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DGT-12-1446
Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 188298 Permit Number: DGT -8 -12 -1446 Scheduled Inspection Date: July 09, 2013 Inspector: Bruhn, Norman Owner: BONET, ALEJANDRO AND ELLEN Job Address: 1361 NE 104 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Decks /Gazebos/Trellises Inspection Type: Final Work Classification: Deck - Wood 3 - Phone Number (305)545 -4964 Parcel Number 1122320320020 Building Department Comments DECK IN REAR OF HOUSE EXTENDED FROM EXISTNG DECK EIGHT FEET. 9/27/2012- PENDING NOC 11/13/2012 -NOC RECEIVED Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP- 176609. safeguard must reject a 4" sphere. July 08, 2013 For Inspections please call: (305)762 -4949 Page 5 of 31 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 FBC 20 k® B DING Permit No. PERMIT APPLICATION Master Permit No. X T I y 11 ECE VED C 1 Permit Type: JOB ADDRESS: I ��d N E (4 sire e_4- ROOFING City: Miami Shores County: Miami Dade zip: 33139 Foho/Parcel#: 11-- --D'a 3g -o 3 - Is the Building Historically Designated: Yes NO Flood Zone: `"-7(35--:)o9 —70 17 OWNER: Name (Fee Simple Titleholder): A 16 &noir 0 .a El ter) Phone#: 39S - to t - -7 Address: 14e' f e- 1014 ,e City: t.4 l et.m 8 S '' C S State: FL- zip: "5 3 1 3 g Tenant/Lessee Name: PO /A Phone#:, Email: a-6 0 re --}- i ick-I--of e a c'4 n . IA 5 CONTRACTOR: Company Name: t"D t " Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: Contact Phone#: DESIGNER: Architect/Engineer: , 51 4- besl 9 r Phone#: Bow'° -- Email Address: Value of Work for this Permit: $ 5 ®®®, �Sq inear Footage of Work: 1400 -P4 Type of Work: Addition OAlteration ONew ORepair/Replace ODemolition Description of Work: D B b rear" '- L cx-t5€ -1-er eCf -Prot� e'xi S4 y-15 c1_ e=?i 4 -(2e e Color thru tile: *** ** * w* * *** ******* * ***** ****** * ** ****F ************a ** * ***** * ****f************ * ** ** Submittal Fee $ 0 Permit Fee $ / (6 e) CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ S • ),YD Bonding Company's Name (if applicable) Bonding C ompany's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, - HEATERS, TANKS and AIR CONDITIONERS, L�'fc..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will no,pbe approved and a reinspection fee will be charged Signature ILA Owner or Agent The foregoing instrument was acknowledged before me this day of 20 L Z by i-117 who is personally known to me or who has produced -1 As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: _ My Commission Expires: •: 0 W . r ,f, /41A** rd. : i ms's 00 4fr,��146:3 j3s� %o `�C' * ****+ x****a*** ******** *+s *+x**e*a ** glekk eta* «* ** *****aa��x**** * * *** ** APPROVED BY "nn,n� ' ' a f ii� �0 1, Jai`- -- ' Plans Examiner Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 _, by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Conunission Expires: Structural Review (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06/10/2009)(Revised 3/15/09) ***** ** * ** *` * * * * * * * * * * * * * * * * * * * * * * ** (J/ /2 Zoning Clerk 1 Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Folio Number:1122320320020 Owner's Name: ALEJANDRO AND ELLEN BONET Job Address: 1361 104 Street Miami Shores, FL 33138- Owner's Phone: (305)545 -4964 Total Square Feet: 400 Total Job Valuation: $ 5,000.00 Contractor(s) HOME OWNER Phone Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 8/2/2012 : Yes Comments: Permit No: 12 -1446 Job Name: August 14, 2012 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 1) Provide approval from Miami Dade County Health Dept. (DOH /HRS) 2) Provide all details for the balcony railing and stair handrails and stair guards. 3) This structure is located in a high hazard flood zone, identfy the flood design Toads and the methods used to prevent float and slidefrom flood waters. This is to include calculations for the foundation. 4) The foundation plan shows isolated footings but the detail shows monolithic footings. If these are isolated column pads they are too small and must comply with FBC 4404.3.5 entire section and include calculations. If this is a monolithic wall footing please show this on the foundation plan and the foundation must comply with FBC 4404.5 entire section. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 762 -4859 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. DC'f 12 41/9 4 Job Name e, IF Date ?_ G — STRUCTURAL CRITIQUE SHEET sPEce'H qi2,APe esf c.o e 6E L.- 4 Lr D SP6cJ 'f PG (AA-PS 3� FEE t,1�� csf wp G /� insight design MEMORANDUM TO: City of Miami Shores Building Department ATTENTION: Plans Reviewer PROJECT: Bonet Residence, Miami Shores (12 -1446) REFERENCE: Response to comments 08.06.12 & 08.14.12 FROM: Alejandro Bonet DATE: September 14, 2012 COPIES: File MESSAGE PAGE 1 O 1 In response to your review of the project referenced above, we offer the following comments and responses (the numbers correspond to the numbers on the critique sheet): STRUCTURAL: 1. See general structural notes #5, 6 and 7 on sheet S -2 where we are specifying grade of the concrete, steel and wood. Also see wood member schedule on sheet S -1. 2. See general structural note #2 where we are specifying the design loads used in the calculations. 3. See structural calculations dated August 14, 2012 (p. 5). We are providing the design of the wood member 2x8 @ 24" o.c. at deck, and it complies with the allowable deflection. BUILDING: 1. Plans were submitted to Miami Dade County Health Department and approved. 2. See sheets S -1 and S -2 (all details for the balcony railing and guards) and structural calculations dated August 14, 2012 (p. 20 -29). 3. This is an open structure and the deck is above the flood elevation. 4. See revised section 1 on sheet S -2 and deck foundation plan on sheet S -1. We coordinated section with framing plan, and we are specifying isolated footings that comply with FBC. insight design 2930 NE 2' Court • Miami, Florida 33137 305 545 4964 • www.insiohtdesion.us • Fax 305 545 4965 AR 92162 • AA 0003130 • ID 0003964 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: air ) 4r 4 � DATE: 811 I, ______Lllen____&/-)e-/- Contractor Owner Architect l� ked up 2 sets of plans and her) Tl'� Mite) CM( Address: yo \ i‘\- From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Dep rtment to continue permitting process. Acknowledged by: ia 4�ea cem PERMIT CLERK INITIAL: RESUBMITTED DATE: qi I Q 1 1 V- PERMIT CLERK INITIAL: Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING - JOB ADDRESS: r" gf - 10 t FBC 20 t Permit No. 96T12-- d Master Permit No. ROOFING City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes OWNER: Name (Fee Simple Titleholder): Address: City: Tenant/Lessee Name: Email: NO Flood Zone: clex t[et* Bon I Phone #: State: Zip: 3 3 ('3 Phone#: CONTRACTOR: Company Name: O(11'1/02-11 'CS O(/141 A14, Phone#: Address: City: State: Zip: Qualifier Name: Phone #: State Certification or Registration #: Certificate of Competency #: Contact Phone #: Email Address: DESIGNER: Architect/Engineer: ft l Value of Work for this Pe Type of Work: OAdia Phone #: Description o Square/Linear Footage of Work: ONew ORepair/Replace °et Color thru tile: *********** ******** * ********* ********** Fees * *** **** x:***** *****x :************ * * ** x** * **** Submittal Fee $ Permit Fee $ - C) CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable)) At • Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOTI FRS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspjtion fee will be charged. Signature Signature Owner or Agent � Contractor The f. -going in •tru.' nt was ac owledg- .,before m this w The foregoing instrument was acknowledged before me this day 201,2, by i Jt , day of , 20 _, by who is °rson y own to me or o has produced who is personally known to me or who has produced cation and who did take an oath. as identification and who did take an oath. NOTAR ' NOTARY PUBLIC: Sign: Print: My Commission Expires: UBLIC: V. cu Ltos _ State of Florida My Comm Expues Sep r'/I Court Assn. h National Notary ,; ov Fes, Bonded Through Sign: Print: My Commission Expires: ** *** ***** ** ***+ x*m **+ x*+ x*+ x** * **** **a:**** *x: **** ****+ r****** ***x: x: *************** ********* ***+x** **+x+x************ APPROVED BY / /� Plans Examiner Zoning Structural Review Clerk (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) insight design STRUCTURAL CALCULATIONS (ADDMONAL ) FOR BONET RESIDENCE 1361 NE 104 ST MIAMI SHORES, FL. 33138 OCTOBER, 2012 SEER ATTACHE insight 2930 Northeast 2 nd Court. Miami, Florida 33137 305 545 4964 • wwwinsightdesign.us * Fax 305 545 4985 AR 92162 • AA 0003130 • ID 0003984 TRUSSES area< =10 sq.ft. 1=5 ft NET UPLJFT zone'', zone 2&3 and overhang Zone 1 Zone 2 Pjl := qz -( -.9 - GCpi) + p •Pj2 = qz -( -1.7 - GCpi) + p Pjl = -56.2 Pj2 =- -105.3 Zone 1 & 2 overhang Pjover2 := qz•( -2.2) + p Pjover2 = -124.9 TRUSSES area =30 sq.ft. L =10 ft Zone 1 Pjjl := qz -( -.87 - GCpi) + p Pjjl = -54.4 Z one -3- Pj3 := qz•( -2.6 - GCpi) + p P13 = -160.5 Zone 3 overhang Pjover3 := qz- ( -3.7) + p Pjover3 = -216.9 NET UPLIFT zonel, zone 2&3 and overhang Zone 2 Pjj2 := qz -( -1.49 - GCpi) + p Pjj2 = -92.4 Zone 1 & 2 overhang Pjjover2 := qz- ( -2.2) + p Pjjover2 = -124.9 Zone 3 Pjj3 := qz -( -2.35 - GCpi) + p Pjj3 = -145.1 Zone 3 overhang Pjjover3 := qz. ( -3.19) + p Pjjover3 = -185:6 TRUSSES area =50 sq.ft L =12 ft NET UPLIFT zone 1, zone 2 &3 and overhang Zone 1 Zone 2 Pml := qz -( -.83 - GCpi) + p Pmt := qz -( -1.35 - GCpi) + p Pml = -51.9 Pm2 = -83.8 Zone 1 & 2 overhang Pmover2 := qz- ( -2.2) + p Pmover2 = -124.9 Zone 3 Pm3 := qz -( -2.18 - GCpi) + p Pm3 = -134.7 Zone 3 overhang Pmover3 := qz•( -2.87) + p Pmover3 = -166 TRUSSES area> =100 sq.ft. L>17.3 ft NET UPLIFT zone 1, zone 2&3 and overhang Zone 1 Zone 2 Pgl := qz -( -.8 - GCpi) + p Pg2 = qz -( -1.2 - GCpi) + p Pgl = -50.1 Pg2 = -74.6 Zone 1 & 2 overhang Pgover2 := qz• ( -2.2) + p Pgover2 = -124.9 Zone3 Pg3 := qz -(2.0 - GCpi) + p Pg3 = -123.7 Zone 3 overhang Pgover3 := qz- ( -2.5) + p Pgover3 = -143.3 WIND LOAD DESIGN (ASCE 7 -10) Rf slope 7 < si <= 27 COMPONENTS AND CLADDNG § HORIZONTAL SURFACE PROJECT: -ALEX HOUSE Lenght of overhang: Zone.a :1O% min. width, 0.4 h (not less than 4% min width or 3 feet: Height, ft : Gust effect factor. (rigid or flexible structure) := 2 a := 3 h:= 22 Gust := .85 Values for Terrain exposure constants a and zg: Exposure B Exposure C Exposure D Value a =7 Value a =9.5 Value a =11.5 Value zg =1200 Value zg =900 Value zg =700 Terrain exposure constants a and zg: Topographic factor: Wind directionality factor: Wind Speed, mph: Dead load opposing _uplift forces, Ibs (max 10 Ibs) a.:= 9.5 zg:= 900 Kzt := 1 Kd:= .85 = 175 p := 10 Coeff for Wind on Walls and := 1.0 and = 0.9 if roof angle < =10 and = 1.0 if roof angle > 10 Internal Pressure Coefficient GCpi :_ .18 for Buildings GCpi Open Buildings + - .00 Part Enclosed Buildings + - .55 Enclosed-Buildings + - .18 2 Kz:= 2.011— zg Kz = 0:92 qz:= 0.00256•Kz•Kzt•Kd V2 qz = 61 :32 COMPONENT AND CLADDING ? }_ VERTICAL SURFACES h = 22 qz = 61.32 AREA 10 SQ.FT p10w45 :_ .6•[gz-(1 =md+ GCpi)] p10w45 = 43.414 p10w4:= .6•[qz (- 1.1•md - GCp)] p10w5 = .6•[qz•(- 1.4•md- GCpi)] p10w4 = - 47.094 plOw5 = - 58.131 AREA 20 SQ.FT p20w45 .6•[gz•(.94•md+ GCpi)] p20w4 .6•[qz•(- 1.05 -md- GCpi)] p20w5:= .6•[qz-(- 1.3•md- GCpi)] p2'0w45 = 41.2007 p20w4 = - 45.254 p20w5 = - 54.452 AREA - 30 -SQ.FT p30w45 .6•[gz•(.91 -Ind + GCpi)] p30w4 := .6- [qz•(- 1.02•md- WO)] p30w5 .6- [qz-(- 1.24•md- GCpi)] p30w45 = 40.103 p30w4 = - 44.15 p30w5 = - 52.244 AREA 50 SQ.FT p50w45 := .6•[qz- (.87•md+ GCpi)] p50w4 := .6- [qz•(- .97 -md - GCpi)] p50w5 :_ .6- [qz•(- 1.16•md - GCpi)] p50w45 = 38.631 p50w4 = - 42.311 p50w5 = - 49.301 AREA t SQ.FT p100w45 :_ .6- [qz- (.82•md+ GCpi)] p100w4:= .6•[qz- (- .92•md- GCp)]p100w5 = .6- [qz•(- 1.05•md- GCpi)] p100w45 = 36.792 p100w4 = - 40.471 p100w5 = - 45254 AR-EA 1510 SQ.FT p150w45 := .6- [qz•(.8 -md+ GCpi)] p150w4 := .6- [qz•(- .9•md- GCpi)] p150w5 := .6•[qz- (- 1.0•md- GCpi)] p150w45 = 36.056 p150w4 = - 39.735 p150w5 = - 43.414 AREA 200 SQ.FT p200w45 := .6•[qz- (.76•md+ GCpi)] p200w4 .6•[qz•(- .86 -md- GCpi)]p200w5:= .6- [qz•(- .94•md- GCpi)] p200w45 = 34.584 p200w4 = -38.264 p200w5 = - 41.207 AREA 500 SQ.FT p500w45 := .6•[gz•(.7•md+ GCpi)] p500w4 = .6- [qz•(- .8•md- GCpi)] p500w5 := .6•[qz•(- .8•md- GCpi)] p500w45 = 32.377 p500w4 = -36.056 p500w5 = - 36.056 WIND LOAD DESIGN (ASCE 7 -10) Rf slope 7 < s1 <= 27 COMPONENTS AND CLADDING @ HORIZONTAL SURFACE PROJECT: — ALEX HOUSE Lenght of overhang: Zone a:10% min. width, 0.4 h (not less than 4% min width or 3 feet: Height, ft : Gust effect factor. (rigid or flexible structure) := 2 a := 3 h:= 22 Gust := .85 Values for Terrain exposure constants a and zg: Exposure B Exposure C Exposure D Value a =7 Value a =9.5 Value a =11.5 Value zg =1200 Value zg =900 Value zg =700 Terrain exposure constants a and zg: Topographic factor. Wind directionality factor a:= 9.5 zg:= 900 Kzt := 1 Kd := 1 Wind Speed, mph: V := 175 Dead load opposing uplift p 10 forces, Ibs (max 10 Ibs) C oeff for Wind on Walls and := 1.0 and = 0.9 if roof angle < =10 and = 1.0 if roof angle > 10 Internal Pressure Coefficient GCpi := .18 for Buildings GCpi Open Buildings + - .00 Part Enclosed Buildings + - .55 Enclosed Buildings + - .18 Kz:= 2.01(h1 zg Kz = 0.92 2 a qz := 0.00256•Kz•Kzt•K1 V2 qz = 72.141 COMPONENT AND CLADDING VERTICAL SURFACES AREA 10 SQ.FT p10w45 := .6•[qz -(1 •md + GCpi)] plOw45 = 51.076 AREA 20 SQ.FT p20w45 := .6•[gz•(.94•md+ GCpi)] p20w45 = 48.479 AREA 30 SQ.FT p30w45 := .6•[gz•(.91•md+ GCpi)] p30w45 = 47.18 AREA 50 SQ.FT p50w45 := .6 [gz•(.87•md+ GCpi)] p50w45 = 45.449 AREA 100 SQ.FT p100w45 :_ .6- [gz•(.82 -md + GCpi)] p100w45 = 43.285 AREA 150 SQ.FT p15Ow45 := .6• [qz- (.8•md + GCpi)] p150w45 = 42.419 AREA 200 SQ.FT p200w45 := .6•[qz- (.76•md+ GCpi)] p200w45 = 40.687 AREA 500 SQ.FT p500w45 .6• {qz- (.7•md + GCpi)] p500w45 = 38.09 h =22 qz= 72.141 p10w4 :_ .6 -[qz { -13 and - GCpi)] plOwS := •6•[qz (- 1.4 -md - GCpi)] p10w4 = -55.404 p1Ow5 = -68.39 p20w4 = .6- [qz•(- 1.05•md- GCpi)] p20w5 = .6•[qz•(- 1.3•md- GCpi)] p20w4 = -53.24 p20w5 = -64.061 p30w4 := .6- [qz•(- 1.02 -md- GCpi7]p30w5 := .6•[qz•(- 1.24•md- GCpi)] p30w4 = - 51.941 p30w5 = - 61.464 p50w4 = .6- [qz•(- .97•md- GCpi)] p50w5 := .6 [qz'(- 1.16•md- GCpi)] p50w4 = - 49.777 p50w5 = - 58.001 p10Ow4:= .6•[qz•(- .92•md- GCpi)] p100w5 :_ .6•[qz'(- 1.05•md- GCpi)] p100w4 = - 47.613 p100w5 = -53.24 p150w4:= .6•[qz•(- .9•md- GCpi)] p150w5 .6•[qz•(- 1.0•md- GCpi)] p150w4 = - 46.747 p150w5 = - 51.076 p200w4 := .6 [qz ( -.86 and - GCpi)]p200w5 := .6•[qz•(- .94 -md - GCpi)] p200w4 = - 45.016 p200w5 = - 48.479 p5OOw4 = .6 [qz { -.8 and - GCpi)] p500w5 := .6 [qz ( -.8 and - GCpi)] p500w4 = - 42.419 p500w5 = - 42.419 TRUSSES and =10 sq.ft. L =5 ft NET UPLIFT zonel, zone 2&3 and overhang Zone 1 Zone 2 Pjl = qz• ( -9 - GCpi) + p Pj2 := qz• ( -1.7 - GCpi) + p Pjl = -67.9 Pj2 = -125.6 Zone 1 & 2 overhang Pjover2 := qz (2.2) + p Pjover2 = -148.7 TRUSSES area=30 sq.ft. L =10 ft Zone 1 Pjj1 := qz -( -.87 - GCpi) + p Pjjl = -65.7 Zone 3 Pj3 =qz•(- 2.6- GCpi) +p Pj3 = -190.6 Zone 3 overhang Pjover3 := qz•( -3.7) + p Pjover3 = -256.9 NET UPUFT zonel, zone 2&3 and overhang Zone 2 Pjj2 := qz•( -1.49 - GCpi) + p Pjj2 = -110.5 Zone 1 & 2 overhang Pjjover2 := qz•( -2.2) + p Pjjover2 = -148.7 Zone 3 Pjj3 := qz -(2.35 - GCpi) + p Pjj3 = -172.5 Zone 3 overhang Pjjover3 := qz•( -3.19) + p Pjjover3 = -220.1 TRUSSES area =50 sq.ft L =12 ft NET UPLIFT Zone 1 Zone 2 Pml := qz•( -.83 - GCpi) + p Pm2 := qz•( -1.35 - GCpi) + p Pml = -62.9 Pm2 = -100.4 Zone 1 & 2 overhang Pmover2 := qz -(2.2) + p Pmover2 = -148.7 zone 1, zone 2&3 and overhang Zone 3 Pm3:= qz- (2.18- GCpi) +p Pm3 = -160.3 Zone 3 overhang Pmover3 := qz -( -2.87) + p Pmover3 = -197 TRUSSES area> =100 sq.ft. L>17.3 ft NET UPUFT zone 1, zone 2&3 and overhang Zone 1 Zone 2 Pg1:= qz•( -.8 - GCpi) + p Pg2 := qz•( -1.2 - GCpi) + p Pgl = -60.7 Pg2 = -89.6 Zone 1 & 2 overhang Pgover2 := qz- ( -2.2) + p Pgover2 = -148.7 Zone 3 Pg3 := qz -(2.0 - GCpi) + p Pg3 = -147.3 Zone 3 overhang Pgover3 := qz•( -2.5) + p Pgover3 = -170.4 atetz J9ep Ct �� ac,f4 r b : Viy . ateC f_),3 1/ 3 1/. 73/ /5. 