6) Under no circumstances should you make any adjustments or modifications to the chimney system during the installation procedure. If you do, you are not only liable for negating the warranty, but you could very well cause a serious malfunction of the fireplace. You must follow these chimney instructions. 7) Caution is urged if it is decided to add insulation material to any part ofthe Grand Meridian Fireplace or Chimney system, be certain that the insulation material is kept at least 2" away from any part of the system. When using insulation or vapor barrier materials, cover with a layer of plywood, particle board or gypsum board to maintain the specified 2" clearance. 8) Air spaces around firebox must remain open. DO NOT fill these open spaces with insulation or packing material of any kind. CHIMNEY PIPE The FMI PRODUCTS, LLC chimney system consists of 12", 18", 24", 36" and 48" snap -lock, double-wall pipe segments, planned for maximum adaptability to individual site requirements. Actual lengths gained after fitting overlaps must be taken into consideration (lineal gain) and are given in the lineal gain chart (see Figure 14). Lineal Gain is the actual measurable length of a part after two or more parts are connected. A WARNING: The opening in the collar around the chimney at the top of the fireplace must not be obstructed. Never use blown insulation to fill the chimney enclosure. LINEAL GAIN PART NO. DESCRIPTION GAIN MM33 Fireplace 54 %" MM39 M M44/49 Fireplace 63'/2' MM63 Fireplace 73" 12-12DM Pipe Section 10 5/8" 18-12DM Pipe Section 16 5/8" 24-12DM Pipe Section 23 5/8" 36-12DM Pipe Section 34 5/8" 48-12DM Pipe Section 465/811 RLT-12D Round Termination 73/411* STL-12D Square Chase- Top with Slip Section 7" to 15"* * The lineal gain for the terminations is measured to the flue gas outlet height. ib" vaivanizei Outer Pipe 12 ;/a,' Stainless Inner Pipe Hemmed End Figure 14 - Lineal Gain 125160-01 A www.fmiproducts.com 13 VENTING INSTALLATION Continued ASSEMBLY AND INSTALLATION OF DOUBLE WALL CHIMNEY SYSTEM Each double wall chimney section consists of a gal- vanized outer pipe, a stainless steel inner flue pipe and a wire spacer. The pipe sections must be as- sembled independently as the chimney is installed. When connecting chimney directly to the fireplace, the inner flue pipe section must be installed first with the lanced side up. The outer pipe section can then be installed over the flue pipe section with the hemmed end up. Press down on each pipe section until the lances securely engage the hem on the fire- place starter. The wire will assure the proper spacing between the inner and outer pipe sections. Continue to assemble chimney sections as outlined above, making sure that both the inner and outer pipe sections are locked together. When installing double wall snap -lock chimney together, it is impor- tant to assure the joint between the chimney sections is locked. Check by pulling chimney upward after locking. The chimney will not come apart if properly locked. It is not necessary to add screws to keep the chimney together (exception, see Figure 15). OFFSET RISE CHIMNEY LENGTH A B 12" 18" 24" 36" 48' 4 3/8-' 163/8" ELBOW SET ONLY 9 3/4" 251/2" 1 12'/4" 301/4" 1 15" 343/4" 1 18" 40" 1 1 21 '/4" 461/4" 1 231/4" 491/4" 1 1 273/," 563/41- 63/4"30" 30" 60 3/4" 1 1 33" 66" 1 36" 71" 1 1 381/4" 75" 2 411/4" 801/4" 1 1 1 45" 863/4" 12 463/4" 891/2' 1 1 1 1 51 " 97" 1 1 531/4" 101" 2 561/4" 106'/4" 2 591/4" 111 1/2" 1 1 1 61 3/4" 115'/ " 1 2 64 3/4" 1203/4" 1 2 68'/4' 127" 2 1 70" 130" 1 1 1 2 741/4' 1371/2' 1 2 1 763/4" 1411/2" 1 2 1 793/4" 146 3/4" 4 Screws L:? Figure 15 - Elbow Offset USING ELBOW OFFSETS (30E-12DM) 1. To achieve desired offset, you may install combi- nations of 12", 18", 24", 36" and 48" length of double wall pipe (see offset chart and Figure 15). 2. Chimney weight above offset rests on return elbow. Straps must be securely nailed to rafters or joists (see Figure 16, details A and B). 3. Maximum length of pipe between supports (return elbow or 12S-12DM) is 6' of angle run. Maximum of two 6' angle run sections per chimney system (see Figure 17, page 16). 4. All pipe connections between the offset and re- turn must be secured with two screws on the outer pipe only (see Figure 15). Do not penetrate the in- nar ctainlacc Straps Deta„ Angle Firestop Straps Straps Detail A Return Elbow I I 2„ See Detail A Min. See Detail B El J OFFSET CHART (22-50 FT. SYSTEM HEIGHT) Figure 16 - Ceiling Support Pipe 12S-12DM 14 www.fmiproducts.com 125160-01A VENTING INSTALLATION Continued Return Return Elbow Elbow Offset> Offset Return Elbow / Elbow Elbow 41 6' Max. 6' Max. Return Ceiling Support Elbow Return Elbow \ 4 Pipe 12S 12D\ 6 6' Max. Offset/ /i Offset \ ... N / Elbow 6' Max. 6' Max. Offset i \ f Elbow A II II B II II c Figure 17 - Typical Offset Terminations FIRESTOP SPACERS (FS -10) Firestop spacers are required at each point where the chimney penetrates a floor space. Their purpose is to establish and maintain the required clearance between the chimney and the combustible materials. When the pipe passes through a framed opening into a living space above, the firestop must be placed onto the ceil- ing from below as shown in Figure 18. They also provide complete separation from one floor space to another or attic space as required by most codes. When the double wall pipe passes through a framed opening into an attic space, the firestop must be placed into an attic floor as shown in Figure 19. \ Existing Ceiling Firestop Frame Spacer 11 1 Screws or Staples (Min. of 8) Figure 18 - Firestop Spacer with Living Space Above Ceiling Firestop. Spacer T T—Sc(ws or Staples Mir ._of 8) Existing Ceiling Frame Figure 19 - Firestop Spacer with Attic Above Ceiling PENETRATING ROOF To maintain a 2" clearance to the pipe on a roof with a pitch, a rectangular opening must be cut. 1. Determine center point through which pipe will penetrate roof. 2. Determine center point of roof. Pitch is distance the roof drops over a given span, usually 12". A 6/12 pitch means that roof drops 6" for each 12" measured horizontally down from roof rafters. 3. Use roof opening chart (Figure 20) to determine correct opening length and flashing required. 4. Remove shingles around opening measured. Cut out this section. 5. Add next sections of pipe until end penetrates roof line. Check to see that proper clearances are main- tained. Extend chimney by adding sections of double wall pipe until pipe is minimum of 30" above highest point of roof cutout. Termination and chimney must extend a minimum of 36" above highest point where it passes through roof. Imo– 19.5" Min. -1 —2" Min. 2" Min. 30" Min. Min Opening "A" Pitch Slope Opening "A" Max. Used Flashing Model No. Flat 00 19.5" V6F-10DM 0-6/12 26.60 22' V6F-10DM 6/12-12/12 45.00 27" V12F-10DM Figure 20 - Roof Opening Measurements 125160-01A www.fmiproducts.com 15 VENTING INSTALLATION Continued FLASHING INSTALLATION (V6F-10DM OR V12F-10DM) Determine the flashing to be used with the roof open- ing chart. Slide flashing over pipe until base is flat against roof. Replace as many shingles as needed to cover exposed area and flashing base. Secure in position by nailing through shingles (see Figure 21). DO NOT NAIL THROUGH FLASHING CONE. Installing Flashing on a Metal Roof When installing the flashing on a metal roof, it is re- quired that putty tape be used between the flashing and the roof. The flashing must be secured to the roof using #8 x 3/4" screws and then sealed with roof coating to prevent leakage through the screw holes. A roof coating must also be applied around the pe- rimeter of the flashing to provide a proper seal. Storm Collar-, Overlap Shingles Top and Sides Flashing Only Cone/ . Nail Only Outer Perimeter . o, of Flashing TERMINATIONS/SPARK ARRESTOR The fireplace system must be terminated with the listed round top or chase terminations. In any case, refer to the installation instructions supplied with the termination. ACAUTION: Do not seal openings on the rooftop flashing. Follow the installation instructions provided with the termination being used. RTL -12D Stainless Inner Flue ME [BELevel of Pipe Flue Gas 3 49 Outlet Secure , =-=Lj - Termination to Outer Pipe with 3 Screws Waterproof Caulking Storm Collar ,Flashing Overlap Shingles (Top Underlap Shingles and Sides of Underlap at Bottom Flashing Base) Shingles Figure 21 - Flashing Installation Storm Collar Installation (SC2-1) Place storm collar over pipe and slide down until it is snug against the open edge of the flashing (see Figure 22). Apply waterproof caulk around the perimeter of the collar to provide a proper seal. Chimney Pipe Waterproof Caulk Storm Collar Flashing I Figure 22 - Storm Collar Figure 23 - Termination CHASE INSTALLATIONS Instructions for chase installations are included with the chase style termination chosen. In a multiple chase installation, be sure to provide adequate dis- tance between terminations to prevent smoke spill- age from one termination to another. We suggest that terminations be separated at least 24", center to center and stacked at a vertical height difference of 18" (see Figure 24, page 17). 16 www.fmiproducts.com 125160-01 A VENTING INSTALLATION Continued 18" Min. Typ. Figure 24 - Multiple Chase Installation 10 FOOT RULE All flue gas outlet chimney terminations must extend a minimum of 3 feet in height above the highest point where it passes through the roof and must be at least 2 feet above the highest point of the roof that is within a horizontal distance of 10 feet (see Figure 25). r 10' __ Level of Flue Gas Outlet 10' _ Mini in. Figure 25 - 10 Foot Rule FINISHING FIREPLACE Combustible materials, such as wallboard, gypsum board, sheet rock, drywall, plywood, etc. may not make direct contact with sides and top around the fire- place face. See clearance requirements in Figures 8 and 9 on page 9. It is important that combustible ma- terials do not overlap the face itself. Brick, glass, tile or other noncombustible materials may overlap the front face provided they do not obstruct essential openings. When overlapping with a noncombustible facing ma- terial, use only noncombustible mortar or adhesive. MASONRY (PRECAST) CHIMNEY Masonry Chimney may be used instead of the FMI Chimney System. Parts come in 14" Diameter and can beobtained by FMI PRODUCTS, LLC. See Ac- cessories on page 35. OPTIONAL GAS LINE INSTALLATION You may elect to add a vented decorative gas appli- ance (gas log) to your Grand Meridian Fireplace. If so, follow the installation instructions from the Deco- rative Gas Appliance manufacturer. Familiarize your- self with requirements for installation as outlined by the National Fuel Gas Code, ANSI Z223.1/NFPA 54. This gas pipe provision should only be used on a decorative gas appliance. You can route the gas piping practically anywhere in the firebox — the floor, back wall or side walls. You will just need a masonry drill; the instructions from the gas appliance manufacturer will be very straight- forward. _. Fill in the holes you have drilled around the gas pip- ing with the regular mortar. Follow the Gas Log manufacturer's instructions. OPTIONAL ELECTRICAL CONNECTION INSTALLATION Like the gas line, electrical feed lines can be run through the floor, back wall, or side walls. Follow local building and electrical code requirements. 125160-01 A www.fmiproducts.com 17 SUPPORTING FLOOR SYSTEM INSTALLATION It is the ultimate responsibility of the installer to en- sure that proper concrete slab supports are used. A WARNING to the licensed design professional and/orbuilding contractor: It is your responsibiIity to be certain that the Grand Meridian can be properly supported by the combustible floor system on which the fireplace will rest. For fireplace support foundations installed on con- crete refer to Appendix I and II (pages 42 & 43) for specific instructions. REBAR LOCATIONS Lay -out the position of the fireplace and drill holes where the rebar will be located. Secure the #3 rebar 4 inches into the concrete foundation with ITW Epoxy or Simpson Epoxy. Follow manufacturer's instruc- tions for installation of rebar into slab. WOOD FLOOR Anchorage of fireplace to wood floor construction is required. Refer to Figure 29 on page 20 for anchor- age dimensions. Four anchors are required to attach to the sub -flooring framing. CRAWL SPACE OR UPPER FLOOR: For installation of firebox over combustible crawl spaces or upper floors, anchorage of the firebox is required. Illustrations of examples of possible an- chorage methods are shown in Figures 26 thru 28 depending upon the type of floor framing. Final meth- od of anchorage is to be determined by licensed de- sign professional. For conventional framing, where the floor joists are parallel with the sides of the firebox, the addition of floor joists to align with the anchor brackets allows the brackets to be directly connected to the floor joists. NOTE: Additional floor joists may be required to sup- port the weight of the firebox and chimney. Where the floor joists run parallel to the front of the firebox, anchorage can be accomplished in like manner as shown in Figure 26 using blocking between the floor joist. For floors supported by I -Joists, the method of an- chorage is illustrated in Figures 27 and 28, page 19. Figure 31, page 20 illustrates the general arrange- ment of anchorage to floor framing. It is important to take into consideration that the load for the Grand Meridian Fireplace must be considered as additional dead load that will have to be supported by the floor framing. Additional floor joists or I -joists may be required as determined by the licensed de- sign professional. The dead weights for the fireplace are noted in Table I. It is the task and responsibility of the general con- tractor/installer to see that the proper reinforcement for weight loads are made by a licensed design pro- fessional prior to the fireplace installation. As stated above, it is desirable to place additional framing for alignment of anchor rods. Refer to Figure 29, page 20 for anchor rod locations. Attach the firebox side wall anchors to steel sup- port frame by inserting all -thread rods through holes on the bottom flange on the steel support frame as shown in Figure 32 and 33, page 21. Secure with two 0 2" o.d. x 0 9/16" W. x 0.10" Washers and two 1/2"-13 UNC Nuts. Metal B Asseml ets :d) EVAMC2' 0 ^"" •• Floor Sh not shove clarity Figure 26 - Floor Joist Installation 18 www.fmiproducts.com 125160-01 A SUPPORTING FLOOR SYSTEMS INSTALLATION Continued I -Joist Anchoring Top View Simpson Strong -Tie j Example Only equivalent / equient 00 Figure 27 - Floor Joist Installation WEIGHT DETERMINATION I -Joist Anchoring Bottom View Figure 28 - Floor Joist Installation The following are dead load weight estimates for the Grand Meridian Fireplace. Table I Fireplace Model MM33 MM39 MM44 MM49 MM63 Fireplace Weight 835 lbs. 1,194 lbs. 1,250 lbs. 1,359 lbs. 1,704 lbs. Mortar, Rebar & Ready Mix Concrete 200 lbs. 350 lbs. 357 lbs. 364 lbs. 370 lbs. Firebrick Lining 290 lbs. 333 lbs. 345 lbs. 356 lbs. 435 lbs. Damper/Anchor Plate 17 lbs. 17 lbs. 17 lbs. 17 lbs. 21 lbs. Steel Platform 89 lbs. 94 lbs. 96 lbs. 100 lbs. 132 lbs. Floor Area 37" x 28" (7.2 ft2) 42" x 28" (8.12 ft2) 48" x 28" (9.33 ft2) 53" x 28" (10.30 ft2) 67" x 28" (13 ft2) Other Weight Considerations: 1) Fireplace finished facing (surround): This information needs to be obtained from the contractor. 2) Weight of metal flue or Masonry Chimney System: See chimney manufacturer's weight specifications. Some chimney systems can weigh up to 50 lbs per lineal foot. Table II - Deflection Limits Construction L S or W D +L, Floor Members 1/360 --- 1/240 For wood structural members having a moisture content of less than 16 per cent at time of installation and used under dry conditions, the deflection resulting from L + 0.5D is permitted to be substituted for the deflection resulting from L+D. Note that FMI PRODUCTS, LLC cannot accept responsibility for structural floor support details. All drawings are presented as mere illustrations to indicate the presence of the underlying floor system. It is the responsibility of the general contractor/installer to consult with a local licensed design professional for guidance in building a proper floor support system. 125160-01A www.fmiproducts.com 19 SUPPORTING FLOOR SYSTEMS INSTALLATION Continued Model A MM33 323/4 MM39 38 %" MM44 43'/4" MM49 48'/4" MM63 62'/4" Figure 29 - Anchorage Dimensions 9" min Figure 30 - Hardware EXAMPLE ONLY Figure 31 - Typical Anchorage Layout . - COMBUSTIBLE FLOOR INSTALLATION 8", METAL BASE (MMB63) The Metal Base (MMB63) ensures the minimum 8" clearance above combustible flooring is main- tained with Grand Meridian Model MM63. A layer of 1/2" minimum Cement Board (Not Includ- ed) is required on the top and mid section below as shown in Figure 32, page 21. The required sizes are shown in the table below. 1/2" Thick Cement Board Dimensions Model I Al = B1 I B2 MM63 67" 1 28" 1 60" 1 23" IMPORTANT.- Remember to tighten up nuts below the floor after fireplace installation in order to take up any slack in the threads. EMBER PROTECTOR STRIPS: Ember protector strips (included with Metal Base Kit) are required between the front of the Fireplace Hearth and Hearth Extension. A minimum thickness of 26 gauge metal strip at least 4" wide can be used. The length needs to extend 2 inches beyond each side of the fireplace opening. If two strips are used, make sure they overlap at least two inches in the middle. The strip is placed about 2" into the underside of the platform at the front (Figure 10, page 10). NOTE: When using an on-site constructed hearth ex- tension, you may use a sand -cement grout between the hearth and extension instead. 20 www.fmiproducts.com 125160-01A COMBUSTIBLE FLOOR INSTALLATION Continued MATERIALS INCLUDED: • 8 - 3/8" Rebar x 12" Long • 4 - 3/s" Rebar x 6" Long • 4 - 3/s" Bolts x 2'/2" Long • 28 - Washer • 28 - Nuts • 4 - Floor Joist Brackets • 2 - Ember Protector Strips • 1 - Insulation Blanket Place 1/2" cement board o on top rails of platform (Not Included). Place 1" Insulation Al 0 Blanket on top of cross members A2 (Included). Ember Protector Strips 26 ga. Sheet Metal Ten (10) All -Thread Rods are secured J % to the top flange of the Metal Base with twenty (20) flat washers (2"OD x 9/16"ID x 0.10") and twenty (20) 1/2-13 UNC Nuts. Anchor Bracket All -Thread Rods are secured to the bottom flange of the Metal Base with eight (8) flat washers (2"OD x 9/16"ID x 0.10") and eight (8) 1/2-13 UNC Nuts. Figure 32 - MMB63 Metal Base Assembly 6" METAL BASE_ (MM_ B33,MMB39, MMB44, AND MMB49) The Metal Base ensures the minimum 6" clearance above combustible flooring is maintained. Grand Meridian Model Use Metal Base Model MM33 MMB33 MM39 MMB39 MM44 MMB44 MM49 MMB49 125160-01A A layer of 1" thick Insulation Blanket (Included) is re- quired on the top and mid-section of the Metal Base as shown in Figure 33. The required sizes are shown in the following table: 1/2" Thick Cement Board Dimensions Model Al A2 MM33 37" 28" MM39 43" 28" MM44 48" 28" MM49 53" 28" NOTE: The insulation (concrete) board chosen must meet a thermal conductivity rating >_ 0.4 Btu-in/hr- ft2-F°. Place Cement Board o 0 on top rails of platform (Not Included). Place Insulation Blanket Al on top of cross -members A2 (Included). 1 Ember Protector Strips 26 ga. Sheet Metal — Eight (8) All -Thread Rods are secured to the top flange of the Metal Base with sixteen (16) flat washers (2"OD x 9/16"ID x 0.10") and sixteen (16) 1/2"-13 UNC Nuts. Anchor Bracket All -Thread Rods are secured to the bottom flange of the Metal Base with eight (8) flat washers (2"OD x 9/16"ID x 0.10") and eight (8) 1/2-13 UNC Nuts. Figure 33 - MMB33, MMB39, MMB44 and MMB49 Metal Base Assembly www.fmiproducts.com .9 21 FIREPLACE INSTALLATION You will find that the Grand Meridian Fireplace is de- signed to be completely assembled on-site, consist- ing of interlocking precast parts. Included is a thin - set type mortar for bonding. The parts of the fireplace are made of FMI's incredibly strong blend of specialty cement and a light weight aggregate. IMPORTANT.' When applying mortar, it is imperative that the concrete blocks be maintained moist (not soaking) so they don't absorb the water out of the mortar and cause adhesion to fail. Frequently run a damp sponge to the parts before mortar is applied! The installation of an anchor plate/damper for either masonry chimney or pre -fabricated chimney is re- quired but not supplied. See Accessories on page 33. The installation of a seismic strap kit is required but not supplied. See Accessories on page 33. An optional outside air kit can be used. See Acces- sories on page 33. Refractory Firebrick Liners also need to be installed. These should be a minimum of 1'/8' thick. The liner will be applied within the walls and hearth area of the firebox. See Accessories on page 33. TOOLS NEEDED FOR INSTALLATION: • One 4 ft. level • Roto -hammer with '/2" drill bit • Drill motor with mixer blade to mix Mortar • Two empty 5 gallon buckets to mix Mortar • One wheelbarrow and shovel to mix concrete • Grout bag • Triangular masonry trowel • Rubber hammer • Sponge and 2 water buckets to wipe down and moisten parts prior to applying mortar MATERIALS NEEDED FOR INSTALLATION: • Epoxy for securing rebar in footing / foundation • Three (3) - 90 Ib. bags of ready mix concrete with '/4" or smaller aggregate 22 MATERIALS INCLUDED: MM33, MM39, MM44, MM49: • 8 - 3/8' Rebar x 28" Long • 8 - 3/8' Rebar x 12" Long • 1 - 50 Ib. bucket Mortar • 20 - Small Wood Shims MM63: • 10 - W Rebar x 36" Long • 10 - W Rebar x 12" Long • 2 - 50 Ib. bucket Mortar • 20 - Small Wood Shims FIELD ASSEMBLY PROCEDURES Mixing the mortar — The mortar comes pre -mixed and should be dry. Be sure to use clean water and work it up into a mixture that is pasty but not lumpy. If it's too thin and the surfaces don't stay moist, the components will not adhere. Load the mixture into a standard grout bag. When applying, use about '/2' thread of mortar. The mortar bead should be approximately 1/2" away from all edges. The mortar has a considerable amount of holding power so do not overload the components with too much mortar. Keep the components moist at all times by wiping them down with a clean wet sponge. Some mortar will "ooze out" when placing compo- nents together, this is normal. Wipe excess away with a trowel. Do not cover component surfaces com- pletely with mortar. Do not apply the mortar in thick bands even if the component you are working with is larger than the rest. You will want to apply "stripes" of mortar in these situations. Make sure components are level. Checking lev- elness after each layer. It's extremely important that you pay careful attention to how you are as- sembling the Grand Meridian Fireplace since ev- ery component builds on the next. If you have to make any kind of an adjustment, do not try to do it "by loading an opening" with mortar, this will only result in a fireplace that will not be plumb or level. Use wood shims instead. You will find these small wood shims supplied with the Fireplace and www fmiproducts.com 125160-01A FIREPLACE INSTALLATION Continued you can nudge them in between openings to achieve the precision you need in making component adjust- Left Side Hearth aro ments. Once you have removed any shims, you will nd want to cover any gaps that may have resulted with m 'Center Hearth 2 the mortar. Right Side Hearth 15' Assembly Instructions 1) Place the hearth base on top of your non-combus- tible floor or metal base. For concrete slabs, support- ing floor needs to be rated at ASTM 90. a) Combustible Floor Installations: Mix up a batch of mortar and adhere hearth slabs to the cement board (see Figure 32 & 33, page 21). All - thread rods should stick up through the holes on the hearth slabs. b) Non-combustible Floor Installations: Draw an outline of the hearth area based on the dimen- sions shown in pages 4 and 5. Position Hearth slabs and mark rebar center locations. Drill 4 inches using Roto -hammer into concrete slab and secure the 8 pieces (10 pieces for MM63) of 12" long rebar with epoxy. See Figure 34 & 35. 