44-2 d? .0- oat tope -) eh 41 4 icy ce for-47)z), ci; ., /! °'ice g. CPfa pt o spSlab v3.11 ® StructurePoint • 15 day trial license. Expires: Never. Locking Code: 4- 25B14. User: Tr._ IC \ \ST -01 -PC \Users \Public \Documents \0 - Jobs \0 - Projects\: Av It? sc ` 10 -31 -2012, 10:32:22 AM ... \RB -1 D.slb Page 1 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One -way and Two -way Slab Systems Copyright 5 2003 -2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared a e by the spSlab program. Although STRUCTUREPO INT has endeavo re d t o p roduce spSlab error fr ee the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT INT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab ro p p r am. s g [2] DESIGN RESULTS Top Reinforcement m Units: Width (ft), Mmax (k -ft)., Xmax (ft), As (in ^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 Left 0.67 4.36 2.550 0.142 1.562 3.369 0.107 2 -45 *3 Middle 0.67 8.63 4.450 0.260 1.562 3.369 0.213 2 -15 *3 Right 0.67 14.86 6.667 0.260 1.562 3.369 0.373 2 -15 2 Left 0.67 13.73 0.333 0.260 1.562 3.369 0.344 2 -15 Middle 0.67 0.00 7.710 0.000 1.562 0.000 0.000 - -- Right 0.67 11.75 15.087 0.260 1.562 3.369 0.293 2 -15 3 Left 0.67 12.16 0.333 0.260 1.562 3.369 0.303 2 -15 Middle 0.67 4.69 3.950 0.153 1.562 3.369 0.115 2 -15 *3 Right 0.67 5.96 10.667 0.194 1.562 3.369 0.146 2 -15 *3 4 Left 0.67 5.83 0.333 0.190 1.562 3.369 0.143 2 -15 *3 Middle 0.67 0.09 3.659 0.103 1.562 3.369 0.002 2 -15 *3 Right 0.67 0.00 9.837 0.000 1.562 3.369 0.000 2 -15 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 2 -15 7.00 2 1 -15 3.47 1 -15 1.33 3 2 -15 11.00 4 2 -15 10.17 Bottom Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in ^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 1.29 2.038 0.103 1.562 3.369 0.031 2 -15 *3 2 0.67 12.33 6.726 0.260 1.562 3.369 0.307 2 -15 3 0.67 3.73 5.746 0.121 1.562 3.369 0.091 2 -15 *3 4 0.67 6.66 5.451 0.218 1.562 3.369 0.164 2 -15 *3 1 -45 4.94 1 -45 1.33 spSlab v3.11 ® StructurePoint 15 day trial license, Expires: Never. Locking Code: 4- 1m314. rTa -r: \ \ST- 01-PC \Users \Public \Documents \0 - Jobs \O - Projects\ t5^PS. NOTES: �° *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length TTY 1 2 -15 0.00 7.00 2 2-15 0.00 15.42 3 2 -$5 0.00 11.00 4 2-15 0.00 10.17 Flexural Capacity _- ----tea Units: x (ft), As (in ^2), PhiMn (k -ft) Span x AsTop AsBot PhiMri- PhiMn+ 1 0.000 0.62 0.62 -24.11 24.11 0.333 0.62 0.62 -24.11 24.11 2.550 0.62 0.62 -24.11 24.11 3.500 0.62 0.62 -24.11 24.11 4.450 0.62 0.62 -24.11 24.11 6.667 0.62 0.62 -24.11 24.11 7.000 0.62 0.62 -24.11 24.11 2 0.000 0.62 0.62 -24.11 24.11 0.333 0.62 0.62 -24.11 24.11 0.334 0.62 0.62 -24.11 24.11 1.334 0.31 0.62 -12.44 24.11 2.468 0.31 0.62 -12.44 24.11 3.468 0.00 0.62 0.00 24.11 5.497 0.00 0.62 0.00 24.11 7.710 0.00 0.62 0.00 24.11 9.923 0.00 0.62 0.00 24.11 10.476 0.00 0.62 0.00 24.11 11.476 0.31 0.62 -12.44 24.11 14.086 0.31 0.62 -12.44 24.11 15.086 0.62 0.62 -24.11 24.11 15.087 0.62 0.62 -24.11 24.11 15.420 0.62 0.62 -24.11 24.11 3 0.000 0.62 0.62 -24.11 24.11 0.333 0.62 0.62 -24.11 24.11 3.950 0.62 0.62 -24.11 24.11 5.500 0.62 0.62 -24.11 24.11 7.050 0.62 0.62 -24.11 24.11 10.667 0.62 0.62 -24.11 24.11 11.000 0.62 0.62 -24.11 24.11 4 0.000 0.62 0.62 -24.11 24.11 0.333 0.62 0.62 -24.11 24.11 3.659 0.62 0.62 -24.11 24.11 5.085 0.62 0.62 -24.11 24.11 6.510 0.62 0.62 -24.11 24.11 9.837 0.62 0.62 -24.11 24.11 10.170 0.62 0.62 -24.11 24.11 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Avis (in ^2 /in) Span d PhiVc Start End Vu Xu Av /s 1 9.19 7.80 1.099 2.299 1.96 2.299 0.0000 2.299 3.500 2.33 3.500 0.0000 3.500 4.701 3.08 4.701 0.0000 4.701 5.901 3.83 5.901 0.0000 2 9.19 7.80 1.099 2.988 7.21 1.099 0.0071 2.988 4.877 6.03 2.988 0.0071 4.877 6.766 1.21 4.877 0.0000 6.766 8.654 1.40 8.654 0.0000 8.654 10.543 2.58 10.543 0.0000 10.543 12.432 3.75 12.432 0.0000 12.432 14.321 4.93 14.321 0.0071 3 9.19 7.80 1.099 2.356 3.72 1.099 0.0000 2.356 3.614 2.94 2.356 0.0000 3.614 4.871 2.15 3.614 0.0000 4.871 6.129 1.37 4.871 0.0000 6.129 7.386 1.23 7.386 0.0000 10 -31 -2012, 10:32 :22 AM %... \RB -1 D.slb Page 2 spSlab v3.11 ® StructurePoint 15 day trial license. Expires: Never. Locking Code: 4- 25814. na ..w- \ \ST -01-PC \Users \Public \Documents \0 - Jobs \0 - Projects tittWit 14OU4'e 7.386 8.644 2.01 8.644 0.0000 8.644 9.901 2.80 9.901 0.0000 4 9.19 7.80 1.099 2.238 3.18 1.099 0.0000 2.238 3.377 2.47 2.238 0.0000 3.377 4.516 1.76 3.377 0.0000 4.516 5.654 1.05 4.516 0.0000 5.654 6.793 0.78 6.793 0.0000 6.793 7.932 1.49 7.932 0.0000 7.932 9.071 2.20 9.071 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #3 - -- None - -- 2 413 12 @ 4.5 + < -- 90.7 - -> + 7 @ 4,4 3 $3 - -- None - -- 4 #3 - -- None - -- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVC, PhiVn, Vu (kip), Av /s (inA2 /in) Span d PhiVc Start End Avis Sp PhiVn Vu Xu 1 9.19 7.80 0.000 7.000 3.90 4.52 7.000 2 9.19 7.80 0.000 0.583 28.10 7.90 0.000 0.583 4.877 0.0491 4.5 28.10 7.21 1.099 4.877 12.432 3.90 3.75 12.432 12.432 14.837 0.0496 4.4 28.29 4.93 14.321 14.837 15.420 28.29 5.62 15.420 3 9.19 7.80 0.000 11.000 3.90 4.41 0.000 4 9.19 7.80 0.000 10.170 3.90 3.87 0.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 - -- Not checked - -- 2 - -- Not checked - -- 3 - -- Not checked - -- 4 - -- Not checked - -- Deflections Section properties 10 -31 -2012, 10:32:22 AM .. \RB -1 D.slb Page 3 Units: Ig, Icr, Ie (inA4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead +Live Span Dead bead +Live Zone Ig Icr Mcr Mmax Ie Mmax Ie 1 1152 1074 Middle 1152 229 8.49 0.00 1152 0.00 1152 Bight 1152 229 8.49 -5.27 1152 -11.19 631 2 1152 1051 Left 1152 229 8.49 -5.27 1152 -11.19 631 Middle 1152 229 8.49 3.81 1152 8.12 1152 Right 1152 229 8.49 -4.17 1152 -9.01 999 3 1152 1129 Left 1152 229 8.49 -4.17 1152 -9.01 999 Middle 1152 229 8.49 0.20 1152 0.47 1152 Right 1152 229 8.49 -1.73 1152 -3.85 1152 4 1152 1152 Left 1152 229 8.49 -1.73 1152 -3.85 1152 Middle 1152 229 8.49 1.79 1152 3.93 1152 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.004 -0.005 -0.008 2 0.026 0.033 0.059 3 -0.003 -0.004 -0.007 4 0.006 0.007 0.013 Maximum Long -term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 -0.004 2.000 -0.007 - 0.012 -0.012 -0.016 2 0.026 2.000 0.052 0.085 0.085 0.111 spSlab v3.11 @ StructurePoint 15 day trial license. Expires: Never. Locking Code: 4 -95149.4 rutAr: IC, IC \ \ST- 01 -PC\ Users \Public \Documents \0 - Jobs \0 - Projects\ At tyx 1 1 S E 3 -0.003 2.000 -0.006 -0.010 -0.010 -0.013 4 0.006 2.000 0.012 0.019 0.019 0.025 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 70.3 lb < => 90.9 lb < => 16.7 lb < => 177.9 lb <-> 29.1 ft ^3 <_> 1.61 lb /ft <_> 2.09 lb /ft <_> 0.38 lb /ft <_> 4.08 lb /ft <=> 0.67 ft ^3 /ft <_> [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k -ft) Case /Patt Supp Comb /Patt P[axial] 2.420 lb /ft ^2 3.129 lb /ft ^2 0.574 lb /ft ^2 6.122 lb /ft ^2 1.000 ft ^3 /ft ^2 10 -31 -2012, 10:32:22 AM D.slb Page 4 P[spring] Joint Mb[top] Ma[bottom] Far Ends M[spring] Mb[bottom] Ma[top] 1 SELF 0.11 Dead -0.17 wind 0.00 EQ 0.00 Live /All -0.01 Live /Odd 0.83 Live /Even -0.84 Live /S1 0.77 Live /S2 -0.05 Live /S3 -0.76 Live /S4 0.05 Live /S5 -0.02 U1 -0.07 02/All -0.07 02 /Odd 1.27 U2 /Even -1.40 U2 /sl 1.16 U2/52 -0.15 U2 /S3 -1.27 U2 /S4 0.01 02/S5 -0.09 U3 /A11 -0.07 U3 /Odd 1.27 U3 /Even -1.40 U3 /s1 1.16 U3 /S2 -0.15 U3 /S3 -1.27 03/S4 0.01 U3 /S5 -0.09 04 /All -0.07 04 /Odd 1.27 04 /Even -1.40 04 /S1 1.16 04/S2 -0.15 174 /S3 -1.27 U4 /S4 0.01 U4 /S5 -0.09 05/A11 -0.07 05 /Odd 0.77 05 /Even -0.90 05 /S1 0.70 05/S2 -0.12 05/S3 -0.82 05/S4 -0.02 05/S5 -0.08 06 /All -0.07 06 /Odd 0.77 06 /Even -0.90 06/S1 0.70 U6 /S2 -0.12 06/S3 -0.82 06/S4 -0.02 06/S5 -0.08 07 -0.05 U8 -0.05 09 /All -0.07 U9 /Odd 0.77 09 /Even -0.90 09 /S1 0.70 09/S2 -0.12 09/S3 -0.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 spSlab v3.11 ® StructurePoint 15 day trial license. Expires: Never. Locking Code: 4- 25814. User: IC, IC \ \ST -01 -PC \Users \Public \Documents \0 - Jobs \0 - Projects \I 10 -31 -2012, 10:32:22 AM .. \RB-1 D.slb Page 5 U9 /S4 -0.02 0.00 0.00 0.00 0.00 0.00 0.00 U9 /S5 -0.08 0.00 0.00 0.00 0.00 0.00 0.00 U10 /A11 -0.07 0.00 0.00 0.00 0.00 0.00 0.00 U10 /Odd 0.77 0.00 0.00 0.00 0.00 0.00 0.00 010 /Even -0.90 0.00 0.00 0.00 0.00 0.00 0.00 U10 /S1 0.70 0.00 0.00 0.00 0.00 0.00 0.00 U10 /S2 -0.12 0.00 0.00 0.00 0.00 0.00 0.00 010/S3 -0.82 0.00 0.00 0.00 0.00 0.00 0.00 010/S4 -0.02 0.00 0.00 0.00 0.00 0.00 0.00 010/S5 -0.08 0.00 0.00 0.00 0.00 0.00 0.00 Ull -0.05 0.00 0.00 0.00 0.00 0.00 0.00 012 -0.05 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 1.36 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 2.69 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /All 4.59 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Odd 0.78 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even 3.82 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S1 0.96 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /52 4.72 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S3 3.58 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 -0.13 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S5 0.05 0.00 0.00 0.00 0.00 -0.00 -0.00 01 5.67 0.00 0.00 0.00 0.00 0.00 0.00 02/All 12.21 0.00 0.00 0.00 0.00 0.00 0.00 02 /Odd 6.10 0.00 0.00 0.00 0.00 0.00 0.00 02 /Even 10.96 0.00 0.00 0.00 0.00 0.00 0.00 02/S1 6.39 0.00 0.00 0.00 0.00 0.00 0.00 U2 /S2 12.41 0.00 0.00 0.00 0.00 0.00 0.00 02/S3 10.59 0.00 0.00 0.00 0.00 0.00 0.00 02/S4 4.65 0.00 0.00 0.00 0.00 0.00 0.00 02/85 4.94 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Al1 12.21 0.00 0.00 0.00 0.00 0.00 0.00 03 /0dd 6.10 0.00 0.00 0.00 0.00 0.00 0.00 03 /Even 10.96 0.00 0.00 0.00 0.00 0.00 0.00 03 /S1 6.39 0.00 0.00 0.00 0.00 0.00 0.00 03/S2 12.41 0.00 0.00 0.00 0.00 0.00 0.00 03/33 10.59 0.00 0.00 0.00 0.00 0.00 0.00 03 /34 4.65 0.00 0.00 0.00 0.00 0.00 0.00 173 /S5 4.94 0.00 0.00 0.00 0.00 0.00 0.00 04 /All 12.21 0.00 0.00 0.00 0.00 0.00 0.00 04 /Odd 6.10 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Even 10.96 0.00 0.00 0.00 0.00 0.00 0.00 04/S1 6.39 0.00 0.00 0.00 0.00 0.00 0.00 04/82 12.41 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S3 10.59 0.00 0.00 0.00 0.00 0.00 0.00 04/S4 4.65 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S5 4.94 0.00 0.00 0.00 0.00 0.00 0.00 U5 /A11 9.45 0.00 0.00 0.00 0.00 0.00 0.00 05 /Odd 5.64 0.00 0.00 0.00 0.00 0.00 0.00 05 /Even 8.67 0.00 0.00 0.00 0.00 0.00 0.00 05 /81 5.82 0.00 0.00 0.00 0.00 0.00 0.00 U5 /S2 9.58 0.00 0.00 0.00 0.00 0.00 0.00 05/83 8.44 0.00 0.00 0.00 0.00 0.00 0.00 05/S4 4.73 0.00 0.00 0.00 0.00 0.00 0.00 U5 /S5 4.91 0.00 0.00 0.00 0.00 0.00 0.00 U6 /A11 9.45 0.00 0.00 0.00 0.00 0.00 0.00 06 /0dd 5.64 0.00 0.00 0.00 0.00 0.00 0.00 U6 /Even 8.67 0.00 0.00 0.00 0.00 0.00 0.00 176 /S1 5.82 0.00 0.00 0.00 0.00 0.00 0.00 06/S2 9.58 0.00 0.00 0.00 0.00 0.00 0.00 U6 /S3 8.44 0.00 0.00 0.00 0.00 0.00 0.00 U6 /S4 4.73 0.00 0.00 0.00 0.00 0.00 0.00 06/S5 4.91 0.00 0.00 0.00 0.00 0.00 0.00 U7 3.64 0.00 0.00 0.00 0.00 0.00 0.00 08 3.64 0.00 0.00 0.00 0.00 0.00 0.00 09 /All 9.45 0.00 0.00 0.00 0.00 0.00 0.00 U9 /Odd 5.64 0.00 0.00 0.00 0.00 0.00 0.00 U9 /Even 8.67 0.00 0.00 0.00 0.00 0.00 0.00 09/S1 5.82 0.00 0.00 0.00 0.00 0.00 0.00 09/S2 9.58 0.00 0.00 0.00 0.00 0.00 0.00 09/S3 8.44 0.00 0.00 0.00 0.00 0.00 0.00 09/S4 4.73 0.00 0.00 0.00 0.00 0.00 0.00 09/S5 4.91 0.00 0.00 0.00 0.00 0.00 0.00 U10 /A11 9.45 0.00 0.00 0.00 0.00 0.00 0.00 U10 /Odd 5.64 0.00 0.00 0.00 0.00 0.00 0.00 010 /Even 8.67 0.00 0.00 0.00 0.00 0.00 0.00 010 /51 5.82 0.00 0.00 0.00 0.00 0,00 0.00 010 /82 9.58 0.00 0.00 0.00 0.00 0.00 0.00 010/S3 8.44 0.00 0.00 0.00 0.00 0.00 0.00 U10 /S4 4.73 0.00 0.00 0.00 0.00 0.00 0.00 010 /85 4.91 0.00 0.00 0.00 0.00 0.00 0.00 spSlab v3.11 0 Structurepoint 15 day trial license. Expires: Never. Locking Code: 4-21a14. User: IC, IC 1 0-31 -2012, 10:32:22 AM \ \ST- 01-11C\ Users \Public \Documents \0 - Jobs \0 - Projects' _._ L . \... \R8 -1 D.slb Page 6 U11 3.64 0.00 0.00 0.00y 0.00 0.00 0.00 U12 3.64 0.00 0.00 0.00 0.00 0.00 0.00 3 SELF 1.39 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 1.72 0.00 0.00 0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0,00 0.00 0.00 Live /A11 3.66 0.00 0.00 0.00 0.00 -0.00 Live /Odd 1.35 0.00 0.00 0.00 0.00 -0.00 Live /Even 2.31 0.00 0.00 -0.00 -0.00 Lave /S1 -0.06 0.00 0.'00 -0.00 -0.00 Live/S2 0'00 a.00 0.00 0.00 -0.00 -0.00 2.46 0.00 0.00 0.00 0.00 -0.00 -0.00 14ve /S3 3.93 0.00 0.00 0.00 0.00 -0.00 Live /S4 1.21 0.00 0.00 -0.00 Live /85 -0.21 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 U1 4.35 0.00 0.00 0.00 0.00 0.00 02 /All 9.59 0.00 0.00 0.00 0.00 0.00 0.00 U2 /Odd 5.90 0.00 0.00 0.00 02 /Even 7.43 0.00 0.00 0.00 0.00 U2 /S1 0.00 0.00 0.00 0.00 0.00 U2 /S2 3.63 0.00 0.00 0.00 0.00 0.00 0.00 7.66 0.00 0.00 0.00 0.00 0.00 0.00 02 /S3 10.03 0.00 0.00 0.00 0.00 0.00 0.00 02 /84 5.66 0.00 0,00 0.00 0.00 0.00 0.00 02/85 3.40 0.00 0.00 0.00 0.00 0.00 0.00 03 /Al1 9.59 0.00 0.00 0.00 0.00 0.00 03 /Odd 5.90 0.00 0.00 0.00 0.00 0.00 0.00 03 /Even 7.43 0.00 0.00 0.00 0.00 0.00 0.00 U3/81 3.63 0.00 0.00 0.00 0.00 0.00 0.00 03 /S2 7.66 0.00 0.00 0.00 0.00 0.00 0.00 03/S3 10.03 0.00 0.00 0.00 0.00 0.00 0.00 03/S4 5.66 0.00 0.00 0.00 U3/85 3.40 0.00 0.00 0.00 0.00 04/All 0.00 0.00 0.00 0.00 0.00 9.59 0.00 0.00 0.00 0.00 0.00 0.00 04 /Odd 5.90 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Even 7.43 0.00 0.00 U4 /S1 3.63 0.00 0.00 0.00 0.00 0.00 04IS2 0.00 0.00 0.00 0.00 0.00 7.66 0.00 0.00 0.00 0.00 0.00 0.00 04/S3 10.03 0.00 0.00 0.00 0.00 0.00 0.00 04/84 5.66 0.00 0.00 0.00 0.00 0.00 0.00 U4/85 3.40 0.00 0.00 0.00 0.00 0.00 0.00 05/All 7.39 0.00 0.00 0.00 0.00 0.00 0.00 05 /Odd 5.08 0.00 0.00 0.00 0.00 0.00 0.00 U5 /Even 6.04 0.00 0.00 0.00 0.00 0.00 0.00 U5 /81 3.67 0.00 05 /S2 0.00 0.00 0.00 0.00 0.00 05/82 6.19 0.00 0.00 0.00 0.00 0.00 0.00 7,67 0.00 0.00 0.00 0.00 0.00 05 /84 4.94 0.00 0.00 0.00 0.00 0.00 0.00 05/S5 3.52 0.00 0.00 0.00 0.00 0.00 0.00 06 /All 7.39 0.00 0.00 0.00 0.00 0.00 0.00 06 /0dd 5.08 0.00 0.00 0.00 06 /Even 6.04 0.00 0.00 0.00 0.00 06/81 0.00 0.00 0.00 0.00 0.00 3.67 0.00 0.00 0.00 0.00 0.00 0.00 06/S2 6.19 U6 /83 0.00 0.00 0.00 0.00 0.00 0.00 06 /S3 7.67 0.00 0.00 0.00 0.00 0.00 0.00 U6 /84 4.94 0.00 0.00 0.00 0.00 0.00 0.00 3.52 0.00 0.00 0.00 0.00 0.00 0.00 07 2.80 0.00 0.00 0.00 0.00 0.00 0.00 08 2.80 0.00 0.00 0.00 0.00 0.00 0.00 09/A11 7.39 0.00 0.00 0.00 0.00 0.00 0.00 09 /0dd 5.08 0.00 0.00 0.00 0.00 0.00 U9 /Even 6.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 09 /81 3.67 0 0.00 0.00 0.00 0.00 0.00 09/82 6.19 0.00 0.00 0.00 0.00 0.00 0.00 U9/83 7.67 0.00 0.00 0.00 0.00 0.00 0.00 U9/84 4.94 0.00 0.00 0.00 0.00 0.00 0.00 09/85 3.52 0.00 0.00 0.00 0.00 0.00 0.00 010 /All 7.39 0.00 0.00 0.00 0.00 0.00 0.00 010 /0dd 5.08 0.00 0.00 0.00 0.00 0.00 010 /Even 6.04 0.00 0.00 0.00 0.00 0.00 0.00 010/81 3.67 0.00 0.00 0.00 0.00 0.00 0.00 U10/82 6.19 0.00 0.00 0.00 010 /53 7.67 0.00 0.00 0.00 0.00 010 /84 4.94 0.00 0'00 0.00 0.00 0.00 0.00 U10 /85 0.00 0.00 0.00 0.00 0.00 011 3.52 0.00 0.00 0.00 0.00 0.00 0.00 2.80 0.00 0.00 0.00 0.00 0.00 0.00 012 2.80 0.00 0.00 0.00 0.00 0.00 0.00 4 SELF 1.09 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.98 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0,00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /All 2.50 Live/Odd 1.51 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 -0.00 -0.00 0.99 0.00 0.00 0.00 0.00 -0.00 -0.00 spSlab v3.11 0 StructurePoint 15 day trial license. Expires: Never. Loc'-' -g Code: 4- 25B14. User: IC, IC \ \ST -01 -PC \Users \Public \Documents \0 -Jobs\ . Au - (ka -_ ra. Live /Si 0.02 0.00 0.00 11� 0.00 0.00 -0.00 -0.00 Live /S2 -0.54 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S3 0.93 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /84 3.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /85 1.55 0.00 0.00 0.00 0.00 -0.00 -0.00 10 -31 -2012, 10:32:22 AM ‘... \RB -1 D.slb Page 7 U1 2.89 0.00 0.00 0.00 0.00 0.00 U2 /All 6.48 0.00 0.00 0.00 0.00 0.00 U2 /0dd 4.90 0.00 0.00 0.00 0.00 0.00 U2 /Even 4.06 0.00 0.00 0.00 0.00 0.00 U2 /81 2.51 0.00 0.00 0.00 0.00 0.00 U2/82 1.61 0.00 0.00 0.00 0.00 0.00 U2/83 3.96 0.00 0.00 0.00 0.00 0.00 U2/84 7.35 0.00 0.00 0.00 0.00 0.00 U2 /S5 4.96 0.00 0.00 0.00 0.00 0.00 U3 /A11 6.48 0.00 0.00 0.00 0.00 0.00 U3 /0dd 4.90 0.00 0.00 0.00 0.00 0.00 U3 /Even 4.06 0.00 0.00 0.00 0.00 0.00 03 /81 2.51 0.00 0.00 0.00 0.00 0.00 U3/92 1.61 0.00 0.00 0.00 0.00 0.00 U3/83 3.96 0.00 0.00 0.00 0.00 0.00 U3 /S4 7.35 0.00 0.00 0.00 0.00 0.00 03/85 4.96 0.00 0.00 0.00 0.00 0.00 U4 /A11 6.48 0.00 0.00 0.00 0.00 0.00 04 /0dd 4.90 0.00 0.00 0.00 0.00 0.00 04 /Even 4.06 0.00 0.00 0.00 0.00 0.00 04 /81 2.51 0.00 0.00 0.00 0.00 0.00 U4 /S2 1.61 0.00 0.00 0.00 0.00 0.00 U4 /S3 3.96 0.00 0.00 0.00 0.00 0.00 U4/84 7.35 0.00 0.00 0.00 0.00 0.00 U4 /S5 4.96 0.00 0.00 0.00 0.00 0.00 U5 /A11 4.98 0.00 0.00 0.00 0.00 0.00 U5 /0dd 3.99 0.00 0.00 0.00 0.00 0.00 U5 /Even 3.47 0.00 0.00 0.00 0.00 0.00 U5 /S1 2.50 0.00 0.00 0.00 0.00 0.00 U5 /S2 1.93 0.00 0.00 0.00 0.00 0.00 U5 /S3 3.40 0.00 0.00 0.00 0.00 0.00 05 /54 5.52 0.00 0.00 0.00 0.00 0.00 U5 /S5 4.03 0.00 0.00 0.00 0.00 0.00 U6 /A11 4.98 0.00 0.00 0.00 0.00 0.00 U6 /Odd 3.99 0.00 0.00 0.00 0.00 0.00 U6 /Even 3,47 0.00 0.00 0.00 0.00 0.00 116 /51 2.50 0.00 0.00 0.00 0.00 0.00 U6 /S2 1.93 0.00 0.00 0.00 0.00 0.00 U6 /S3 3.40 0.00 0.00 0.00 0.00 0.00 U6 /$4 5.52 0.00 0.00 0.00 0.00 0.00 U6/85 4.03 0.00 0.00 0.00 0.00 0.00 U7 1.86 0.00 0.00 0.00 0.00 0.00 U8 1.86 0.00 0.00 0.00 0.00 0.00 U9 /A11 4.98 0.00 0.00 0.00 0.00 0.00 U9 /0dd 3.99 0.00 0.00 0.00 0.00 0.00 U9 /Even 3.47 0.00 0.00 0.00 0.00 0.00 U9 /S1 2.50 0.00 0.00 0.00 0.00 0.00 U9 /S2 1.93 0.00 0.00 0.00 0.00 0.00 U9/83 3.40 0.00 0.00 0.00 0.00 0.00 09 /94 5.52 0.00 0.00 0.00 0.00 0.00 U9/85 4.03 0.00 0.00 0.00 0.00 0.00 010 /All 4.98 0.00 0.00 0.00 0.00 0.00 U10 /Odd 3.99 0.00 0.00 0.00 0.00 0.00 U10 /Even 3.47 0.00 0.00 0.00 0.00 0.00 U10 /S1 2.50 0.00 0.00 0.00 0.00 0.00 010 /82 1.93 0.00 0.00 0.00 0.00 0.00 010 /83 3.40 0.00 0.00 0.00 0.00 0.00 010 /84 5.52 0.00 0.00 0.00 0.00 0.00 010 /55 4.03 0.00 0.00 0.00 0.00 0.00 011 1.86 0.00 0.00 0.00 0.00 0.00 U12 1.86 0.00 0.00 0.00 0.00 0.00 5 SELF 0.41 0.00 0.00 0.00 0.00 Dead 0.43 0.00 0.00 0.00 0.00 Wind -0.00 0.00 -0.00 -0.00 0.00 EQ -0.00 0.00 -0.00 -0.00 0.00 Live /All 1.01 0.00 0.00 0.00 0.00 Live /Odd -0.16 0.00 0.00 0.00 0.00 Live /Even 1.17 0.00 0.00 0.00 0.00 Live /S1 -0.00 0.00 0.00 0.00 0.00 Live /S2 0.10 0.00 0.00 0.00 0.00 Live /S3 -0.05 0.00 0.00 0.00 0.00 Live /S4 0.91 0.00 0.00 0.00 0.00 Live /S5 1.06 0.00 0.00 0.00 0.00 U1 1.19 0.00 0.00 0.00 0.00 U2/A11 2.64 0.00 0.00 0.00 0,00 U2 /Odd 0.77 0.00 0.00 0.00 0.00 U2 /Even 2.88 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0,00 spSlab v3.11 0 StructurePoint 15 day, trial license. Expires: Never. Locking Code: 4- 25B14. User: IC, IC \ \ST- 01 -PC\ Users \Public \Documents \0 - Sobs \0 - Projects\ - Ai L U2 /S1 1.01 0.00 0.00 0.00 0.uu 0.00 0.00 U2 /S2 1.18 0.00 0.00 0.00 0.00 0.00 0.00 02/53 0.94 0.00 0.00 0.00 0.00 0.00 0.00 U2 /S4 2.48 0.00 0.00 0.00 0.00 0.00 0.00 U2 /85 2.72 0.00 0.00 0.00 0.00 0.00 0.00 U3 /A11 2.64 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Odd 0.77 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Even 2.88 0.00 0.00 0.00 0.00 0.00 0.00 U3/S1 1.01 0.00 0.00 0.00 0.00 0.00 0.00 U3/82 1.18 0.00 0.00 0.00 0.00 0.00 0.00 U3/83 0.94 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S4 2.48 0.00 0.00 0.00 0.00 0.00 0.00 U3/85 2.72 0.00 0.00 0.00 0.00 0.00 0.00 U4 /A11 2.64 0.00 0.00 0.00 0.00 0.00 0.00 U4 /0dd 0.77 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Even 2.88 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S1 1.01 0.00 0.00 0.00 0.00 0.00 0.00 U4 /82 1.18 0.00 0.00 0.00 0.00 0.00 0.00 U4/83 0.94 0.00 0.00 0.00 0.00 0.00 0.00 U4/S4 2.48 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S5 2.72 0.00 0.00 0.00 0.00 0.00 0.00 U5 /A11 2.03 0.00 0.00 0.00 0.00 0.00 0.00 U5 /0dd 0.86 0.00 0.00 0.00 0.00 0.00 0.00 U5 /Even 2.18 0.00 0.00 0.00 0.00 0.00 0.00 U5 /S1 1.01 0.00 0.00 0.00 0.00 0.00 0.00 U5 /82 1.12 0.00 0.00 0.00 0.00 0.00 0.00 U5 /83 0.97 0.00 0.00 0.00 0.00 0.00 0.00 U5 /S4 1.93 0.00 0.00 0.00 0.00 0.00 0.00 U5 /85 2.08 0.00 0.00 0.00 0.00 0.00 0.00 U6 /A11 2.03 0.00 0.00 0.00 0.00 0.00 0.00 U6 /0dd 0.86 0.00 0.00 0.00 0.00 0.00 0.00 U6 /Even 2.18 0.00 0.00 0.00 0.00 0.00 0.00 U6 /S1 1.01 0.00 0.00 0.00 0.00 0.00 0.00 U6 /S2 1.12 0.00 0.00 0.00 0.00 0.00 0.00 U6/83 0.97 0.00 0.00 0.00 0.00 0.00 0.00 U6 /S4 1.93 0.00 0.00 0.00 0.00 0.00 0.00 U6 /S5 2.08 0.00 0.00 0.00 0.00 0.00 0.00 U7 0.76 0.00 0.00 0.00 0.00 0.00 0.00 U8 0.76 0.00 0.00 0.00 0.00 0.00 0.00 U9 /All 2.03 0.00 0.00 0.00 0.00 0.00 0.00 U9 /0dd 0.86 0.00 0.00 0.00 0.00 0.00 0.00 U9 /Even 2.18 0.00 0.00 0.00 0.00 0.00 0.00 U9 /81 1.01 0.00 0.00 0.00 0.00 0.00 0.00 U9 /S2 1.12 0.00 0.00 0.00 0.00 0.00 0.00 U9 /S3 0.9/ 0.00 0.00 0.00 0.00 0.00 0.00 U9/84 1.93 0.00 0.00 0.00 0.00 0.00 0.00 U9 /85 2.08 0.00 0.00 0.00 0.00 0.00 0.00 U10 /A11 2.03 0.00 0.00 0.00 0.00 0.00 0.00 U10 /0dd 0.86 0.00 0.00 0.00 0.00 0.00 0.00 U10 /Even 2.18 0.00 0.00 0.00 0.00 0.00 0.00 U10 /81 1.01 0.00 0.00 0.00 0.00 0.00 0.00 U10/82 1.12 0.00 0.00 0.00 0.00 0.00 0.00 U10 /S3 0.97 0.00 0.00 0.00 0.00 0.00 0.00 U10/84 1.93 0.00 0.00 0.00 0.00 0.00 0.00 U10 /S5 2.08 0.00 0.00 0.00 0.00 0.00 0.00 Ull 0.76 0.00 0.00 0.00 0.00 0.00 0.00 U12 0.76 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 4.36 0.00 0.00 0.00 0.00 0.00 0.00 Dead 5.66 0.00 0.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live /All 11.76 0.00 0.00 0.00 0.00 0.00 0.00 Live /Odd 4.32 0.00 0.00 0.00 0.00 0.00 0.00 Live /Even 7.44 0.00 0.00 0.00 0.00 0.00 0.00 Live /S1 1.68 0.00 0.00 0.00 0.00 0.00 0.00 Live /S2 6.68 0.00 0.00 0.00 0.00 0.00 0.00 I4ve /83 7.64 0.00 0.00 0.00 0.00 0.00 0.00 Live /S4 5.08 0.00 0.00 0.00 0.00 0.00 0.00 Live /85 2.44 0.00 0.00 0.00 0.00 0.00 0.00 U1 14.03 0.00 0.00 0.00 0.00 0.00 0.00 U2 /A11 30.84 0.00 0.00 0.00 0.00 0.00 0.00 U2 /0dd 18.93 0.00 0.00 0.00 0.00 0.00 0.00 U2 /Even 23.93 0.00 0.00 0.00 0.00 0.00 0.OQ U2 /S1 14.71 0.00 0.00 0.00 0.00 0.00 0.00 U2/82 22.71 0.00 0.00 0.00 0.00 0.00 0.00 U2 /S3 24.25 0.00 0.00 0.00 0.00 0.00 0.00 U2 /84 20.15 0.00 0.00 0.00 0.00 0.00 0.00 U2 /S5 15.93 0.00 0.00 0.00 0.00 0.00 0.00 U3 /A11 30.84 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Odd 18.93 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Even 23.93 0.00 0.00 0.00 0.00 0.00 0.00 U3/81 14.71 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S2 22.71 0.00 0.00 0.00 0.00 0.00 0.00 10 -31 -2012, 10:32:22 AM '-`... \RB -1 D.slb Page 8 spSlab v3.11 © StructurePoint 10 -31 -2012, 10:32:22 AM 15 day trial license. Expires: Never. Locking Code: 4- 25B14. User: IC, IC \ \ST- 01 -PC\ Users \Public \Documents \0 - Jobs \0 - Projects\ t 0st � �a =� = - -���� t... \RB -1 D.slb Page 9 U3 /S3 24.25 0.00 0.00 L 0.00 0.00 0.00 0.00 U3/84 20.15 0.00 0.00 0.00 0.00 0.00 0.00 U3/35 15.93 0.00 0.00 0.00 0.00 0.00 0.00 U4/A11 30.84 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Odd 18.93 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Even 23.93 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S1 14.71 0.00 0.00 0.00 0.00 0.00 0.00 U4/82 22.71 0.00 0.00 0.00 0.00 0.00 0.00 U4 /s3 24.25 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S4 20.15 0.00 0.00 0.00 0.00 0.00 0.00 U4/85 15.93 0.00 0.00 0.00 0.00 0.00 0.00 05 /All 23.78 0.00 0.00 0.00 0.00 0.00 0.00 U5 /Odd 16.34 0.00 0.00 0.00 0.00 0.00 0.00 U5 /Even 19.46 0.00 0.00 0.00 0.00 0.00 0.00 U5 /S1 13.70 0.00 0.00 0.00 0.00 0.00 0.00 05/82 18.70 0.00 0.00 0.00 0.00 0.00 0.00 U5 /83 19.66 0.00 0.00 0.00 0.00 0.00 0.00 U5/84 17.10 0.00 0.00 0.00 0.00 0.00 0.00 05 /85 14.46 0.00 0.00 0.00 0.00 0.00 0.00 136 /A].1 23.78 0.00 0.00 0.00 0.00 0.00 0.00 U6 /0dd 16.34 0.00 0.00 0.00 0.00 0.00 0.00 U6 /Even 19.46 0.00 0.00 0,00 0.00 0.00 0.00 U6 /31 13.70 0.00 0.00 0.00 0.00 0.00 0.00 U6 /S2 18.70 0.00 0.00 0.00 0.00 0.00 0.00 U6/83 19.66 0.00 0.00 0.00 0.00 0.00 0.00 U6/84 17.10 0.00 0.00 0.00 0.00 0.00 0.00 U6/85 14.46 0.00 0.00 0.00 0.00 0.00 0.00 U7 9.02 0.00 0.00 0.00 0.00 0.00 0.00 U8 9.02 0.00 0.00 0.00 0.00 0.00 0.00 II9 /A11 23.78 0.00 0.00 0.00 0.00 0.00 0.00 U9 /0dd 16.34 0.00 0.00 0.00 0.00 0.00 0.00 U9 /Even 19.46 0.00 0.00 0.00 0.00 0.00 0.00 09 /51 13.70 0.00 0.00 0.00 0.00 0.00 0.00 09/S2 18.70 0.00 0.00 0.00 0.00 0.00 0.00 09/S3 19.66 0.00 0.00 0.00 0.00 0.00 0.00 09 /84 17.10 0.00 0.00 0.00 0.00 0.00 0.00 U9 /85 14.46 0.00 0.00 0.00 0.00 0.00 0.00 U10 /A11 23.78 0.00 0.00 0.00 0.00 0.00 0.00 U10 /Odd 16.34 0.00 0.00 0.00 0.00 0.00 0.00 U10 /Even 19.46 0.00 0.00 0.00 0.00 0.00 0.00 U10 /S1 13.70 0.00 0.00 0.00 0.00 0.00 0.00 U10 /52 18.70 0.00 0.00 0.00 0.00 0.00 0.00 U10 /S3 19.66 0.00 0.00 0.00 0.00 0.00 0.00 U10 /54 17.10 0.00 0.00 0.00 0.00 0.00 0.00 010 /85 14.46 0.00 0.00 0.00 0.00 0.00 0.00 U11 9.02 0.00 0.00 0.00 0.00 0.00 0.00 U12 9.02 0.00 0.00 0.00 0.00 0.00 0.00 p,t e_o urinal /76a/;7d Oct loa Arv €- it-, 9 elt-t Co t. & x fteop.7 05 Cr DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.0 (Release 4.0.2) Westem States Clay Product Association International Code Council Prjct 1 4-(. ¢{QC is Topic: INTERACTION DIAGRAM Page: Name: WALL 16 Date: 10/10/2012 Chkd: Design of a Reinforced Masonry Wall with Out -of -Plane Loads Using the 2005 MSJC Strength Design Code Material and Construction Data 8 in. CMU, Full grout, running bond Wall Weight = 80.35 psf Type S Masonry cement / Air- entrained PCL Mortar, Course Grout CMU Density = 115 pcf fm = 1500 psi (Specified) Em = 900fm = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 84 in. (Simply Supported Wall, Effective height = H) x =3.813 in. #5 Bars, Fy = 60000.0 Reinforcement Spacing = 16 in. On- Center Effective Width = 16 in. Wall Design Section Properties Ao = 122 sq.in. on design width So = 155 in3 on design width 10 = 591.1 sq.in. on design width Ro = 2.201 in3 on design width Wall Support Simply Supported Wall Specified Load Components Load P (lb) e (in) W1(psf) W2 (psf) L (Ib /ft) h1 (in) h2 (in) Dead 1154 1 0 0 0 0 84 Live 495 1 0 0 0 0 84 Soil 0 0 0 0 0 0 72 Fluid 0 0 0 0 0 0 72 Wind 0 0 54.9 54.9 0 0 84 Seismic 0 0 0 0 0 0 72 Roof 0 0 0 0 0 0 72 Rain 0 0 0 0 0 0 72 Snow 0 0 0 0 0 0 72 f1 =0 f2 =0 Controlling Load Cases DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.0 (Release 4.0.2) Westem States Clay Product Association international Code Council Pact At kt":96 e Name: WALL 16 Topic: INTERACTION DIAGRAM Date: 10/10/2012 Page: Chkd: Section Forces with Controlling Flexure and Axial Load -0.9D + 1.2F + 1.6H + 1.6W x/H = 0.540 from bottom of wall Vu = -12.23 Ib/ft MLu = 6414.92 lb-in./ft Pu = 1271 lb /ft at en = 0.4411 in Deltau = 0.008661 in MTu = MLu + Puen + Pu(Deltau) = 6986.78 lb-in/ft P = 847.6 lb/ft at en = 0.4411 in V = -7.129 Ib/ft ML = 4009 lb -in/ft Ultimate Moment Capacity = 45337.9 lb -in/ft (3778.16 lb-ft/ft) at this axial load Ultimate Shear Capacity = 6548.33 Ib/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force-1.2D + 1.6W + 0.514 x/H = 1.000 from bottom of wall Vu = -291 Ib/ft Pu =1385 lb/ft at en = 1 in Deltau = 0 in MTu = MLu + Puen + Pu(Deltau) = 1384.8 lb-in/ft P =1154Ib/ftaten =1 in V =- 130.41b /ft ML = 0.0002706 lb-in/ft Ultimate Moment Capacity = 45648.7 lb-in/ft at this axial Toad Ultimate Shear Capacity = 6609.6 Ib/ft The wall is adequate for these critical section forces. These were found to be load cases that controlled the design. The flexural, shear and axial forces shown are those occuring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. The following design calculations are for the section with controlling bending moment Section Design Forces Used Vu = -12.23 Ib/ft (Computed from Loads) ML = 6414.92 lb -in. /ft (Computed from Loads) Pu = 1271 Ib/ft at e = 0.4411 in (Computed from Loads) Wall Axial Design Data Pu max = 7.318e +004 lbs/ft (Code Equation 3-16 or 3-17) DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Westem States Clay Product Association International Code Council f'rjci» , 4 . tx, Mous ( • Name: WALL 16 Topic: INTERACTION DIAGRAM Date: 10/10/2012 Page: Chkd: Version 4.0 (Release 4.0.2) Maximum Permitted Axial Load for Combination D +0.75L+0.525Qe = 5081 Ibs/ft (MSJC 3.3.3.5.1) Wall Flexural Design Data As Required = 0.0148 sq.in. in each grouted cell As Provided = 0.31 sq.in. Rhomin = 0 Wall Flexural Capacity with Specified Steel a = 1.067 in. d =3.813 in. Mn = 5075.48763 lb-in/ft Mu available = 0.9(50375.5) = 45337.9 lb-in/ft (3778.16 lb-ft/ft) fr =153 psi Mcr = fSo = 17791 lb-in/ft Igr = 591.096 1n4/ft Imo- = 40.0406 in4/ft Shear Design Data Vn max = 1.418e+004 Ibs/ft (Section 3.2.4.1.2) Vm = 8503 Ibs/ft (Section 3.2.4.1.2.1) Maximum available Vu is the lesser of Vu max = 0.8(1.418e +004) =1.134e+004 Ibs/ft Vu max = 0.8(8503 + 0) = 6803 Ibs/ft CONTROLS (Note: Vs = 0 for walls with out-of-plane loading.) Vu max = 6803 Ibs/ft (for developing 1.25Mn) (Section 3.1.3) S CPS Service Load Deflection Limitations (MSJC 3.2.5.6) Maximum permitted service load deflection = 0(H) = 0.07(84) = 0.5 2/4 Maximum service load deflection = 0.005818 in ®`C Development and Splice Lengths for Longitudinal Reinforcement K = 3.1250 in, Required Development Length: 1d = 25.17 in. Required Lap Splice Length: = 25.17 in. Some codes may require epoxy- coated reinforcement to have longer development and splice lengths. raotuil 4) lease cafra Pr 7 (-as bc. Qa t1L Of Cam. glo4l•tp klex - _ t triv _._. Atir wafffncf e Iso 2 c-- - insight design STRUCTURAL CALCULATIONS FOR BONET RESIDENCE 1361 NE 104 ST MIAMI SHORES, FL. 33138 aUGUS',�TVACHED REVISION T insight design, inc, 2930 Northeast 2 nd Court • Miami. Florida 33137 305 545 4964 • vvrvw v, rta : ,on x.: • Fax 305 545 4965 AR 92162 to AA 0003130 .10 0003964 Y 1 WIND LOAD DESIGN (ASCE 7 -10) Rf slope 7 < si <= 27 COMPONENTS AND CLADDING @ HORIZONTAL SURFACE PROJECT: – ALEX RESIDENCE Lenght of overhang: Zone a:10% min. width, 0.4 h (not less than 4% min width or 3 feet: L:= 2 a := 3 Height, ft : h:= 22 Gust effect factor. (rigid or flexible structure) Values for Terrain exposure constants a and zg: Gust:= .85 Exposure B Exposure C Exposure D Value a =7 Value a =9.5 Value a =11.5 Value zg =1200 Value zg =900 Value zg =700 Terrain exposure constants a and zg: Topographic factor Wind directionality factor: Wind Speed, mph: a:= 9.5 zg := 900 Kzt:= 1 Kd:= .85 V.= 175 Dead load opposing uplift p := 10 forces, Ibs (max 10 Ibs) Coeff for Wind on Walls and := 1.0 and = 0.9 if roof angle < =10 and = 1.0 if roof angle > 10 Internal Pressure Coefficient GCpi:= .18 for Buildings GCpi Open Buildings + - .00 Part Enclosed Buildings + - .55 Enclosed Buildings + - .18 2 h \\°d' Kz := 2.01 1 —J zg Kz = 0.92 qz 0.00256•Kz•Kzt•Kd•V2 qz = 61.32 TRUSSES area< =10 sq.ft. L =5 ft Zone 1 Pj 1 := qz• ( -.9 - GCpi) + p Pj 1 = -56.2 NET UPLIFT zonel, zone 2&3 and overhang Zone 2 Zone 3 Pj2 := qz•( -1.7 - GCpi) + p Pj3 := qz•( -2.6 - GCpi) + p Pj2 = -105.3 Pj3 = -160.5 Zone 1 & 2 overhang Pjover2 := qz•( -2.2) + p Pjover2 = -124.9 TRUSSES area =30 sq.ft. L =10 ft Zone 1 Pjjl := qz•( -.87 - GCpi) + p Pjj 1 = -54.4 Zone 3 overhang Pjover3 := qz•( -3.7) + p Pjover3 = -216.9 NET UPLIFT zonel, zone 2&3 and overhang Zone 2 Pjj2 := qz•( -1.49 - GCpi) + p Pjj2 = -92.4 Zone 1 & 2 overhang Pjjover2 := qz•( -2.2) + p Pjjover2 = -124.9 Zone 3 Pjj3 := qz•( -2.35 - GCpi) + p Pjj3 = -145.1 Zone 3 overhang Pjjover3 := qz•( -3.19) + p Pjjover3 = -185.6 TRUSSES area =50 sq.ft L =12 ft NET UPLIFT zone 1, zone 2&3 and overhang Zone 1 Pml := qz•( -.83 - GCpi) + p Zone 2 Pmt := qz•( -1.35 - GCpi) + p Pmt = -51.9 Pmt =-83.8 Zone 1 & 2 overhang Pmover2 := qz• ( -2.2) + p Pmover2 = -124.9 Zone 3 Pm3 := qz• ( -2.18 - GCpi) + p Pm3 = -134.7 Zone 3 overhang Pmover3 := qz•( -2.87) + p Pmover3 = -166 TRUSSES area> =100 sq.ft. L>17.3 ft NET UPLIFT zone 1, zone 2&3 and overhang Zone 1 Zone 2 Pg1:= qz•( -.8 - GCpi) + p Pg2 := qz•( --1.2 - GCpi) + p Pgl = -50.1 Pg2 = -74.6 Zone 1 & 2 overhang Pgover2 := qz•( -2.2) + p Pgover2 = -124.9 Zone 3 Pg3 := qz•( -2.0 - GCpi) + p Pg3 = -123.7 Zone 3 overhang Pgover3 := qz•( -2.5) + p Pgover3 = -143.3 COMPONENT AND CLADDING VERTICAL SURFAC ES AREA 10 SQ.FT p 10w45 :_ .6 - [ qz- (1- and + GCpi) ] p10w45 = 43.414 AREA 20 SQ.FT p20w45 := .6- [qz- (.94•md + GCpi)] p20w45 = 41.207 h =22 qz =61.32 plOw4 := .6- [ cg- (- 1.1 -md- GCpi)] p10w5:= .6- [qz- (- 1.4 -md- GCpi)] p10w4 = -47.094 p10w5 = - 58.131 p20w4 := .64 qz•(- 1.05•md - GCpi)] p20w5 := .6- [qz-(- 1.3•md - GCpi)] p20w4 = - 45.254 p20w5 = - 54.452 AREA 30 SQ.FT p30w45 := .6- [qz- (.91 -md+ GCpi)] p30w4:= .6•[qz-(- 1.02 -md- GCpi)] p30w5 = .6- [qz-(- 1.24 -md- GCpi)] p30w45 = 40.103 AREA 50 SQ.FT p30w4 = -44.15 p30w5 = - 52.244 p50w45 := .6- [qz- (.87 -md+ GCpi)] p50w4 := .6- [qz- (- .97 -md- GCpi)] p50w5 := .6- [qz•(- 1.16 -md- GCpi)] p50w45 = 38.631 AREA 100 SQ.FT p50w4 = - 42.311 p50w5 = - 49.301 p100w45 := .6- [qz- (.82•md+ GCpi)] p100w4 := .6•[qz•(- .92 -md- GCpi)]p100w5 := .6- [qz -(- 1.05 -md- GCpi)] p100w45 = 36.792 p100w4 = - 40.471 p100w5 = - 45.254 AREA 150 SQ.FT p150w45 :_ .6- [qz- (.8•md+ GCpi)] p150w4 := .6- [qz•(- .9 -md- GCpi)] p150w5 := .6- [qz- (- 1.0•md- GCpi)] p150w45 = 36.056 pI50w4 = - 39.735 p150w5 = - 43.414 AREA 200 SQ.FT p200w45 := .6- [ qz- (.76 -md + GCpi)] p200w4 := .6- [qz- (- .86•md- GCpi)] p200w5 :_ .6- [qz- (- .94 -md- GCpi)] p200w45 = 34.584 AREA 500 SQ.FT p200w4 = - 38.264 p200w5 = - 41.207 p500w45 := .6- [qz- (.7 -md+ GCpi)] p500w4 := .6- [qz- ( -.8 -md - GCpi)] p500w5 := .6- [qz- ( -.8•md - GCpi)] p500w45 = 32.377 p500w4 = - 36.056 p500w5 = - 36.056 t WIND LOAD DESIGN (ASCE 7 -10) for Exp C MAIN WIND FORCE RESISTING SYSTEM Rf slope 10 <sl <30 PROJECT –ALEX SUCCION RESIDENCE Lenght of overhang: I;.,:= 2 Zone a:10% min. width, 0.4 h (not less than 4% min width or 3 feet: a := 3 Kzt := 1 Kd :_ .85 h:= 22 V := 175 Kz = 0.92 qz:= 0.00256•Kz•Kzt -Kd•V2 qz = 6132 h" Kz := 2.01 — 900) 2 9.5 MAIN WIND FORCE RESISTING SYSTEM @ HORIZONTAL SURFACES (MWFRS) Cp :_ .9 Ga:= .85 pMWFRS := gz•Ga•Cp + gz•.18 pMWFRSov :_ [qz.Ga.Cp + (gz•Ga•.8)1 pMWFRS = 57.947 pMWFRSov = 88.607 x QJ CP = 5-3 • /(p ( S F o L 01; 4- LL 44-?) Job Alex I�tse C..e &-4 R(--U' A' 6 94 ©. C e 0 ? )01-4z- 6-4 trim ft .(1 oia� fkr (L) X: e Vc50 m pE. ACcO Sao. I ix ci2cfq G1'.264) D rn r-r@e a cat { i�t ov 124.e' ps c- re-fen cc,4 ( c . pA c1.2 . puMn 4"1 0,( ; F 0- to 16 tip t co0 c; cooth ft) 7 /c a isorcF Title Block Line 1 You can change this area using the °Settings" menu item and then using the Printing & Tate Bkxk" selection. Title Block Line 6 Title : f Engineer. Project Desc.: Wood Beam Lic # KVV- 06006533 Description : -WOOD MEMBER Wivi- Material Properties AT Dci,K FOi GRAVITY ( 24 4(k% A )&-r- Job# �p D e Si U) woap .De1K Analysis Method : Load Resistance Factor D Wood Species : Southern Pine Wood Grade : No.2: 2" - 4" Thick : 8" Wide Beam Bracing : Completely Unbraced Fb - Tension 1,200.0 psi Fb - Compr 1,200.0 psi Fc - Prll 1.550.0 psi Fc - Perp 565.0 psi Fv 175.0 psi Ft 650.0 psi D(0.06) L(0.12) Pnntetl tiA:Jr. 10L2 5u$3FPA Calculations per NOS 2005, ASCE 7 -05 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 35.440pcf Repetitive Member Stress increase Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.060. L = 0.120 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable +1.200+0.50Lr +1 Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection :1 2x8 i .928.68 psi 2,887.32 psi 60L +1.60H 4 000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.146 in Ratio = 0.000 in Ratio = 0.219 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +1.400 Length = 8.0 ft 1 0.213 0.104 +1.20040.50Lr +1.60L +1.60H Length = 8.0 ft 1 0.668 0.328 1.000 +1.20D+1.60L+0.50S +1.60H Length = 8.0 ft 1 0.668 0,328 1.000 +1200 +1.60Lr+0.50L Length = 8.0 ft 1 0.334 0.164 +1.200+0.50L +1.605 Length = 8.0 ft 1 0.334 0.164 +1.20040.50Lrf0.50L +1.60W Length = 8.0 ft 1 0.334 0.164 1.000 +120D+0.50L+0.50S +1.60W Length = 8.0 ft 1 0.334 0.164 1.000 +1.200+0.50L+0.20S+E Length = 8.0 it 1 0.334 0.164 0 <240 0 <240 :1 2x8 123.8 i psi 378.00 psi +1.20D+0 50Lr +1.60L +1.60H _ 4u(r ft Span # 1 Moment Values Mu fb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.969 0.67 613.67 0.969 0.969 2.11 1,928.68 0.969 0.969 2.11 1,928.68 0.969 0.969 1.06 964.34 0.969 0.969 1.06 964.34 0.969 0.969 1.06 964.34 0.969 0.969 1.06 964.34 0.969 0.969 1.06 964.34 Shear Values Fb Vu fv Fv 0.00 0.00 0.00 __ -0.00 2887.32 0.00 2887.32 0.00 2887.32 0.00 2887.32 0.00 2887.32 0.00 2887.32 0.00 2887.32 0.00 2887.32 0.29 0.00 0.90 0.00 0.90 0.00 0.45 0.00 0.45 0.00 0.45 0.00 0.45 0.00 0.45 39.39 0.00 123.81 0.00 123.81 0.00 61.90 0.00 61.90 0.00 61.90 0.00 61.90 0.00 61.90 378.00 0.00 378.00 0.00 378.00 0.00 378.00 0.00 378.00 0.00 378.00 0.00 378.00 0.00 378.00 Title Block Une 1 You can change this area using the 'Settings menu item and then using the `Printing & Title Block' selection. Title Block Line 6 Wood Beam Title Prqect pest: A(ex. .ean Description : -WOOD MEMBER WM- Af DEC ti FOR GRAVITY tv 24 Job # Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '-' Defl Location in Span Load Combination Max. °+" Dell Location in Span D+L 1 02194 4.040 0.0000 0.000 Vertical Reactions - Unfactored Support notstion : Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Cver-7411TAXIMum —077-26 0.720 D Only 0.240 0240 L Only 0.480 0.480 D+L 0.720 0.720 Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Bloat selection. Title Block Line 6 Wood Beam Title • Job # Engineer: Project Desc.: At ri -Rae Description : Vv000 iviEvIBER AT DE,K poR upLIFT 2Ao Material Properties Analysis Method Allowable Stress Design Wood Species : Southern Fine Wood Grade No.2: 2" - 4" Thick 8" Wide Beam Bracing : Completely Unbraced W(0.21) Applied Loads • Calculations; per NDS 2005, ASCE 7-05 _ Fb - Tension 1.200.0 psi E: Modulus of Elasticity Fb - Compr 1.200.0 psi Ebend- xx 1.600 0 ksi Fc - Pill 1.550.0 psi Erninbend - xx 580 0 ksi Fc - Pero 565.0 psi Fv 1750psi Ft 650 0 psi Density 35 440pcf W(0.15) Span = 8.0ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : W - 0 150 . Tributary Width - 1.0 tt Point Load . VV - 0 210 k 0.170 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum Occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lt+S Deflection Max Downward Total Deflection Max Upward Total Deflection :1 LA 1,112.19psi 1,142.05psi -D-I-V -H 3 960ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0. 