2) Mix a batch of mortar and prepare Right Side Hearth bottom surface to be bonded as shown in Fig- ure 36. 3) Align Right Side Hearth to the outline created. The overall width should allow for an approximate gap of 1/8" between slabs for the additional mortar to unite the remaining slab. Check for surface flatness, level if necessary. Left Side Hearth 2nd o Right Side Hearth 1s' 0 0 Apply mortar o between joints Two 26 ga. Ember Protectors required 28" Model W MM33 37" W MM39 43" MM44 48" 12" Long Rebar MM49 53" Figure 34 - Positioning Hearth Base For MM33,39,44,49 125160-01 A Apply mortar between joints m l 67 \ 28„ Figure 35 - Positioning Hearth Base for MM63 Hearth section shown prepared for Right Side position APPLY MORTAR BEAD TO ALL MATING SURFACES 1/2" MORTAR BEAD TYPICAL 1/2" AWAY FROM EDGES Figure 36 - Preparing Hearth Base 4) Repeat step 3 for Left Side Hearth. 5) Before installing side walls, confirm placement of outside air kit (if required). This can be installed ei- ther side depending on which side is accessible to outside combustion air (all diagrams in this manual show the combustion air inlet hole on the right side). Prepare side wall and rear wall mating surfaces with the prepared mortar and begin assembly as shown in Figure 37. Side Wall shown prepared for Right Side Air Access. For Left Side, bead opposite side. AY :DGES Figure 37 - Preparing Side and Rear Wall Pieces www.fmiproducts.com 23 A& FIREPLACE INSTALLATION Continued 6) Assemble the first layer as shown in Figure 38 and 39. Continue to the next layer sides and rear pieces, keeping components moist, mixing mortar as you need it and threading the mortar appropriately as you stack each section, one onto the next. Constant- ly check for squareness and levelness while building each course of block. As you complete each piece, make certain that you adhere the mortar at each and every joint. See chart below for the number of layers for need for this step. Grand Meridian Model Number of Layers MM33 2 MM39 3 M M44 3 MM49 3 MM63 3 Apply mortar Rear Wall Side Wall Side Wall Apply mortar Combustion Air Access Right or Left (Right shown). Figure 38 - Layering walls and sides for 11411433,39,44,49 Apply mortar Begin with the smallest rear wall to the right side as shown below. - Apply mortar Combustion Air Access Right or Left (Right shown). Figure 39 - Layering walls and sides for MM63 MM63: Rear Walls are staggered on every row as shown in Figures 40. Apply mortar o Stagger positions of rear wall 0 Rear Wall (short) Rear Wall (long) Figure 40 - Staggering walls and sides for MM63 24 www.fmiproducts.com 125160-01 A A& FIREPLACE INSTALLATION Continued 7) Insert 28" long rebar (8 total, included with fire- place) vertically through the cells, into the holes in the hearth, adjacent to the rebar and/or all -thread sticking up from the hearth (Figure 42). Mix approxi- mately 2 cu. ft. of Ready -Mix Concrete (not included) and fill all cells in walls and rear of firebox completely (Figure 41). ;bar and fill all vith concrete mix Figure 41- Inserting Rebar and adding Ready Mix Concrete 8) Attach Lower Seismic Straps to rebar closest to the front as shown in Figure 42. Figure 42 - Attaching Lower Seismic Straps 9) Install Downdraft Diverter and final row of Side Walls (Figure 43). All components must be level. Mix approximately 2 cu. ft. of Ready -Mix Concrete and fill all cells with Ready Mix Concrete mix. ✓ndraft ;iter Final Side Walls Figure 43 - Attaching Downdraft Diverter and Side walls 10) Set the Lintel and Lower Rear Dome in place as shown in Figures 44. Check that all is level. If you need to make adjustments, use shims. Place one or more of these shims between the lowest wall com- ponent and the top surface of the base plate. Once you are satisfied with the degree of levelness, you can address any gap that may have occurred with an appropriate amount of mortar. Lintel _ower Rear )ome Figure 44 - Attaching Lower Rear Dome and Lintel 125160-01A www.fmiproducts.com 25 FIREPLACE INSTALLATION Continued NOTE: Although you are cautioned to use mortar sparingly because it does have such holding power, you should look over the firebox assembly at the end and fill in any gaps, especially joint connections, with the mortar. IMPORTANT.- Adjustments can only be made while the mortar is still wet when correcting for squareness and leveling. 11) Assemble Lower Dome Sides as shown in Figure 46. The beveled face lines up with the inward angles of the lintel sides. Top surfaces should be level. as (Rating Figure 45 - Attaching Lower Dome Sides As you are connecting each component, be certain you are following the instructions given previously for using mortar. Stop to look at the smoke dome side, front and rear walls to see that they are aligning cor- rectly and that the surfaces are smooth and uniform. Make sure connections are covered with an adequate amount of mortar.. Remember that you have the op- tion of using shims but they must be removed and any holes filled. Make any adjustments to the fire- place alignment before continuing to the next step. 12) Assemble Upper Dome and Dome Sides as shown in Figure 46. Check your assembly here. If things are proceeding as they should be, the finished top surface should be flat and level. Upper Dome Front/Rear 'ides Figure 45 - Attaching Upper Dome & Sides 13) MM63 ONLY: Position Middle Domes so that outer faces are flush to the lower dome as shown in Figure 46. Carefully install Dome Middle Sides as shown in Figure 46. l Mme ne Side Figure 46 -Attaching Middle Dome 14) Finally, set the Dome Top into position (Figure 47, page 27). Be sure that it is flush in every direc- tion as you place it on the crest of the smoke dome wall assembly. After this is done, proceed to section on Installing Damper and Chimney System on page 28. NOTE. The chimney hole on the Dome Top is not centered from front to back - it should be offset closest to the rear of the fireplace (see Figure 46). A WARNING: DO NOT PACK REQUIRED AIR SPACES WITH INSULATION OR OTHER MATERIALS. 26 www.fmiproducts.com 125160-01A FIREPLACE INSTALLATION Continued Dome Top center of chimney hole is offset towards the rear. 101, \3 '/2 1114 MM33 Center of chimney hole is offset towards the rear. ,?E 10" 12 '/z' 4 MM39,44,49 Center of chimney holes are offset towards the rear. P12 MM63 Figure 46 -Attaching Middle Dome 125160-01 A www.fmiproducts.com 27 FIREPLACE INSTALLATION Continued INSTALLING DAMPER / ANCHOR PLATE (MM12AP) FOR PRE -FABRICATED CHIMNEY SYSTEM All chimney systems must be installed with an inte- grated Damper System / Anchor Plate installed on top of the fireplace. Installers are cautioned to put the chimney system together exactly as instructed in the Venting Installation on page 12. Any variations may have serious consequences resulting in an accident or malfunction. If instructions are not followed, the warranty on the product will become null and void. Apply a 1" thick ceramic fiber blanket (Included) to the bottom of the anchor plate. Apply balance of gasket cement in a'/4' bead on top of smoke dome approximately 1'/2" around periphery of chimney hole. Install damper assembly on top of unit pressing damper and insulation blanket into ce- ment (Figure 47). Secure with four 3/16" X 13/4' ma- sonry screws (included). — Secure with four 1/4" x 1-1/4"masonry fastener. " ceramic fiber blanket nder Anchor Plate. 1/4" bead of gasket cement Figure 47 -Iii-stalling- Anchor Plate - Place chimney adapter onto top of damper plate and center in opening using gasket supplied with adapt- er. Attach adapter with screws supplied by carefully drill- ing holes into damper plate. Attach damper chain stop on center rear of lintel 3" (three inch) vertical from opening using (3) #8 ce- ment fasteners. ATTENTION: Clearance to combustible construction cannot be reduced during course of construction. For the safe operation of the finished fireplace, these clearances must be followed when building the framework for the chimney system. NOTE: The most important aspect of the installation is maintaining the minimum required clearances to combustible materials according to the chimney pipe manufacturer's recommendations, otherwise a po- tential fire hazard may occur. ®WARNING: Do not interchange chimney parts with any other parts except those specifically required by FMI PRODUCTS, LLC otherwise a potential hazardous condition may be created. I T s 28 www.fmiproducts.com 125160-01A FIREBRICK INSTALLATION Refractory Firebrick lining must be installed. There are two options. You can obtain pre -fabricated Modu- lar Firebrick Liner from FMI PRODUCTS, LLC (see Accessories on page 33) or custom firebrick lining can be installed. MODULAR FIREBRICK LINING If using FMI PRODUCTS, LLC Module Firebrick Lin- ers, simply use an extra bag of the mortar we sup- ply. Install Hearth panel first, rear panel next and side panels last. Consider if brackets for grates will be required also if pre -drilling is required for gas lines, electrical or if the outside combustion air kit is to be installed. The rear Liner Panel is straight from the bottom to the top front edge of the Downdraft Divert - behind Firebrick Panel can fin empty Figure 48 - Postion of Rear Panel er edge. The space behind does not have to be filled (Figure 48). CUSTOM FIREBRICK LINING Custom Firebrick lining is can be obtained by FMI PRODUCTS, LLC. If a custom firebrick pattern is desired, it is required that the masonry fire rated bricks be a minimum of 1'/8' thick. The pattern for the firebrick lining is exclusively your choice. Before you install the lining, remember to consider any holes your contractor may need to drill for gas, electrical or combustion air kit access holes. Please use a certified mason to lay -in the brick. He will follow the proper instructions from the fireplace liner manufacturer and also understand the type of adhesive or cement he is to use. Make sure the fireplace is installed with the finished firebrick floor of the fireplace so that it is at least 11" above the combustible floor system. Disclaimer: FMI PRODUCTS, LLC wishes to ex- press that as the manufacturer of the Grand Merid- ian Fireplaces, they cannot take any liability or re- sponsibility for the way the firebrick or the firebrick mortar performs. It is not unusual in the course of the life of the firebrick, or the firebrick mortar, for heat stress cracks to appear. FMI PRODUCTS, LLC cannot be responsible for this and other wear and tear to the firebrick and mortar. 125160-01 A www.fmiproducts.com 29 OPERATION AND MAINTENANCE GUIDLINES FIREPLACE GRATES To complete your fireplace installation, a fireplace grate will be required for safe operation. The fireplace grate can be obtained from FMI PRODUCTS, LLC (see Accessories on page 33) or if choosing an alter- nate, it must be sized to 50% of the hearth maximum. Additionally. A fireplace screen must be installed for safety. SCREENS GLASS DOORS IMPORTANT.- Only Crown -Breckinridge or McKenzie-Pendelton Doors by Portland -Willamette (www.portwill.com) are approved for use with this fireplace. For installation Instructions, see separate instruc- tions included with doors. Glass doors are optional with the fireplace. When fireplace is in operation, doors must be fully opened or fully closed position only or a fire hazard may be created (see Figure 49). A fireplace equipped with glass doors operates much differently than a fireplace with an open front. A fire- place with glass doors has a limited amount of air for combustion. Excessive heat within the fireplace can result if too large a fire is built or if combustion air gate is not completely open. The following tips should be fol- lowed to assure that both the fireplace and glass door retain their beauty and function properly. Both the flue damper and glass doors must be fully opened before starting fire. This will provide sufficient combustion air and maintain safe temperatures in firebox. IMPORTANT- The glass must be allowed to warm slowly and evenly. The tempered glass will withstand a gradual temperature rise to 375 OF, without sustaining any damage. Termperatures as high as this or higher are not likely to occur with normal use. Such materials as pitch/wax laden logs, very dry mill end lumber and large amounts of paper or cardboard boxes can create an excessively hot fire and should not be burned in this fireplace. Always keep the fire well back from the doors and never allow flames to contact the glass. Doors Fully Closed Fireplace Front Doors Fully Opened Fireplace Front Figure 49 - Bi -Fold Glass Doors A WARNING: Fireplaces equipped with glass doors should be operated only with doors fully opened or doors fully closed. Doors, if left partly open, may draw gas and flame out of the fireplace opening creating risks of both fire and smoke. Cleaning Glass Clean glass with any commercial glass cleaner or soap and water. Do not use any abrasive material to clean glass. Do not clean glass with any cool water if glass is still hot from the fire and smoke. OWNER'S OPERATION & PRECAUTIONS A WARNING: Do not attempt to operate your fireplace without a fire safety screen installed. A CAUTION: The manufacturer cautions against using chemical chimney cleaners. Never use charcoal or coal in the fireplace under any circumstances. First Lighting of the Grand Meridian — After con- struction is completed, all elements of the fire- place and chimney system must be complete- ly dry. This means that the unit must stand without any firing for a minimum of 28 days. Only after that period of time can a first lighting take place. The first fire must be small and well-controlled, started with a small amount of kindling. Add no more than eight pounds of wood, preferably small logs not more than 3" (three inches) in diameter. You will probably burn no more than three to four of these small logs. Do not let the fire burn for more than one hour. After this first lighting — when the fireplace has started to "cure" Do not set another fire for at least 24 hours. 30 www.fmiproducts.com 125160-01 A OPERATION AND MAINTENANCE GUIDLINES Continued Second Lighting — Start the fire slowly and gradually as you did with the first lighting, but this time you can burn up to ten pounds of firewood, probably four to five logs that are 3" in diameter. With the second light- ing you can let the fire burn two hours — no more. After First and Second Lighting — When the fireplace has been properly cured with 1st and 2nd lighting, you will be able to add a full fuel load to the fire- place which is about 10 to 15 pounds of firewood at any given time. Consider that this typical fuel load is three to four dry hardwood logs that are about 6" ) to 8" in diameter. Without a grate for your firewood to rest on, you can- not get the air flow you need under the fire which makes for a hotter, more satisfying fire. Do not "over burn" — Always remember, your Grand Meridian fireplace is an elegant addition to your home. It is not an indoor incinerator! If you start to use the fireplace and begin a routine of "over burning," you can permanently and unalterably damage the unit. Under no circumstances should you be burning household trash, including chemicals and combus- tibles, cardboard boxes, your office papers, scrap lumber or stray branches from your yard, particularly pine. A WARNING: Burning of above mentioned materials will cause an unsafe condition and will void your warranty! STARTING A FIRE AND BASIC OPERATION Before starting a fire in your fireplace, open the damp- er to its' fully open position. Crumple some paper and place it on the log grate. Use some soft, dry wood as kindling and put it on top of the paper. Place some small logs or split logs atop the paper and kindling. Finish off the fuel load with a couple of hardwood logs or split logs — oak or hickory. Check to see that you're stacking the logs so that they will fall inside the grate as they burn. To get the most out of your wood, it is recommend- ed that you let it set and completely dry out for nine months to a year. When you are satisfied with the arrangement of your wood load, light the paper which in turn will ignite the kindling, then the softer wood and finally, the harder wood logs. As the fire burns, you can carefully lay ad- ditional logs on the flame, but make sure you place them gently without forcing them into the opening. ANNUAL FIREPLACE MAINTENANCE Your fireplace and chimney require seasonal and monthly tune-ups". Like any piece of well-built equip- ment, the Grand Meridian Fireplace and chimney needs routine maintenance. The manufacturer recommends that inspection of the fireplace and chimney take place on a monthly basis during the heating season. Start at the top, looking for birds' nests, leaves or any other obstruc- tions. Also check the spark arrestor, for creosote or soot build-up. Twice a year, you will want to clean the firebox and chimney yourself or hire a professional chimney sweep to do the job for you. If you elect to do it yourself, use a plastic, wood or steel brush for the inside of the chimney. For the spark arrestor, scrub with a wire brush. To dismantle the chimney cap for cleaning of the flue, unscrew the four screws that hold it in place. For cleaning access from below, open the damper in the firebox. It is best to use a flexible handle chimney cleaning brush made especially for the job. If your fireplace system has any offset chimney sec- tions, start cleaning with the flexible brush from the top of the section downward to the elbow. Then clean from the firebox up to the offset/return section. Be sure that you have covered the floor of the fire- place and out to the hearth with a damp sheet that has been taped securely in place. When all the soot has settled, remove the sheet and vacuum up — don't sweep the excess soot. Good old-fashioned "elbow grease" is enough to re- move the extraneous matter from the inside of the firebox and chimney. Never use any chemical clean- ers as their residue could introduce a fire hazard af- ter the task is completed. Outside Inspection — During your once a month in- spection of the firebox and chimney, make it a point to also check the outside of the chimney, the metal 125160-01 A www.fmiproducts.com 31 OPERATION AND MAINTENANCE GUIDLINES Continued flashing and weather seals that surround it. If you Removal of Creosote and Soot Formation — Creo find any cracks or openings around screws or nails, sote vapors are known to form in the relatively cool seal them to avoid any roof or chimney chase leaks. chimney flues of slow burning fires, hence, creosote residue collects on the flue lining. Because of soot SURFACE CRACKS and creosote build-up, it is recommended that the The Grand Meridian fireplaces are manufactured us- ing high quality materials. During the drying process, surface cracking may occur. These small cracks (un- der 1/16" will not effect the fireplace safety or per- formance). During the assembly process, fill surface cracks with thin -set mortar and brush when drying for a smooth surface finish. fireplace and chimney cleaning be done twice a year. In colder climates, cleaning should be done more of- ten. Always allow the fireplace to completely cool before you work on it, which means, of course, shutting off all gas and electrical connections, also. Be certain that you use only solid fuel in your fire- place. You may use a natural or LP gas log lighter as a method to start your wood fire. The flue damper must be in the OPEN position when- ever there is heat in the fireplace. TECHNICAL SERVICE You may have further questions about installation, op- eration, or troubleshooting. If so, contact FMI PROD- UCTS, LLC at 1-866-328-4537. When calling please have your model and serial num- bers of your fireplace ready. You can also visit our web site at www.fmiproducts.com. REPLACEMENT PARTS If this product is missing a part or has a broken com- ponent, please do not return it to the store. Call FMI PRODUCTS, LLC at 1-866-328-4537 to answer questions and replace parts under warranty. Note: Use only original replacement parts. This will protect your warranty coverage for parts replaced under warranty. When calling, have ready: • your name • your address • model and serial numbers of your fireplace • how fireplace was malfunctioning • purchase date 32 www.fmiproducts.com 125160-01 A ACCESSORIES Purchase these accessories from your local dealer. If they can not supply these accessories, call FMI PRODUCTS, LLC at 1-866-328-4537 for referral information. You can also write to the address listed on the back page of this manual. Herringbone Running Bond BRICK PANELS MM33SHBL - HERRINGBONE MM33FRBL - RUNNING BOND MM39SHBL - HERRINGBONE MM39FRBL - RUNNING BOND MM44SHBL - HERRINGBONE MM44FRBL RUNNING BOND MM49SHBL - HERRINGBONE MM49FRBL - RUNNING BOND MM63SHBL - HERRINGBONE MM63FRBL - RUNNING BOND SEISMIC STRAP KIT MM115 MASONRY ARCH MMARC METAL BASE KIT MMB33 MMB39 MMB44 MMB49 MMB63 MORTAR - 50 LB BUCKET MM525 F"OUTSIDE 11 AIR,KIT MWK`) A DAMPER /ANCHOR PLATE KIT MM12AP - For use with FMI Chimney Systems GRATES MMG3 - Fits MM33 & MM39 MMG4 - Fits MM44 MMG5 - Fits MM49 MMG6 - Fits MM63 SCREEN ASSEMBLIES MMS1 - Fits MM39 & MM44 MMS2 - Fits MM49 & MM63 MMS3 - Fits MM33 EMBER PROTECTOR 20093 125160-01 A www.fmiproducts.com 33 ACCESSORIES Continued DOUBLE WALL PIPE 12-12DM, 18-12DM, 24-12DM, 36-12DM AND 48-12DM 300 OFFSET AND RETURN 30E-12DM ROOF FLASHING V6F-10DM - 0 TO 6/12 PITCH V12F-10DM - 6/12 TO 12/12 PITCH SQUARE CHASE -TOP TERMINATION STL-12D STL-12DMP - Black 34 STORM COLLAR SC2-1 FIRESTOP SPACER FS -10 ROUND TOP TERMINATIONS RLT-12D CHIMNEY SUPPORT 12S-12DM www.fmiproducts.com 125160-01A ACCESSORIES Continued MASONRY (PRECAST) CHIMNEY 14" DIAMETER MCLS814K - 12 Sections, 8" each (8 ft total) MCLS814P - 6 Sections, 8" each (4 ft total) MCL814 - Inner Liner MCS814 - Outer Liner MCL414 - Inner Liner, 4" High (Starter) MCSBL814 - Brick Ledge MCSOS814 - Offset Elbow Section MC14AP - Anchor Plate / Damper 125160-01A www.fmiproducts.com 35 MODELS MM39, MM44 AND MM49 16 See Page 16 thru 18 for combustible floor and framing anchoring illustrations. 