186 in Ratio = 0.000 in Ratio = 0<240 0 <240 0 <240 _ Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M - V Cd C FN Cr Cm Ct CL +D+W+H Length = 8.0 ft 1 0.974 0.405 1.000 1.000 +D+0.750Lr+0.750L+0.750W+H 1.000 Length = 8.0 ft 1 0.730 0.304 1.000 1.000 +D+0.750L+0.750S+0.750W+H 1.000 Length = 8.0 ft 1 0.730 0.304 1.000 1.000 +0.60D+W+FI 1.000 Length = 8.0 ft 1 0.974 0.405 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Moment Values Fb 0.952 1.22 1,112.19 0.952 0.952 0.91 834.14 0.952 0.952 0.91 834.14 0.952 0.952 1.22 1,112.19 0.00 1142.05 0.00 1142.05 0.00 1142.05 0.00 1142,05 :1 LA 70 96 psi 1 75 00 psi CI; ft Span # Shear Values - V fv Fv 0.00 0.00 0.00 0.51 70.96 175.00 0.00 0.00 0.00 0.39 53.22 175.00 0.00 0.00 0.00 0.39 53.22 175.00 0.00 0.00 0.00 0.51 70.96 175.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. Del Location in Span Load Combination Max. "+" Dell Location in Span iN Only - 1 0.1861 4.000 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings ° menu item and then using the °Printing & Title Block° selection. Title Block Line 6 Wood Beam 1410.s,'Otit?.AVV466.06616,M;g4g:;,. Description : tivtDC)D MEMBER I DEA\ -'L)R. 4,,cry Vertical Reactions 7 Load Combination Overall ivfAiirium W Only Title: Job # Engineel. Project Desc.: AI 4-loose- Unfactored Support notation : Fer left is #1 — - - - Support 1 Support-i 0.806 07604 0.806 0.604 Values in KIPS q - cwoc0 oe cif-) 6 41/ex 16c.tfr( (0(0 Xt0 alit= 0/ /0 - (kr: 4 4-el-er6;n• 0( cc)oac; ,,r)7)6-4" 7x12 F4, vf-Xtg fr 4e- fr 616 e feel ci I NS ico U)'() 4-x 56 /20 (Kis- eciA 6J-e () 7) .P Sepfpcf,:fitict Title Block Line 1 You can change this area using the °Settings° menu item and then using the °Printing & Title Block° selection. Title Block Line 8 Wood Beam L+c # `KW- 060$533 Description : %JUUU tSLfiM AT Utl,?\ Title : t I. u /*zJ -e Engineer Project Desc.: Material Properties Anatvsis Method : Load Resistance Factor D Wood Spades : Southern Pine Wood Grade : Select Structural. 2" - 4" Thick 12" Beam Bracing : Completely Unbraced Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Job # I/ Calculations per NOS 20.05, ASCE 7-05 1900 psi E: Modulus ofBasticlly 1900 psi Ebend- roc t 300 ksi 1800 psi Eminbend - xx 800 ksi 565 psi 175 psi 105 +O psi Density 35 44pcf D(0.12) L(0.24) Applied Loads Uniform Load : D - 0 `20, L 0 240 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 16.Oft - ributary Width - I ft :1 2 -2x12 3.233.93 psi 3,984.92 psi 200+ -C 50L. - +1 6GL `i ;OH - o Uut)ft Span t 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination :1 2-2x1 2 _ G G6 psi 378 00 psi Location of maximum on span = i : ! i;'. ft Span # where maximum occurs = :41a d U !- in Ratio = 0.000 in Ratio = 0 <180 0 835 in Ratio = 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +1.400 Length = 16.0 It 1 0.256 0.141 +1.20D-+0.50Lr +1.601- +1.60H Length = 16.0 ft 1 0.804 0.442 +1.20D+1.60L+0.50S+1.60H Length = 16.0 ft 1 0.804 0.442 +1.200 +1.60Lr+0.50L Length = 16.0 ft 1 0.402 0.221 +1.20D+0.50L +1.60S Length = 16.0 ft 1 0.402 0.221 +1.20D+0.50Lr+0.50L +1.60W Length = 16.0 ft 1 0.402 0.221 +1.200+0.50L+0.505 +1.60W Length = 16.0 ft 1 0.402 0.221 +120D+0.50L+0.20S+E Length =16.0 ft 1 0.402 0.221 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Moment Values -MU fb 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 5.38 1,019.45 16.90 3,203.98 16.90 3,203.98 8.45 1,601.99 8.45 1,601.99 8.45 1,601.99 8.45 1,601.99 8.45 1,601.99 Fb 0.00 3984.92 0.00 3984.92 0.00 3984.92 0.00 3984.92 0.00 3984.92 0.00 3984.92 0.00 3984.92 0.00 3984.92 Shear Values Vu fv Fv 0.00 1.20 0.00 3.76 040 3.76 0.00 1.88 0.00 1.88 0.00 1.88 0.00 1.88 0.00 1.88 0.00 0.00 53.16 378.00 0.00 0.00 167,08 378.00 0.00 0.00 167.08 378.00 0.00 0.00 83.54 378.00 0.00 0.00 83.54 378.00 0.00 0.00 83.54 378.00 0.00 0.00 83.54 378.00 0.00 0.00 83.54 378.00 1 Title Block Line 1 You can change this area using the °Settings" menu item and then using the °Printing & Title Block° selection. Title Block Line 6 Wood Beam KW-06006533 Description : -WOOL, EfEt,ivi 5 UEur FC:JR .FAT 2 o Title: Job # Engineer: AtE-A 1-locze / Project Desc.: Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. °-" Dell Location in Span Load Combination D+1.. 1 0.8351 8.080 L't tnth !" Max. •+" Dell Location in Span 0.0000 0.000 - Vortical Reactions - Unfactored Support notation : Far left Is #1 Values In KIPS _ Load Combination Support 1 Support 2 Overall MMilinim 2.880 MO D Only 0.960 0.960 L Only 1.920 1.920 D41. 2.880 2.880 Title Block Line 1 You can change this area using the °Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 [Wood Beam # : KW-06006533 Description : Title : Engineer Project Desc.: A it- -taus E \ivCA)D EsEArit i•T LECA U4-'Ur Material Properties Analysis Method : Load Resistance Factor D LA Wood Species : Southern Pine Wood Grade Select Structural- 2" - 4" Thick 12" Beam Bracing : Completely lJnbraced Fb - Tension Fb Compr Fc - PrIl Fc - Perp Fv Ft W(0.405) Job # • • - Calculations per NOS 2005, ASCE 7-05 1903 psi E: Modulus of Elasticity 1900 psi Ebend- xx i800ksi 1800 psi Eminbend 660 ksi 565 psi 175 psi 1050 psi Density 35 44 pcf Applied Loads Uniform Load W 04052) Tributary 'Nidth - 1 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 16.0 ft :1 2-2x12 3.932 i6psi 3,984.92psi 2O4) 50LN-0 501..4-1 60W 6.uulift .Span tt 1 Maxi out) in Ratio = 0 000 in Ratio = 0.940 in Ratio = 000 in Ratio = Maximum & Stresses for Load Combinations _ _ Load Combination Max Stress Ratios Segment Length Span # +1.20D+1.60Lr+0.80W Length = 16.0 ft 1 0.493 0.271 +1.20D+1.60S40.80W Length = 16.0 ft 1 0.493 0.271 +1.20D+0.50Lr+0.50L+1.60W Length = 16.0 ft 1 0.987 0.542 +1.200+0.50L+0.50S+1.60W Length = 16.0 ft 1 0.987 0.542 +0.90D+1.60W+1.60H Length = 16.0 ft 1 0.987 0.542 M V 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Service loads entered. Load Factors will be applied for calculations. mum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 t000 1.000 1.000 1.000 1.000 1.000 1.000 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max Defl Location in Span W Only 1 0.9395 8.080 0 <180 0 <180 0 <180 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 Moment Values Mu fb Load Combination 10.37 1,966.08 10.37 1,966.08 20.74 3,932.16 20.74 3,932.16 20.74 3,932.16 • :1 2-2x12 psi 378 00 psi 50;_r44) 6t ; • 2;.) ft Shear Values Fb Vu fv Fv _ 0.00 0.00 0.00 0.00 3984.92 2.31 102.53 378.00 0.00 0.00 0.00 0.00 3984.92 2.31 102.53 378.00 0.00 0.00 0.00 0.00 3984.92 4.61 205.06 378.00 0.00 0.00 0.00 0.00 3984.92 4.61 205.06 378.00 0.00 0.00 0.00 0.00 3984.92 4.61 205.06 378.00 Max. Defl Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the °Settings' menu item and then using the °Printing & Title Block' selection. Title Block Line 6 Wood Beam # KW= 06906533 Description : Vertical Reactions • Unfactored Title : Engineer Project Desc.: UI'LiF L C A Load Combination Suppoit 1 Support 2 Overall MAXhnum 3.246 3.240 W Only 3.240 3240 Support notation : Far left is #1 Job # 1 Values In KIPS Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam Lib.. #1 KW- 06406533 Title :: Job # Engineer Project Desc.: 41 moo€` • Description : VVUUL/ V1E'ABER Ai t RELt: RuCt, t o Material Properties Analysis Method : Allowable Stress Design il''Llr I jAr, Wood Species : Southern Pine Wood Grade : No.2: 2" - 4" Thick 8" Wide Beam Bracing : Completely'Jnbraced W(0.016) 3x8 Span = 0.580 ft Applied Loads Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft W(0.016) 1200 psi 1200 psi 1550 psi 565 psi 175 psi 650 psi 15 Calculations per NDS 2005, ASCE 7-05 E : Modulus of Elasticity Ebend- xx 1500 ksi Eminbend - xx 580 ksi Density 35 44pcf Span =20.50 ft Load for Span Number 1 Uniform Load W - 0 016U Tributary Width = 1 i) It Load for Span Number 2 Uniform Load W = 0 0160 Tributary Width = 1 0 f DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable _ Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection :1 3x8 459.79 psi 1 140 51 psi 0 2fl ft TM2 :spat � - t Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs n non in Ratio = 0.000 in Ratio = 0.506 in Ratio = -0 045 in Ratio = Maximum Forc_ es & Stresses for Load Combinations Load Combination Max Sties Ratios 0 <180 0 <180 Segment Length Span # M V C d C F N C r Cm C t CL +D+W+liu . Length = 0.580 ft 1 0.001 0.074 1.000 Length = 20.50 ft 2 0.400 0.074 1.000 +D+0.750Lr+0.750L+0.750W+H Length = 0.580 ft 1 0.001 0.056 1.000 Length = 20.50 ft 2 0.300 0.056 1.000 +0+0.750L+0.7505+0.750W+H Length = 0.580 ft 1 0.001 0.056 1.000 Length = 20.50 ft 2 0.300 0.056 1.000 +0.60D+W+H Length = 0.580 ft 1 0.001 0.074 1.000 Length = 20.50 ft 2 0.400 0.074 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Moment Values fb 0.999 0.00 1.47 0.958 0.84 459.79 0.958 0.999 0.00 1.11 0.958 0.63 344.84 0.958 0.999 0.00 1.11 0.958 0.63 344.84 0.958 0.999 0.00 1.47 0.958 0.84 459.79 Fb 0.00 1199.16 1149.51 0.00 1199.16 1149.51 0.00 1199.16 1149.51 0.00 1199.16 1149.51 0.00 0.16 0.16 0.00 0.12 0.12 0.00 0.12 0.12 0.00 0.16 0.16 :1 3x8 12 96 psi 17500psi +D ? + ;o, ft Shear Values fv Fv 0.00 0.0 12.96 12.96 0.00 9.72 9.72 0.00 9.72 9.72 0.00 12.96 12.96 175.00 175.00 0.00 175.00 175.00 0.00 175.00 175.00 0.00 175.00 175.00 'Title Block Line 1 You can change this area using the °Settings° menu item and then using the °Printing & Title Block" selection. Title Block Line 6 Wood Beam Description: •ivoo,-) iviEiviEsER AT TR E. R;it.JF -n< .1Ao Overall Maximum Deflections - Unfactored Loads Title : Engineer . A _ Project Desc.: f"-f I t-/‘ &)F Load Combination Span Max. Dell Location in Span Load Combination W Only 1 0.0000 0.000 W Only 2 0.5057 10.408 Job # 1(0 Max. Dell Location in Span -0.0452 d.00u ok000 0.000 Vertical Reactions - Unfactored Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAArnum 0.173 0.164 W Only 0.173 0.164 ••• J o S. A OA 1-bu Nit. • A KA )4&? DMr: se-p Dt-si6 1.1 04- -.040-1-irt6. • FoQ OP L'P.-T- Axi 4tarAr Ito x 4 64- Puilf10 0 vs Vefrnoki) f oe yvven -oQ OP.) Fr • Ikea- It yel = 44- s-‘ CT a11 700 OPrr 1 And 7i-46 • 3)c 4 = tt fr fs(415 UPLIFT IN FOOTING BELOW COLUMN PROJECT ALEX HOUSE LOCATION -- FOOTING BELOW WOOD POST (All values in ft, Ibs) (0.6.D) + W Wind Uplift Pressure (interior) (MWFRS) Wwin := 0 Tributary Area (interior) Arin := 0 Wind Uplift Pressure (terraces &over) (MWFRS) Wwov := 53.1 Tributary Area (terraces &over) Arov := 64 Ar := Arin + Arov Required Gravity Loads Pwind := (Wwin•Arin + Wwov-Arov) Pwind = 3.398 x 103 Gravity Loads Footing sizes Weight of col &bm &wall Pcolbm := 320 Width of footing W := 3 Depth of footing H := 1 Prof of top of footing prof := 1 Depth of conc. slab Hslab :_ .33 Width of conc. slab Wsl := 2 strip vs uplift Weight of footing Pfoot : = WW11150 Weight of soil over footing Pfoot = 135 x 103 Psoil := (NV + prof — Hslab)2 (prof •- Hslab)-110 Psoil = 819.708 2 2 Weight of slab Pslab := (Ws1.2 + W + prof — Hslab) • Hslab• 150 Pslab = 2.663 x 103 2 Weight of roof Proof := Ar. 10 Proof = 640 Weight of col &bm &wall Pcolbm = 320 Total Weight Ptotal := Pfoot + Psoil + Pslab + Proof + Pcolbm Ptotal = 5.793 x 103 Ptotal reduced = P := (0.6.Ptotal) Ptotal reduced shall be grater than Pwind Ptotal reduced= P = 3.476 x 103 Pwind = 3398 x 103 15 UPLIFT IN FOOTING BELOW COLUMN PROJECT—ALEX HOUSE LOCATION -- FOOTING BELOW WOOD POST (All values in ft, lbs) (0.6.D) + W Wind Uplift Pressure (interior) (MWFRS) Wwin := 0 Tributary Area (interior) Arin := 0 Wind Uplift Pressure (terraces &over) (MWFRS) Wwov := 53.1 Tributary Area (terraces &over) Arov := 44 Ar := Arin + Arov Required Gravity Loads Pwind := (Wwin-Arin + Wwov-Arov) Gravity Loads Footing sizes Weight of col &bm &wall Pcolbm := 320 Width of footing W := 2.5 Depth of footing H := 1 Prof of top of footing prof := 1 Depth of conc. slab Hslab := .33 Width of conc. slab WsI := 2 strip vs uplift Pwind = 2336 x 103 Weight of footing Pfoot := W WH• 150 Pfoot = 937.5 Weight of soil Psoil := yy + prof — Hslab 2 (prof — Hslab)•110 Psoil = 592343 over footing 2 2 Weight of slab Pslab := (WsI.2 + W + prof — HslabJ Hslab. 150 Pslab = 2.313 x 103 2 /J Weight of roof Proof := Ar- 10 Proof = 440 Weight of col &bm &wall Pcolbm = 320 Total Weight Ptotal := Pfoot + Psoil + Pslab + Proof + Pcolbm Ptotal = 4.602 x 103 Ptotal reduced= P:-= (0.6•Ptotal) Ptotal reduced shall be grater than Pwind Ptotal reduced= P = 2.761 x 103 Pwind = 2.336 x 103 1 20 UPLIFT IN FOOTING BELOW COLUMN PROJECT--ALEX HOUSE LOCATION— FOOTING BELOW WOOD POST (All values in ft, Ibs) (0.6 -D) + W Wind Uplift Pressure (interior) (MWFRS) Wwin := 0 Tribute ry Area (interior) Arin := 0 Wind Uplift Pressure (terraces &over) (MWFRS) Wwov := 53.1 Tributary Area (terraces &over) Arov := 12 Ar := Arin + Arov Required Gravity Loads Pwind := (Wwin -Arin + Wwov-Arov) Pwind = 637.2 Gravity Loads Footing sizes Weight of col &bm &wall Pcolbm := 320 Width of footing W := 2 Depth of footing 11:= 1 Prof of top of footing prof := 1 Depth of conc. slab Hslab := 33 Width of conc. slab Ws1:= 1 strip vs uplift Weight of footing Pfoot := W.W.H. 150 Pfoot = 600 Weight of soil Psoil := (NV + prof — Hslab12 -(prof — Hslab)- 110 Psoil = 401.829 over footing \ 2 2 Weight of slab Pslab := (WsI.2 + W + 2 prof — HslabJ Hslab- 150 Pslab = 930.215 11 Weight of roof Proof := Ar. 10 Proof = 120 Weight of col &bm &wall Pcolbm = 320 Total Weight Ptotal := Pfoot + Psoil + Pslab + Proof + Pcolbm Ptotal = 2372 x 103 Ptotal reduced= P :_ (0.6- Ptotal) Ptotal reduced shall be grater than Pwind Ptotal reduced= P = 1.423 x 103 Pwind = 637.2 A rTh DETAIL 2 SEE DETAIL IN S -2 ,-WOOD POST DETAIL 1 SEE DETAIL IN S -2 (2) 2 X 6 TOP WOOD HANDRAIL CONTINUOS BETWEEN --_ WOOD POST. WIRE RAILING 2 X 2 WOOD BALUSTER ` i,J ti 10' -9 1/2" Jo& • A-tex ilouje w) e s DArrF P I 2012 Des r-1 ro,/,;15 (Sr,- ICe 11( TOP OT c '1 f LOA-05 g00`) C__ Z) 2X 6 -.:04)"74)09#41 RY'7e 5- 0 U p z 2 0 o 6.3 ,,-rr (V.v.) tc Co 1 a, ruF) A t us ,-(-) Oro kt- s eo< 1250)C ts P - 116) -10 t.f3 ct Cr ((s(4 / 4 3 . C t_ 'Title Block Line 1 You can change this area using the 'Settings° menu tiem and then using the Printing & Title Block' selection. Title Block Line 6 [Wood Beam Lid # . KW- 06006533, -, Description : Material Properties Analysis Method : Allowable Stress Design Title Engineer, Project Desc.: Alex u Woad Species : Southern Pine Wood Grade : No.2: 2" - 4" Thick • 5" -6" Wide Beam Bracing : Completely Unbraced Fb- Tension 1250 psi Fb - Compr 1250 psi Fc - PM 1600 psi Fc - Perp 56:3 psi Fv 175 psi Ft 725 psi Density r3 Calculations per NDS 2005, ASCE 7 -05 E: Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx S80ksi L(0.05) 3n 44pc Applied Loads Uniform Load L - 0i 190 Tributary W dt!M 10 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 2x6 Span = 10.670 ft :1 2x6 1,129 66 psi 1,183.73psi +04-1_,+1 :i :3Sft Span a 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs i) 441 in Ratio = 0.000 in Ratio = 0 <240 0 442 in Ratio = v 000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +D+LL+Ii Cd C FN 1.000 Length = 10.670 ft 1 0.954 0.255 1.000 1.000 +0+0.750Lr+0.750L+H 1.000 Length =10.670 ft 1 0.715 0.191 1.000 1.000 +0+0.750L+0.7508+H 1.000 Length = 10.670 ft 1 0.715 0.191 1.000 1.000 +D+ 0.750Lr+0.750L+0.750W+H 1.000 Length = 10.670 ft 1 0.715 0.191 1.000 1.000 +D+0.750L+0.750S+0.750W+H 1.000 Length =10.670 ft 1 0.715 0.191 1.000 1.000 +0+ 0.750Lr+0.750L+0.5250E+H 1.400 Length = 10.670 ft 1 0.715 0.191 1.000 1.000 +0+0.750L+0.750S+0.5250E+1-I 1.000 Length = 10.670 ft 1 0.715 0.191 1.000 1.000 Cr 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Cm Ct C1 1.000 1.000 0.947 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 t000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.947 0.947 0.947 0.947 0.947 0.947 0.947 0.947 0.947 0.947 0.947 0.947 0.947 Moment Values M fb 0.71 1,129.08 0.53 846.81 0.53 846.81 0.53 846.81 0.53 846.81 0.53 846.81 0.53 846.81 :1 2x6 44 62 psi 17500 psi fi ,,h; ft Shear Values Fb V fv Fv 0.00 0.00 0.00 0.00 1183,73 0.25 44.62 175.00 0.00 0.00 0.00 0.00 1183.73 0.18 33.47 175.00 0.00 0.00 0.00 0.00 1183.73 0.18 33.47 175.00 0.00 0.00 0.00 0.00 1183.73 0.18 33.47 175.00 0.00 0.00 0.00 0.00 1183.73 0.18 33.47 175.00 0.00 0.00 0.00 0,00 1183.73 .0.18 33.47 175.00 0.00 0.00 0.00 0.00 1183.73 0.18 33.47 175.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title BlOck' selection. Title Block Line 6 Wood Beam - 0600-$533 Description : vvt )(I) = F. <A L N zAn Title Engineer r i t OC E Project Desc.: A { � x tt Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "= Defl Location in Span Load Combination D+L 1 _.. 0.4417 5.388. Job # 24 Max. • +° Dell Location In Span 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 0.87 -- 0167 L Only 0.267 0.267 D+L 0.267 0.267 Title Block Line 1 You can change this area using the 'Settings' menu Item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic # KW_ 06006533 Description : -WOOD TOP RAILING 2X6 Material Properties Analysis Method : Allowable Stress Design Title : Engineer: Project Desc.: A.itx E Wood Species : Southern Pine Wood Grade : No.2: 2" - 4" Thick : 5 " -6" Wide Beam Bracing : Completely Unbraced Fb - Tension Fb - Comic Fc - Prtl Fc - Perp Fv Ft L(0.2) Job # 2s Minted: 11 SEP 2012. 3:30PM Calculations per NOS 2005, ASCE 7 -05 1250 psi E: Modulus of Elasticity 1250 psi Ebend- xx 1600 ksi 1600 psi Eminbend - xx 580 ksi 565 psi 175 psi 725 psi Density 35.44pcf Applied Loads Point Load : L = 0.20 k A 5.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 20 Span =10.670 ft Service loads entered. Load Factors will be applied for calculations. :1 2x6 845.75 psi 1,183.73 psi +D+L+H 5.335ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.265 in Ratio = 0.000 in Ratio = 0 <240 0.265 in Ratio = 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations :1 2x6 18.20 psi 175.00 psi +D +L +H 0.000ft Span # 1 Load Combination Max Stress Rake Segment Length Span # M V C d +{i4L+H Length = 10.670 ft 1 0.714 0.104 1.000 4040.750Lr40.750L4+1 Length =10.670 ft 1 0.536 0.078 1.000 +13+0.750L40.750S+H Length =10.670 ft 1 0.536 0.078 1.000 +1340.750Lr40.7501_40.750W4ii Length = 10.670 ft 1 0.536 0.078 1.000 +0+0.750 L+0.750 S+0.750 W+H Length =10.670 ft 1 0.536 0.078 +040.750Lr40.750L40.5250E43 Length = 10.670 ft 1 0.536 0.078 4040.750L40.7508+0.5250E41 Length =10.670 ft 1 0.536 0.078 1.000 1.000 1.000 C FN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Moment Values C r Cm Ct CL M fb Fb 0.00 1.000 1.000 1.000 0.947 0.53 845.75 1183.73 1.000 1.000 1.000 0.947 0.00 1.000 1.000 1.000 0.947 0.40 634.31 1183.73 1.000 1.000 1.000 0.947 0.00 1.000 1.000 1.000 0.947 0.40 634.31 1183.73 1.000 1.000 1.000 0.947 0.00 1.000 1.000 1.000 0.947 0.40 634.31 1183.73 1.000 1.000 1.000 0.947 0.00 1.000 1.000 1.000 0.947 0.40 634.31 1183.73 1.000 1.000 1.000 0.947 0.00 1.000 1.000 1.000 0.947 0.40 634.31 1183.73 1.000 1.000 1.000 0.947 0.00 1.000 1.000 1.000 0.947 0.40 634.31 1183.73 Shear Values V fv Fv 0.00 0.00 0.00 0.10 18.20 175.00 0.00 0.00 0.00 0.08 13.65 175.00 0.00 0.00 0.00 0.08 13.65 175.00 0.00 0.00 0.00 0.08 13.65 175.00 0.00 0.00 0.00 0.08 13.65 175.00 0.00 0.00 0.00 0.08 13.65 175.00 0.00 0.00 0.00 0.08 13.65 175.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block° selection. Title Block Line 6 Wood Beam Lic # :, KW= 06006533, Ties Job # En 4 UC Proj �.: Description : -WOOD TOP RAILING 2X6 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ° Deft Location in Span Load Combination ra Printed: i 1 SEP 2012 3.30PM Max. "* Deft Location in Span D+L 1 0.2648 5.335 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overaia MAXimum 0.100 0.100 L Only 0.100 0.100 D+L 0.100 0.100 Support notation : Far left ki #1 0.0000 0.000 Valdes In KIPS Wood Beam Calculations Project ALEX HOUSE PG41�6 Structural 2 Southern Pine 2x4 Fb =1500 2x6 Fb =1250 2x8 Fb= 1200 2x10 =1050 2x12 Fb=975 psi CMv =.97 CMc=.8 CMe =.9 If Fb >1150 CMb =.85, if not CMb=1 J t # of Wood Beams No := Beam Depth d := 7 inch Beam Width b := 13 inch Beam Lenght Lo := 10.67 feet Acting load wdl := 50 plf Design value (bending) Fb := 1250 psi Design value (shear) Fv := 175 psi Deformation Modulus E := 1400000 Additional Load adload := 0 2 Mdl := wd1.12. Lo Vdl := wdl. I=o 8 2 Mdl = 8.539 x 103 Vdl = 266.75 Load Duration Factor Wet Service Factor (Fb) Wet Service Factor (Fv) Wet Service Factor (Fc) Wet Service Factor (E) Temperature Factor Beam Stability Factor Size Factor Volume Factor Fiat Use Factor Incising Factor Repetitive Member Factor Curvature Factor Form Factor Shear Stress Factor Buckling Stiffness Factor Bearing Area Factor S:= [6Check required Section Modulus (Bending) :1421 No S = 12.25 inch 6 Fbr := Fb•CD• CMb •Ct•CL•CF- CV•Cfu•Ci•Cr•Cc•Cfo Fbr = 1.5 x 103 psi Mdl S Check required Section (Shear), A := b•d•No A = 10.5 inch2 fb = 697.034 psi fb <= Fbr Section Q.K. CD := 1.0',f CMb. -1 CMv := 1 CMc := 1 CMe := 1 Ct:= 1 CL := 1 CF := 1.2 CV := 1 Cfu := 1 Ci := 1 Cr := 1 Cc := 1 Cfo := 1 CH := 1 CT := 1 Cb:= 1 Fvr := Fv- CD•CMvCt•Ci•CH Fvr = 175 psi fv (1.5 Vdl) fv = 38.107 psi fv <= Fvr Section O.K. A Check Deformation Er := E•CMe•Ct•Ci -CT Er = 1.4 x 106 I := bd3 ) No 12 [5.\ 121) [(Lo- 12)41 Delta (384•Er•I) I =42.875 4 inch Deltall := Lo• 12 Deltall = 0.356 inch 360 Delta = 0243 Delta <= Deltall Section O.K. 24 Wood Beam Calculations Project ALEX HOUSE lop tm GO Ct Structural 2 Southern Pine 2x4 Fb =1500 2x6 Fb =1250 2x8 Fb =1200 2x10 =1050 2x12 Fb =975 psi CMv =.97 CMe =.9 If Fb >1150 CMb =.85, if not CMb =1 # of Wood Beams No := 1 Beam Depth d := 5.5 inch Beam Width b := 7 inch Beam Lenght Lo := 10.67 feet Acting load wdl := 50 plf Design value (bending) Fb := 1250 psi Design value (shear) Fv := 175 psi Deformation Modulus E := 1400000 Additional Load adload := 0 2 Mdl := wd1.12.— Vdl := wdl• Lo 8 2 Mdl = 8.539 x 103 Vdl = 266.75 s := [(13.d21 No 6 Load Duration Factor Wet Service Factor (Fb) Wet Service Factor (Fv) Wet Service Factor (Fc) Wet Service Factor (E) Temperature Factor Beam Stability Factor Size Factor Volume Factor Fiat Use Factor Incising Factor Repetitive Member Factor Curvature Factor Form Factor Shear Stress Factor Buckling Stiffness Factor Bearing Area Factor Check required Section Modulus (Bending) S = 35.292 inch Fbr = Fb•CD•CMb •Ct•CL•CF•CV•Cfu•Ci•Cr•Cc•Cfo Fbr = 1.5 x 103 psi Mdl S Check required Section (Shear) A := b•d•No A = 38.5 inch2 Fvr := FvCD•CMv•Ct•Ci•CH Fvr = 175 psi fv (1.5•Vd1) A Check Deformation Er := E•CMe•Ct•Ci•CT fb = 241.946 psi fb <= Fbr Section O.K. CD := 1.0 CMb := 1 CMv := 1 Z' CMc := 1 CMe := 1 Ct:= 1 CL := 1 CF := 1.2 CV := 1 Cfu := 1 Ci:= 1 Cr := 1 Cc: 1 Cfo := 1 CH := 1 CT := 1 Cb := 1 fv = 10.393 psi fv <= Fvr Section O.K. 3 I := [(b-d)1 No I = 97.052 12 [5{.!.) 1 [(Lo .12)5 Delta : (384•Er•1) Er= 1.4x 106 4 inch Deltall := Lo 12 Deltall = 0.356 inch 360 Delta = 0.107 Delta <= Deltall Section O.K. (o,4- os Fat / °. cam- eJ wood , vS /iA‘, f K /r 0-rbe FC. ) °. /, . Or acv ' tie PA-j : J eV /ors /2 ,)feriethc /e rG /5 ace tAti So, 6( 2 "iv; e fraie es-r‘ s, S 153/ S p f C41-7 (7) 05) rr pc > Viso Wood Beam Calculations Project Alex house . Structural 2 Southern Pine 2x4 Fb =1500 2x6 Fb =1250 2x8 Fb= 1200 2x10= 1050 2x12 Fb =975 CMv =.97 CM�.8 CMe =.9 if Fb >1150 CMb =.85, if not CM b=1 # of Wood Beams No := 1 Beam Depth d := 1.5 inch Beam Width b := 1.5 inch Beam Lenght Lo := 2.42 fret Acting Toad wd1 := 137 plf Design value (bending) Fb := 1700 psi Design value (shear) Fv := 175 Deformation Modulus E := 1700000 Additional Load adload := 0 2 Md1 := wd1.12- I o 8 Mdl = 1.203 x 103 Vdl := wdl. Lo 2 Vd1= 165.77 Load Duration Factor Wet Service Factor (Fb) Wet Service Factor (Fv) Wet Service Factor (Fc) Wet Service Factor (E) Temperature Factor Beam Stability Factor Size Factor Volume Factor Fiat Use Factor Incising Factor Repetitive Member Factor Curvature Factor Form Factor Shear Stress Factor Buckling Stiffness Factor Bearing Area Factor Check required Section Modulus (Bending) (b-�) No S = 0.563 inch 6 Fbr := Fb• CD- CMb- Ct.CL•CF- CV.Cfu- Ci.Cr- Cc•Cfo Fbr = 2.167 x 103 psi := Md1 fb S Check required Section (Shear) A;= b -d -•o A = 2.25 inch2 Fvr := Fv CD- CMv.Ct -Ci -CH (1.5. Vdl) h= A Check Deformation Fvr = 175 psi fb =2.14x 103 psi fb <= Fbr Section O.K. CD:= 1.0 CMb :_ .85 CMv := 1 CMc := 1 CMe := 1 Ct:= 1 CL := 1 CF:= 1.5 CV := 1 Cfu:= 1 Ci:= 1 Cr := 1 Cc := 1 Cfo := 1 CH := 1 CT := 1 Cb := 1 fv = 110.513 psi fv <= Fvr Section O.K. Er := E- CMe- Ct -Ci -CT 3 I := [(b-d)1 No I= 0.422 inch4 12 [5{!4) [(Lc- 12)4_ Delta := — (384-Bpi) Er= 13 x 106 Deltall = Lo 12 Deltall = 0.161 inch 180 Delta = 0.147 Delta <= Deltall Section O.K. Co nneleL>r) wood Fos/ Pa) f 0 2Cv� Ids 44-7 Orkt' /tcu • air. Ce..6v».5 he fin (Zefti,'/ 4 /ex Howe 5/ r sistrAof i /2 5 heat. 7%0'4-- ifs f'Z n cies,ev) &vac /eP .007,7-760,6 //a " /+ (d4( Se6= a.Z . ‘7G?% t.6.0.%,, ) fj/ f•e e • 06.9e) ' . S/ -i 6 /e r s l? eai Tad. tu-LIA = a5o 165. ilel'Ju stne+9e) t G{G, Clekt5>7 0/ = .2 7c Coo )( C.-r) ,c C_f N.c Cc:t c CO' ► / / / so cis 7- ; /7-,5 lhS 05 4' Rcp3 _ , 52 _ 1 /2'( b/i4- Sc L . ' c- -)S . peoefrc-h - 103 sc,rcvs- pm ro gel 4 (A) .4, 2 1/1 ti14 l-146 J(ti& 3 w 've'y1/f 'le) brine] O.,� 7 _ r< . Toed- ALE-x etc( AIL( L) ‘IFP ,2-00 Conrtec,+6 .belvderr‘ boiu-kr cooed meinbee hn73Tii3oi • r15rnbef Xect Toorn D tru, 01141 F11-4..!ry) woe, &!ki 0 fot ?PR (co 9 Mo /76t 1,6 Woof) 145 A-1) C-)TrOtrI TA(' 10 c°•• ---- 10A ss k10 LOocid POT En444100 5 ond !Do Oc 6K L:3-e Wer CeD (DooD Nto unb nna Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 188003 Permit Number: EL -8 -12 -1447 Scheduled Inspection Date: March 26, 2013 Inspector: Devaney, Michael Owner: BONET, ALEJANDRO AND ELLEN Job Address: 1361 NE 104 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Alteration Phone Number (305)545 -4964 Parcel Number 1122320320020 Building Department Comments RELOCATING EXISTING ELECTRIC Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments March 25, 2013 For Inspections please call: (305)762 -4949 Page 16 of 19 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: Electrical fP JOB ADDRESS: 1 34.. 1 c= 104 +re City: Miami Shores County: Folio/Parcel# /"/ 3Q °C�3 — Is the Building Historically Designated: Yes NO Flood Zone: FBC 20 [. Permit No. E 1��2 - 7 Master Permit No.DC'1712 °- 1 Li `-qO Miami Dade Zip: 33158 OWNER: Name (Fee Simple Titleholder): A anctrip $ L( BCDref Phone#: r e.0 ®°1- it:DCY-1 Address: 131x71 'JE d Qy e City: f1/4-4 i c VYi.1 51'uL) State: Zip: 3 3 13 Tenant/Lessee Name: VJ%A Phone#: • Email: J D ck5� k 4-des nYi • ids CONTRACTOR: Company Name: r i rr— Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: Contact Phone#: Email Address: DESIGNER: Architect/Engineer:h�� Phone #: 305. to .CM °- °7 Value of Work for this Permit: $ • Square/Linear Footage of Work: 400 se/ 47- Type of Work: DAddress DAlteration ONew Description of Work: 12 e t ®e1 y � f 5 4-1 rTh C31 DRepair/Replace e (e c-7-ic -Q i ODemolition **** ****** ***** ***w*** **m*******a:** ****p **** ******* *+ x+x*,x******* **** * * *** * **** *** * ** Submittal Fee $--S2 r Permit Fee $ 1.4-41P e ' 4.7 CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ I0 • `' „Bpding Company's Name (if applicable) Bonding Company's Address Citx 2,. State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction: I understand tirat-m separate permit-rnust be secured for eT iCAL WORK PLUMBING,' SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.” Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agen Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day ofAV 2 , 20 )21-by P(� i i�, -illy of , 20 _, by who is personally known to me or who has produced �� who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: ,,,,•awn Sign: ■ 0 `` .:15 r:« : "'��i Sign: Print: .:.ecotres''• ��� Print: ? 0310612018 •' My Commission Expires: ; �Q� AR� MAC _ My Commission Expires: Commission * •: cP . EE1i30S9 * ***x�+x ********�xa�+x�xx�x�� * CP... / *ELi x,ra. �x�x�:******** �x�x* �x�x+ x�x�x�x�x+ x*****+ x*************** �x�x�x *�x�x+xa��x�x�x�x�x *�x+s**** *** %..�Fy OF F� 0�•�• APPROVED BY �/ /11111 ›, �PP1aans Examiner Zoning Structural Review Clerk (Revised 3 /12/20]2)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) spBeam v3.11 a StructurePoint 12 -12 -2012, 04:58:15 PM 15 day trial license. Expires: Never. Locking Code: 4- 25B14. User: IC, IC \ \ST -017PC \Users\ Public \Documents \0 - Jobs \0 - Projects\ - -.a - ' -'.4 4 Wind 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 EQ 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /A11 1.11 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Odd 1.25 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even -0.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /51 1.17 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S2 1.03 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S3 -0.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 0.07 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S5 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 01 1.29 0.00 0.00 0.00 0.00 0.00 0.00 U2 /A1l 2.87 0.00 0.00 0.00 0.00 0.00 0.00 172 /0dd 3.10 0.00 0.00 0.00 0.00 0.00 0.00 02 /Even 0.88 0.00 0.00 0.00 0.00 0.00 0.00 02 /81 2.98 0.00 0.00 0.00 0.00 0.00 0.00 02 /52 2.76 0.00 0.00 0.00 0.00 0.00 0.00 U2/83 1.00 0.00 0.00 0.00 0.00 0.00 0.00 02 /54 1.22 0.00 0.00 0.00 0.00 0.00 0.00 U2/S5 1.10 0.00 0.00 0.00 0.00 0.00 0.00 U3/A11 2.21 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Odd 2.35 0.00 0.00 0.00 0.00 0.00 0.00 03 /Even 0.96 0.00 0.00 0.00 0.00 0.00 0.00 03 /31. 2.28 0,00 0.00 0.00 0.00 0.00 0.00 03 /S2 2.14 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S3 1.04 0.00 0.00 0.00 0.00 0.00 0.00 03 /34 1.18 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S5 1.10 0.00 0.00 0.00 0.00 0.00 0.00 04 /Ail 2.21 0.00 0.00 0.00 0.00 0.00 0.00 04 /0dd 2.35 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Even 0.96 0.00 0,00 0.00 0.00 0.00 0.00 04/51 2.28 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S2 2.14 0.00 0.00 0.00 0.00 0.00 0.00 04 /S3 1.04 0.00 0.00 0.00 0.00 0.00 0.00 04/54 1.18 0.00 0,00 0.00 0.00 0.00 0.00 04 /55 1.10 0.00 0.00 0.00 0.00 0.00 0.00 U5 0.83 0.00 0.00 0.00 0.00 0.00 0.00 06 0.83 0.00 0.00 0.00 0.00 0.00 0.00 07 /All 2.21 0.00 0.00 0.00 0.00 0.00 0.00 U7 /0dd 2.35 0.00 0.00 0.00 0.00 0.00 0.00 07 /Even 0.96 0.00 0.00 0.00 0.00 0.00 0.00 07/S1 2.28 0.00 0.00 0.00 0.00 0.00 0.00 U7/82 2.14 0.00 0.00 0.00 0.00 0.00 0.00 07 /33 1.04 0.00 0.00 0.00 0.00 0.00 0.00 07 /S4 1.18 0.00 0.00 0.00 0.00 0.00 0.00 157 /S5 1.10 0.00 0.00 0.00 0.00 0.00 0.00 08 /Ail 2.21 0.00 0.00 0.00 0.00 0.00 0.00 08 /0dd 2.35 0.00 0.00 0.00 0.00 0.00 0.00 U8 /Even 0.96 0.00 0.00 0.00 0.00 0.00 0.00 08 /S1 2.28 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S2 2.14 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S3 1.04 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S4 1.18 0.00 0.00 0.00 0.00 0.00 0.00 08/S5 1.10 0.00 0.00 0.00 0.00 0.00 0.00 II9 0.83 0.00 0.00 0.00 0.00 0.00 0.00 U10 0.83 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 1.18 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 1.18 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /All 2.82 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /odd 1.29 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even 1.53 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S1 1.75 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S2 3.26 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /53 1.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 -0.44 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /35 0.02 0.00 0.00 0.00 0.00 -0.00 -0.00 01 3.29 0.00 0.00 0.00 0.00 0.00 0.00 02 /All 7.34 0.00 0.00 0.00 0.00 0.00 0.00 02 /Odd 4.89 0.00 0.00 0.00 0.00 0.00 0.00 U2 /Even 5.27 0.00 0.00 0.00 0.00 0.00 0.00 02 /81 5.62 0.00 0.00 0.00 0.00 0.00 0.00 U2 /S2 8.04 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 4.52 0.00 0.00 0.00 0.00 0.00 0.00 02/54 2.12 0.00 0.00 0.00 0.00 0.00 0.00 02/S5 2.85 0.00 0.00 0.00 0.00 0.00 0.00 03 /All 5.64 0.00 0.00 0.00 0.00 0.00 0.00 03 /0dd 4.11 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Even 4.35 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S1 4.57 0.00 0.00 0.00 0.00 0.00 0.00 03/52 6.08 0.00 0.00 0.00 0.00 0.00 0.00 03/S3 3.88 0.00 0.00 0.00 0.00 0.00 0.00 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never, Locking Code: 4- 25314. User: IC, IC \ \ST -01* PC\ Users \Public \Documents \0 - Jobs \O - Projects \i U3/34 2.38 0.00 0.00 0.00 0.00 0.00 U3 /35 2.84 0.00 0.00 0.00 0.00 0.00 U4 /A11 5.64 0.00 0.00 0.00 0.00 0.00 U4 /Odd 4.11 0.00 0.00 0.00 0.00 0.00 U4 /Even 4.35 0.00 0.00 0.00 0.00 0.00 114 /51 4.57 0.00 0.00 0.00 0.00 0.00 04/S2 6.08 0.00 0.00 0.00 0.00 0.00 U4/S3 3.88 0.00 0.00 0.00 0.00 0.00 04/S4 2.38 0.00 0.00 0.00 0.00 0.00 U4/35 2.84 0.00 0.00 0.00 0.00 0.00 05 2.12 0.00 0.00 0.00 0,00 0.00 U6 2.12 0.00 0.00 0.00 0.00 0.00 07 /All 5.64 0.00 0.00 0.00 0.00 0.00 U7 /Odd 4.11 0.00 0.00 0.00 0.00 0.00 U7 /Even 4.35 0.00 0.00 0.00 0.00 0.00 U7 /31 4.57 0.00 0.00 0.00 0.00 0.00 07/S2 6.08 0.00 0.00 0.00 0.00 0.00 U7/83 3.88 0.00 0.00 0.00 0.00 0.00 07/54 2.38 0.00 0.00 0.00 0.00 0.00 U7/85 2.84 0.00 0.00 0.00 0.00 0.00 U8 /A11 5.64 0.00 0.00 0.00 0.00 0.00 08 /0dd 4.11 0.00 0.00 0.00 0.00 0.00 U8 /Even 4.35 0.00 0.00 0.00 0.00 0.00 08/S1 4.57 0.00 0.00 0.00 0.00 0.00 08/S2 6.08 0.00 0.00 0.00 0.00 0.00 U8 /S3 3.88 0.00 0.00 0.00 0.00 0.00 08/34 2.38 0.00 0.00 0.00 0.00 0.00 U8/35 2.84 0.00 0.00 0.00 0.00 0.00 U9 2.12 0.00 0.00 0.00 0.00 0.00 010 2.12 0.00 0.00 0.00 0.00 0.00 3 SELF 1.42 0.00 0.00 0.00 0.00 -0.00 Dead 1.42 0.00 0.00 0.00 0.00 -0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 Live /All 3.41 0.00 0.00 0.00 0.00 -0.00 Live /Odd 1.99 0.00 0.00 0.00 0.00 -0.00 Live /Even 1.42 0.00 0.00 0.00 0.00 -0.00 Live /S1 -0.26 0.00 0.00 0.00 0.00 -0.00 Live /S2 1.21 0.00 0.00 0.00 0.00 -0.00 Live /33 3.71 0.00 0.00 0.00 0.00 -0.00 Live /S4 2.20 0.00 0.00 0.00 0.00 -0.00 Live /S5 -0.05 0.00 0.00 0.00 0.00 -0.00 01 3.98 0.00 0.00 0.00 0.00 0.00 U2 /All 8.86 0.00 0.00 0.00 0.00 0.00 U2 /Odd 6.59 0.00 0.00 0.00 0.00 0.00 U2 /Even 5.68 0.00 0.00 0.00 0.00 0.00 U2 /S1 3.00 0.00 0.00 0.00 0.00 0.00 02 /82 5.34 0.00 0.00 0.00 0.00 0.00 02 /33 9.35 0.00 0.00 0.00 0.00 0.00 02 /34 6.93 0.00 0.00 0.00 0.00 0.00 02/35 3.33 0.00 0.00 0.00 0.00 0.00 03 /A11 6.82 0.00 0.00 0.00 0.00 0.00 173 /0dd 5.40 0.00 0.00 0.00 0.00 0.00 03 /Even 4.83 0.00 0.00 0.00 0.00 0.00 03 /S1 3.15 0.00 0.00 0.00 0.00 0.00 03/52 4.62 0.00 0.00 0.00 0.00 0.00 03 /33 7.12 0.00 0.00 0.00 0.00 0.00 03/S4 5.61 0.00 0.00 0.00 0.00 0.00 03 /S5 3.36 0.00 0.00 0.00 0.00 0.00 04/All 6.82 0.00 0.00 0.00 0.00 0.00 04 /Odd 5.40 0.00 0.00 0.00 0.00 0.00 04 /Even 4.83 0.00 0.00 0.00 0.00 0.00 04 /31 3.15 0.00 0.00 0.00 0.00 0.00 U4/32 4.62 0.00 0.00 0.00 0.00 0.00 04/53 7.12 0.00 0.00 0.00 0.00 0.00 U4 /S4 5.61 0.00 0.00 0.00 0.00 0.00 174 /35 3,36 0.00 0.00 0.00 0.00 0.00 U5 2.56 0.00 0.00 0.00 0.00 0.00 U6 2.56 0.00 0.00 0.00 0.00 0.00 07 /All 6.82 0.00 0.00 0.00 0.00 0.00 II7 /Odd 5.40 0.00 0.00 0.00 0.00 0.00 07 /Even 4.83 0.00 0.00 0.00 0.00 0.00 07 /31 3.15 0.00 0.00 0.00 0.00 0.00 07/S2 4.62 0.00 0.00 0.00 0.00 0.00 U7 /S3 7.12 0.00 0.00 0.00 0.00 0.00 U7 /S4 5.61 0.00 0.00 0.00 0.00 0.00 U7/35 3.36 0.00 0.00 0.00 0.00 0.00 II8 /A11 6.82 0.00 0.00 0.00 0.00 0.00 08 /0dd 5.40 0.00 0.00 0.00 0.00 0.00 U8 /Even 4.83 0.00 0.00 0.00 0.00 0.00 II8 /31 3.15 0.00 0.00 0.00 0.00 0.00 08 /32 4.62 0.00 0.00 0.00 0.00 0.00 08/S3 7.12 0.00 0.00 0.00 0.00 0.00 12 -12 -2012, 04:58:15 PM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 spBeam v3.11 ® StructurePoint 15 day trial license. Expires: Never. Locking Code: 4- 25B14. User: IC, IC \ \ST -01 -PC \Users\ Public \Documents \0 - Jobs \0- Projects'4 U8/34 5.61 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S5 3.36 0.00 0.00 0.00 0.00 0.00 0.00 II9 2.56 0.00 0.00 0.00 0.00 0.00 0.00 U10 2.56 0.00 0.00 0.00 0.00 0.00 0.00 4 SELF 1.40 0.00 0.00 0,00 0.00 -0.00 -0.00 Dead 1.