36 8 PARTS 0e,1Y X3 21 v www.fmiproducts.com 8 125160-01A PARTS This list contains replaceable parts used in your firebox. When ordering parts, follow the instructions listed under Replacement Parts on page 32 of this manual. ITEM P/N QTY DESCRIPTION 1 MFP39-1 HEARTH (Left or 2 MFP44-1 Right) MFP49-1 2 MFP39-2 DOME FRONT/ 2 MFP44-2 REAR WALL MFP49-2 3 MFP39-3 SIDE WALL 5 12 MFP44-3 INSULATION 1 MFP49-3 BLANKET 3A MFP39-3A SIDE WALL (with 1 ! - J MFP44-3A 04" . ,/i.7 14 MFP49-3A Outside Combus- 1 tion Air Hole) 4 MFP39-4 SMOKE SHELF 1 MFP44-4 (Downdraft Di- MFP49-4 verter) 5 MFP39-5 DOME REAR - 1 MFP44-5 LOWER 18 MFP49-5 12" COLLAR, 1 6 MFP39-6 LINTEL 1 19 MFP44-6 SEISMIC STRAP, 2 MFP49-6 UPPER 7 MFP39-7 DOME SIDE - 2 MFP44-7 LOWER 21 MFP49-7 - - 8 MFP39-8 DOME SIDE - 2 MFP44-8 UPPER MFP49-8 MM49 ITEM P/N QTY DESCRIPTION 9 MFP39-9 DOME TOP 012" 1 MFP44-9 MFP49-9F 10 MFP39-10 DOME FRONT/ 2 MFP44-10 REAR - MIDDLE MFP49-10 11 125086-01 RATING PLATE 1 12 1125179-01T INSULATION 1 BLANKET 1V MM12AP* " 1 01.2"`DAMPER /')1_41A ! - J ,✓' ANCHOR PLATE _ ,/i.7 14 MM4AK* 04" OUTSIDE 1 AIR KIT 16 MMB39* 6" METAL BASE 1 MMB44* MMB49* 17 NOT SUPPLIED CEMENT 2 BOARDS 18 125171-01# 12" COLLAR, 1 SEISMIC STRAP 19 125172-01# SEISMIC STRAP, 2 UPPER 20 1125173-01# SEISMIC STRAP, 2 LOWER 21 INSULATION 1 125178-02§ MM39 125178-03§ MM44 125178-04§ MM49 t ITEMS INCLUDED IN THE MM12AP* # ITEMS INCLUDED IN THE MM115* § ITEMS INCLUDED IN METAL BASE KIT (ITEM 16)* ITEMS -NOTED ARE -SOLD SEPARATELY ' ITEMS INDICATED AS "NOT SUPPLIED" CAN BE OBTAINED FROM YOUR LOCAL HARDWARE STORE. 125160-01 A www.fmiproducts.com 37 PARTS MODELS MM33 13 14 10 %5 See Page 16 thru 18 for combustible floor and framing anchoring illustrations. 13 14 10 ,, W,/, 71 12 38 www.fmiproducts.com 125160-01A 4-11:ill &` This list contains replaceable parts used in your firebox. When ordering parts, follow the instructions listed under Replacement Parts on page 32 of this manual. ITEM PART NUMBER DESCRIPTION QTY 1 MFP33-1 HEARTH (Left or Right) 2 2 MFP33-2 REAR WALL 2 3 MFP33-3 SIDE WALL 5 3A MFP33-3A SIDE WALL (with 04" Outside Combustion Air Hole) 1 4 MFP33-4 DOWNDRAFT DIVERTER 1 5 MFP33-5 DOME REAR - LOWER 1 6 MFP33-6 LINTEL 1 7 MFP33-7 DOME SIDE - LOWER 2 8 MFP33-8 DOME SIDE - MIDDLE 2 9 MFP33-9 DOME TOP FOR 12" FMI PIPE 1 10 MFP33-10 DOME FRONT/REAR - MIDDLE 2 12 125086-01 RATING PLATE 1 r 13 MM12AP* 012" DAMPER /ANCHOR PLATE --- 14 125179-01t INSULATION BLANKET --- 15 MM4AK* 04" OUTSIDE AIR KIT --- 16 MMB33* STEEL SUPPORT PLATFORM 6" HIGH 1 17 NOT SUPPLIED ICEMENTBOARD --- NOT SHOWN 125178-01§ INSULATION BLANKET 1 t ITEMS INCLUDED IN THE MM12AP * ITEMS NOTED ARE SOLD SEPARATELY § ITEMS INCLUDED IN METAL BASE KIT (ITEM 16)* ITEMS INDICATED AS "NOT SUPPLIED" CAN BE OBTAINED FROM YOUR LOCAL HARDWARE STORE. 125160-01 A www.fmiproducts.com 39 PARTS MODELS MM63 See Page 16 thru 18 for combustible floor and framing anchoring illustrations. 40 www.fmiproducts.com 125160-01 A PARTS This list contains replaceable parts used in your firebox. When ordering parts, follow the instructions listed under Replacement Parts on page 32 of this manual. ITEM PART NUMBER DESCRIPTION QTY 1 MFP63-1 HEARTH (Left or Right) 2 1A MFP63-1A HEARTH CENTER 1 2 MFP63-2 REAR WALL (2 PIECES) 3 sets 3 MFP63-3 SIDE WALL 7 3A MFP63-3A SIDE WALL (with 04" Outside Combustion Air Hole) 1 4 MFP63-4 DOWNDRAFT DIVERTER (2 PIECES) 1 set 5 MFP63-5 DOME REAR - LOWER 1 6 MFP63-6 LINTEL 1 7 MFP63-7 DOME SIDE - LOWER & UPPER 4 8 MFP63-8 DOME SIDE - MIDDLE 2 9 MFP63-9F DOME TOP FOR DUAL 12" FMI PIPE (2 PIECES) 1 set 10 MFP63-10 DOME FRONT/REAR - MIDDLE 2 11 MFP63-11 DOME FRONT/REAR - UPPER 2 12 125086-01 RATING PLATE 1 13 MM12AP* 012" DAMPER /ANCHOR PLATE 2 14 125179-01t INSULATION BLANKET 2 15 MM4AK* 4 INCH DIA. OUTSIDE AIR KIT 1 16 MMB63* STEEL SUPPORT PLATFORM 8" HIGH 1 17 NOT SUPPLIED CEMENT BOARD 1 NOT SHOWN 125178-05 INSULATION BLANKET 1 t ITEMS INCLUDED IN THE MM12AP* * ITEMS NOTED ARE SOLD SEPARATELY § ITEMS INCLUDED IN METAL BASE KIT (ITEM 16)* ITEMS INDICATED AS "NOT SUPPLIED" CAN BE OBTAINED FROM YOUR LOCAL HARDWARE STORE. 125160-01 A www.fmiproducts.com 41 N 3 'a 0 Q. C F 0 0 3 N O O O i Appendix I For installations regulated by the International Residential Code, the support foundation for the fireplace installed on concrete shall consist of a minimum of 6 inches thick reinforced concrete slab. The minimum specified compressive strength off',, shall be as required in Table R402.2 of the International Residential Code (IRC). Concrete subject to moderate or severe weathering as indicated in Figure R301.2(3) of the International Residential Code (IRC) shall be air entrained as specified in Table R402.2 of the International Residential Code (IRC). The maximum weight of fly ash, other pozzolans, silica fume, slag or blended cements that is included in concrete mixtures for garage floor slabs and for exterior porches, carport slabs and steps that will be exposed to deicing chemicals shall not exceed the percentages of the total weight of cementitious materials specified in Section 4.2.3 of ACI 318. Materials used to produce concrete and testing thereof shall comply with the applicable standards listed in Chapter 3 of ACI 318. For installations regulated by the International Building Code (IBC), the support foundation for the fireplace installed on concrete shall consist of a minimum of 6 inches thick reinforced concrete slab. The concrete strength and durability shall comply with Sections 1903, 1904 and 1905 of the International Building Code (IBC). TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE TYPE OR LOCATION OF CONCRETE CONSTRUCTION MINIMUM SPECIFIED COMPRESSIVE STRENGTH" (fJ Weathering Potentialb Negligible Moderate Severe Basement walls, foundations and other concrete not exposed to the weather 2,500 2,500 2,500 Basement slabs and interior slabs on grade, except garage floor slabs 2,500 2,500 2,500° Basement walls, foundation walls, exterior walls and other vertical concrete work exposed to the weather 2,500 3'000d 3'000d Porches, carport slabs and steps exposed to the weather, and garage floor slabs 2,500 3'000d,ef 3,500d,ef a. Strength at 28 days psi. b. See Figure R301.2(3) for weathering potential. c. Concrete in these locations that may be subject to freezing and thawing during construction shall be air -entrained concrete in accordance with Footnote d. d. Concrete shall be air -entrained. Total air content (percent by volume of concrete) shall be not less than 5 percent or more than 7 percent. e. See Section R402.2 for maximum cementitious materials content. f. For garage floors with a steel troweled finish, reduction of the total air content (percent by volume of concrete) to not less than 3 percent is permitted if the specified compressive strength of the concrete is increased to not less than 4,000 psi. N a) 0 0 J 3 I Appendix II FIGURE R301.2(3) WEATHERING PROBABILITY MAP FOR CONCRETE M -NEGLIGIBLE a. Alaska and Hawaii are classified as severe and negligible, respectively. b. Lines defining areas are approximate only. Local conditions may be more or less severe than indicated by region classification. A severe classification is where weather conditions result in significant snowfall combined with extended periods during which there is little or no natural thawing causing deicing salts to be used extensively. w WARRANTY KEEP THIS WARRANTY Model (located on product or identification tag) Serial No. (located on product or identification tag) Date Purchased Keep receipt for warranty verification. FMI PRODUCTS, LLC LIMITED WARRANTIES New Products FMI PRODUCTS, LLC warrants all Grand Meridian Fireplaces to be free from defects in materials that adversely affect fireplace performance for a period of ten (10) years from the date of purchase, subject to the terms and conditions of this limited warranty. FMI PRODUCTS, LLC does not warrant accessory chimney, outside air ducts, gas control or burner system, ceramic logs, and devices not manufactured by FMI PRODUCTS, LLC. Valves and electronic parts are only covered for one year parts and labor per the log set manufacturer's warranty. This warranty covers only products manufactured by FMI PRODUCTS, LLC, specifically the modular concrete firebox, and NO WARRANTY, EXPRESS OR IMPLIED, EXTENDS TO ANY OF THE HARDWARE, FOUNDATION, VENTING, DUCTS, OR ACCESSORIES. THIS WARRANTY DOES NOT COVER DRAFTING, SMOKING, OR SOOTING OF THE FIREPLACE SYSTEM. Factors beyond the manufacturer's control may affect drafting, smoking, and sooting, FMI PRODUCTS, LLC cannot guarantee these aspects of performance. If a component is found to be defective under the terms of this warranty, the party this warranty is extended to shall notify FMI PRODUCTS, LLC, 2701 S. Harbor Blvd. Santa Ana, CA 92704 in writing, by registered mail, within thirty (30) days following the discovery of the defect within the warranty period. The letter shall contain (1) the date of purchase; (2) place of purchase; (3) address of installation; (4) name, address and phone number of the homeowner; and (5) a brief description of the defect. FMI PRODUCTS, LLC, or any entity thereof, is not responsible for any labor costs or indirect costs incurred for the replacement of defective components. FMI PRODUCTS, LLC is not responsible for misuse or mishandling of component parts. Nothing in this warranty makes FMI PRODUCTS, LLC, or any entity thereof, liable in any respect for any injury or damage to the building or structure in which the fireplace has been installed or to the persons or property therein arising out of the use, misuse, or installation of properly manufactured FMI PRODUCTS, LLC product. FMI PRODUCTS, LLC, ORANY ENTITYTHEREOF, SHALL NOT BE HELD LIABLE FORANY INCIDENTAL OR CONSEQUENTIAL DAMAGES OR EXPENSES ARISING OUT OF THE USE OF THE FIREPLACE. ALL SUCH DAMAGES AND EXPENSES ARE HEREBY EXCLUDED. This warranty is null and void when the fireplaces are not installed pursuant to the installation instructions provided by FMI PRODUCTS, LLC and local building codes have not been followed completely. This -warranty applies only to those fireplaces installed in the continental United States, Hawaii, Alaska and Canada. If any part of this warranty is found to be unenforceable„ the remaining parts shall remain in force and effect. FMI PRODUCTS, LLC HEREBY DISCLAIMS ALL GUARANTEES AND WARRANTIES, EXPRESS OR IMPLIED, BEYOND THE WARRANTIES SET FORTH HEREIN. CUSTOMER SERVICE & PARTS REPLACEMENT: Parts and accessories may be purchased from your local dealer. Additional information is available from FMI PRODUCTS, LLC. Accessory orders will be accepted by mail, or you may call to order Monday through Friday from 8:00 a.m. to 5:00 p.m. (Central Standard Time) at: (800) 328-4537. Please complete the following information for future reference and warranty verification: ff l Fim* FMI PRODUCTS, LLC 2701 S. Harbor Blvd. Santa Ana, CA 92704 125160-01 1-866-328-4537 www.fmiproducts.com Rev. A 12/09 Earth Systems Southwest September 6, 2012 TD Desert Development, LP P.O. Box 1716 La Quinta, California 92247 Attention: Mr. Nolan Sparks 79-81113 Country Club Drive Bermuda Dunes, CA 92203 (760)345-1588 (800)924-7015 FAX (760) 345-7315 File No.: 09305-01 Document No.: 12-09-704 It 1t CIN OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR gONSTRUCTION Subject: Geotechnical Engineering Report Update DA BY Project: Andalusia at Coral Mountain Covered Terrace Addition - rz/ -11( > Southeast Comer of Madison Street and Avenue 58 La Quinta, California References: 1. Earth Systems Southwest, Geotechnical Engineering Report, Coral Mountain, SEC Madison Street & Avenue 58, La Quinta, California, File No.: 09305-01, Document No.: 03-09-700, dated September 2, 2003. 2. Earth Systems Southwest, Addendum to Geotechnical Engineering Report, Andalusia at Coral Mountain, Southeast Corner of Madison Street and Avenue 58, La Quinta, California, File No.: 09305-01, Document No.: 05-06- 737, dated June 9, 2005. 3. Earth Systems Southwest, Geotechnical Engineering Report, Andalusia at Coral Mountain, West Side Properties, Southwest Corner Madison Street and Avenue 58, La Quinta, California, File No.: 09305-04, Document No.: 05-05- 703, dated July 27, 2005. 4. Earth Systems Southwest, Report of Testing and Observations Performed during Rough Grading, Andalusia at Coral Mountain, Southeast Corner of Madison Street and Avenue 58, La Quinta, California, File No.: 09305-02, Document No.: 06-08-719, dated August 4, 2006. As requested, Earth Systems Southwest [Earth Systems] has reviewed the above referenced reports for the purpose of providing updated recommendations in accordance with the 2010 California Building Code. The site was previously graded as documented in reference No. 4. Proposed improvements will consist of demolition of an existing patio area, and construction of a new patio area with covered roof. Foundations will consist of drilled caissons. Also, a new retaining wall will replace an existing retaining wall. From a geotechnical perspective, we have reviewed plans entitled Andalusia at Coral Mountain, Covered Terrace Addition, dated August 14, 2012, 28 sheets. Additionally, we have reviewed soil parameters used for caisson design rc o idedbdbGouvis Engineering, dated August 13, 2012 (attached). Our conclusions and RF re -o' ions are provided below. JAN 31 2013 BY: September 6, 2012 2 File No.: 09305-01 Document No.: 12-09-704 Conclusions It is our opinion that the recommendations provided in the project soils report and referenced above remain applicable to the proposed project. Section 5.1 should be adhered to for any grading or preparation of hardscape areas. Additionally, from a geotechnical standpoint, it is our opinion that the plans reviewed have been prepared in substantial conformance with the intent of the recommendations in the referenced project soils reports. Seismic design should be in accordance with the 2010 California Building Code requirements. Additionally, observation of fill placement and caisson drilling by the Geotechnical Engineer of Record should be in conformance with Section 1704.7 and 1704.9 of the 2010 California Building Code, respectively, which requires full time observation by the geotechnical consultant during site grading (fill placement) and caisson drilling. Gradinp- Observation and Testing Proper geotechnical observation and testing during construction is imperative to allow the geotechnical engineer the opportunity to verify assumptions made during the design process and to verify that our geotechnical recommendations have been properly interpreted and implemented during construction and is required by the 2010 California Building Code. Therefore, we recommend that Earth Systems be retained during the construction of the proposed improvements to provide testing and observe compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing our previous study. Additionally, the California Building Codes requires the testing agency to be employed by the project owner or representative (i.e. architect) to avoid a conflict of interest if employed by the contractor. Closing Except as modified in this report, it is our opinion that the referenced documents, including limitations, are applicable to the proposed development in regard to geotechnical and geologic constraints. This report and our scope of work are not intended to address any environmental issues or constraints related to the site or our observations. Our findings and recommendations in this report are based on our 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. It is recommended that Earth Systems be retained during the construction of the proposed improvements to observe compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing this investigation. If we are not accorded the privilege of performing this review, we can assume no responsibility for misinterpretation of our recommendations. The above services can be provided in accordance with our current Fee Schedule. EARTH SYSTEMS SOUTHWEST September 6, 2012 3 File No.: 09305-01 Document No.: 12-09-704 The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Our evaluation of subsurface conditions at the site has considered subgrade soil and groundwater conditions present at the time of our study. The influence(s) of post -construction changes to these conditions such as introduction or removal of water into or from the subsurface will likely influence future performance of the proposed project. It should be recognized that definition and evaluation of subsurface conditions are difficult. Judgments leading to conclusions and recommendations are generally made with incomplete knowledge of the subsurface conditions due to the limitation of data from field studies. The availability and broadening of knowledge and professional standards applicable to engineering services are continually evolving. As such, our services are intended to provide the Client with a source of professional advice, opinions and recommendations based on the information available as applicable to the project location, time of our services, and scope. If the scope of the proposed construction changes from that described in our reports, the conclusions and recommendations contained in this report are not considered valid unless the changes are reviewed, and the conclusions and recommendations of our reports are modified or approved in writing by Earth Systems. Findings of this report are valid as of the issued date of the report and are strictly for the client. 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. 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. Please note that it is not within our scope of work to check the reviewed documents for conformance to codes or other client and government requirements. Earth Systems does not practice structural engineering or architectural design. As such we make no representation as to the accuracy of dimensions, measurements, calculations, or any portion of the design. Earth Systems has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee express or implied is made. EARTH SYSTEMS SOUTHWEST September 6.;20'12' 4 File`No.: 09305=01 Document .No. 12-09=704 Should you '.have :any, questions ;concerning our report, please give us a call and we will be pleased to assist: YOU.. Respectfully Submitted EARTH SYSTE ' T <c a :No GE 293Q K-ift:L` .:Paul Flp 09/30/12 S.eni& En nee'IV GE- 293.0, GE 70 ,ql TECNt —FC ' S;Mklphpss/ceti Distribution.:, '3/TD Desert. Development, Nolan Sparks 1.4D .File EARTH' SYSTEMS SOUTHWEST 07; Earth Systems Southwest June 9, 2005 Coral Option I, LLC P.O. Box 1716 La Quinta, California 92253 Attention: Mr. Nolan Sparks L5 LEuuL9 NOV 15 2012 Project: Andalusia at Coral Mountain Southeast Corner of Madison Street and Avenue 58 La Quinta, California Subject: Addendum to Geotechnical Engineering Report 79-811 B Country Club Drive Indio, CA 92203 (760)345-1588 (800)924-7015 FAX (760) 345-7315 File No.: 09305-01 05-06-737 CITY OF LA QUANTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAT 3 < 121 BY ti'__S- Reference: Earth Systems Southwest, Geotechnical Engineering Report, Coral Mountain, SEC Madison Street & Avenue 58, La Quinta, California, File No.: 09305-01, Document No.: 09-09-700, dated September 2, 2003. Dear Mr. Sparks: Earth Systems Southwest (ESSW) is pleased to present this addendum geotechnical engineering report prepared for the proposed Andalusia at Coral Mountain development located at the southeast corner of Madison and Avenue 58 in the City of La Quinta, California. This report presents supplemental recommendations and conclusions with regards to the calculated potential for settlement due to liquefaction. Project Description This addendum geotechnical engineering report has been prepared for the proposed Andalusia at Coral Mountain development located at the southeast corner of Madison Street and Avenue 58 in the City of La Quinta, California. The proposed residential development will be a set of one-story structures with golf courses across the site. The proposed development will also consist of a commercial center proposed at the northwest corner of the site, two maintenance areas in the northeast and southwest areas, and a clubhouse facility located approximately at the center of the site. We anticipate that the proposed structures will be of wood -frame construction and will be supported by conventional shallow continuous or pad footings. 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: EARTH SYSTEMS SOUTHWEST June 9, 2005 2 File No.: 09305-01 05-06-737 ➢ Subsurface exploration by advancing 32 CPT soundings to depths of about 50 feet. ➢ An 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. ➢ Graphic and tabulated results of field studies. ➢ Recommendations regarding: • Site development and grading criteria. • Structure foundation type and design. • Allowable foundation bearing capacity and expected total and differential settlements. Field Exploration Holguin, Fahan, and Associates, Inc. (HFA) conducted cone penetrometer testing (CPT) under subcontract to Earth Systems Southwest. Thirty-two CPT soundings were advanced to depths of around 50 feet below the existing ground surface. The tests were performed between April 25 and 27, 2005 to observe the soil profile. 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 CPT exploration was conducted by hydraulically advancing an instrument Hogentogler 10 cm2 conical probe into the ground at a ground rate of 2 cm per second using a 23 -ton truck as a reaction mass. An electronic data acquisition system recorded a nearly continuous log of the resistance of the soil against the cone tip (Qc) and soil friction against the cone sleeve (Fs) as the probe was advanced. Empirical relationships (Robertson and Campanella, 1989) were applied to the data to give a nearly continuous profile of the soil stratigraphy. Interpretation of CPT data provides correlations for SPT blow count, phi (0) angle (soil friction angle), ultimate shear strength (Su) of clays, and soil type. Groundwater Pore -pressure measurements were taken in CPTs 5, 8, 18, 21, 27, and 28, and ranged from 37.9 feet to 46.8 feet. Therefore, the depth to groundwater in the area can be assumed to be greater than 37 feet. Historical data indicated the groundwater depth was about 20 feet based on 1978 water well data obtained from the Coachella Valley Water District (USGS OFR 91-4142). Given the pumping of groundwater over the last 25 years and the resulting drop in the elevation to groundwater, it is a very low probability that groundwater levels will rise. Soil Liquefaction and Seismic Induced Settlements Soil liquefaction is a natural phenomenon that occurs when granular soils below the water table are subjected to vibratory motions, such as produced by earthquakes. Vibrations cause the water pressure to increase within soil pores, as the soil tends to reduce in volume. When the pore EARTH SYSTEMS SOUTHWEST June 9, 2005 3 File No.: 09305-01 05-06-737 water pressure reaches the vertical effective stress, the soil particles become suspended in water, causing a complete loss in soil strength. The liquefied soil behaves as a thick liquid. Liquefaction can cause excessive structural settlement, ground rupture, lateral spreading (movement), or failure of shallow bearing foundations. Liquefaction is typically limited to the upper 50 feet of the subsurface soils. Four conditions are generally required before liquefaction can occur: 1. The soils must be saturated below a relatively shallow groundwater level. 2. The soils must be loosely deposited (low to medium relative density). 3. The soils must be relatively cohesionless (not clayey). Clean, poorly graded sands are the most susceptible. Silt (fines) content increase the liquefaction resistance, in that more cycles of ground motions are required to fully develop pore pressures. If the clay content (percent finer than 2 micron size) is greater than 10%, the soil is usually considered non -liquefiable, unless it is extremely sensitive. 4. Ground shaking must be of sufficient intensity to act as a trigger mechanism. Two important factors that affect the potential for soil liquefaction are duration, as indicated by earthquake magnitude (M), and intensity, as indicated by peak ground acceleration (PGA). The soils encountered at the points of exploration included liquefaction vulnerable sands, silty sands, and silts. The potential for liquefaction at this site is considered high. Method of Analysis: We have conducted a liquefaction analysis of the subsurface soils at the project site using the Robertson and Wride method as presented in 1998 NCEER Liquefaction Workshop proceedings. This method is an empirical approach to quantify the liquefaction hazard using CPT data from the site exploration and magnitude and PGA estimates from the seismic hazard analysis. The resistance to liquefaction is plotted on a chart of cyclic shear stress ratio versus a normalized tip resistance, QciN. Induced ground subsidence from soil liquefaction has been estimated and is presented in the following table. The result of the analysis is that 2.6 to 10.5 feet of the substrata, starting at about 37 -foot depth, are likely to liquefy during the CBC Design Basis Earthquake (7.7M -0.5g) for 10% risk in 50 years and current groundwater conditions. The results based on current and historic groundwater conditions are summarized in the table below. The potentially liquefiable layers may be more or less extensive than revealed by our investigation. EARTH SYSTEMS SOUTHWEST June 9, 2005 4 . File No.: 09305-01 SUMMARY OF LIQUEFACTION ANALYSES Design Basis Earthquake (7.7Magnitude, 0.5g PGA) Current Groundwater at 37 feet CPT Safety Factor Against Liquefaction Thickness of the Liquefied Zone feet Depth to First Liquefied Zone feet Estimated Induced Subsidence (inches) 1 0.7 2.6 47 0.4 2 2.0 0.0 45 0.3 3 0.5 9.2 40 1.6 4 0.4 2.6 45 0.4 5 0.7 7.9 1 43 1.0 6 0.5 9.2 39 1.4 7 0.6 9.2 37 1.1 8 0.7 5.2 37 1.0 9 0.4 3.9 41 0.4 10 1.0 2.6 40 0.4 11 0.5 9.2 37 0.8 12 0.6 6.6 39 1.0 13 0.4 6.6 3 7 1.2 14 0.4 6.6 40 1.9 15 0.4 9.2 37 1.4 16 0.4 5.2 37 1.5 17 0.3 6.6 37 1.9 18 0.4 3.9 37 0.8 19 0.5 6.6 40 1.3 20 0.4 10.5 39 2.2 21 0.5 6.6 37 0.9 22 0.3 3.9 40 1.4 23 0.6 6.6 43 1.0 24 0.4 5.2 41 0.9 25 0.3 2.6 37 0.5 26 0.4 2.6 37 0.4 27 0.9 3.9 37 0.5 28 0.6 9.2 37 1.1 29 0.5 9.2 37 1.5 30 0.6 7.9 37 1.0 31 0.8 7.9 37 0.8 32 0.7 10.5 37 1 1.2 05-06-737 Our analyses further indicate the site has probably never experienced liquefaction from earthquakes (Magnitudes 5.9 to 7.3) occurring in the last 100 years in the vicinity of the project site. The likely triggering mechanism for liquefaction appears to be strong ground shaking (0.2g or greater) associated with the future rupture of the San Andreas fault. Liquefaction Effects: We have estimated ground subsidence induced from liquefaction to range from about 0.3 to 2.2 inches, with the predominate set of data points ranging from 0.4 to EARTH SYSTEMS SOUTHWEST I June 9, 2005 5 File No.: 09305-01 05-06-737 1.2 inches. Differential building settlements may be estimated to be about 50 to 67% of the total subsidence. Given the depth to the first potentially liquefiable layer, it is our opinion that suface reaction, should liquefaction occur, would be 50% or less of the estimated total settlement, or about '/4 to 1 inch (SCEC, 1999). Based on empirical charts developed by Ishihara (1985) and Youd and Garris (1995), surface ground disruption, cracking, or sand boil formation potential is very low to negligible based on the depth to groundwater. The depth of the liquefiable layer would generally result in a wide areal ground subsidence rather than bearing capacity failure by the proposed structures. There is a low potential for lateral spreading (movement) of the ground because of the nearly level ground. Conclusions Based on the supplemental field CPT work and analysis, it is our opinion that most of the residential lots can be constructed using conventional foundations, except that the footing bearing capacity be limited to a maximum of 1500 psf and be reinforced with four #4 reinforcing bars, two top and two bottom. Lots 170 through 177, 206 through 213, 234 through 246, 252 through 257, and 288 through 295 (as depicted on the drawing file GOLF BASE.dwg, dated October 21, 2004) should be constructed using the mat foundation previously designed. Except as modified in this letter, all other recommendations should be in accordance with the referenced geotechnical engineering report. Should you have any questions concerning our report, please give us a call and we will be pleased to assist you. Sincerely, EARTH SYSTEMS SOUTHWEST 6ig Al S- CE 38234 CE 38234 EXP. 3131107 Letter/csh/reh Distribution: 1/RC File 2/BD File EARTH SYSTEMS SOUTHWEST APPENDIX A Site Location Map CPT Location & Mat Foundation Zone Map EARTH SYSTEMS SOUTHWEST 719 (: /J •J _ __6 , • t=_ AVF.NOF _ .56 . Ao t 40 / ,! 2 2 - 2 3 SIT. AVEJJ U£ r " ' 1 II I AVENUE SR 58 :I 28 f 27 6 p •, _ .i; +,.,. • . d r S _ i • -+•_/.14 1 n `' _._.:QUFwCr T i ..d _ _ — •1 aaaw 1' • -...—__ PIPCIsfNE C6.S a Ilan' 28 ' P \ .. - ' ' ;.' _ a ' 26 _, +• ` • . " a `ate _ ___ f :w,a.: - - IJ'- .I ,\fie .I V t. •♦ • 1 a.aia• k• ,iaa :.. ,_ •• •• a• ww., ,• Rw l a . f"' .RaasRR.wiee* ♦M. •,!:,iii I-76 t. VLNU£ — AU — `a\ice . Yt• 1` i' \ y ;iwugrlurP Fuol 35 A VE J n' Reference: USGS Topographic Map, abc Quadrangle, La Quinta 1982 (photorevised) Scale: 1" = 2,000' I 0 2,000 4,000 Figure 1 - Site Location Andalusia at Coral Mountain S.E.C. Madison Street & Avenue 58, La Quinta Riverside County, California aEarth Systems i Southwest I 116°15'1"W 116°14'31"W 116°14'1"W 569500 570000 570500 571000 116°15'2"W 116014'32"W 116°14'2"W 0 210 420 840 1,260 1,680 2,100 Feet LEGEND N (.J CPT Location, 7/24/03 z. *1 Site Boundary Q CPT Location, 4/25-4/27/05 Proposed Development Recommended Mat Foundation I N I N 0 M O O N O M Figure 2 CPT Location & Mat Foundation Zone Map Andalusia at Coral Mountain Southeast Corner Madison Street & Avenue 58 La Quinta, Riverside County, California Earth Systems 'M Southwest 09305-01 June 9, 2005 6 File No.: 09305-01 05-06-737 REFERENCES Abrahamson, N., and Shedlock, K., editors, 1997, Ground motion attenuation relationships: Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p. American Concrete Institute (ACI), 1996, ACI Manual of Concrete Practice, Parts 1 through 5. California Geologic Survey (CGS), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. Cao, T, Bryant, W.A., Rowhandel, B., Branum. D., and Wills, C., 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps, California Geologic Survey (CGS), June 2003. California Department of Water Resources, 1964, Coachella Valley Investigation, Bulletin No. 108, 146 pp. Envicom Corporation and the County of Riverside Planning Department, 1976, Seismic Safety and Safety General Plan Elements Technical Report, County of Riverside. Frankel, A.D., et. al, 2002, Documentation for the 2002 Update of the National Seismic Hazard Maps, USGS Open -File Report 02-420. Hart, E.W., 1997, Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42. Jennings, C.W, 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. Petersen, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Leinkaemper, J.J., McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic Seismic Hazard Assessment for the State of California: California Division of Mines and Geology Open -File Report 96-08. Reichard, E.G. and Mead, J.K., 1991, Evaluation of a Groundwater Flow and Transport Model of the Upper Coachella Valley, California, U.S.G.S. Open -File Report 91-4142. Riverside County Planning Department, 2002, Geotechnical Element of the Riverside County General Plan — Hearing Draft. Rogers, T.H., 1966, Geologic Map of California - Santa Ana Sheet, California Division of Mines and Geology Regional Map Series, scale 1:250,000. Structural Engineers Association of California (SEAOC), 1996, Recommended Lateral Force Requirements and Commentary. Tokimatsu, K, and Seed, H.B., 1987, Evaluation of Settlements in Sands Due To Earthquake Shaking, ASCE, Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987. Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquakes, 1994-2024: Bulletin of the Seismological Society of America, Vol. 85, No. 2, pp. 379-439. Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. EARTH SYSTEMS SOUTHWEST T D DESERT DEVELOPMENT P.O. BOX 1716 LA QUINTA, CALIFORNIA 92253 CITY OF LA QUINTA BUILDING & SAF=ETY DEPT. APPROVED FOR CONSTRUCTION DAT BYS GEOTECHNICAL ENGINEERING REPORT CORAL MOUNTAIN SEC MADISON STREET & AVENUE 59 LA QUINTA, CALIFORNIA September 2, 2003 01,14 © 2003 Earth Systems Southwest RFgAURQR Do ized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. JAN 31 2013 ' BY: File No.: 09305-01 03-09-700. Earth Systems 1 Southwest 79-811B Country. Club Drive Bermuda Dunes, CA 92201 (760)345-1588 (800)924-7015 FAX (760) 345-7315 September 2; 2003 File No.: 09305-01 03-09-700 T -D Desert Development P.O. Box 1716 La Quinta, CA 92253 Attention: Mr. Nolan Sparks Project: Coral Mountain SEC Madison Street & Avenue 58 La Quinta, California Subject: GEOTECHNICAL ENGINEERING REPORT Dear Mr. Nolan Sparks: We take pleasure to present this Geotechnical Engineering Report prepared for the proposed Coral Mountain development to be located at the southeast corner of Madison and Avenue 58 in the City of La Quinta, California. This report presents our findings and recommendations for site grading and foundation design, incorporating the information provided to our office. The site is suitable for the proposed development provided the recommendations in this report are followed in design and construction. In general, the ' upper soils should be over -excavated and recompacted to improve bearing capacity and reduce settlement. The site is subject to strong ground motion and resulting soil liquefactionfrom the San Andreas Fault. Near surface soils have a severe sulfate content affecting concrete and requiring special mixes. This report should stand as a whole, and no part of the report should be excerpted or used to the exclusion of any other part. ' This report completes our scope of services in accordance with our agreement, dated July 21, 2003. Other services that may be required, such as plan review and grading observation, are additional services and will be billed according to our Fee Schedule in effect at the time services are provided. Unless ' requested in writing, the client is responsible to distribute this report to the appropriate governing agency or other members of the design team. We appreciate the opportunity to provide our professional services. Please contact our office if there are any questions or comments concerning this report or its recommendations. Respectfully submitted, EARTH %SYSTEMS UTHWEST Shelton L. Stringer GE 2266 SER/sls/dac /",Q pFtOFEss o -'ON L. ST y9l it Co✓ 92 F p, 0 s E. 6-,30-041 3266 M m C 0 04 9TF lFCHNI .CALIFORN Distribution: 6/T D Desert Development 1/RC File 2/BD File r TABLE OF CONTENTS Page EXECUTIVESUMMARY................................................................................................ii Section1 INTRODUCTION.................................................................................................1 1.1 Project Description..................................................................................................1 1.2 Site Description.......................................................................................................1 13 Purpose and Scope of Work....................................................................................2 Section 2 METHODS OF INVESTIGATION.....................................................................3 2.1 Field Exploration.....................................................................................................3 a2.2 Laboratory Testing...................................................................................................4 Section3 DISCUSSION..........................................................................................................5 3.1 Soil Conditions........................................................................................................5 3.2 Groundwater............................................................................................................ 5 3.3 Geologic Setting... .................................................................................................... 5 3.4 Geologic Hazards......................................................................................................6 3.4.1 Seismic Hazards..........................................................................................6 3.4.2 Secondary Hazards......................................................................................7 3.4.3 Site Acceleration and Seismic Coefficients.................................................8 3.5 Liquefaction.............................................................................................................9 Section4 CONCLUSIONS..................................................................................................13 Section 5 RECOMMENDATIONS....................................................................................14 SITE DEVELOPMENT AND GRADING......................................................................14 5.1 Site Development - Grading..................................................................................14 5.2 Excavations and Utility Trenches..........................................................................15 5.3 Slope Stability of Graded Slopes...........................................................................15 STRUCTURES . .16 .............................................................. 5.4 Foundations ns ............................................ . 16 5.5 Slabs-on-Grade......................................................................................................17 5.6 Retaining Walls...................................................................................................18 5.7 Mitigation of Soil Corrosivity on Concrete...........................................................19. 5.8 Seismic Design Criteria.........................................................:...............................19 5.9 Pavements..............................................................................................................20 Section 6 LIMITATIONS AND ADDITIONAL SERVICES..........................................22 6.1 Uniformity of Conditions and Limitations............................................................22 ' 6.2 Additional Services................................................................................................23 REFERENCES............................................................................................................... 24 ' APPENDIX A Site Location Map Boring Location Map ' Table 1 Fault Parameters 2003 International Building Code (IBC) Seismic Parameters Logs of Borings t APPENDIX B Laboratory Test Results IEARTH SYSTEMS SOUTHWEST ii EXECUTIVE SUMMARY The site is located at the southeast corner of Madison Street and Avenue 58 in the City of La Quinta, California. The proposed development will consist of residential housing, commercial areas, stretches of golf course, facility maintenance units and a clubhouse. We anticipate that the proposed structure will be wood -frame construction supported with perimeter wall foundations and concrete slabs -on -grade. The proposed project may be constructed as planned, provided that the recommendations in this report are incorporated in the final design and construction. Site development will include clearing and grubbing of vegetation, site grading, building pad preparation, underground utility installation, street and parking lot construction, and concrete driveway and sidewalks. Based of the cion -uniform nature and the hydro -collapse potential of the near surface soils, remedial site grading is recommended to provide uniform support for the foundations. We consider the most significant geologic hazard to the project to be the potential for severe seismic shaking and resulting soil liquefaction that is likely to occur during the design life of the proposed structures. The project site is located in the highly seismic Southern California region within the influence of several fault systems that are considered to be active or potentially active. The site is located in Seismic Zone 4 of the 2001 California Building Code (CBC). Structures should be designed in accordance with the values and parameters given within the CBC. The seismic design parameters are presented in the following table and within the report. The site soils have a severe sulfate content that can affect concrete. Special concrete mixes can mitigate this corrosive effect on the concrete. EARTH SYSTEMS SOUTHWEST SUMMARY OF RECOMMENDATIONS Design Item : Reeommended Parariieter:: Reference Secfion'No:': ndations 1.00 5.8 owable Bearing Pressure ontinuous wall footings ad Column footings 1,500 psf 1,800 sf 5.4 ndation Type Spread Footing 5.4 Bearing Materials [Allowable Engineered fill 5.9 wable Passive Pressure 250 sf per foot 5.6 ve Pressure 35 cf 5.6 At rest Pressure 50 cf 5.6 Coefficient of Friction 0.35 5.6 Ex ansion Potential Ve . low I<20 3.1 lo is Hazards & Seismic Li uefaction Potential High 3.5.2 Significant Fault and Magnitude San Andreas, M7.7 5.8 Fault Type A 5.8 Seismic Zone 4 5.8 Soil Profile Type SD 5.8 Near -Source Distance 12.1 km (7.5 miles) 5.8 Seismic Coefficient, NA 1.00 5.8 Seismic Coefficient, Nv 1.12 5.8 Pavement ides overexcavation) 4 feet - cut 1.1 TI equal to 4.5 (Light Traffic) 2.5" AC / 4.0" AB 5.9 TI equal to 5.0 (Light Traffic) 3.0" AC / 4.0" AB 5.9 Slabs Building Floor Slabs On engineered fill 5.5 Modulus of Subgrade Reaction 200 pci 5.5 Existing Site Conditions Corrosivity Severe sulfates content 5.7 indwater Depth Presently >30 feet, Historic about 20 feet 3.2 sated Fill and Cut 4 feet - fill ides overexcavation) 4 feet - cut 1.1 t The recommendations contained within this report are subject to the limitations presented in Section 6 of this report. We recommend that all individuals using this report read the limitations. EARTH SYSTEMS SOUTHWEST r : September 2, 2003 1 of 25 File No.: 09305-01 03-09-700 GEOTECHNICAL ENGINEERING REPORT CORAL MOUNTAIN SEC MADISON STREET & AVENUE 58 LA QUINTA, CALIFORNIA Section 1 INTRODUCTION 1.1 Project Description This Geotechnical Engineering Report has been prepared for the proposed Coral Mountain development to be located at the southeast corner of Madison Street and. Avenue 58 in the City of La Quinta, California. t The proposed residential development will be a set of one-story structures with golf courses across the site. The proposed development will also consist of a commercial center proposed at the northwest corner of the site, two maintenance areas in the northeast and southwest areas, and a clubhouse facility located approximately at the center of the site. We anticipate that the proposed structures will be of wood -frame construction and will be supported by conventional P shallow continuous or pad footings. ' Site development will include siteadin building a ' g, g p d preparation, underground utility installation, street and parking lot construction, and concrete driveway and sidewalk placement. Based on existing site topography and ground conditions, site grading is expected to consist of fills not exceeding 4 feet and cuts of about 4 feet (including over -excavation). We used maximum column loads of 25 kips and a maximum wall loading of 2.0 kips per linear foot as a basis for the foundation recommendations. All loading is assumed to be dead plus ' actual live load. We assumed the preliminary design loading. If actual structural loading exceeds these assumed values, we would need to reevaluate the given recommendations. ' 1.2 Site Description The proposed site is located at the southeast corner of Madison Street and Avenue 58 in the City ' of La Quinta, California. The site location is shown on Figure 1 in Appendix A. .The project site presently is relatively flat and consists of partially barren land. Some sections of ' the site are presently covered with vegetation primarily consisting of agricultural vegetation like date palm trees. ' The history of past use and development of the property was not investigated as part of our scope of services. No evidence of past development, other than agricultural use, was observed on the site during our reconnaissance. Due to the agricultural use, pre-existing agricultural tile drains ' may be present. There may be underground utilities near and within the building area. These utility lines include ' but are not limited to domestic water, electric, sewer, telephone, cable, and irrigation lines. tEARTH SYSTEMS SOUTHWEST September 2, 2003 2 of 25 File No.: 09305-01 03-09-700 1.3 Purpose and Scope of Work The purpose for our services was to evaluate the site soil conditions and to provide professional opinions and recommendations regarding the proposed development of the site. The scope of work included the following: ➢ A general reconnaissance of the site. ➢ Shallow subsurface exploration by drilling 13 exploratory borings to depths ranging from 16.5 to 31.5 feet, supplemented with 5 CPT sounding to a depth of about 50 feet. ➢ Laboratory testing of selected soil samples obtained from the exploratory borings. ➢ Review of selected published technical literature pertaining to the site and its surroundings, and previous