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /All 3.37 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Odd 2.70 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even 0.67 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S1 0.07 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S2 -0.13 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S3 2.44 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 3.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S5 0.86 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 3.93 0.00 0.00 0.00 0.00 0.00 0.00 02 /A1l 8.75 0.00 0.00 0.00 0.00 0.00 0.00 U2 /0dd 7.69 0.00 0.00 0.00 0.00 0.00 0.00 U2 /Even 4.43 0.00 0.00 0.00 0.00 0.00 0.00 U2/31 3.47 0.00 0.00 0.00 0.00 0.00 0.00 U2 /32 3.15 0.00 0.00 0.00 0.00 0.00 0.00 U2 /S3 7.26 0.00 0.00 0.00 0.00 0.00 0.00 U2 /34 8.97 0.00 0.00 0.00 0.00 0.00 0.00 02 /35 4.75 0.00 0.00 0.00 0.00 0.00 0.00 U3/A11 6.73 0.00 0.00 0.00 0.00 0.00 0.00 03 /0dd 6.07 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Even 4.03 0.00 0.00 0.00 0.00 0.00 0.00 03 /31 3.43 0.00 0.00 0.00 0.00 0.00 0.00 U3/32 3.23 0.00 0.00 0.00 0.00 0.00 0.00 03/33 5.80 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S4 6.87 0.00 0.00 0.00 0.00 0.00 0.00 03/35 4.23 0.00 0.00 0.00 0.00 0.00 0.00 04 /A11 6.73 0.00 0.00 0.00 0.00 0.00 0.00 U4 /0dd 6.07 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 4.03 0.00 0.00 0.00 0.00 0.00 0.00 U4/31 3.43 0.00 0.00 0.00 0.00 0.00 0.00 U4/32 3.23 0.00 0.00 0.00 0.00 0.00 0.00 U4/33 5.80 0.00 0.00 0.00 0.00 0.00 0.00 U4/S4 6.87 0.00 0.00 0.00 0.00 0.00 0.00 U4 /35 4.23 0.00 0.00 0.00 0.00 0.00 0.00 U5 2.52 0.00 0.00 0.00 0.00 0.00 0.00 U6 2.52 0.00 0.00 0.00 0.00 0.00 0.00 U7 /A11 6.73 0.00 0.00 0.00 0.00 0.00 0.00 07 /0dd 6.07 0.00 0.00 0.00 0.00 0.00 0.00 07 /Even 4.03 0.00 0.00 0.00 0.00 0.00 0.00 U7 /S1 3.43 0.00 0.00 0.00 0.00 0.00 0.00 07/S2 3.23 0.00 0.00 0.00 0.00 0.00 0.00 07/33 5.80 0.00 0.00 0.00 0.00 0.00 0.00 U7/34 6.87 0.00 0.00 0.00 0.00 0.00 0.00 07/35 4.23 0.00 0.00 0.00 0.00 0.00 0.00 08 /A11 6.73 0.00 0.00 0.00 0.00 0.00 0.00 08 /Odd 6.07 0.00 0.00 0.00 0.00 0.00 0.00 08 /Even 4.03 0.00 0.00 0.00 0.00 0.00 0.00 U8 /31 3.43 0.00 0.00 0.00 0.00 0.00 0.00 08/S2 3.23 0.00 0.00 0.00 0.00 0.00 0.00 U8/33 5.80 0.00 0.00 0.00 0.00 0.00 0.00 U8 /34 6.87 0.00 0.00 0.00 0.00 0.00 0.00 08/S5 4.23 0.00 0.00 0.00 0.00 0.00 0.00 II9 2.52 0.00 0.00 0.00 0.00 0.00 0.00 U10 2.52 0.00 0.00 0.00 0.00 0.00 0.00 5 SELF 0.04 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.04 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /All 0.10 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Odd -0.69 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even 0.79 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S1 -0.03 0.00 0.00 0.00 0.00 -0.00 -0.00 Line /52 0.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S3 -0.58 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 0.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S5 0.71 0.00 0.00 0.00 0.00 -0.00 -0.00 01 0.11 0.00 0.00 0.00 0.00 0.00 0.00 U2 /A11 0.26 0.00 0.00 0.00 0.00 0.00 0.00 02 /0dd -1.00 0.00 0.00 0.00 0.00 0.00 0.00 02 /Even 1.36 0.00 0.00 0.00 0.00 0.00 0.00 02/91 0.06 0.00 0.00 0.00 0.00 0.00 0.00 02/32 0.18 0.00 0.00 0.00 0.00 0.00 0.00 02/33 -0.84 0.00 0.00 0.00 0.00 0.00 0.00 U2/34 0.17 0.00 0.00 0.00 0.00 0.00 0.00 12 -12 -2012, 04:58:15 PM spBeam v3.11 m StructurePoint 15 day trial license. Expires: Never. Locking Code: 4- 25B14. User: IC, IC \ \ST -01 -PC \Users \Public\ Documents \0 - ,Yobs \0 - Projects \Mike - ^' 12 -12 -2012, 04:58:15 PM Page 7 U2 /85 1.23 0.00 0.00 0.00 0.00 0.00 0.00 U3 /A11 0.20 0.00 0.00 0.00 0.00 0.00 0.00 U3 /odd -0.59 0.00 0.00 0.00 0.00 0.00 0.00 03 /Even 0.89 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S1 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S2 0.15 0.00 0.00 0.00 0.00 0.00 0.00 03 /83 -0.49 0.00 0.00 0.00 0.00 0.00 0.00 03 /84 0.14 0.00 0.00 0.00 0.00 0.00 0.00 U3 /85 0.81 0.00 0.00 0.00 0.00 0.00 0.00 U4 /A11 0.20 0.00 0.00 0.00 0.00 0.00 0.00 04 /0dd -0.59 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 0.89 0.00 0.00 0.00 0.00 0.00 0.00 04 /81 0.07 0.00 0.00 0.00 0.00 0.00 0.00 114 /S2 0.15 0.00 0.00 0.00 0.00 0.00 0.00 04/53 -0.49 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S4 0.14 0.00 0.00 0.00 0.00 0.00 0.00 04 /85 0.81 0.00 0.00 0.00 0.00 0.00 0.00 U5 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U6 0.07 0.00 0.00 0.00 0.00 0.00 0.00 07 /All 0.20 0.00 0.00 0.00 0.00 0.00 0.00 U7 /0dd -0.59 0.00 0.00 0.00 0.00 0.00 0.00 07 /Even 0.89 0.00 0.00 0.00 0.00 0.00 0.00 07 /81 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U7/82 0.15 0.00 0.00 0.00 0.00 0.00 0.00 07 /33 -0.49 0.00 0.00 0.00 0.00 0.00 0.00 07/S4 0.14 0.00 0.00 0.00 0.00 0.00 0.00 07 /85 0.81 0.00 0.00 0.00 0.00 0.00 0.00 08 /All 0.20 0.00 0.00 0.00 0.00 0.00 0.00 U8 /Odd -0.59 0.00 0.00 0.00 0.00 0.00 0.00 U8 /Even 0.89 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S1 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U8/82 0.15 0.00 0.00 0.00 0.00 0.00 0.00 08 /83 -0.49 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S4 0.14 0.00 0.00 0.00 0.00 0.00 0.00 U8/35 0.81 0.00 0.00 0.00 0.00 0.00 0.00 U9 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U10 0.07 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 4.50 0.00 0.00 0.00 0.00 0.00 0.00 Dead 4.50 0.00 0.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live /All 10.80 0.00 0.00 0.00 0.00 0.00 0.00 Live /Odd 6.54 0.00 0.00 0.00 0.00 0.00 0.00 Live /Even 4.26 0.00 0.00 0.00 0.00 0.00 0.00 Live /51 2.70 0.00 0.00 0.00 0.00 0.00 0.00 Live /S2 5.42 0.00 0.00 0.00 0.00 0.00 0.00 Live /S3 6.56 0.00 0.00 0.00 0.00 0.00 0.00 Line /54 5.38 0.00 0.00 0.00 0.00 0.00 0.00 Live /S5 1.54 0.00 0.00 0.00 0.00 0.00 0.00 01 12.60 0.00 0.00 0.00 0.00 0.00 0.00 U2 /A11 28.08 0.00 0.00 0.00 0.00 0.00 0.00 02 /0dd 21.26 0.00 0.00 0.00 0.00 0.00 0.00 U2 /Even 17.62 0.00 0.00 0.00 0.00 0.00 0.00 02 /81 15.12 0.00 0.00 0.00 0.00 0.00 0.00 02 /82 19.47 0.00 0.00 0.00 0.00 0.00 0.00 02 /S3 21.29 0.00 0.00 0.00 0.00 0.00 0.00 02 /84 19.41 0.00 0.00 0.00 0.00 0.00 0.00 U2 /S5 13.27 0.00 0.00 0.00 0.00 0.00 0.00 U3 /A11 21.60 0.00 0.00 0.00 0.00 0.00 0.00 U3 /0dd 17.34 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Even 15.06 0.00 0.00 0.00 0.00 0.00 0.00 03 /81 13.50 0.00 0.00 0.00 0.00 0.00 0.00 U3/82 16.22 0.00 0.00 0.00 0.00 0.00 0.00 U3 /83 17.36 0.00 0.00 0.00 0.00 0.00 0.00 03/84 16.18 0.00 0.00 0.00 0.00 0.00 0.00 173 /85 12.34 0.00 0.00 0.00 0.00 0.00 0.00 U4 /A11 21.60 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Odd 17.34 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 15.06 0.00 0.00 0.00 0.00 0.00 0.00 U4/81 13.50 0.00 0.00 0.00 0.00 0.00 0.00 04 /82 16.22 0.00 0.00 0.00 0.00 0.00 0.00 04/53 17.36 0.00 0.00 0.00 0.00 0.00 0.00 04 /S4 16.18 0.00 0.00 0.00 0.00 0.00 0.00 U4/95 12.34 0.00 0.00 0.00 0.00 0.00 0.00 05 8.10 0.00 0.00 0.00 0.00 0.00 0.00 U6 8.10 0.00 0.00 0.00 0.00 0.00 0.00 U7 /A11 21.60 0.00 0.00 0.00 0.00 0.00 0.00 07 /0dd 17.34 0.00 0.00 0.00 0.00 0.00 0.00 U7 /Even 15.06 0.00 0.00 0.00 0.00 0.00 0.00 U7/81 13.50 0.00 0.00 0.00 0.00 0.00 0.00 U7 /S2 16.22 0.00 0.00 0.00 0.00 0.00 0.00 07 /83 17.36 0.00 0.00 0.00 0.00 0.00 0.00 07/S4 16.18 0.00 0.00 0.00 0.00 0.00 0.00 spBeam v3.11 0 StructurePoint 15 day trial license. Expires: Never. Locking Code: a- '1114. User- Tr \ST- 01 7PC\ Users \Public \Documents \0 - Jobs \0 - Projects Tf• 12 -12 -2012, 04:58:15 PM . .... Page 8 U7/S5 12.34 0.00 0.00 0.00 0.00 0.00 108 /A11 21.60 0.00 0.00 0.00 0.00 0.00 08 /0dd 17.34 0.00 0.00 0.00 0.00 0.00 U8 /Even 15.06 0.00 0.00 0.00 0.00 0.00 U8/S1 13.50 0.00 0.00 0.00 0.00 0.00 08/S2 16.22 0.00 0.00 0.00 0.00 0.00 08/S3 17.36 0.00 0.00 0.00 0.00 0.00 08/S4 16.18 0.00 0.00 0.00 0.00 0.00 U8/S5 12.34 0.00 0.00 0.00 0.00 0.00 09 8.10 0.00 0.00 0.00 0.00 0.00 010 8.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 insight design. STRUCTURAL CALCULATIONS (ADDITIONAL) FOR BONET RESIDENCE 1361 NE 104 ST MIAMI SHORES, FL. 33138 DECEMBER, 201-2 insight design, inc. 2930 Northeast 2 nd Court • Miami, Florida 33137 305 545 4964 • wvsnev insrohtdesion s • AR 92162. Fax 305 5454965 AA 0003130 • ID 0003964 I .43_4i!.i: c;aicifvo.Way 306..G3 .2311- 306:;:l.:32.4(-359 October 29th, 2012 igr Nvi 17"' Armam flerien 33:12 'S Re: :Deep Fornuiplion Tleceiqunentlation and Eval'unJoia Proposed Residential Home Addition 1361 NE 104th Street Miami Shores, FL USSE Project Number: 07-6199 Dear Sir/Madam: Representatives of U.S. South Engineering and Testing Lab., Inc. have performed geotecimical explorations for the above reference site. The purpose of these explorations is to obtain subsurface conditions in order to provide site preparations and foundation design recommendations to support future proposed one story residential structure. This report presents our findings and recommendations. Project Information, To explore the subsurface soil strata within proposed improvement sites, our personnel performed two (2) deep penetration boring tests to the depth of thirty (30') feet. Representatives of U.S. South Engineering and Testing Lab., Inc. observed present site conditions at the time during our field exploration. The existing ground surface elevations at the boring/test locations were not determined and we consider being at the elevation zero. Mere is a3 existing home sIrtietnre present' et this site. Subsurfice JE p1fn:tion/Ge;ura1 Sthswftce SUBSURFACE SOIL EXP&013.ATION The sub-surface conditions at the site were explored with two (2) deep penetration boring tests which the testing services took place on July 5th, 2007. The result of the classification and stratification arc shown on pages entitled Soil Deep Penetration Test Results in this report. It should be noted that soil conditions may vary between soil boring and the stratum interfaces which are shown. The soil deep penetration data reflects information from the specific test location only. Our personnel using paced and taped measurement from the boundary lines established the field test locations. The boring locations, as shown on the field exploration plan, were taken in the areas that were accessible and should be considered approximate. 1 1$ tin;3 Wy, . 3:10 Pho no: ..IY.5.6613.2688. Fax: '306352.4 669, Report of Dp roultdaties4rAeeemmandeflou Residential Home Additiou 1361 NE 1041" Street lvlituni Shores, Florida UWE Projeet Number: W/-6.199. NTRODUCTON This report presents the result of soil investigations performed for the proposed residential home addition located at 1361 NE 10' Street, Miami Shores, Florida. The sub-surface explorations were performed on July 54', 2007, in order to analyze the Soil conditions and bearing vain() for this Project. SCOPg OF SERVICES The scope of services for this project was the following: 1. Performed two (2) engineering deep penetration test results. 2. Report preparation including recommeedations. SUB:SURFACE CONDIngekIii The sub-surface conditions at the site were explored with two (2) deep penetration boring test. The result of the classification and stratification are shown on the page entitled Soil Deep Penetration Tests Results iu this report. It should be noted that soil conditions may vary between soil boring and the stratum interfaces which are shown. The soil boring data reflects information from the specific test location only. IMITATIONS The findings and recommendations provided in this report are based on our soil boring data and information collected from the test boring locations. Uniformity of soil strata in the immediate vicinity may be assumed, however, it is not guaranteed, and this office assumes no responsibility of areas other than those where the subsoil investigation was made and reported herein. Experienced geotechnical personnel should observe and document the construction procedures used and the conditions encountered. Unanticipated conditions and inadequate procedures should be reported to the design team along with timely recommendation to solve the problem. We recommend that the owner retain US. South Engineering and Testing Lab., Inc. to provide these services based upon our familiarity with the project, the subsurface conditions, and the intent of recommendations and design. The information presented in this report is intended for the exclusive use of Insight Design and /or their P,ssigned• U.S, South Engineering and 'resting Laboratory, Inc. will not be responsible for conclusions, opinions, or recommendations made by others based on data presented herein. if deviations from the noted conditions are encountered during remedial application, they should be brought to U.S. South Engineering and Testing Laboratoty, Inc.'s attention. 1 'IiuIl o :31.3 16:88 I ,t� i, 1. )31:1', ,:669. The penetration testing and soil sampling are accomplished simultaneously using procedures in general accordance with ASTM D- 1536, the Standard Penetration Test (yPT). A 2 -inch O.D. by 1.4 inch T.D. split -spoon samplers is driven with a 140 pounds hammer falling 30 inches, The number of hammer blows required to drive the sampler is ieeorded on the boring logs which are shown on following page entitled "Soil Deep Penetration Test Results." Where possible, the sampler is driven 24 inches, with the hammer blows being recorded for each of four 6 -inch intervals. The "Penetration Resistance" or "N" value is the sum of the blows recorded for the second and third six inch intervals. This value is widely accepted by geotecltnical engineer as an indication of the relative density and strength of the soil being sampled. Based on our observations, explorations, and evaluation supplemented by a review of subsoil profiles developed from our engineering deep penetration boring tests, we conclude that the subsoil conditions at the site are not capable of' providing support to the proposed structure on shallow spread footing. Therefore. we recommend two alternatives for the deep foundation which can be used for the above referenced site and they are as follows: Alternative 1) Helical ie3 f®i 1TOUIN ATION DEeIpx t Based on our observations, explorations, and evaluation supplemented by a review of subsoil profiles developed from our engineering deep penetration boring tests, we conclude that the subsoil conditions at the site are not capable of providing support to the proposed structure on shallow spread footing. Therefore, we recommend the deep foundation system shall he used. Our first recommendation is the use of Helical Pier Anchors to the depth of thirty (3{P) to provide support to a design axial compression load of not to exceed twelve inns (12) and tension load of not to exceed five tons (5) per anchor,. ielical anchor /pile is a segmented deep foundation system with helical bearing plates welded to a central shaft. Loads are transferred from the shaft to the soil through these bearing plates. Central steel shafts are available in Type SS (Square Shaft) series. The Type SS series are available in 1 -1/4" to 2 -1/4" square sizes. A helical bearing plate or helix is one pitch of 'a screw thread. All helix, regardless of their diameter, have a standard 3" pitch. Being a true helical shape, the helices do not augers into the soil but rather a screw into it with minimal soil disturbance. 1-ielical plates are spaced at distances far enough apart that they function independently as individual bearing elements; consequently, the capacity of a particular helix on a helical anchor /pile shaft is not influenced by the helix above or below it. The following summarizes our deep foundation system and recQntnaeudatian for using Helical Piles: PILE CAPACITY Type of Pile _ el lcnt Pier J 26000 series ASTM A�00 Grade 13 Maximum Allowable Axial Load Tons) _.. 12 Pile tensile Capacity (Tons) _ _,_ _ ____._ �_. Type and Size death Helix __ _, ..._., ___ Double Helix Sims' 10" are <i 12" tend section, Schedule SA Remark ,..._..._ The depth of each Helical Piles is estimates to be approximately pl 30 feet below the existing grade elevation unless refusal is attained. ,Alternative 2) "A6 Co male rca %N ay, I • € 3 :ii11, ' .. i", -1016 ,felt- ;:,EC's 258 3 1 Fa 3U5.362.4669 :4..�egwk��s4 t :D SIG N PILE LOAD TESTS: If more than 35 tons design axial loads is desired, we recommend that two (2) in -place pile load tests be performed in compression and tension. The test load (in compression) shall be not less than twice of the desire design load, and the test load in tension shall be at Least one -half ('A) of the desire compression. Ioad. This test shall be supervised by an experience geotecluiical engineer and upon completion; he of she shall issue a certification of acceptance prior to placement of any production pile. Attached is a copy of the Cast -in- •Place Pile specification for your review. U.S. South Engineering and Testing Laboratory, Inc. appreciate the opportunity of assisting you in this project. If you have any questions or comments, please do not hesitate to contact the undersigned. Respectfully sub tilted, U.S. SOUTH Engineering an Testing Lab., Inc. Ghasern Khavanin, P.P. # &119 Project Manager Cc, File I + � 'A CITY Type of Pile AlEnata Allowabl e, Axial Load Pll'teataily (Tons) P He Lateral Capacity (Tons) Pile Lateral r ead eftectio 3 i att'hes 0.5 entat1 (Toms) 14 -Inch Diameter Auger Cast Pile 35 Il 3 !The depth of each cast -in -place (auger cast) pile is estimates to be approximately 30 feet below the existing grade elevation unless refusal is attained. PILE LOAD TESTS: If more than 35 tons design axial loads is desired, we recommend that two (2) in -place pile load tests be performed in compression and tension. The test load (in compression) shall be not less than twice of the desire design load, and the test load in tension shall be at Least one -half ('A) of the desire compression. Ioad. This test shall be supervised by an experience geotecluiical engineer and upon completion; he of she shall issue a certification of acceptance prior to placement of any production pile. Attached is a copy of the Cast -in- •Place Pile specification for your review. U.S. South Engineering and Testing Laboratory, Inc. appreciate the opportunity of assisting you in this project. If you have any questions or comments, please do not hesitate to contact the undersigned. Respectfully sub tilted, U.S. SOUTH Engineering an Testing Lab., Inc. Ghasern Khavanin, P.P. # &119 Project Manager Cc, File SOIL DEEP PENETRA'T1 N TEST RESULTS INTRUSION MORTAR PLAC PILING SPtCHIC ,AITON INTRUSION MORTAR CAST-IN-PLACE PILING GENERAL 1. All references made to ASTM standards and ACT & Local codes shall be the latest revisions. 