geotechnical reports prepared for T D Desert Development (May 19, 2000 by Earth Systems Southwest) and Taylor -Woodrow Homes California Ltd. (May 18,1990 by Buena Engineers, Inc.). ➢ Engineering analysis and evaluation of the acquired data from the exploration and testing ,programs. ➢ A summary of our findings and recommendations in this written report. This report contains the following: ➢ Discussions on subsurface soil and groundwater conditions. ➢ Discussions on regional and local geologic conditions. ➢ Discussions on geologic and seismic hazards, including soil liquefaction and its mitigation. ➢ Graphic and tabulated results of laboratory tests and field studies. ➢ Recommendations regarding: • Site development and grading criteria, • Excavation conditions and buried utility installations, • Structure foundation type and design, • Allowable foundation bearing capacity and expected total and differential settlements, • Concrete slabs -on -grade, ' Lateral earth pressures and coefficients, • Mitigation of the potential corrosivity of site soils to concrete and steel reinforcement, • Seismic design parameters, ' Preliminary pavement structural sections. ' Not Contained In This Report: Although available through Earth Systems Southwest, the current scope of our services does not include: ➢ A corrosive study to determine cathodic protection of concrete or buried pipes. ' ➢ An environmental assessment. ➢ Investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater, or air on, below, or adjacent to the subject property. ' EARTH SYSTEMS SOUTHWEST Ll September 2, 2003 3 of 25 File No.: 09305-01 03-09-700 Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration Thirteen exploratory borings were drilled to depths ranging from 16.5 to 31.5 feet below the existing ground surface to observe the soil profile and to obtain samples for laboratory testing. In addition, five electric cone penetrometer (CPT) soundings were advanced to approximate depths of 50 feet. The borings were made on July 31, 2003 using 8 -inch outside diameter hollow -stem augers, and powered by a Mobile CME 45 truck -mounted drilling rig. The boring and CPT locations are shown on the boring location map, Figure 2, in Appendix A. The locations shown are approximate, established by pacing and sighting from existing topographic features. Samples were obtained within the test borings using a Standard Penetration (SPT) sampler (ASTM D l 586) and a Modified California (MC) ring sampler (ASTM D 3550 with shoe similar to ASTM D 1586). The SPT sampler has a 2 -inch outside diameter and a 1.38 -inch inside ' diameter. The MC sampler has a 3 -inch outside diameter and a 2.37 -inch inside diameter. The samples were obtained by driving the sampler with a 140 -pound, hammer manually activated by rope and cathead, dropping 30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in containers and returned to the laboratory. Bulk samples were also obtained from auger cuttings, representing a mixture of soils encountered at the depths noted. ' The final logs of the borings represent our interpretation of the contents of the field logs and the results of laboratory testing performed on the samples obtained during the subsurface exploration. The final logs are included in Appendix A of this report. The stratification lines ' represent the approximate boundaries between soil types although the transitions, however, may be gradational. CPT soundings provide a nearly continuous profile of the soil stratigraphy with readings every 5 cm (2 inch) in depth. Direct sampling for visual and physical confirmation of soil properties is generally recommended with CPT exploration in large geographical regions. Earth Systems Southwest has generally confirmed the accuracy of CPT interpretations from extensive work at numerous Coachella Valley sites. ' The CPT exploration was conducted by hydraulically advancing an instrument Hogentogler 10 cm2 conical probe into the ground at a ground rate of 2 cm per second using a 23 -ton truck as a ' reaction mass. An electronic 'data acquisition system recorded a nearly continuous log of the resistance of the soil against the cone tip (Qc) and soil friction against the cone sleeve (Fs) as the probe was advanced. Empirical relationships (Robertson and Campanella, 1989) were applied to the data to give a nearly continuous profile of the soil stratigraphy. Interpretation of CPT data provides correlations for SPT blow count, phi (0) angle (soil friction angle), ultimate shear strength (Su) of clays, and soil type. Interpretive logs of the CPT soundings are presented in ' Appendix A of this report. EARTH SYSTEMS SOUTHWEST September 2, 2003 4 of 25 2.2 Laboratory Testing File No.: 09305-01 03-09-700 Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing include soils that would be exposed and used during grading, and those deemed to be within the influence of the proposed structure. Test results are presented in graphic and tabular form in Appendix B of this report. The tests were conducted in general accordance with the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. Our testing program consisted of the following: ➢ In-situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937). ➢ Maximum density tests were performed to evaluate the moisture -density relationship of typical soils encountered (ASTM D 1557). ➢ Particle Size Analysis (ASTM D 422) to classify and evaluate soil composition. The gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures. ➢ Consolidation (Collapse Potential) (ASTM D 2435 and D5333) to evaluate the compressibility and hydroconsolidation (collapse) potential of the soil. ➢ R -Value test (ASTM D 2844) to evaluate the soil subgrade support for pavement design. ➢ Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the.potential adverse effects of the soil on concrete and steel. EARTH SYSTEMS SOUTHWEST September 2, 2003 5 of 25 File No.: 09305-01 03-09-700 Section 3 DISCUSSION 3.1 Soil Conditions ff The field exploration indicates that site soils consist of primarily medium dense to dense silts, sands, silty sands and sandy silts, and tow to medium plasticity clays. Silts and silty sands, with traces of clay, are predominant in the upper 10 to 15 feet. Layers of clayey soils are typically encountered at depths below 12 feet. The boring logs provided in Appendix A include more detailed descriptions of the soils ' encountered. The soils are visually classified to be in the very low expansion (EI < 20 category in accordance with Table 18A -I -B of the California Building Code. ) ' In and climatic regions, granular soils may have a potential to collapse upon wetting. Collapse P (hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix ' dissolve, causing the soil to densify from its loose configuration from deposition. Consolidation tests indicate up to 1.7% collapse upon inundation, and is considered a slight site risk. The hydroconsolidation potential is commonly mitigated by recompaction of a zone beneath building pads. t The site lies within a recognized blow sand hazard area. Fine particulate matter (PMjo) can ' create an air quality hazard if dust is blowing. Watering the surface, planting grass or landscaping, or hardscape normally mitigates this hazard. t 3.2 Groundwater Free groundwater was not encountered in the borings during exploration. Therefore, the depth to ' groundwater in the area can be assumed to be greater than 30 feet. Groundwater was measured at about 36 feet in previous CPT soundings made by Earth Systems Consultants Southwest in April ' 2000. Historical data indicated the groundwater depth was about 20 feet based on 1978 water well data obtained from the Coachella Valley Water District (USGS OFR 91-4142). However, there is uncertainty in the accuracy of short-term water level measurements. Groundwater levels ' may fluctuate with precipitation, irrigation, drainage, regional pumping from wells, and site grading. The absence of groundwater levels detected may not represent an accurate or permanent condition. 3.3 Geologic Setting 'ReQional Geology: The site lies within the Coachella Valley, a part of the Colorado Desert geomorphic province. A significant feature within the Colorado Desert geomorphic province is the Salton Trough. The Salton Trough is a large northwest -trending structural depression that 'extends from San Gorgonio Pass, approximately 180 miles to the Gulf of California. Much of this depression in the area of the Salton Sea is below sea level. ' The Coachella Valley forms the northerly part of the Salton Trough. The Coachella Valley contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains EARTH SYSTEMS SOUTHWEST September 2, 2003 6 of 25 File No.: 09305-01 03-09-700 surrounding the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of the San Bernardino Mountains on the northwest, and the San Jacinto and Santa Rosa Mountains on the southwest. These mountains expose primarily Precambrian metamorphic and Mesozoic granitic rocks. The San Andreas Fault zone within the Coachella Valley consists of the Garnet Hill Fault, the Banning Fault, and the Mission Creek Fault that traverse along the northeast margin of the valley. Local Geolo : The project site is located approximately 60 feet below mean sea level in the lower part of the Coachella Valley. The sediments within the valley consist of fine to coarse- grained sands with interbedded clays, silts, gravels, and cobbles of aeolian (wind-blown), lacustrine (lake -bed), and alluvial (water -laid) origin. 3.4 Geologic Hazards Geologic hazards that may affect the region include seismic hazards (ground shaking, surface fault rupture, soil liquefaction, and other secondary earthquake -related hazards), slope instability, flooding, ground subsidence, and erosion. A discussion follows on the specific hazards to this site. 3.4.1 Seismic Hazards Seismic Sources: Several active faults or seismic zones lie within 62 miles (100 kilometers) of the project site as shown on Table 1 in Appendix A. The primary seismic hazard to the site is strong groundshaking from earthquakes along the San Andreas and San Jacinto Faults. The Maximum Magnitude Earthquake (Max) listed is from published geologic information available ' for each fault (Cao et. al, CGS, 2003). The Mmax corresponds to the maximum earthquake believed to be tectonically possible. ' Surface Fault Rupture: The project site does not lie within a currently delineated State of California, Alquist-Priolo Earthquake Fault Zone (Hart, 1997). Well -delineated fault lines cross through this region as shown on California- Geological Survey (CGS) maps (Jennings, 1994). ' Therefore, active fault rupture is unlikely to occur at the project site. While fault rupture would most likely occur along previously established fault traces, future fault rupture could occur at ' other locations. Historic Seismicity: Six historic seismic events (5.9 M or greater) have significantly affected the Coachella Valley over the last 100 years. They are as follows: ' • Desert Hot Springs p gs 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 ' EARTH SYSTEMS SOUTHWEST e,.Z September 2, 2003 7 of 25 File No.: 09305-01 11 . 03-09-700 occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow. About three hours later, a magnitude 6.6 Ms (6.4MW) earthquake occurred near Big Bear Lake. No significant structural damage from these earthquakes was reported in the Palm Springs area. • Hector Mine Earthquake - On October 16, 1999, a magnitude 7.1Mw earthquake occurred on the Lavic Lake and Bullion Mountain Faults north of 29 Palms. This event while widely felt, no significant structural damage has been reported in the Coachella Valley. Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. .In 2002, the California Geological Survey (CGS) and the United States Geological Survey (USGS) completed the latest generation of probabilistic seismic hazard maps. We have used these maps in our evaluation of the seismic risk at the site. The ' Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22% 4 conditional probability that a magnitude 7 or greater earthquake may occur between 1994 to 2024 ' along the Coachella segment of the San Andreas Fault. The primary seismic risk at the site is a potential earthquake along the San Andreas Fault. Geologists believe that the San Andreas Fault has characteristic earthquakes that result from rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.7 for the Southern Segment of the fault (USGS, 2002). This segment has the longest elapsed time since rupture than any other part of the San Andreas Fault. The last rupture occurred about 1690 AD, based on dating by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on t 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 r the Coachella Segment may have both ruptured together in 1450 and 1690 AD (WGCEP, 1995). ' 3.4.2 Secondary Hazards ' Secondary seismic hazards related to ground shaking include soil liquefaction, ground subsidence, tsunamis, and seiches. The site is far inland so the hazard from tsunamis is non- existent. At the present time, no water storage reservoirs are located in the immediate vicinity of ' the site. Therefore, hazards from seiches are considered negligible at this time: Soil Liquefaction: Liquefaction is the loss of soil strength from sudden shock (usually earthquake shaking), causing the soil to become a fluid mass. In general, for the effects of liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the ' ground surface and the soils within the saturated zone must also be susceptible to liquefaction. The potential for liquefaction to occur at this site is discussed further in Section 3.5 of this report. ' Ground Subsidence: The potential for seismically induced ground subsidence is considered to be high at the site. Dry sands tend to settle and densify when subjected to strong earthquake shaking. The amount of subsidence is dependent on relative density of the soil, ground motion, t and earthquake duration. Uncompacted fill areas may be susceptible to seismically induced settlement. Based on Tokimatsu and Seed methodology, we estimate that about 1.5 inches of total ground subsidence may occur in the upper 50 feet of soils for the Design Basis Earthquake ground motion. EARTH SYSTEMS SOUTHWEST September 2, 2003 8 of 25 File No.: 09305-01 03-09-700 Slope Instability: The site is relatively flat. Therefore, potential hazards fromslope instability, landslides, or debris flows are considered negligible. Flooding: The project site does not lie within a designated FEMA 100 -year flood plain. The project site may be in an area where sheet flooding and erosion could occur. If significant changes are proposed for the site, appropriate project design, construction, and maintenance can minimize the site sheet flooding potential. 3.4.3 Site Acceleration and Seismic Coefficients Site Acceleration: The potential intensity of ground motion may be estimated by the horizontal peak ground acceleration (PGA), measured in "g" forces. Included in Table 1 are deterministic estimates of site acceleration from possible earthquakes at nearby faults. Ground motions are ' dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone. Accelerations also are dependent upon attenuation .by rock and soil deposits, direction of rupture, and type of fault. For these reasons, ground motions may vary considerably in the same general area. This variability can be expressed statistically by a standard deviation about a mean relationship. } ' The PGA alone is an inconsistent scaling factor to compare to the CBC Z factor and is generally a poor indicator of potential structural damage during an earthquake. Important factors influencing the structural performance are the duration and frequency of strong ground motion, local subsurface conditions, soil -structure interaction, and structural details. Because of these factors, an effective peak acceleration (EPA) is used in structural design. ' The following table provides the probabilistic estimate of the PGA and EPA taken from the 2002 CGS/USGS seismic hazard maps. EARTH SYSTEMS SOUTHWEST September 2, 2003 9 of 25 Estimate of PGA and EPA from 2002 CGS/USGS Probabilistic Seismic Hazard Mans File No:: 09305-01 03-09-700 Equivalent Return Approximate Risk Period (years) PGA (g) EPA (g) Z 10% exceedance in 50 years 475 0.50 0.457 Notes: 1. Based on a soft rock site, SBic and soil amplification factor of 1.0 for Soil Profile Type SD. 2. Spectral acceleration (SA)at period of 0.2 seconds divided by 2.5 for 5% damping, as defined by the International Building Code. 2001 CBC Seismic Coefficients: The California Building Code (CBC) seismic design criteria are based on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a 10% probability of occurrence in 50 years. The PGA and EPA estimates given above are provided for information on the seismic risk inherent in the CBC design. The seismic and site coefficients given in Chapter 16 of the 2001 California Building Code are provided in Section 5.8 of this report. 2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions Seismic Zone: 4 ' Seismic Zone Factor, Z: 0.4 Soil Profile Type: SD Seismic Source Type: A ' Closest Distance to Known Seismic Source: 12.1k n = 7.5 miles Near Source Factor, Na: 1.00 Near Source Factor, Nv: 1.12 ' Seismic Coefficient, Ca: 0.44 = 0.44Na Seismic Coefficient, Cv: 0.71 = 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 Hazard Zones: The site lies within a liquefaction hazard area established by the City of La Quinta General Plan. Riverside County has not been mapped by the California Seismic ' Hazard Mapping Act (Ca. PRC 2690 to 2699). 2003 IBC Seismic Coefficients: For comparative purposes, the 2003 International Building Code ' (IBC) seismic and site coefficients are given in Appendix A. As of the issuance of this report, we are unaware when governing jurisdictions may adopt or modify the.IBC provisions. 3.5 Liquefaction Soil liquefaction is a natural phenomenon that occurs when granular soils below the water table are subjected to vibratory motions, such as produced by earthquakes. Vibrations cause the water pressure to increase within soil pores, as the soil tends to reduce in volume. When the pore water pressure reaches the vertical effective stress, the soil particles become suspended in water ' causing a. complete loss in soil strength. The liquefied soil behaves as a thick liquid. Liquefaction can cause excessive structural settlement, ground rupture, lateral spreading EARTH SYSTEMS SOUTHWEST September 2, 2003 10 of 25 File No.: 09305-01 03-09-700 (movement), or failure of shallow bearing foundations. Liquefaction is typically limited to the upper 50 feet of the subsurface soils. Four conditions are generally required before liquefaction can occur: 1. The soils must be saturated below a relatively shallow groundwater level. 2. The soils must be loosely deposited (low to medium relative density). 3. The soils must be relatively cohesionless (not clayey). Clean, poorly graded sands are the most susceptible. Silt (fines) content increase the liquefaction resistance in that more cycles of ground motions are required to fully develop pore pressures. If the clay content (percent finer than 2 mieron size) is greater than 10%, the soil is usually considered non - liquefiable, unless it is extremely sensitive. 4. Groundshaking must be of sufficient intensity to act as a trigger mechanism. Two important factors that affect the potential for soil liquefaction are duration as indicated by earthquake magnitude (M) and intensity as indicated by peak ground acceleration (PGA). The soils encountered at the points of exploration included saturated sands and silty sands. The potential for liquefaction at this site is considered high Method of Analysis: We have conducted a liquefaction analysis of the subsurface soils at the ' project site using the Robertson and Wride method as presented in 1997 NCEER Liquefaction Workshop proceedings. This method is an empirical approach to quantify the liquefaction ' hazard using CPT data from the site exploration and magnitude and PGA estimates from the seismic hazard analysis. The resistance to liquefaction is plotted on a chart of cyclic shear stress ratio versus a normalized tip resistance, QcIN. Induced ground subsidence from soil liquefaction ' has been estimated using the 1987 Tokimatsu and Seed method by a computer spreadsheet, CPT- Liquefy.xls (Stringer, 2001). The Qc]N readings were adjusted to an equivalent clean sand blow count, NI(6o)-cs according to the estimated fines content of the soil. ' The results of the analysis is that t 5.6 to 12.5 feet of the substrata starting at about 20 -foot depth is likely to liquefy during the UBC Design Basis Earthquake (7.7M -0.5g) for 10%'risk in 50 years. ' The results are summarized in the table below. The potentially liquefiable layers may be more or less extensive than revealed by our investigation. ' EARTH SYSTEMS SOUTHWEST September 2, 2003 11 of 25 File No.: 09305-01 03-09-700 Our analyses further indicate the site has probably never experienced liquefaction from earthquakes (Magnitudes 5.9 to 7.3) occurring in the last 100 years in vicinity of the project site. The likely triggering mechanism for liquefaction appears to be strong ground shaking (0.2g or greater) associated with the future rupture of the San Andreas Fault. ' Liquefaction Effects: We have estimated ground subsidence induced from liquefaction to be 1.5 inches. Differential building settlements may be estimated to be about 50 to 67% of the total subsidence, about Y to 1 inches (SCEC, 1999). Based on empirical charts developed by Ishihaua ' (1985) and Youd and Garris (1995), surface ground disruption, cracking or sand boil formation may occur. The depth of the liquefiable layer would generally result in a wide areal ground ' subsidence rather than bearing capacity failure by the proposed structures. There is a low potential for lateral spreading (movement) of -the ground because of the nearly level ground. ' Mitigation: Ground improvement methods to prevent liquefaction from occurring include vibroflotation compaction, stone columns, or compaction grouting. These methods are feasible but quite costly (on the order of $10 to $20/sf of treated area). More cost effective means to ' mitigate liquefaction damage (but do not prevent its occurrence) include deep foundation systems (piling), foundations that are structurally designed to withstand some differential movement or tilting, or a compacted zone of reinforced soil beneath the structure. Because of the high potential of differential settlement from soil liquefaction, new structures should be either founded on: • Foundations that use: grade beam footings to tie floor slabs and isolate columns to continuous footings, des geed tb`aceommodate the estimated differential settlement of 1 -inch in a 30 -foot span (1:360 angular distortion ratio). EARTH SYSTEMS SOUTHWEST SUMMARY OF LIQUEFACTION ANALYSES Design Basis Earthquake (7.7Magnitude, 0.5g PGA) Historic Groundwater at 20 feet Thickness Depth Estimated Safety Factor of the To First Induced CPT Against Liquefied Liquefied Subsidence Liquefaction Zone (feet) Zone (feet) (inches) 1 0.4 5.6 33 0.6 2 0.5 5.9 20 0.8 3 0.5 12.5 21 1.5 4 0.4 10 20 1.4 5 0.6 8.2 23 0.7 Our analyses further indicate the site has probably never experienced liquefaction from earthquakes (Magnitudes 5.9 to 7.3) occurring in the last 100 years in vicinity of the project site. The likely triggering mechanism for liquefaction appears to be strong ground shaking (0.2g or greater) associated with the future rupture of the San Andreas Fault. ' Liquefaction Effects: We have estimated ground subsidence induced from liquefaction to be 1.5 inches. Differential building settlements may be estimated to be about 50 to 67% of the total subsidence, about Y to 1 inches (SCEC, 1999). Based on empirical charts developed by Ishihaua ' (1985) and Youd and Garris (1995), surface ground disruption, cracking or sand boil formation may occur. The depth of the liquefiable layer would generally result in a wide areal ground ' subsidence rather than bearing capacity failure by the proposed structures. There is a low potential for lateral spreading (movement) of -the ground because of the nearly level ground. ' Mitigation: Ground improvement methods to prevent liquefaction from occurring include vibroflotation compaction, stone columns, or compaction grouting. These methods are feasible but quite costly (on the order of $10 to $20/sf of treated area). More cost effective means to ' mitigate liquefaction damage (but do not prevent its occurrence) include deep foundation systems (piling), foundations that are structurally designed to withstand some differential movement or tilting, or a compacted zone of reinforced soil beneath the structure. Because of the high potential of differential settlement from soil liquefaction, new structures should be either founded on: • Foundations that use: grade beam footings to tie floor slabs and isolate columns to continuous footings, des geed tb`aceommodate the estimated differential settlement of 1 -inch in a 30 -foot span (1:360 angular distortion ratio). EARTH SYSTEMS SOUTHWEST September 2, 2003 12 of 25 File No.: 09305-01 03-09-700 - • Structural mats that are flat -plate or waffled and use either conventionally reinforced or post - tensioned tendons, designed to accommodate the estimated differential settlement of 1 -inch in a 3.0 -foot span (1:360 angular distortion ratio). These alternatives reduce the effects of liquefaction by making the structures more able to withstand differential settlement and lateral movement. The minimum goal of liquefaction mitigation should be to provide a foundation system that can withstand the expected movement without causing such structural damage so as to pose a life -safety hazard (such as structural collapse from excessive drift). The choice of mitigation design alternatives depends on the economic costs of installation versus the economic risks that the owner and designer are willing to accept. EARTH SYSTEMS SOUTHWEST September 2, 2003 Section 4 CONCLUSIONS 13 of 25 File No.: 09305-01 03-09-700 The following is a summary of our conclusions and professional opinions based on the data obtained from a review of selected technical literature and the site evaluation. General: ➢ From a geotechnical perspective, the site is suitable for the proposed development provided the recommendations in this report are followed in the design and construction of this project. Geotechnical Constraints and Mitigation: ➢ The primary geologic hazard is severe ground shaking and resulting soil liquefaction from earthquakes originating on nearby faults. A major earthquake above magnitude 7 originating on the local segment of the San Andreas Fault zone would -be the critical seismic event that may affect the site within the design life of the proposed development. Engineered design and earthquake -resistant construction increase safety and allow development of seismic areas. ➢ The project site is in seismic Zone 4 and about 12.1 km from a Type A seismic source as defined in the California Building Code. A qualified professional should design any permanent structure constructed on the site. The minimum seismic design should comply with the 2001 edition of the California Building Code. ➢ Ground subsidence from seismic events or hydroconsolidation is a potential hazard to the project site. Adherence to the grading and structural recommendations in this report should reduce potential settlement problems from seismic forces, heavy rainfall or irrigation, flooding, and the weight of the intended structures. ' ➢ . The soils are susceptible to wind and water erosion. Preventative measures to reduce seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also be implemented during construction. Site grading should be in strict ' compliance with the requirements of the 'South Coast Air Quality Management District (SCAQMD). ' ➢ Other geologic hazards including fault rupture, seismically induced flooding, and landslides are considered low on this site. ' ➢ The upper soils were found to be medium dense to very dense and are suitable in their present condition to support structures, fill, and hardscape. The soils within the building and structural areas will require moisture conditioning, over excavation, and ' recompaction to improve bearing capacity and reduce settlement from static loading. Soils can be readily cut by normal grading equipment. EARTH SYSTEMS SOUTHWEST September 2, 2003 14 of 25 Section 5 RECOMMENDATIONS SITE DEVELOPMENT AND GRADING 5.1 Site Development - Grading File No.: 09305-01 03-09-700 A representative of Earth Systems Southwest (ESSW) should observe site clearing, grading, and the bottom of excavations before placing fill. Local variations in soil conditions may warrant increasing the depth of recompaction and over -excavation. Clearing and Grubbing: At the start of site grading existing vegetation, trees, large roots, pavements, foundations,. non -engineered fill, construction debris, trash, and abandoned underground utilities should be removed from the proposed building, structural, and pavement areas. The surface should be stripped of organic growth and removed from the construction area. Areas disturbed during clearing should be properly backfilled and compacted as described below. Dust control should also be implemented during construction. Site grading should be in strict compliance with the requirements of the South Coast Air Quality Management District (SCAQMD). Building Pad Preparation: Because of the relatively non-uniform and under -compacted nature of ' the site soils, we recommend recompaction of soils in the building area. The existing surface soils within the. building pad and foundation areas should be over -excavated to a minimum of 4 feet below existing grade or a minimum of 3 feet below the footing level (whichever is lower). The over -excavation should extend for 5 feet beyond the outer edge of exterior footings. The bottom of the sub -excavation should be scarified; moisture conditioned, and recompacted to at least 90% relative compaction (ASTM D 1557) for an additional depth of I -foot. Moisture ' penetration to near optimum moisture should extend at least 5 feet below existing grade and be verified by testing. ' Auxiliary Structures Subgrade Preparation: Auxiliary structures such as garden or retaining walls should have the foundation subgrade prepared similar to the building pad recommendations ' given above. The lateral extent of the over -excavation needs only to extend 2 feet beyond the face of the footing. ' Subgrade Preparation: In areas to receive fill, pavements, or hardscape, the subgrade should be scarified; moisture conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of l -foot below finished subgrades. Compaction should be verified ' by testing. Engineered Fill Soils: The native soil (silty sand or sandy silt) is suitable for use as engineered ' fill and utility trench backfill provided it is free of significant organic or deleterious matter. The native soil should be placed in maximum 8 -inch lifts (loose) and compacted to at least 90% relative compaction (ASTM D 1557) near its optimum moisture content. Compaction ' should be verified by testing. EARTH SYSTEMS SOUTHWEST September 2, 2003 15 of 25 File No.: 09305-01 ' 03-09-700 Imported fill soils (if needed) should be non -expansive, granular soils meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches and 5 to 35% passing the No. 200 sieve. The geotechnical engineer should evaluate the import, fill soils before hauling to the site. However, because of the potential variations within the borrow ' source, import soil will not be prequalified by ESSW. The imported fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction (ASTM D 1557) near optimum moisture content. ' Shrinkage: The shrinkage factor for earthwork is expected to range from 15 to 25 percent for the upper excavated or scarified site soils. This estimate is based on compactive effort to achieve an ' average relative compaction of about 92% and may vary with contractor methods. Subsidence is estimated .to range from 0.1 to 0.2 feet. Losses from site clearing and removal of existing site improvements may affect earthwork quantity calculations and should be considered. Site Drainage: Positive drainage should be maintained awayfrom 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 excavations over 4 feet deep are planned, lateral bracing or appropriate cut slopes of 1.5:1 (horizontal:vertical) should be provided. No t surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top of the excavation slope, equal to the depth of the excavation. ' Utility Trenches: Backfill of utilities within road or public right-of-ways should be placed in conformance with the requirements of the governing agency (water district, public works ' department, etc.) Utility trench backfill within private property should be placed in conformance with the provisions of this report. In general, service lines extending inside of property may be backfilled with native soils compacted to a minimum of 90% relative compaction. Backfill ' operations should be observed and tested to monitor compliance with these recommendations. 5:3 Slope Stability of Graded Slopes ' Unprotected, permanent graded slopes should not be steeper than 3:1 (horizontal: vertical) to reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:1. 'However, maintenance with motorized equipment may not be possible at this inclination. Fill slopes should be overfilled and trimmed back to competent material. Slope stability calculations are not presented because of the expected minimal slope heights (less than 5 feet). IEARTH SYSTEMS SOUTHWEST September 2, 2003 16 of 25 STRUCTURES File No.: 09305-01 03-09-700 In our professional opinion, structure foundations can be supported on shallow foundations bearing on a zone of properly prepared and compacted soils placed as recommended in - Section 5.1. The recommendations that follow are based on very low expansion category soils, but with a potential for seismic induced or hydroconsolidation settlement below the depth of recompaction. 5.4 Foundations Footing design of widths, depths, and reinforcing are the responsibility of the Structural Engineer, considering the structural loading and the geotechnical parameters given .in this report. A minimum footing depth of 12 inches below lowest adjacent grade should be maintained. A representative of ESSW should observe foundation excavations before placement of reinforcing steel,or concrete. Loose soil or construction debris should be removed from footing excavations before placement of concrete. Conventional Spread Foundations: Allowable soil bearing pressures are given below for foundations bearing on recompacted soils as described in Section 5.1. Allowable bearing pressures are net (weight of footing and soil surcharge may be neglected). ➢ Continuous wall foundations, 12 -inch minimum width and 12 inches below grade: 1500 psf for dead plus design live loads Allowable increases of 300 psf per each foot of additional footing width and 300 psf for each additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf. ➢ Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade: 2000 psf for dead plus design live loads. Allowable increases of 200 psf per each foot of additional footing width and 400 psf for each additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf. A one-third ('/3) increase in the bearing pressure may be used when calculating resistance to wind or seismic loads. The allowable bearing values indicated are based on the anticipated maximum loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the geotechnical engineer must reevaluate the allowable bearing values and the grading requirements. ' Minimum reinforcement for continuous wall footings should be four, No. 4 steel reinforcing bars, two placed near the top and two placed near the 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 should be less than 1 inch, based on tfootings founded on firm soils as recommended. Differential settlement between exterior and interior bearing members should be less than %2 -inch, expressed in a post -construction angular distortion ratio of 1:480 or less. Seismic induced settlement may be as great at l -%2 inches with '1 -inch differential in a 30 -foot span (1:360 angular distortion ratio). Foundations should be designed to accommodate this potential movement. EARTH SYSTEMS SOUTHWEST 4 September 2, 2003 17 of 25 File No.: 09305-01. 03-09-700 Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of foundations and by passive resistance of the soils acting on foundation walls. An allowable coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid pressure of 250 pcf may also be used. These values include a factor of safety of 1.5. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced by one-third. A one-third (%3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that backfill next to foundations is properly compacted. 5.5 Slabs -on -Grade Sub rade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Vapor Retarder: In areas of moisture sensitive floor coverings, an appropriate vapor retarder should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas an impermeable membrane (10 -mil thickness) should underlie the floor slabs. The membrane should be covered with 2 inches of sand to help protect it during construction and to aide in concrete curing. The sand should be lightly moistened just prior to placing the concrete. Low -slump concrete should be used to help reduce the potential for concrete shrinkage. The effectiveness of the membrane is dependent upon its quality, method of overlapping, its protection during construction, and the successful sealing around utility lines. Slab Thickness and Reinforcement: Slab thickness and reinforcement of slabs -on -grade are contingent on the recommendations of the structural engineer or architect and the expansion ' index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of approximately 200 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. Concrete slabs and flatwork should be a minimum of 4 inches thick (actual, not nominal). We ' suggest that the concrete slabs be reinforced with a minimum of No. 3 rebars at 18 -inch centers, both horizontal directions, placed at slab mid -height to resist swell forces and cracking. Concrete floor slabs may either be monolithically placed with the foundations or doweled after footing ' placement. The thickness and reinforcing given are not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for ' proper location within the slab. Control Joints: Control joints should be provided in all concrete slabs -on -grade at a maximum ' spacing of 36 times the slab thickness (12 feet maximum on -center, each way) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce the potential for randomly oriented, contraction cracks. Contraction joints in ' the slabs should be tooled at the time of the pour or saw cut (% of slab depth) within 8 hours of concrete placement. Construction (cold) joints should consist of thickened butt joints with one- half inch dowels at 18 -inches on center or a thickened keyed joint to resist vertical deflection at ' the joint. All construction joints in exterior flatwork should be -sealed to reduce the potential of EARTH SYSTEMS SOUTHWEST i i September 2, 2003 18 of 25 File No.: 09305-01 03-09-700 moisture or foreign material intrusion. These procedures will reduce the potential for randomly oriented cracks, but may not prevent them from occurring. Curing and Quality Control: The contractor should take precautions to reduce the potential of curling of slabs in this and desert region using proper batching, placement, and curing methods. Curing is highly effected by temperature, wind, and humidity. Quality control procedures may be used including trial batch mix designs, batch plant inspection, and on-site special inspection and testing. Typically, for this type of construction and using 4500 -psi concrete, many of these quality control procedures are not required. 5.6 Retaining Walls The following table presents lateral earth pressures for use in retaining wall design. The values are given as equivalent fluid pressures without surcharge loads or hydrostatic pressure. Notes: 1. These values are ultimate values. A factor of safety of 1.5 should be used in stability analysis except for dynamic earth pressure where a factor of safety of 1.2 is acceptable. 2. Dynamic pressures are based on the Mononobe-Okabe 1929 method, additive to active earth pressure. Walls retaining less than 6 feet of soil and not supporting inhabitable structures need not consider this increased pressure (reference: CBC Section 1630A. 1. 1.5). Upward sloping backfill or surcharge loads from nearby footings can create larger lateral pressures. Should any walls be considered for retaining sloped backfill or placed next to foundations, our office should be contacted for recommended design parameters. Surcharge loads should be considered if they exist within a zone between the face of the wall and a plane projected 45 degrees upward from the base of the wall. The increase in lateral earth pressure should be taken as 35% of the surcharge load within this zone. Retaining walls subjected to traffic loads should include a uniform surcharge load equivalent to at least 2 feet of native soil. Drainaee: A backdrain or an equivalent system of backfill drainage should be incorporated into the retaining wall design. Our firm can provide construction details when the specific application is determined. Backfill immediately behind the retaining structure should be a free -draining granular material. Waterproofing should be according to the designer's specifications. Water should not be allowed to pond near the top of the wall. To accomplish this, the final backfill grade should be such that all water is diverted away from the retaining wall. EARTH SYSTEMS SOUTHWEST i i September 2, 2003 19 of 25 File No.: 09305-01 03-09-700 Backfill and Subgrade Compaction: Compaction on the retained side of the wall within a horizontal distance equal to one wall height should be performed by hand -operated or other lightweight compaction equipment. This is intended to reduce potential locked -in lateral pressures caused by compaction with heavy grading equipment. Foundation subgrade preparation should be as specified in Section 5.1. 5.7 Mitigation of Soil Corrosivity on Concrete Selected chemical analyses for corrosivity were conducted on soil samples from the project site as shown in Appendix B. The native soils were found to have an severe sulfate ion concentration (> 15,000 ppm). Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The California Building Code requires for very severe sulfate conditions that Type V Portland Cement plus pozzolan be used with a maximum water cement ratio of 0.45' using a minimum 4,500 psi concrete mix (CBC Table 19-A-4). The pozzolan used should have service record of improved sulfate resistance when used in concrete containing Type V cement. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water. Additionally, the concrete should be thoroughly vibrated during placement. Electrical resistivity testing of the soil suggests that the site soils may present a severe to very severe potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, . or encapsulating with densely consolidated concrete. Earth Systems does not practice corrosion engineering. We recommend that a qualified corrosion. engineer evaluate the corrosion potential on metal construction materials and concrete at the site to provide mitigation of corrosive effects. 5.8 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 2001 edition of the California Building Code using the seismic coefficients given in the table below. EARTH SYSTEMS SOUTHWEST September 2, 2003 20 of 25 File No.: 09305-01 03-09-700 2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions Reference Seismic Zone: 4 Figure 16-2 . Seismic Zone Factor, Z: 0.4 Table 16-I Soil Profile Type: SF** Table 16-J Seismic Source Type: A Table 16-U Closest Distance to Known Seismic Source: 12.1 km = 7.5 miles (San Andreas Fault) Near Source Factor, Na: 1.00 Table 16-5 Near Source Factor, Nv: 1.12 Table 16-T ' Seismic Coefficient, Ca: 0.44 = 0.44Na Table 16-Q Seismic Coefficient, Cv: 0.71 = 0.64Nv Table 16-R 3 ' *** Note Soil Profile Type, SF as defined by CBC Section 1629.3.1 includes soils that are vulnerable to potential failure from seismic loading such as liquefaction. The site lies within a Riverside County designated soil liquefaction hazard zone. For purposes of Regular CBC designed structures, the seismic coefficients given are for ' the pre -liquefied soil seismic response, similar to Soil Profile type SD. The CBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. If further information on seismic design is needed, a site-specific probabilistic seismic analysis should be conducted. The intent of the CBC lateral force requirements is to provide a structural design that will resist collapse to provide reasonable life safety from a major earthquake, but may experience some structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic ' yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The CBC lateral force requirements should be considered a minimum design. The I owner and the designer should evaluate the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer should exercise special care so that all components of the design are all fully met with attention to providing a ' continuous load path. An adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources. '5.9 Pavements ' Since no traffic loading was provided by the design engineer or owner, we have assumed traffic loading for comparative evaluation. The design engineer or owner should decide the appropriate traffic conditions for the pavements. Maintenance of proper drainage is advised to prolong the 'service life of the pavements. Water should not pond on or near paved areas. The following table provides our preliminary recommendations for pavement sections. Final pavement sections recommendations should be based on design traffic indices and R -value tests conducted during ' grading after actual subgrade soils are exposed. EARTH SYSTEMS SOUTHWEST September 2, 2003 21 of 25 File No.: 09305-01 03-09-700 PRELIMINARY RECOMMENDED PAVEMENTS SECTIONS R -Value SubQrade Soils - 40 Traffic. Index I Pavement Use Flexible Pavements Asphaltic Aggregate Concrete Base Thickness Thickness Method — CALTRANS 1995 Rigid Pavements Portland Aggregate Cement Base Concrete [Thickness 4.5 Auto Parking Areas 2.5 4.0 4.0 IFT4. 