2. RELATED WORK A. Cast - In - Place Concrete Pile 3. SOIL BORINGS Soil inforination was extracted from soil data taken at the site on July 5th, 2007 by representative of U.S. SOUTH Engineering and Testing Lab., Inc. .4. SUBMITTALS. Submit for review and/or approval. A. Mortar Cube Tests. B. Daily pile construction reports. C. Equipment 5. REFERENCE STANDARDS The reference standards listed below, but refined by basic designation only formed a part of these specifications to the extent indicated by the references thereto: A. American Society for Testing and Materials (ASTM), publications: A 615M Spec. for Deformed and plain, Billet Steel bars for Concrete Reinforcemer t C33 Spec. for Concrete Aggregate C1O9M Teat for Compressive Strength of.Hydrainlic Cement Mortars C150 Spec. for Portland Cement B. Florida Building Code, .latest edition. EXPERIENCE Submit evidence of satisfactory experience of intrusion mortar cast irr five years. PRODUCTS 1, PORTLAND CEMENT Portland cement shall conform to AS C -150 Type II. pi g for at least 2. MINERAL FILLER Mineral .filler shall be finely powdered siliceous material which possesses the property of combining the lime liberated during the process of hydration of Portland cement. FUJIDIFLER Shall be a compound possessing characteristics which will increase the flow ability of the mixture, assist in the dispersal of cement grains, and neutralize the setting shrinkage of the high- strength cement, "Mortars inter aid" as manufactured by the Grout Supply Company, Brockville, Ohio, of "Intrusion Aid" as manufactured by concrete Chemical, Inc., of Cleveland, Ohio. WATER Potable. 5. REINFORCING ASTM.A6 15, GRADE 60. Size and number of reinforcing steel wall. be deterin Structural Engineer. FINE AGGREGATE Sand will meet the requirements of ASTM 0.33, and the fallowing: The sand will consist of hard, dense, durable un- coated rock particles and will be free from injurious amounts of silt, loam, lumps, soft or flaky particles, shale, alkali, organic matter, mica, and other deleterious substances. If washed, the washing methods will be such as will not remove desirable fines, and the sand will subsequently be permitted to drain until the residual -free moisture is reasonably uniform and stable. The sand shall be well - graded from fine to enurse, with fineness modules between 1,40 and 3.10. The fineness modules are defined as the total divided by 100 of the cumulative percentages retained on U.S standard sieve numbers 16; 30; 50; and 100. by . +tl ACTION 1. PILE LENGTHS: A. Estimated pile's. length: 30 feet The actual lengths will be determined in the field by the geotechnical engineer during installation and based on load test program results. 2. AUGER EQUtlMI NT- GENERAL A. The hole through which the high- strength mortar is pumped during the placement the pile will be located at the bottom of auger head below the bar containing the cutting teeth. The auger flightily will be continuous from the auger head to the top of the auger with no gaps or attar breaks. C. Augers more than thirty (30) feet in length will contain: a middle guide. D. The piling heads should be prevented from twisting by a stabilizing arm 3, CAPACITY ANI} SIZE PIT CA'ACITY Type of Pile Maximum Allowable Axial Load ons Pile tensile Capacity (Tons) Pile Lateral Capacity (Tons) Pile Lateral Read Deflection hes Remark 14 -Inch Diameter Auger Cast Pile 0.25 The depth of each cast -in -place (auger cast) pile is estimate to be approximately 30 feet below the existing grade elevation unless refusal is attained. 4. PLACE PILING AS FOLLOWS Rotate into the ground a continuous- flight hollow shaft auger to the depths specified or indicated and as follows: A. The piles will be installed to an embedment depth according to pile capacity (estimated) below the existing surface unless refusal is attained.. B. Pump the hole fills with high - strength mortar as the auger is withdrawn. Mortar will be pumped through the auger and ejected at the bottom of the auger head. Maintain pressure in the line and keep the bottom .of the auger submerged in mortar during filling operations to prevent formation of voids in pile. C. While the mortar is still fluid, place the steel reinforeement as indicated by the structure engineer. Centralizers (spacing devices) should be attached to each bar at its mid -depth and bottom. The type and diameter of the spacing devices should be submitted for review. 5. MIXING AND PUMPING OF HIGH -STRENGTH CEMENT MORTAR A. Use only approved pumping and continuous mixing equipment in the preparation and handling of the mortar. All oil or other rust inhibitors will be removed from mixing drums and pressure mortar pumps: The mortar pump will be apositive displacement piston type pump capable of developing pressures atthe pump up to 350 psi. C. The minimum volume of mortar placed in the hole will at least equal the volume of the augured hole but not less than the grout factor obtained from the test pile. However, a grout factor of 13 is desire. All nutter-Ws shall be such as to produce a homogeneous mortar of the desired consistency: If there is a lapse in the operation, the mortar shall be recirculated through the pump. A pressure gauge should be installed close to the pile rig in order to monitor grout . pressure during operations. The gauge should be positioned so that it can be easily observed by the field engineer or geotechnical engineer. A mechanical counter should be provided on the grout purnp to count the number of pump strokes during the installation of each pile.: F. The grout pump should be calibrated prior to initiation of pile installation by pumping grout into a container of known volume. The pump should be calibrated as often as deemed necessary by the field engineer or geotechnical engineer. G. At least two sets of three (3) 2-inch square grout cubes should be made for each day of pile installation, one in the morning and the other in the afternoon. L After achieving the desired termination criteria, a positive grout pressure should be observed prior to initiating the withdrawal ofthe auger. A continuous fluid return (first slurry, then grout) out ofthe top of the hole is the best indication that the maximum possible pressure head is being achieved. The auger should be withdrawn slowly and smoothly so that a positive grout pressure head is maintained in the hole at all times during auger withdrawal. If the withdrawal of the auger becomes erratic, grout pressure suddenly drops, or ifthe grout supply is interruptcd, the auger tip should be reinserted at least 5 feet below the level where the grouting operation was disrupted priorto resuming withdrawal of the auger. The time rate of withdrawal of the auger should be monitored by the field engineer or geotechnical engineer. J. A grout factor equal to or greater than that of the successful test pile should be achieved. The grout factor is defined as the actual volume of grout pumped into the pile divided by the theoretical volume of the drilled hole. Although piles should not be rejected solely on the basis of grout factors less than that of the test piles, the contractor should coordinate the rate of withdrawal of the auger so that the desired target grout factor is achieved. As noted previously, significantly higher grout factors may result due to the porosity of the limestone formations. K. Clockwise rotation of the auger should be performed during the grouting process, at least until grout is observed flowing out of the top ofthe drilled hole. Auger rotation helps stabilize the sides of hole, facilitates the removal of spoil material out of the hoe, and prevents bearing formation cuttings from settling -out to the bottom of the hole during grouting. L. The installation of adjacent piles (located within 3 feet of each other) on the same working day is not recommended. Adjacent piles (located within- feet of one another) are not to be installed until the grounded pile has set for a minimum of eight (8) hours. Some subsidence of fresh grout may occur in the top ofthe piles. This subsidence is believed to be due to the weight of the grouted column "pushing" the grout laterally into pores in the limestone layer. It is anticipated that this subsidence will occur within a period of about two hours following grouting. If subsidence occurs while the pile grout is in a fluid state (generally with two hours of forming the pile), the pile is to be "topped" with fresh grout to the proper cutoff elevation immediately. A short length of casing or sleeve inserted into the top of the pile would serve as a good reference to judge whether grout subsidence has occurred. A pile grout subsidence of up to six inches should be considered acceptable for this project. As stated previously, the pile should be refilled as the subsidence occurs. Conscientious monitoring of the pile grout levels will be required by the contractor and installation monitoring personnel. Piles which subside more than 6 inches in an overnight period or after a two-hour period should be evaluated on an individual basis, to determine their acceptability. 6. MGR- STRENGTH MORTAR Use a wixture of Portland cement, minim tiller, fluidifier, sand and water so proportioned and mixed as to provide a mortar capable of maintaining the solids in suspension without appreciable water gain, yet which may be pumped without difficulty and which will laterally penetrate and fill any voids in the foundation material. The materials shall be so proportioned as to provide a hardened mortar having an ultimate compressive strength of5 000 psi at 28 days. The m ax.imuin water - cement ratio shall, not exceed .45. LOCATION. OF PILES A. Locate piles as shown on drawings or as otherwise directed by the architect. Pile centers to be located to an accuracy of plus or minus 3 inches, single piles 1 ". Do not place adjacent piles placed closer than 3 feet center to center until the mortar in the piles have set for a minimum of eight (8) bouts. C. In location where there are, no concrete slabs or other means of distributing the load of the piling placement equipment, the .prints where this concentrated load is applied to the soil shall be at least ten feet away from the pile location. This is to prevent the weight ofthe piling placement equipment from compressing or shearing the soil, which may, in turn squeeze in the top of the pile. 8. PI? i TOPS A. Where the pole cutoff is near the surface or above the bottom of the excavation, place • sleeves of the proper diameter around the pile tops. All pile caps shall be centered under their respective column center lines unless otherwise noted on plans. 9. OBSTRUCTIONS Should any obstructions (including but not limited to boulders and timbers) be encountered which shall prevent placing the pile to the depth required, or shall cause the pile to drift from the required location, the pile shall be completed or abandoned as directed. Dense rock layers shall not be deemed obstructions. If required by architect or engineer, an additional adjacent pile shall be placed. Refusal shall be defined as a rate of penctraton ofthe auger of less than one foot per minute. 10. REINFORCING Provide four #5 full lengths with ##3 ties at 10 inches on center reinforcing and /or as indicated in the drawings. 11. GROUT TESTING The owner will provide and pay for a testing laboratory to perform the fallowing'tests: A. Test the mortar mix by making two set of three 2 inch x 2 inch cubes for each rig used each day mortar is placed (one in the morning and the other in the afternoon). A set of cubes shall consist of 3 cubes to be tested at one at seven days and 2 cubes to be tested at. 28 days. Test cubes shall be made and tested in accordance with ASTM C109, with the exception that the mortar should be restrained from expansion by a top plate. 12. PILE INSTALLATION MONITORING A. Prior to actual installation of the piles, the contractor should demonstrate that the materials and equipment proposed for use is capable of installing the production piles. The contractor should provide an accurate method of determining the depth and . alignment of the auger. Grout pressure gauges should be accessible to the field geotechnical engineer at all times. Gauges which become blocked with grout should be cleaned or replaced. 13. The duties of the pile observer shall include the following: (1) Calibrating the grout pump (in units of cubic feet per stroke). (2) Monitoring the addition of any and/or admixtures to the grout at the site. Performing flow cone tests, if required. (3) Making grout cubes.. (4) Observing the drilling process and noting any relevant irregularities. (5) Approving the pile auguring termination criteria and recording the pile tip elevation prior to pumping. (6) Observing and documenting the grouting procedure, noting the depth to the auger tip during any delays in grouting, and the time of any delay during pumping. (7) (8) (9) Recording the total number of pump strokes for the determination of the actual grout volume pumped into each pile. Calculate theoretical pile volume and grout factor. Recording the grout pressure during pumping and the rate ofdrawal of the auger. Monitoring the setting process of the flesh grout based on the actual samples taken at the time of arrival on-site. Grout which reaches its initial set should not be used. (10) Observing; freshly- grouted piles to detennine whether any settling or grout subsidence occurs. (11) Monitoring the installation ofreinriming steel in the piles. 13. Mg LOAD TESTS (If. more than 3S tons designs axial loads are dire) A. Two (2) compression load tests are. required. The test pile is to be loaded to twice the design load in accordance with Florida Building Code A test load in tension is also required. The test load shall be at least one -half ("!2) of the desire compression load. Monitor and measure one reaction pile for tension capabilities utilizing the same increments and times as the compression tests. B. Provide adequate support for the load testing apparatus and cooperate with the testing laboratory. C. The test pile will be placed in location of apermanent pile in the floor slab area. In the event of test failure, a supplementary pile shall be placed and tested for each failu, at the Contractor's expense. A. Four widely spaced "indicator or probe" piles sill be installed at the site prior to the load testing. The installation of these piles shall be witnessed by the geotechnical engineer. These piles shall be installed in production pile locations and may be used as permanent job piles if the pile load tests are successful. The indicator piles should be installed with the same equipment and using similar methods and procedures planned for the production piles. Following installation of the indicator piles, two ofthe four piles should be selected for load testing by the geotechnical engineer based on installation behavior and the subsurface profile. Based on the results ofthe load test and the installation ofthe indicator piles, the geotechnical engineer shall generate additional pile installation criteria (minimum, grout factor, revised termination criteria, etc.) for the production piles, if necessary. Additional recommendations relative to the pile load test program can be provided at the appropriate time, E. The installation of the indicator, test, reaction and production auger cast piles shall be observed by the geotechnical engineer. If unusual drilling characteristics, large grout quantities, or other observed installation irregularities occur during production pile installation that are markedly if different from those recorded when installing the indicator, tests and replacement piles may be required. F. The testing laboratory shall be provided by the Owner. NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. PT °' %- (2" t 7p`7 TAX FOUO NO. 1 ( 12-03 20 STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following infomtation is provided In this Notice of Commencement. 11111111111111111111111111111111111111111111 CFP4 2012R0714824 OR Bk 28303 Ps 3456 Ups ) RECORDED 10/09/2012 10:22 :03 HARVEY RUVIH, CLERK OF COURT MIAMI -DADE COUNTYs FLORIDA LAST PAGE Space above reserved for use of recording office 1. Legal.de°^.Notinn of property and street/address: 13G ( • 1 r c,r/ZLQP 'Nicfm S • 3 3/3 g 1.0+2. (f43 of River a 2. Description of improvement: 'A) tY2 11 ' Pat 7a e .Adic Retard s 3. Owner(s) name and address: Interest in property: .V iA Name and'address of fee simple titleholder 4. Contractor's name, address and phone number 101 t. -' ) O vii S1iore 5. Surety: (Payment bond required by owner from contragt r, if any) Name, address and phone number: r Amount of bond $ 6. Lender's name and address: [t) ('k 7. Persons within the State of Florida designated by Owner upon whom notices Section 713.13(1)(a)7., Florida Statutes, (. i tr` ° l"'l Name, address and phone number 6l1 ter` M t carr+i Shores R.. 3313 8. In addition to himself, Owners designates the following person(s) to receive a 713.13(1)(b), Florida Statutes. Name, address and phone number. AA. or other documents may served as provided by 1 copy of the Lienor's Notice as provided in Section 53138 9. Expiration date of this Notice of Commencement: ' 't t Nge / 7'6/5 the expiration daafe`is 1 year from the date of recording unless a different date is specMied) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO. YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED. ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signature(s) of Own ): or • er(s)'. A OM irector/Partner/Manager Prepared By r "- "'' pared. By Print Name eX 1+Pl Print Name Title/Office au� ..