0 5.0 Residential Streets 3.0 4.0 5.0 0 Notes: 1. Asphaltic concrete should be Caltrans, Type B, Y2 -in. or %-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 ('/ in. maximum) and compacted to a minimum of 95% of ASTM D1557 maximum dry density near its optimum moisture. 3. All pavements should be placed on 12 inches of moisture -conditioned subgrade, compacted'to a minimum of 90% of ASTM D 1557 maximum dry density near its optimum moisture. 4. Portland cement concrete should have a minimum of 3250 psi compressive strength @ 28 days. 5. Equivalent Standard Specifications for Public Works Construction (Greenbook) may be used instead of Caltrans specifications for asphaltic concrete and aggregate base. EARTH SYSTEMS SOUTHWEST i i i September 2, 2003 22 of 25 Section 6 LIMITATIONS AND ADDITIONAL SERVICES 6.1 Uniformity of Conditions and Limitations File No.: 09305-01 03-09-700 Our findings and recommendations in this report are based on selected points of field exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our findings and recommendations are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil or groundwater conditions could exist between and beyond the exploration points. The nature and extent of these variations may not become evident until construction. Variations in soil or groundwater may require additional studies, consultation, and possible revisions to our recommendations. Findings of this report are valid as of the issued date of the report. However, changes in conditions of a property can occur with passage of time whether they are from natural processes or works of man on this or adjoining properties. In addition, changes in applicable, standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of structures are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing. This report is issued with the understanding that the owner, or the owner's representative, has the responsibility to bring the information and recommendations contained herein to the attention of the architect 'and engineers for the project so that they are incorporated into the plans and specifications for the project. The owner, or the owner's representative, also has the responsibility to verify that the general contractor and all subcontractors follow such recommendations. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. As the Geotechnical Engineer of Record for this project, Earth. Systems Southwest (ESSW) has striven to provide our services in accordance with generally acepted geotechnical engineering practices in this locality at this time. No warranty or guarantee is express or implied. This report was prepared for the exclusive use of the Client and the Client's authorized agents. ESSW should be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. If ESSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our ' recommendations. Although available through ESSW, the current scope of our services does not include an environmental assessment, or investigation for the presence or absence of wetlands, hazardous or EARTH SYSTEMS SOUTHWEST e September 2, 2003 23 of 25 File No.: 09305-01 03-09-700 toxic materials in the soil, surface water, groundwater or air on, below, or adjacent to the subject property. 6.2 Additional Services This report is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining ESSW as the geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Construction monitoring and testing would be additional services provided by our firm. The ' costs of these services are not included in our present fee arrangements, but can be obtained from our office. The recommended review, tests, and observations include, but are not necessarily limited to the following: • Consultation during the final design stages of the project. 1 ' • Review of the building and grading plans to observe that recommendations of our report have been properly implemented into the design. t ' • Observation and testing during site preparation, grading and placement of engineered fill as required by CBC Sections 1701 and 3317 or local grading ordinances. 3 ' • Consultation as needed during construction. r ' -000- Appendices as cited are attached and complete this report. EARTH SYSTEMS SOUTHWEST Y September 2, 2003 24 of 25 File No.: 09305-01 03-09-700 REFERENCES Abrahamson, N., and Shedlock, K., editors, 1997, Ground motion attenuation relationships: Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p. American Concrete Institute (ACI), 1996, ACI Manual of Concrete Practice, Parts 1 through 5. California Geologic Survey (CGS), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. Cao, T, Bryant, W.A., Rowhandel, B., Branum. D., and Wills, C., 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps, California Geologic Survey (CGS), June 2003. California Department of Water Resources, 1964, Coachella Valley Investigation, Bulletin No. 108, 146 pp. ' Envicom Corporation and the County of Riverside Planning Department, 1976, Seismic Safety and Safety General Plan Elements Technical Report, County of Riverside. Frankel, A.D., et. al, 2002, Documentation for the 2002 Update of the National Seismic Hazard Maps, USGS Open -File Report 02-420. Hart, E.W., 1997, Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42. ' International Code Council (ICC), 2002, California Building Code, 2001 Edition. International Code Council (ICC), 2003, International Building Code, 2003 Edition. Jennings, C. W, 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. ' Petersen, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Leinkaemper, J.J., McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic Seismic Hazard Assessment for ' the State of California: California Division of Mines and Geology Open -File Report 96-08. Reichard, E.G. and Mead, J.K., 1991, Evaluation of a Groundwater Flow and Transport Model of ' the Upper Coachella Valley, California, U.S.G.S. Open -File Report 91-4142. Riverside County Planning Department, 2002, Geotechnical Element, of the Riverside County General Plan — Hearing Draft. Rogers, T.H., 1966, Geologic Map of California - Santa Ana Sheet, California Division of Mines ' and Geology Regional Map Series, scale 1:250,000. Structural Engineers Association of California (SEAOC), 1996, Recommended Lateral Force ' Requirements and Commentary. EARTH SYSTEMS SOUTHWEST September 2, 2003 25 of 25 File No.: 09305-01 03-09-700 rZ Tokimatsu, K, and Seed, H.B., 1987, Evaluation of Settlements in Sands Due To Earthquake VA Shaking, ASCE, Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987. Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquakes, 1994-2024: Bulletin of the Seismological Society of America, Vol. 85, No. 2, pp. 379439. Wallace, R. E.,. 1990, The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. EARTH SYSTEMS SOUTHWEST t ' APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters 2003 International Building Code (IBC) Seismic Parameters Logs of Borings F EARTH SYSTEMS SOUTHWEST U- 12 i .. p_AVENUE `- — - X2=1 22 __-- e . ; _ 3 AVEAJUE tl w h 38- n' s! fAVENUE 0c 26 Z i •. Q.1:9D I ,1• ` :'1 -:I,,.:. r.,...i`s. tisbi .r• w•;v =':e::. e. _, -_._ e /^,.rl Ulll 'It 1 Y. / __ i:. - '9.R6w" f.0 s'.0' y.:Z7'.':f:...',,{::....:.a.•::':.. pa u: i R i44 D•9 a AOf! UC7 1: _ i}, ,, 1 __ _ -•ti-_. " ^' Y9p•s sdf'dila- 0 ti('_ .^. PIPE'°L1tJE•:___^_____.__._—__.,.__ ` } F• e_ _ -. ;,; II ': voave, re . s sR 4e.+Rr ae -- -- ^C fDtEifO 9y 0s af0aaa 26 i- —.>L= - .'d... Ree•tia7 •t 46R•4 ma n L.. -`-stiotae t 2.p @s Du*t'6a oc ! s((( ' , n i.! T •aa •e6aaaed'oeawnaap.++ :, '- J : 1 ,y . ,•- ...•...+ Ob •QaiR •VOwE¢I O► 1a♦;O .{ :-_ae=!s I / iiVtf"s O'i oeeiisvii iA iv; ,i" '! ` n . .-. ` 4 .."'"•' '''7":"^"'. gV.D/Peie'R►'v61 1aPFif}NJ 1 - v \ 1 Z"':P"' wfa•o.f•'ao enatoo s•a eq os.••. 1 .; ., )N \\`_ :.. . ...:. -w:3"' »w :: '-ylo4a f.ee.wa eaa. o•n a:b,sa: os• I ': .., Z': 'i, t` y::,:-c:. _-._— _: c. L__ ^( :._ faeJDef 001ia (Ji•.b 0a a0fa• h :. ,, .t- . )II l•- - \ . ..:. ` 1i:Ll "' •" Z'• '.. ` ' a6a BY 60l. e9i T1• i9 •-e 'J _?.j'•". ., C .:.r ""^ 10 •400 Pe L'ea " Y. °iS. -S I , I• ti•. •x l ♦Dp110f t 0ili •. ..:, , \,- . p 1 _ _- L.__ J' D•`fjD'•f tl9'VOR1e ntf0e•I11 '-; ',.".\•\-_.• .i,;. I ' o '.+ •mR,. .iaeo r e'i eaae•9aiteis. RS N. '!'S": : ,: c.•'-r_ r /> per: .. ( .. ..:mF.`. wt"`._. / /! '0; ♦►G 90@0' :• • A i@• a RRR ! r609f a9 1 1' Y r ! •t4 ' s 1 qseo6 "-•>M , aQ►t Os!<. uRaRms;tm. e. { G'i : 'Q . ` COArOt aV FCF...S."'a QOat 0affffia YaaRy44• 1 „• .. .' .... . : -_ - •. r: :: ' .' - r t ow,LFee osOR lw Hers Rub•ea.w. :. '' .; : 0 _ tet` .<• - - - 4:Y • ,.r I S F ' L -moi Fv V.10 J 1 _ F • 1 1 t 33 i\ 1 •I -`I '4 1 t I r _ it _ I 1 \ !! I r Reference: USGS Topographic Map, abc Quadrangle, La Quinta 1982 (photorevised) Scale: I"= 2,000' 0 2,000 4,000 _ - •r -......air: - 'tz r j- - .x - yCe . ,-I _- ` _ 7 - _ K` torr - p- ..:- :; _ r - Mt I. t i t t r ate' Figure 1 -.Site Location Coral Mountain S.E.C. Madison Street & Avenue 58, La Quinta Riverside County, California File No.: 09305-01 J# Earth Systems Southwest .t' aVE 1 1 H venue ov V=700' Figure 2 - Boring & CPT Locations S.E.C. Madison Street & Avenue 58, La Quinta, Riverside County, California File No.: 09305-01 Earth Systems ME Re Southwest LEGEND =Approximate Boring Locations And Numbers ' ®crr-s = Approximate CPT Locations And Numbers V=700' Figure 2 - Boring & CPT Locations S.E.C. Madison Street & Avenue 58, La Quinta, Riverside County, California File No.: 09305-01 Earth Systems ME Re Southwest Coral Mountain Table 1 Fault Parameters & & Deterministic Estimates of Mean Peak Ground Acceleration (PGA 09305-01 Maximum Avg Avg Mean Fault Name or Distance Fault Magnitude Slip Return Fault Site Seismic Zone from Site Type Mmax Rate Period I Length PGA Reference Notes: (I) (2 3 4 (2) 2 (2) 1 (5 San Andreas - Southern 7.5 12.1 SS A 7.7 24 220 199 039 San Andreas - Mission Crk. Branch 10.8 17.4 SS A 7.2 25 220 95 0.25 San Andreas - Banning Branch 10.8 17.4 SS A 7.2 10 220 98 0.25' San Jacinto-Anza 18.2 29.3 SS A 7.2 12 250 91 0.16 San Jacinto -Coyote Creek 19.8 31.8 SS B 6.8 4 175 41 0.12 Burnt Mtn. 23.4 37.7 SS B 6.5 0.6 5000 21 0.09 Eureka Peak 24.2 38.9 SS B 6.4 0.6 5000 19 . 0.08 San Jacinto - Borrego 29.6 47.6 SS B 6.6 4 175 29 0.07 Pinto Mountain 35.9 57.8 SS B 7.2 2.5 499 74 0.08 Brawley Seismic Zone 36.0 57.9 SS B 6.4 25 24 42 .0.05 Emerson So. - Copper Mtn. 36.7 59.0 SS B 7.0 0.6 5000 54 0.07 Earthquake Valley 36.7 59.1 SS B 6.5 2 351 20 0.05 Pisgah -Bullion Mtn. -Mesquite Lk 37.6 60.4 SS B 73 0.6 5000 89 0.08 Landers 38.4 61.9 SS B 7.3 0.6 5000 83 0.08 San Jacinto -San Jacinto Valley 40.0 64.4 SS B 6.9 12 83 43 0.06 Elsinore -Julian 41.5 66.8 SS A 7.1 5 340 76 0.07 Elmore Ranch 43.8 70.5 SS B 6.6 1 225 29 0.05 North Frontal Fault Zone (East) 44.7 72.0 DS B 6.7 0.5 1727 27 0.06 Elsinore -Coyote Mountain 46.3 74.6 SS B 6.8 4 625 39 0.05 Superstition Mtn. (San Jacinto) 47.4 76.2 SS B 6.6 5 500 24 0.04 Elsinore -Temecula 48.1 77.4 SS B 6.8 5 240 43 0.05 Superstition Hills (San Jacinto) 48.2 77.5 SS B 6.6 4 250 23 0.04 Johnson Valley (Northern) 49.2 79.2 SS B 6.7 0.6 5000 35 0.04 Calico - Hidalgo 50.5 81.2 SS B 7.3 0:6 5000 95 0.06 Lenwood-Lockhart-Old Woman Sprgs 55.2 88.8 SS B 7.5 0.6 5000 145 0.06 North Frontal Fault Zone (West) 55.7 89.6 DS B 7.2 1 1314 50 0.06 Weinert (Superstition Hills) 60.3 97.0 SS C 6.6 4 250 22 0.03 Notes: 1. Jennings (1994) and California Geologic Survey (CGS) (2003) 2. CGS (2003), SS = Strike -Slip, DS = Dip Slip, BT = Blind Thrust 3. 2001 CBC, where Type A faults: Mmax > 7 & slip rate >5 mm/yr & Type C faults: Mmax <6.5 & slip rate < 2 mm/yr 4. CGS (2003) 5. 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, (4) 1997 Abrahamson & Silva (mean plus sigma values are about 1.5 to 1.6 times higher) Based on Site Coordinates: 33.628 N Latitude, 116.233 W Longtude and Site Soil Type D EARTH SYSTEMS SOUTHWEST Coral Mountain Table 2 2000, 2003 International Building Code (IBC) Seismic Parameters Seismic Category 0.00 D 0.05 Table 1613.3(1) Site Class 1.00 D 1.00 Table 1615.1.1 Latitude: 0.60 33.628 N 0.86 Longitude: 0.75 -116.233 W 1.00 Maximum Considered Earthquake (MCE) Ground Motion Short Period Spectral Reponse Ss 1.50 g Figure1615(3) 1 second Spectral Response S, 0.60 g Figure1615(4) Site Coefficient Fa 1.00 1.80 Table 1615.1.2(1) Site Coefficient FV 1.50 0.30 Table 1615.1.2(2) 0.27 SMs 1.50 g = Fa*Ss SMI 0.90 g = FV*S, Design Earthquake Ground Motion Short Period Spectral Reponse SDs 1.00 g = 2/3*SMs 1 second Spectral Response SDS 0.60 g = 2/3 *Sm , To 0.12 sec = 0.2*SDI/SDs Ts 0.60 sec = SDI/SDs 2000 IBC Equivalent Elastic Static Response Spectrum 1.2 1.0 cU U) 0.8 0 c i a 0.6 U { Q i 0.4 ami Q. 0.2 a 0.0 0.0 0.5 1.0 1.5 2.0 Period (sec) EARTH SYSTEMS SOUTHWEST 09305-01 Period Sa T (sec) (g) 0.00 0.40 0.05 0.65 0.12 1.00 0.20 1.00 0.30 1.00 0.60 1.00 0.70 0.86 0.80 0.75 0.90 0.67 1.00 0.60 1.10 0.55 1.20 0.50 1.30 0.46 1.40 0.43 1.50 0.40 1.60 0.38 1.70 0.35 1.80 0.33 1.90 0.32 2.00 0.30 2.20 0.27 Earth Systems " — Southwest ML SILT: grayish olive, medium dense, dry, very fine 8,8,9 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760).345-1588 FAX (760) 345-7315 Boring No: B-1 75 2 small roots 11,21,33 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA 21,24.26 Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 94 5 become more frequent 9,16,28 Drill Type: CME 45 with cathead Boring Location: See Figure 2 97 9 Logged By: Karl Hewes Sample w Type Penetration 0 :? B Description of Units Page ]—of—] r n v Resistance ep A n -= Note: The stratification lines shown represent the A Y In T A (Blows/6") yr L'v o approximate boundary between soil and/or rock types Graphic Trend A CJ and the transition may be gradational. Blow Count Dry Density 5 10 15 20 t 25 30 ' 35 40 12,15,21 SP -SM 4.6,7 j/,/A CL SAND WITH SILT: light olive gray, dense, dry, medium grained with some coarse and fine grained CLAY: dusky yellow clay with silt, medium dense, moist, medium plasticity, trace very small voids 10'7'8 SM SILTY SAND: grayish olive, medium dense, damp, SM/ML fine grained, trace marine shells, some thin silt interbedded layers to 1/2" thick SANDY SILT: grayish olive, medium dense, damp, very fine grained, silty, trace silt interbedded layers 9,9,9 to 1/4" thick, trace marine shells Total Depth 31.5 feet No groundwater encountered ML SILT: grayish olive, medium dense, dry, very fine 8,8,9 grained, trace small marine shells, trace very thin 75 2 small roots 11,21,33 light olive, very dense, trace clay, non plastic, trace small 89 5 voids 21,24.26 very dense, trace clay, non plastic, small marine shells 94 5 become more frequent 9,16,28 very dense 97 9 12,15,21 SP -SM 4.6,7 j/,/A CL SAND WITH SILT: light olive gray, dense, dry, medium grained with some coarse and fine grained CLAY: dusky yellow clay with silt, medium dense, moist, medium plasticity, trace very small voids 10'7'8 SM SILTY SAND: grayish olive, medium dense, damp, SM/ML fine grained, trace marine shells, some thin silt interbedded layers to 1/2" thick SANDY SILT: grayish olive, medium dense, damp, very fine grained, silty, trace silt interbedded layers 9,9,9 to 1/4" thick, trace marine shells Total Depth 31.5 feet No groundwater encountered Earth Systems Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760)345-1588 FAX (760)345-7315 Boring No: B-2 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes SamplEResistance Z. v Type u o Description of Units Kagel of 1 n 0 V q a -32 c Note: The stratification lines shown represent the C) 5 a rn ` ' 'g oapproximate boundary between soil and/or rock types Graphic Trend M rn A V and the transition ma be gradational. y Blow Count Dry Density 12,1723 Sly t SILTY SAND: grayish olive very rydense dry, very fine grained, trace thin roots, trace small marine 18,31,43SyL shells, trace very small voids 99 1 SANDY SILT: grayish olive, very dense, dry, silt, 9,21,33 SP -SM 102 1 very fine grained, trace small marine shells 5 SAND WITH SILT: dense, dry, fine to very fine ' grained 10,28,36 light grayish olive, no marine shells 10 10,9,9 CL CLAY: moderate olive brown, dense, dry, silt, low SM to medium plasticity i15 SILTY SAND: grayish olive, dense, damp, very fine to fine grained 7,9,9 slightly more,moisture 20 ' Total Depth 18.5 feet No groundwater encountered 25 1 30 1 35 40 1JEarth Systems _ Southwest 79-811B Country Club Drive, Bermuda Dimes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-3 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow.Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes G ' 20 25 ' 30 t 35 40 Sample 0 v Type w Penetration 0 C Description of Units Page 1 of 1 n Resistance pn -o Note: The stratification lines shown represent the p a o (Blows/6") >, VIA o approximate boundary between soil and/or rock types Graphic Trend m v U and the transition may be gradational. Y Blow Count Dry Density G ' 20 25 ' 30 t 35 40 ham► Earth Systems Southwest ' I 18 14,13 SM I SILTY SAND: light olive gray, medium dense, dry, fine grained 20 25 1 1 30 35 40 Total Depth 18.5 feet No groundwater encountered 79-81113 Country Club Drive, Bermuda Dunes, CA 92201 • Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-4 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes Sample w Type Penetration _ a Description of Units Page 1 of 1 Resistance oE Cc - A .o y Note: The stratification nes own represent lishresent the 1. Q 3 ao (Blows/6") W>' v. o approximate boundary between soil and/or rock types Graphic Trend M N p U and the transition may be gradational. Blow Count Dry Density 6,21,31 ML 105 1 SILT: grayish olive very dense Y , ry dry, very fine to fine grained, trace small marine shells ]0,14,14 dense 94 3 SP -SM SAND WITH SILT: moderate olive brown, medium 6,1525 dense, dry, fine grained 5 105 1 light olive gray 12,22,35 ML 96 2 SILT: a ish olive dense d ! Y , ry, very fine grained, trace small marine shells 10 ' 7,12,21 CL 97 16 CLAY: light olive, hard, damp, trace small voids, decomposed small piece of wood,. low to medium plasticity, becomes more silty at 13 feet ' IS ' I 18 14,13 SM I SILTY SAND: light olive gray, medium dense, dry, fine grained 20 25 1 1 30 35 40 Total Depth 18.5 feet No groundwater encountered 0 Earth Systems Southwest ' 79-81) B Country Club Drive, Bermuda Dunes, CA 92201 Phone(760)345-1588 FAX(760)345-7315 Boring No: B-5 Drilling Date: July 31, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method:. 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes Sample 6 Type _ Penetration _ ^a Description of Units Page I of 1 a IM Resistance q fl •o .mac. Note: The stratification lines shown're resent the P Q a o (Blows/6") rii q 'c. 2 o approximate boundary between soil and/or rock types Graphic Trend W q U and the transition may be gradational. Blow Count Dry Density 2( 25 30 Earth Systems • Southwest 40 6 SILT. grayish olive, dense, damp, very fine grained, trace small marine shells, trace roots 16 CLAYEY SILT: light olive, very stiff, damp, medium plasticity, high frequency of roots to 3/8" 29 diameter, trace small voids SILT: moderate olive brown, medium dense, damp, very fine grained CLAY: light olive, very stiff, moist, low plasticity, trace roots to 1/4" diameter, laminated clay layers SILTY SAND: light olive gray, medium dense, moist, fine grained SANDY SILT: light olive, medium dense, damp, very fine grained, some silt laminations Total Depth 18.5 feet No groundwater encountered 79-811B Country Club Drive, Bermuda Dunes, CA 92201 8,12,16 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-6 Drilling Date: July 31,'2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 5,5,8 ML Logged By: Karl Hewes Sample 83 5,8,16 v Type Penetration:? 10 v Description of Units Page 1 of 1 CL Resistance p a .(U Note' The stratification lines shown represent the p N o (Blows/6") vii `- o approximate boundary between soil and/or rock types Graphic Trend W i p V and the transition may be gradational. Blow Count Dry Density 40 6 SILT. grayish olive, dense, damp, very fine grained, trace small marine shells, trace roots 16 CLAYEY SILT: light olive, very stiff, damp, medium plasticity, high frequency of roots to 3/8" 29 diameter, trace small voids SILT: moderate olive brown, medium dense, damp, very fine grained CLAY: light olive, very stiff, moist, low plasticity, trace roots to 1/4" diameter, laminated clay layers SILTY SAND: light olive gray, medium dense, moist, fine grained SANDY SILT: light olive, medium dense, damp, very fine grained, some silt laminations Total Depth 18.5 feet No groundwater encountered 8,12,16 ML 98 7,11,14 MUCL 86 5,5,8 ML 5 83 5,8,16 CL 10 I 15,15,15 SM ' 15 6,9,15 SM/ML 20 25 ' 30 35 40 6 SILT. grayish olive, dense, damp, very fine grained, trace small marine shells, trace roots 16 CLAYEY SILT: light olive, very stiff, damp, medium plasticity, high frequency of roots to 3/8" 29 diameter, trace small voids SILT: moderate olive brown, medium dense, damp, very fine grained CLAY: light olive, very stiff, moist, low plasticity, trace roots to 1/4" diameter, laminated clay layers SILTY SAND: light olive gray, medium dense, moist, fine grained SANDY SILT: light olive, medium dense, damp, very fine grained, some silt laminations Total Depth 18.5 feet No groundwater encountered Earth Systems -NZ Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-% Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes Sample 0 w Type-, Penetration , P Description of Units Page I of 1 o Resistance Note: The stratification lines shown represent the E A a .o P N -W F, A to (Blows/6") >, 5 - o approximate boundary between soil and/or rock types Graphic Trend m' En L] U and the transition may be gradational. Blow Count Dry Density • 1: 2( 25 30 35 IL -40 OW -70? Earth Systems Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-8 Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes s3 Ill ' 2d 25 1 30 1 '35- 40 Sample U. Type; Penetration 'y Description of Units Page 1 of 1 Cv Resistance _ o U °' Q CL B C .o Note: The stratification lines shown represent the P L Q ECL o (Blows/6") vii a by «mac. o approximate boundary between soil and/or rock types Graphic Trend CIO CJ V and the transition may be gradational. Blow Count Dry Density. Earth Systems ■ Southwest Mr Boring No: B-9 Project Name: Coral Mountain, La Quinta, CA File Number: 09305-01 Boring Location: See Figure 2 .. Sample 0 o, Type Penetration CL Resistance N A a •o v v tU of O (Blows/6") V) p 0 25 30 35 40 79-811 B Country Club Drive, Bermuda Dimes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Drilling Date: August 1, 2003 Drilling Method: 8" Hollow Stem Auger Drill Type: CME 45 with cathead Logged By: Karl Hewes Description of Units Page I of I Note: The stratification lines shown represent the approximate boundary between soil and/or rock types Graphic Trend and the transition may be gradational. Blow Count Dry Density SILT: grayish olive, loose, damp, very fine grained, 3 trace thin roots, trace small marine shells 10 SILTY SAND: moderate olive brown, medium dense, moist, trace thin clay layers, non plastic trace roots to I/8" diameter 19 29 SILT: grayish olive, loose to medium dense, damp SANDY SILT: grayish olive, medium dense, damp, very fine to fine grained SILTY SAND: light grayish olive, fine grained Total Depth 21.5 -feet No groundwater encountered 'ML 6,5,4 96 5,6,7 SM/ML 90 5 4,5,7 ML 77 10 5,7,8 73 ' 15 I 4,6,8 SM/ML 20 ' 4,4,6 SM 25 30 35 40 79-811 B Country Club Drive, Bermuda Dimes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Drilling Date: August 1, 2003 Drilling Method: 8" Hollow Stem Auger Drill Type: CME 45 with cathead Logged By: Karl Hewes Description of Units Page I of I Note: The stratification lines shown represent the approximate boundary between soil and/or rock types Graphic Trend and the transition may be gradational. Blow Count Dry Density SILT: grayish olive, loose, damp, very fine grained, 3 trace thin roots, trace small marine shells 10 SILTY SAND: moderate olive brown, medium dense, moist, trace thin clay layers, non plastic trace roots to I/8" diameter 19 29 SILT: grayish olive, loose to medium dense, damp SANDY SILT: grayish olive, medium dense, damp, very fine to fine grained SILTY SAND: light grayish olive, fine grained Total Depth 21.5 -feet No groundwater encountered ■ Earth Systems Southwest ■ 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX(760)345-7315 Boring No: B-10 Drilling Date: August 1, 2003 Project Name: Coral Mountain; La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes Sample w Type Penetration _ Description of Units Page 1 of 1 o Resistance JC)E The stratification lines shown represent the Y F- A (Blows/6")j , A ;Note: c approximate boundary between soil and/or rock es Gra hic Trend N and the transition may be gradational. Blow Count Dry Density 4,8,9 ML 96 23 SILT: grayish olive, medium dense, damp, very fine grained, trace roots to 1/4" diameter, one piece of 5,7,12 109 rested. jnetal debris less silty, some orange staining 18 .11 5,10,18 moderate olive brown, very fine grained, sandy j 108 12 8,17,21 SM SILTY SAND: light olive gray, medium dense, damp, fine grained, trace medium grained, trace roots to 1/4" diameter 10 1 ' 4,5,6 slightly darker to light grayish olive, loose 15 1 7,12,13 medium dense, slightly finer grained 20 . Total Depth 18.5 feet No groundwater encountered 25 Ikb V„ 40 Earth Systems Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone(760)345-1588 FAX(760)345-7315 Boring No: B-11 Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes Sample v Type PenetrationN 0 Description of Units Page 1 of 1 A ResistanceA c •o Note: The stratification lines shown represent the e a Q (Blows/6") ti , rn A v .G°'. c U type approximate boundary between soil and/or rock s Graphic Trend M and the transition may be gradational. Blow Count Dry Density 0 I 2( 25 ' 30 U 35 40 Earth Systems F Southwest 35 N 40 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 a. Boring No: B-12 Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes Sample v Type ;? Description of Units Page 1 of 1 ou TResistancef q n .o Note: The stratification lines shown represent the B a o A ` o approximate boundary between soil and/or rock types Graphic Trend ap ZnA U and the transition may be gradational. Blow Count Dry Density 7,14,15 ML 96 5 SILT: grayish olive dense g Y dry, very fine grained, trace clay interlayers, non plastic, small marine 8,13,16 shells, trace very thin roots 96 5 moderate olive brown, sandy, trace laminations _ 5 9,21,31 ML 95 6 SILT: light olive brown, hard, dry, no to very low plasticity, trace small voids, trace thin roots, some 5,9,8 ML laminations SILT: moderate olive brown, dense, dry, trace clay 10 laminations, non plastic, very fine grained, trace small marine shells 8,9,13 SM SILTY SAND: light olive gray, medium dense, dry, fine grained 15 grayish olive l 20 Total Depth 18.5 feet No groundwater encountered 25 30 35 N 40 i i QEarth Systems R Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-13 Drilling Date: August 1, 2003 Project Name: Coral Mountain, La Quinta, CA Drilling Method: 8" Hollow Stem Auger File Number: 09305-01 Drill Type: CME 45 with cathead Boring Location: See Figure 2 Logged By: Karl Hewes Sample v Type Penetration 0 ? Description of Units Page 1 of 1 33 o ResistanceE q a .o Note: The stratification lines shown represent the p 3 ot" o (Blows/6") vTi q w c approximate boundary between soil and/or rock types Graphic Trend M 2 q U and the transition may be gradational. Blow Count Dry Density H ' 25 30 ' 35 40 goEarth Systems Southwest ^ CPT No: CPT -1 CPT Vendor: Holguin Fahan & Associates w w Project Name: Coral Mountain Truck Mounted Electric Project No.: 0305-01 Cone with 23 -ton reaction Location: See Site Exploration Plan Date: 4/15/2003 a Interpreted Soil Stratigraphy Friction Ratio (%) Tip Resistance, Qc (tst) Graphic Log (SBT) Robertson & Campanella ('89) Density/Consistency 8 6 4 2 0 40 80 120 160 200 240 0 12 Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt very dense 5 - Clayey Silt to Silty Clay hard Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense So Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense 5 Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt dense Silty Clay to Clay hard I Clay very stiff Sandy Silt to Clayey Silt loose Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Clayey Silt to Silty Clay hard Clay very stiff I Silty Clay to Clay stiff Silty Clay to Clay stiff Sandy Silt to Clayey Silt medium dense Sand to Silty Sand medium dense 5 Sand to Silty Sand very dense Sand to Silty Sand dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt loose Silty Clay to Clay stiff Clay stiff Clay very stiff Silty Clay to Clay stiff Clay very stiff Silty Clay to Clay hard Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense End of Sounding @ 50.5 feet 77 Earth Systems PLCPT No: CPT -2 CPT Vendor: Holguin Fahan & Associates woject Name: Coral Mountain LU Truck Mounted Electric LL -Project No.: 0305-01 Cone with 23 -ton reaction Location: See Site Exploration Plan Date: 4/15/2003 0- Friction Ratio (%) Tip Resistance, Qc (tst) Graphic Log (SBT) LU Interpreted Soil Stratigraphy Robertson & Campanella ('89) Density/Consistency 8 6 4 2 0 40 80 120 160 200 240 0 12 10 15 35 35 Jlliy Sana to Sanoy Silt dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt very loose Silty Sand to Sandy Silt very dense _ Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt dense Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt dense Clayey Silt to Silty Clay hard Overconsolidated Soil medium dense LX I I VJ I I Clay hard Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt dense Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Overconsolidated Soil medium dense Overconsolidated Soil medium dense Overconsolidated Soil medium dense Overconsolidated Soil medium dense Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Clay very stiff Clay very stiff Sandy Silt to Clayey Silt loose Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Clay hard J= Clay stiff Clay very stiff Clay stiff Clay stiff End of Sounding @ 51.0 feet Earth Systems ou F CPT No: CPT -3 CPT Vendor: Holguin Fahan & Associates w Project Name: Coral Mountain Truck Mounted Electric w Project No.: 0305-01 Cone with 23 -ton reaction F Location: See Site Exploration Plan Date: 4/15/2003 a Friction Ratio (%) Tip Resistance, Qc (tsn Graphic Log (SBS w Interpreted Soil Stratigraphy 0 Robertson & Campanella ('89) Density/Consistency 8 6 4 2 0 40 80 120 160 200 240 0 12 5 10 5 0 35 t5 anoy int to t;layey int very sense Silty Sand to Sandy Silt very dense 1 K7 Sand to Silty Sand very dense Silty Sand to Sandy Silt very dense _ Silty Sand to Sandy Silt very dense Clayey Silt to Silty Clay hard Silty Clay to Clay hard Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt very dense Sandy Silt to Clayey Silt very dense Overconsolidated Soil medium dense Silty Clay to Clay hard Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Silty Clay to Clay hard Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Sand to Silty Sand very dense Sand to Silty Sand very dense Sand to Silty Sand very dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Sand to Silty Sand very dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Overconsolidated Soil medium dense Overconsolidated Soil medium dense Sand to Clayey Sand dense Silty Clay to Clay hard Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Overconsolidated Soil medium dense End of Sounding @ 50.9 feet FoEarth Systems gouthwest P CPT No: CPT -4 CPT Vendor: Holguin Fahan & Associates Project Name: Coral Mountain Truck Mounted Electric Project No.: 0305-01 Cone with 23 -ton reaction x Location: See Site Exploration Plan Date: 4/15/2003 n' Friction Ratio % Graphic Log (SBT) W Interpreted Soil Stratigraphy t ) Tip Resistance, Q1 (tst7 p c Robertson & Campanella ('89) Density/Consistenq 8 6 4 2 0 40 80 120 160 200 240 0 12 vVU1UUF sunoatea mon very cense 1 Clayey Silt to Silty Clay very stiff Sandy Silt to Clayey Silt loose Sandy Silt to Clayey Silt very loose - 5 - Clayey Silt to Silty Clay very stiff Sandy Silt to Clayey Silt dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt very dense 10 Silty Sand to Sandy Silt dense Clayey Silt to Silty Clay hard Silty Clay to Clay very stiff Clay firm Clay firm 15 Silty to Clay hard very dense Sandy Silt to Clayey Silt dense I Sandy Silt to Clayey Silt medium dense Clay very stiff Clay very stiff 0 Silty Clay to Clay very stiff Sandy Silt to Clayey Silt very loose Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium dense 5 Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense SiltySand to Sandy Silt very dense Silty Sand to Sandy Silt very dense Silty Sand to Sandy Silt medium dense Silty Sand to Sandy Silt dense Clayey Silt to Silty Clay hard Clay very stiff Silty Clay to Clay very stiff Sand to Silty Sand medium dense 35 Silty Sand to Sandy Silt medium dense Sand to Silty Sand medium dense Sand to Silty Sand medium dense Silty Sand to Sandy Silt medium dense Clayey Silt to Silty Clay hard Clay very stiff Clay very stiff Silty Clay to Clay stiff Silty Clay to Clay stiff Silty Clay to Clay stiff 5 Silty Clay to Clay stiff Clay very stiff Overconsolidated Soil medium dense Sand to Clayey Sand dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt dense End of Sounding @ 50.9 feet APPENDIX B Laboratory Test Results EARTH SYSTEMS SOUTHWEST File No.: 09305-01 UNIT DENSITIES.AND MOISTURE CONTENT August 15, 2003 ASTM D2937 & D221.6 Job Name: Coral Mountain ft Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol B 1 1 75 2 ML B 1 3 89 5 ML B 1 5 94 5 ML BI 10 97 9 ML B2 0 93 1 SM B2 2 99 1 SM/ML B2 4 102 1 SP -SM B3 1 88 0 SM B3 3 101 0 SM B3 5 96 1 SM B4 0 105 l ML ' B4 2 94 3 ML B4 4 105 1 SP -SM ' B4 7 96 2 ML B4 12 97 16 CL ' B5 1 98 0 SM B5 3 98 2 SM ' B5 5 93 12 ML B6 0 98 6 ML B6 2 86 16 ML ' B6 4 83 29 ML B7 1 83 24 ML ' B7 3 94 20 ML 147 5 98 14 ML ' B7 10 85 36 CL FARTH SYSTRMR Cni rruvVFCT File No.: 09305-01 UNIT DENSITIES AND MOISTURE CONTENT August 15, 2003 ASTM D2937 & D2216 Job Name: Coral Mountain Q Unit Moisture USCS ' Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol B8 2 95 5 SM B8 4 105 14 SM/ML B8 7 113 3 SP -SM B9 1 96 3 ML B9 3 90 10 SM/ML B9 5 77 19 ML B9 10 73 29 ML 1310 0 96 23 ML 1310 2 109 18 ML t1310 4 108 12 ML 1311 1 104 2 SM/ML 1311 3 99 6 ML B 11 5 98 2 SM 'B12 0 96 5 ML B12 2 96 5 ML 'B12 5 95 6 ML B13 1 89 4 ML B13 3 95 2 SM ' B13 5 99 5 ML B13 t 10 107 3 SM EARTH SYSTEMS SOUTHWEST File No.: 09305-01 PARTICLE SIZE ANALYSIS August 15, 2003 ASTM D-422 Job Name: Coral Mountain Sample ID: B4 @ 7' Feet Description: Very Sandy Silt (ML) ' Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/211 100 3/8" 100 #4 100 #8 100 #16 100 % Gravel: 0 #30 100 % Sand: 44 #50 98 % Silt: 45 0 #100 81 % Clay (3 micron): 10 ' #200 55 t (Clay content by short hydrometer method) 100 _N 90 11111 ' 80 70 W60 .N R 50 . ' 40 30 20 ' 10 ' 0 100 10 1 0.1 0.01 0.001 Particle Size (mm) IEARTH SYSTEMS SOUTHWEST File No.: 09305-01 August I5, 2003 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Coral Mountain Sample ID: B1 @ 0-5' Feet Description: Sandy Silt (ML) Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/211 100 3/8" 100 #4 100 #8 100 #16 100 % Gravel: 0 #30 99 % Sand: 27 #50 97 % Silt: 56 #100 89 % Clay (3 micron): 17 #200 73 (Clay content by short hydrometer method) I ■INNI IYI Igo INI WIIY■YIN ItlNI ■ INI EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Coral Mountain Sample ID: B12 @ 0-5' Feet Description: Sandy Silt (ML) Sieve Percent Size Passing 100 1" 100 3/4" 100 1/211 100 3/8" 100 #4 100 #8 100 #16 100 % Gravel: 0 #30 100 % Sand: 31 #50 99 % Silt: 50 I #100 92 % Clay (3 micron): 19 ' #200 69 (Clay content by short hydrometer method) 1 ' 100 90 I '80-1111111 VH4 70 ' E 60 V) 50 v V W 40 ' 30 20 ' 10- 0I 100 10 1 1 0.1 0.01 0.001 Particle Size (mm) EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coral Mountain Initial Dry Density: #VALUE! B 1 @ 10' Feet Initial Moisture, %: 8.6% Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: #VALUE! Hydrocollapse: 0.6% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --8 Before Saturation Hydrocollapse .0 After Saturation --NE—Rebound . 2 1 0 -1 -2 -3 -4 -5 -6 -7- -8 -9 -10 -11 -12 0.1 1.0 10.0 EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 &-D 5333 Coral Mountain Initial Dry Density: 74.5 pcf 136 @ 4 Feet Initial Moisture, %: 29.5% Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.237 Hydrocollapse: 0.6% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --8 Before Saturation Hydrocollapse ■ After Saturation —W Rebound 2 1 0 I I -2 -3 -4 -5 -6 -7 -8 -9 -10 -11 -12 0.1 1.0 10.0 EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 Coral Mountain Initial Dry Density: 82.6 pcf 137 @ 10' Feet Initial Moisture, %: 36.3% Silty Clay (CL) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.019 % Change in Height vs Normal Presssure Diagram --e--Before Saturation -Swell ■ After Saturation ME Rebound EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coral Mountain Initial Dry Density: 86.4 pcf 139 @ 10' Feet Initial Moisture, %: 28.7% Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 0.929 Hydrocollapse: 0.5% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram —8 Before Saturation Hydrocollapse ■ After Saturation —3IE--Rebound EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coral Mountain 1313 @ 10' Feet Silty Sand: F to M (SM) Ring Sample Initial Dry Density: 99.5 pcf Initial Moisture, %o: 2.7% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.675 Hydrocollapse: 1.7% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram —Before Saturation-Hydrocol lapse ■ After Saturation W Rebound 2 1 0-- -3- -5- -3-5 -6 -7 -8 -9 -10 -11 -12 0.1 1.0 10.0 EARTH SYSTEMS SOUTHWEST File No.: 09305-01 August 15, 2003 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) Job Name: Coral Mountain Procedure Used: A Sample ID: B 1 @ 0-5' Feet Preparation Method: Moist Location: Native Rammer Type: Mechanical Description: Olive Brown: Sandy Silt (ML) Maximum Density: Optimum Moisture: 1: 1 12 Sieve Size % Retained 118.5 pcf 3/4" 0.0 12% 3/8" 0.0 #4 0.0 110 105 5 10 15 20 25 30 Moisture Content, percent EARTH SYSTEMS SOUTHWEST File No.: 09305=01 August 15, 2003 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) Job Name: Coral Mountain Procedure Osed: A Sample ID: B12 @ 0-5' Feet Preparation Method: Moist Location: Native Rammer Type: Mechanical Description: Olive Brown: Sandy Silt (ML) Sieve Size % Retained Maximum Density: 118 pcf 3/4" 0.0 Optimum Moisture: 13% 3/8" 0.0 #4 0.0 I 1 12 110 105 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST o- it ■ File No.: 09305-01 July 28, 2003 SOIL CHEMICAL ANALYSES Job Name: Coral Mountain Job No.: 09305-01 Sample ID: #1 #2+3 #4+5 #6+7 #8+9 Sample Depth, feet: 0=1' 0-1' 0-1' 0-1' 0-1' PH: N/A N/A N/A N/A N/A Resistivity (ohm-cm): 2,600 70 810 3,000 330 (saturated soil ) ' Chloride (Cl), ppm: N/A N/A N/A N/A N/A ' Sulfate (SO4), PPM: N.D. 15,236 1,502 N.D 11,837 Note: Tests performed by Subcontract Laboratory: ' M.J. Schiff & Associates, Inc. 431 W. Baseline Road ' Claremont, CA 91711 Tel: (909) 626-3316 General Guidelines for Soil Corrosivity ' Chemical A e Ag nt Amount in Soil Degree of Corrosivity ' Soluble 0 -1000 ppm Low Sulfates 1000 - 2000 ppm Moderate 2000 - 5000 ppm Severe ' > 5000 ppm Very Severe Resistivity 1-1000 ohm-cm Very Severe 1000-2000 ohm-cm Severe ' 2000-10,000 ohm-cm Moderate 10;000+ ohm-cm Low. ' EARTH SYSTEMS SOUTHWEST 1 y File No.: 09305-01 July 28, 2003 ' SOIL CHEMICAL ANALYSES Job Name: Coral Mountain Job No.: 09305-01 I ' Sample ID: #10 Sample Depth, feet: 0-1' i ' pH: N/A ' Resistivity (ohm -cm): 900 (saturated soil) ' Chloride (Cl), ppm: N/A ' Sulfate (SO4), ppm: 452 Note: Tests performed by Subcontract Laboratory: M.J. Schiff &c Associates, Inc. 1 431 W. Baseline Road Claremont, CA 91711 Tel: (909) 626-3316 General Guidelines for Soil Chemical Agent ' Soluble Sulfates ' Resistivity Amount in Soil Degree 0 -1000 ppm Low 1000 - 2000 ppm Moderate 2000 - 5000 ppm Severe > 5000 PPM Very Severe 1-1000 ohm -cm Very Severe 1000-2000 ohm -cm Severe 2000-10,000 ohm -cm Moderate 10,000+ ohm -cm Low EARTH SYSTEMS SOUTHWEST of Corrosivi MASON -LITE FIREPLACE FRONT VIEW ELEVATION (FIG. 1 FIREPLACE BY MA50N-LITE 03 BARS, TYP, FILL CAVITY WITH -- CONCRETE OR CsROUT, (F'c=20(D(D psU (BY OTHERS) SIDE VIEW 'ELEVATION (FIG. 2 PLAN VIEW ;(FIG. 3) NOTE: FOLLOW ALL MANUFACTURERS INSTALLATION REQUIREMENTS. BYLACE MASON -LITE �phflllppll�l��g" NOTEp SEE ELEVATIONS STRUCTURAL NOTE ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE 2010 CALIFORNIA BUILDING CODE & LOCAL CITY OR COUNTY REQUIREMENTS. REINFORCED STEEL 1. NO BRICK OR POROUS MATERIAL SHALL BE USED TO SUPPORT FOOTING STEEL OFF THE GROUND. (PRECAST CONCRETE DOBIES ARE APPROVED). 2. BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60. THREADED RODS SHALL CONFORM TO ASTM F1554, GRADE 36. 3. SPLICES IN REINFORCING STEEL SHALL LAP AS FOLLOWS, UNLESS NOTED OTHERWISE: #3 THROUGH #6 = 45 DIA., #7 THROUGH #11 = 56 DIA. HORIZONTAL SPLICES SHALL BE STAGGARD. NONCONTACT SPLICES SHALL NOT BE SPACED TRANSVERSELY FARTHER APART 1/5 THE REQUIRED LAP SPLICE LENGTH, OR 6 INCHES. 4. THE -CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL BE FOUR BAR DIAMETERS BUT NO LESS THAN 1-1/2" O.N.O.. IN WALLS AND SLABS OTHER THAN CONCRETE 'JOIST CONSTRUCTION, - - REINFORCEMENT SHALL BE SPACED NOT FARTHER APART THAN THREE TIMES THE WALL OR 'SLAB THICKNESS, NOR 18 INCHES, 5. REINFORCING STEEL SHALL HAVE A PROTECTED CONCRETE COVERING AS FOLLOWS UNLESS )DOTED OTHERWISE. WALL STEEL BELOW GRADE: ON DIRT SIDE WHEN POURED AGAINST DIRT = 3" ON DIRT SIDE WHEN FORMED = 2" 4ALL STEEL ABOVE GRADE: IN ALL OTHER CASES = 1-1/2" OTHER ITEMS: FOOTING PADS = 3" SLABS (ON EARTH) = 2" SLABS (LIGHT WEIGHT CONCRETE) = 3/4" SLABS (HARD ROCK CONCRETE) = 1" JOISTS (SIDES, TOPS & SOFFITS) = 1" COLUMNS (TO MAIN STEEL) = 2" BEAMS, GIRDERS (SIDES, TOPS AND SOFFITS) = 2" 6. ALL REINFORCING STEEL IS TO BE PLACED IN RELATIVE POSITION SHOWN ON DRAWINGS. NO SPLICES IN ANY REINFORCING WILL BE PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 7. REINFORCING DETAILING, BENDING, AND PLACING SHALL BE IN ACCORDANCE WITH THE CONCRETE REINFORCING STEEL INSTITUTES "MANUAL OF STANDARD PRACTICE", LATEST EDITION. 8. ALL REINFORCING STEEL , ANCHOR BOLTS, DOWELS, AND INSERTS SHALL BE WELL SECURED IN POSITION WITH WIRE POSITIONERS BEFORE PLACING CONCRETE OR GROUT. VERTICAL BARS IN MASONRY WALLS SHALL BE TIED IN POSITION AT THE TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 200 BAR DIAMETERS. CONCRETE MASONRY 1. CONCRETE MASONRY WALLS SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OR f'm=1500 PSI 2. CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT UNITS CONFORMING TO ASTM C90, GRADE N-1, WITH MAX. LINEAR SHRINKAGE OF 0.06% (1900 PSI MINIMUM). 3. MORTAR SHALL BE TYPE "S", CONFORMING TO CBC TABLE 2103.8 (1) & TABLE 2103.8 (2). ( MINIMUM 1800 PSI AT 28 DAYS). 4. GROUT SHALL BE COURSE GROUT AS DEFINED IN CBC TABLE 2103.12 WITH 3/8" MAXIMUM AGGREGATE SIZE. (MIN. COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS). 5. FILL ALL CELLS WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED WITH A MECHANICAL VIBRATOR. 6. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZ. CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE GROUT POUR 1-1/2" BELOW TOP OF THE UPPERMOST UNIT. 7. VERTICAL REINFORCEMENT SHALL BE CONTINUOUS FROM FLOOR TO ROOF, UNLESS SHOWN OTHERWISE. 8. ALL HORIZONTAL REINFORCEMENTS SHALL BE PLACED IN BOND BEAM OR LINTEL BEAM UNITS. ALL BOND BEAM BLOCKS SHALL BE "DEEP CUT" UNITS. 9. ANCHOR BOLTS MUST BE SET WITH TEMPLATES AND HELD IN PLACE PRIOR TO GROUTING. PROVIDE AT LEAST ONE INCH OF GROUT BETWEEN ANCHOR BOLT AND MASONRY. 10. COMPRESSIVE STRENGTH OF MASONRY MUST BE VERIFIED BY PRISM TESTING PRIOR TO AND DURING CONSTRUCTION AS SPECIFIED IN CBC SECTION 2105.2 IF SPECIAL INSPECTION IS SPECIFIED ON THE DRAWINGS. NOTE: FOR SIZE AND SPACING OF ALL TIES AND STIRRUPS, REFER TO SCHEDULE AND/OR DETAILS TYPICAL. ALTERNATE POSITION I OF SUCCESSIVE TIE SPLICES TYPICAL. 1 DUCTILE 0 TYPICAL COLUMN TIES ALTERNATE POSITION OF 135 DEG AND 90 DEG BENDS TYPICAL. ., a �I a OPTIONAL BEAM STIRRUPS FOR ITEMS NOT DIMENSION "a" FOR 03 TIES = 5" FOR 14 TIES = 51/2" FOR "5 TIES = IS" TYPICAL REINF. TIES AND STIRRUPS 0411110MA111L p 91 CIN OF LA QUINTA [BUILDING & SAFETy pEPT FORA p Rp C�D TJI db DIA.= 6 db (FOR 03 THRU "8) DIA.: S db (FOR *9,110 3 111) DIA.= 10 db (FOR 14 t "IS) db- BAR DIAMETER NOTE: F3 IND 4 db MINIMUM FOR STIRRUPS d TIES. STANDAfI D REINF. HOOKS AND BENDS 10 MENA1 C A S T I L L 0 E N G I N E E R I N G 13 CMA AVENI,E. LONC gEACN. CA 9CCC4 562-961-56CC F: 552 961-5700 N .CASTILLOENDINEER$NO.COM CHECKAND VERIFYALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. ENGINEER: NR 1781 Eryk¢s 9-30-13 /ir�•d� L.�C2�s`C�y David Choi, P.E., S.E. PROJECT: v W J WQ COU Q F- 00 O o O Z � 00 W I MARKDATE Jon 14, N11 2141. REVISIONS A TITLE STRUCTURAL_ NOTES IELEVATIONS DETAILS JOB NO. 13-005 DRAWN: FG CHECKED: FG DATE: 04 JAN 13 SHEET NUMBER FFF P = 1 OF SHEETE