- r� Title/Office STATE OF FLORIDA COUNTY OF MIAMI -DADE The fo oing instrument was acknowledged before me this By t?O Jt f1 Individually, or DI as Personally known, or • C U Z� daygfiii 7 <-C7 produced the following type of identiQ3 Signature of Notary Public: Print' Name: _ (SEAL) Si over: % is* a true copy of the fit i n Unda 'arp r penalties of perjury, I declare that 1 have read the foregoing • �� that the facts stated in it are true, to the best of my knowledge and • ' TA pay of +�� t�+13 tiMy fiend and ONE nig D 20 Seal. er(s) or Owner(s)'s Authorized Office r/Director/13 By BY F s' TANASHNA NO County Cowes O.C. OLD 1144 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 1 /� //Z BLTTi,DING PERMIT APPLICATION Permit Type: BUILDING /3(07 it/ /0( JOB ADDRESS: City: Miami Shores 177Tirrircr..3 OCT 3 1 2012 Zip: FBC 20 Permit No. Master Permit No. ROOFING County: Miami Dade 53/3g Folio/Parcel #: Is the Building Historically Designated: Yes NQ Flood Zone: OWNER: Name (Fee Simple Titleholder): ' l / R J'7 T Phone #: J —669 - %z / % Address: 1-3/ oe 1 J /b &reef City: / liter—/. Sh o° S Tenant/Lessee Name: Phone #: State: FL_. Zip: 33/38 Email: CONTRACTOR: Company Name: Address: City: State: Zip: hDrre.oc¢..)ne/ Phone#: Qualifier Name: Phone #: State Certification or Registration #: Certificate of Competency #: Contact Phone#: Email Address: DESIGNER: Architect/Engineer: -- _ 1 Phone #: 0 Value of Work for this Permit: $ :r: • `z =?► _ Type of Work: OAddition Description of Work: Square/Linear Footage of Work: Color thru tile: *** * ***** - **** *** ****+x+x+x+x***** *+x**** *F ******* ***+x*** ***+x** **+ *** ** ***** ** ****** Submittal Fee $ / Permit Fee $ /J CCF $ CO /CC $ Scanning Fee $ k .,0 �� Radon Fee $ DBPR $ Bond $ Notary $ Training/Education F Double Fee $ Structural Review $ Technology Fee $ TOTAL FEE NOW DUE $_, Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not ',proved and a reinspection fee will be charged. Signature Signature The fo day of who Owner o Agent ,' i 11 ent was ac'1 ged before 201 //J', by Div Contractor The foregoing instrument was acknowledged before me this day of , 20 _, by or who has produced who is personally known to me or who has produced identification and who did take an oath. as identification and who did take an oath. NOTARY UBLIC: NOTARY PUBLIC: Sign: Print: My Commission Exp' dihaair V. CUBtLLOS - tate of Florida J a •c My Comm. Expires Sep 23.20 • Bonded Through National Notary Assn. Sign: Print: My Commission Expires: * * * * * * * * * **+x********* ***** **** *******+ x+ x+ x** ***** **** *****>x******+x**w+x*** **** *a�a��xx��x* **,*�x kx��x�x** ** ** APPROVED BY Plans Examiner 5/"- Zoning ---11f/1/4 Structural Review Clerk (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) 77C al DEC 1 32 - (or — 144(0 insight design STRUCTURAL CALCULATIONS (ADDITIONAL) FOR BONET RESIDENCE 1361 NE 104 ST MIAMI SHORES, FL. 33138 DECEMBER, 2012 Miami Shores Village APPROVED ' BY DATE ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND RMIll ATIONS insight design, ine. 2930 Northeast 2 nd Court • Miami, Florida 33137 305 545 4864 • www.insiqhtdesign.us • Fax 505 545 4865 AR 92162 • AA 0003130 •113 0003984 WIND LOAD DESIGN (ASCE 7 -10) Rf slope 7 < s1 <= 27 COMPONENTS AND CLADDING HORIZONTAL SURFACE PROJECT: -ALEX RESIDENCE Lenght of overhang: ks= 3 Zone a :10% min. width, 0.4 h (not less a:= 3 than 4% min width or 3 feet Height, ft : h := 22 Gust effect factor. (rigid or flexible structure) Gust := .85 Values for Terrain exposure constants a and zg: Exposure B Exposure C Exposure D Value a =7 Value a =9.5 Value a -11.5 Value zg =1200 Value zg =900 Value zg =700 Terrain exposure constants a and zg: a : 9.5 zg := 900 Topographic factor K 1 Wind directionality factor Kd = .85 Load combinatlon coeff (LRFD 1.0 AS D 0.6) cf := 0.6 Wind Speed, mph: V := 175 Dead load opposing uplift p := 10 forces, lbs (max 10 ibs) Coen for Wind on Walls and := 1.0 and = 0.9 if roof angle < =10 and= 1.0 if roof angle > 10 internal Pressure Coefficient GCpi := .18 for Buildings GCpi Open Buildings + Part Enclosed Buildings + - .55 Enclosed Buildings + - .18 2 Kz: =2.01(h) a `zg Kz = 0.92 qz := 0.00256•Kz•Kzt•Kd•V2 qz =61.32 Kd = 1 TRUSSES area< =10 sq.ft. L =5 ft NET UPLIFT zonel, zone 2&3 and overhang Zone 1 Zone 2 Zone 3 Pj1:= cf•gz -( -.9 - GCpi) + p Pj2 := cf- qz•( -1.7 - GCpi) + p Pj3 := cf•gz•( -2.6 - GCpi) + p Pj l = -36.7 Pj2 = --71.4 Pj3 = -1103 Zone 1 & 2 overhang Zone 3 overhang Pjover2 := cf•gz -(2.2) + p Pjover3 := cf•gz•( -3.7) + p Pjaver2 = -852 Pjover3 = -150.2 TRUSSES area=30 sq.ft. L =10 ft NET UPLIFT zonel, zone 2&3 and overhang Zone 1 Pjj1 := cf•gz•( -.87 - GCpi) + p Pjjl = -35.4 Zone 2 Pjj2 := cf•gz•( -1.49 - GCpi) + p Pjj2 = -623 Zone 1 & 2 overhang Pjjover2 := cf•gz-( -2.2) + p Pjjover2 = -85.2 Zone 3 Pjj3 := cf•gz•( -235 - GCpi) + p Pjj3 = -99.5 Zone 3 overhang Pjjover3 = cf•gz ( -3.19) + p Pjjover3 = -128.1 TRUSSES area=50 sq.ft L =12 ft NET UPUFT zone 1, zone 2&3 and overhang Zone 1 Zone 2 Pml := cf•gz•( -.83 - GCpi) + pPm2 := cf•gz•( -1.35 - GCpi) + p Pml = -33.7 Pm2 = -562 Zone 3 Pm3 := cf•gz ( -2.18 - GCpi) + p Pm3 = -922 Zone 1 & 2 overhang Zone 3 overhang Pmover2 := cf- qz•( -22) + p Pmover3 := cf -qz•( -2.87) + p Pmover2 = -852 Pmover3 = -1142 TRUSSES area> =100 sq.ft. L>17.3 ft NET UPUFT zone 1, zone 2&3 and overhang Zone 1 Zone 2 Pgl := cf•gz•( -.8 - GCpi) + p Pg2 := cf•gz•( -12 -- GCpi) + p Pgl = -32.4 Pg2 = -49.7 Zone 1 & 2 overhang Pgover2 := cf•gz•( -22) + p Pgover2 = -852 Zone 3 Pg3 := cf•gz•( -2.0 - GCpi) + p Pg3 = -84.4 Zone 3 overhang Pgover3 := cf•gz•( -2.5) + p Pgover3 = -982 Kd = 0.85 TRUSSES area< =10 sq.ft. L -5 ft NET UPLIFT zonel, zone 2&3 and overhang Zone 1 Zone 2 Zone 3 Pjl := cf•gz•( -.9 - GCpi) + p Pj2 := cf•gz ( -1.7 - GCpi) + p Pj3 := cf- gz•(2.6 - GCpi) + p Pjl = -29.7 Pj2 = -59.2 Pj3 = -923 Zone 1 & 2 overhang Zone 3 overhang Pjover2 := cf•gz•(2.2) + p Pjover3 cf•gz•( -3.7) + p Pjover2 = -70.9 Pjover3 = -126.1 TRUSSES area =30 sq.ft. L =10 ft NET UPLIFT zones, zone 2&3 and overhang Zone 1 Pjjl := cf•gz•( -.87 - GCpi) + p Pjjl = -28.6 Zone 2 Pjj2 := cf-gz•( -1.49 - GCpi) + p Pjj2 = -51.4 Zone 1 & 2 overhang Pjjover2 := cf•gz•( -2.2) + p Pjjover2 = -70.9 Zone 3 Pjj3 := cf•gz - -( -2.35 - GCpi) + p Pjj3 = -83.1 Zone 3 overhang Pjjover3 := cf -qz•( -3.19) + p Pjjover3 = -107.4 TRUSSES area=50 sq.ft L =12 ft NET UPLIFT zone 1, zone 2&3 and overhang Zone 1 Zone 2 Pmt := cf•gz•( --.83 - GCpi) + pPm2 := cf•gz•( -135 - GCpi) + p Pml = 272 Pmt = -46.3 Zone 1 & 2 overhang Pmover2 := cf•gz•( -2.2) + p Pmover2 = -70.9 Zone 3 Pm3 := cf•gz•( -2.18 - GCpi) + p Pm3 = -76.8 Zone 3 overhang Pmover3 := cf•gz•( -2.87) + p Pmover3 = -95.6 TRUSSES area>=100 sq.ft. L >17.3 ft NET UPLIFT zone 1, zone 283 and overhang Zone 1 Zone 2 PgI := cf•gz•( -.8 - GCpi) + p Pg2 cf•gz•( -12 - GCpi) + p PgI = -26.1 Pg2 = -40.8 Zone 1 & 2 overhang Pgover2:= cf•gz•( -2.2) + p Pgover2 = -70.9 Zone 3 Pg3 := cf•gz.(2.0 - GCpi) + p Pg3 = -70.2 Zone 3 overhang Pgover3 := cf•gz.( -2.5) + p Pgover3 = -82 COMPO ENT AND CLADDING t VERTICAL, SURFACES h = 22 AREA 10 SQ.FT p10w45 := cf•gz•(1 -md + GCpi) plOw4 := cf- qz•(- 1.1•md - GCpi) p10w45 = 43.414 plOw4 = -47.094 AREA 20 SQ.FT p20w45 := cf•gz•(.94md + GCpi) p20w45 = 41.207 p20w4 = - 45254 p20w5 = -54.452 qz = 61.32 Kd = 0.85 p10w5 := cf•gz (- 1.4•md - GCpi) p10w5 = - 58.131 p20w4 := cf- qz•(- 1.05•md - GCpi) p20w5 := cf•gz•(- 1.3•md - GCpi) AREA 30 SQFT p30w45 := cf•gz•(.91•md + GCpi) p30w4 := cf- qz•(- 1.02•md - GCpi) p30w5 := cf•gz•(- 1.24•md - GCpi) p30w45 = 40.103 p30w4 = -44.15 AREA el SQ.FT p50w45 := cf•gz.(.87•md + GCpi) p50w45 = 38.631 AREA 100SQ.FT p100w45 := cf•gz•(.82•md + GCpi) p100w45 = 36.792 AREA 150 SQ.FT p150w45 := cf•gz•(.8•md + GCpi) p150w45 = 36.056 AREA 200 SQ.FT p200w45 := cf•gz•(.76•md + GCpi) p200w45 = 34.584 AREA 600 SQ.FT p500w45 := cf•gz•(.7•md + GCpi) p500w45 = 32.377 p30w5 = - 52.244 p50w4 := cf•gz•(- .97•md - GCpi) p50w5 := cf•gz•(- 1.16•md - GCpi) p50w4 = -42311 p50w5 = - 49.301 p100w4 := cf•gz•(- .92 -md -- GCpi) p100w5 := cf•gz•(- 1.05•md - GCpi) p100w4 = - 40.471 p100w5 = -45.254 p150w4 := cf•gz•( -.9•md - GCpi) p150w4 = - 39.735 p200w4 := cf•gz- (- .86•md - GCpi) p200w4 = - 38264 p500w4 := cf•gz ( -.8 -md - GCpi) p500w4 = - 36.056 p150w5 := cf•gz•(- 1.01md - GCpi) p150w5 = -- 43.414 p200w5 := cf•gz•( -.94md - GCpi) p200w5 = -41.207 p500w5 := cf•gz•( -.8 and - GCpi) p500w5 = - 36.056 WIND L ©AD DESIGN (ASCE 7 -10) Rf slope 7 < si <= 27 COMPONENTS AND CLADDING @ HORIZONTAL SURFACE PROJECT: -ALEX RESIDENCE Lenght of overhang; 1,,i= 3 Zone a :10% min. width, 0.4 h (not less a := 3 than 4% min width or 3 feet: Height, ft : h := 22 Gust effect factor. (rigid or flexible structure) Gust := .85 Values for Terrain exposure constants a and zg: Exposure 8 Exposure C Exposure D Value a =7 Value a =9.5 Value a =11.5 Value zg =1200 Value zg=900 Value zg =700 Terrain exposure a:= 9.5 constants a and zg: zg := 900 Topographic factor: Kit := 1 Wind directionality factor: Kd := 1 Load combination coeff (LRFD 1.0 ASD 0.6) cf := 0.6 Wind Speed, mph: ,v:= 175 Dead load opposing uplift p := 10 forces, ibs (max 10 Ws) Coeff for Wind on Walls and := 1.0 and = 0.9 if roof angle <=10 and =1.0 if roofangle> 10 Internal Pressure Coefficient GCpi :_ .18 for Buildings GCpi Open Buildings + - .00 Part Enclosed Buildings + - .66 Enclosed Buildings + - .18 2 h a Kz =2.01( ) Kz =0.92 z9 qz:= 0.00256•Kz•Kzt•Kd•V2 qz = 72.141 COMPONENT AND CLADDING @ VERTIC4 SURF 9ES, h = 22 qz = 72.141 AREA 10 SQ.FT Kd = I p10w45 := cf•gz•(1•md + GCpi) plOw4 := cf•gz•(- 1.1•md - GCpi) plOw5 := cf•gz•(- 1.4•md - GCpi) plOw4S = 51.076 plOw4 = - 55.404 pl0w5 = -6839 AREA 20 SOFT p20w45 := cf•gz•(.94•md + GCpi) p20w45 = 48.479 p20w4 := cf•gz•(- 1.05•md - GCpi) p20wS := cf•qz.(-13•md - GCpi) p20w4 = -53.24 p20w5 = - 64.061 AREA 30 SQ.FT p30w45 := cf•gz•(.91•md + GCpi) p30w4 := cf•gz•(-- 1.02•md - GCpi) p30w5 = cf•gz•(- 1.24•md - GCpi) p30w45 = 47.18 AREA 50 SQ.FT p30w4 = - 51.941 p30w5 = -61A64 p50w45 := cf•gz•(.87•md + GCpi) p50w4 :- cf•gz•(- .97•md - GCpi) pS0w5 := cf•qz.(- 1.16•md - GCpi) p50w45 = 45.449 p50w4 = - 49.777 p50w5 = - 58.001 AREA 100 SQ.FT p100w45 := cf•gz•(.82•md + GCpi) p100w4 := cf•gz•(- .92•md - GCpi) p100w5 := cf•gz- (- 1.05•md - GCpi) p100w45 = 43.285 p100w4 = - 47.613 p100w5 = -53.24 AREA 100 SQ.FT p150w45 := cf•gz•(.8•md + GCpi) p150w4 := cf•gz•( -.9•md - GCpi) p150w5 := cf•gz (- 1.0•md - GCpi) p150w45 = 42.419 p150w4 = - 46.747 p150w5 = - 51.076 AREA 200 SQ.FT p200w45 := cf•gz•(.76•md + GCpi) p200w4 := cf•qz•(- .86•md - GCpi) p200w5 := cf•gz- (- .94•md - GCpi) p200w45 = 40.687 p200w4 = - 45.016 p200w5 = - 48.479 AREA SOO SQ.FT p500w45 := cf•gz•(.7 -md + GCpi) p500w4 := cf•gz•( -.8•md - GCpi) p500w5 := cf•gz•( -.8•md - GCpi) p500w45 = 38.09 p500w4 = - 42.419 p500w5 = - 42.419 • r• - JOB Me4r( 6/.40,U)V. SHEET NO OF CALCULATED BY DATE rrigt9/ 2* CHECKED BY DATF SCALE bniffillIMPAMWO 46. 111111111111111111111 1111111MINIE 11111111111111111 11111111M711111P 111111111111111111.1 111011111111151 1101111111111111E 11117119r111111M031 EMIEVEZI 111111111111111111111 IMINEMINE 111111111111111111 AIIIMEINIMENIENti a c„ ° I( 1111111111111111 IMIETEMI IMIVE112721 11111111111111111111 111111111111111111 • E11111111111211E - 111111111111111111 COMM= 111111111111111111111 s- IMMINIMENI 111111.1111W mmonmen ra•= Nalmaisairpt maimmmum M I I • spBeam v3.11 @ StructurePoint 15 day trial license. Expires: Never. Locking Code: 4- 25B14. T1er: IC, IC \ \ST -01 -PC \Users \Public \Documents \0 - Jobs \0 - Projects, - • 12 -12 -2012, 04:58:15 PM 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 O 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One -way Slab Systems Copyright @ 1992 -2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [13 INPUT ECHO General Information File name: \ \ST- 01 -PC\ IIsers \Public \Documents \0 - Jobs \0 -Prt Project: ALEX RESIDENCE Frame: RB -1 Engineer: Code: ACI 318 -08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 5 Floor System: One- Way /Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange /slab contribution (if available) Long -term deflections are calculated for load duration of 60 months. 0% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations selected. Rigid beam- column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb /ft3 f'c = 3 3 ksi Ec = 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi fy = 60 ksi, Bars are not epoxy - coated fyt 60 ksi Es 29000 ksi Reinforcement Database Units: Db (in), Ab (in ^2), Wb (lb /ft) Size Db Ab Wb Size Db Ab Wb 13 0.38 0.11 0.38 14 0.50 0.20 0.67 /5 0.63 0.31 1.04 /6 0.75 0.44 1.50 17 0.88 0.60 2.04 18 1.00 0.79 2.67 19 1.13 1.00 3.40 110 1.27 1.27 4.30 111 1.41 1.56 5.31 114 1.69 2.25 7.65 118 2.26 4.00 13.60 spBeam v3.11 0 StructurePoint 15 day trial license. Expires: Never. Locking Code: 4- 25814. User: Tr_ \ \ST- 01 -PC\ Users \Public\ Documents \0 - Jobs \0 - Projects \m41, ' Span Data Slabs Units: L1, WL, wR (ft); t, bEff, Amin (in) Span Loc L1 t wL wR bEff Hmin 1 Int 2 Int 3 Int 4 Int 11.250 11.330 16.000 6.420 0.00 0.00 0.00 0.00 Ribs and Longitudinal Beams 0.333 0.333 0.333 0.333 0.333 0.333 0.333 0.333 8.00 0.00 8.00 0.00 8.00 0.00 8.00 0.00 Units: b, h, Sp (in) Ribs Beams Span Span b h Sp b h Hmin 1 0.00 0.00 0.00 8.00 12.00 7.30 2 0.00 0.00 0.00 8.00 12.00 6.47 3 0.00 0.00 0.00 8.00 12.00 9.14 4 0.00 0.00 0.00 8.00 12.00 4.16 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cia c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 8.00 8.00 10.000 - - -0 2 0.00 0.00 0.000 8.00 8.00 10.000 0 3 0.00 0.00 0.000 8.00 8.00 10.000 0 4 0.00 0.00 0.000 8.00 8.00 10.000 0 5 0.00 0.00 0.000 8.00 8.00 10.000 0 Boundary Conditions Units: Kz (kip /in); Kry (kip- in /rad) Supp Spring Itz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed 3 0 0 Fixed Fixed 4 0 0 Fixed Fixed 5 0 0 Fixed Fixed Load Data* T.• *Problem is not solved. Selfweight and pattern loads are not included in load listing. Load Cases and Combinations Case SELF Dead Live Wind EQ Type DEAD DEAD LIVE LATERAL LATERAL Ui 1.400 1.400 0.000 0.000 0.000 U2 1.200 1.200 1.600 0.000 0.000 U3 1.200 1.200 1.000 1.600 0.000 U4 1.200 1.200 1.000 -1.600 0.000 U5 0.900 0.900 0.000 1.600 0.000 U6 0.900 0.900 0.000 -1.600 0.000 U7 1.200 1.200 1.000 0.000 1.000 U8 1.200 1.200 1.000 0.000 -1.000 U9 0.900 0.900 0.000 0.000 1.000 U10 0.900 0.900 0.000 0.000 -1.000 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case /Patt Span Wa La Wb Lb 1Dead 1 100.00 0.000 100.00 11.250 2 100.00 0.000 100.00 11.330 3 100.00 0.000 100.00 16.000 4 100.00 0.000 100.00 6.420 Live 1 240.00 0.000 240.00 11.250 2 240.00 0.000 240.00 11.330 3 240.00 0.000 240.00 16.000 4 240.00 0.000 240.00 6.420 Reinforcement Criteria Slabs and Ribs 12 -12 -2012, 04:58:15 PM spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: 4 -25ti'4- -- \ \ST- 01 -PC\ Users \Public \Documents \0 - Jobs \o - Projects'" Top bars _Bottom bars Min Max Min Max Bar Size *5 #5 #5 *5 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars Bottom bars Stirrups Min Max Min Max Min Max Bar Size *5 #8 *5 #8 #3 *3 Bar spacing 1.00 12.00 1.00 12.00 4.00 12.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 Side cover 1.50 1st Stirrup 3.00 There is NOT more than 12 in of concrete below top bars. (2) DESIGN RESULTS 6 in in 12 -12 -2012, 04:58:15 PM 3 Top Reinforcement Problem is not solved! Top Bar Details Problem is not solved! Bottom Reinforcement . Problem is not solved! Bottom Bar Details Problem is not solved! Flexural Capacity Problem is not solved! Longitudinal Beam Shear Reinforcement Required Problem is not solved! Longitudinal Beam Shear Reinforcement Details Problem is not solved! Beam Shear Capacity Problem is not solved! Slab Shear Capacity Problem is not solved! Deflections Problem is not solved! Material Takeoff Problem is not solved! [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k -ft) Case /Patt Far Ends Supp Comb /Patt P(axial] P[spring] Mb[top] Ma(bottom] M(spring] Mb(bottom] Ma(top] Joint 1 SELF Dead 0.46 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 spBeam v3.11 O StructurePoint 12 -12 -2012, 04:58:15 PM 15 day trial license. Expires: Never. Locking Code: 4- 25B14. User: IC, IC \ \ST- 01 -PC\ Users \Public \Documents \0 - Jobs \0 - Projects\ 4 Wind 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 EQ 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /All 1.11 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Odd 1.25 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even -0,14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S1 1.17 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /52 1.03 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S3 -0.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 0.07 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S5 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 1.29 0.00 0.00 0.00 0.00 0.00 0.00 U2 /A11 2.87 0.00 0.00 0.00 0.00 0.00 0.00 U2 /Odd 3.10 0.00 0.00 0.00 0.00 0.00 0.00 U2 /Even 0.88 0.00 0.00 0.00 0.00 0.00 0.00 U2/51 2.98 0.00 0.00 0.00 0.00 0.00 0.00 U2/82 2.76 0.00 0.00 0.00 0.00 0.00 0.00 02 /53 1.00 0.00 0.00 0.00 0.00 0.00 0.00 U2/54 1.22 0.00 0.00 0.00 0.00 0.00 0.00 U2 /S5 1.10 0.00 0.00 0.00 0.00 0.00 0.00 03 /All 2.21 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Odd 2.35 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Even 0.96 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S1 2.28 0.00 0.00 0.00 0.00 0.00 0.00 U3 /52 2.14 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S3 1.04 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S4 1.18 0.00 0.00 0.00 0.00 0.00 0.00 U3/55 1.10 0.00 0.00 0.00 0.00 0.00 0.00 04 /All 2.21 0.00 0.00 0.00 0.00 0.00 0.00 04 /0dd 2.35 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 0.96 0.00 0.00 0.00 0.00 0.00 0.00 04/81 2.28 0.00 0.00 0.00 0.00 0.00 0.00 04/82 2.14 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S3 1.04 0.00 0.00 0.00 0.00 0.00 0.00 114 /54 1.18 0.00 0.00 0.00 0.00 0.00 0.00 04 /55 1.10 0.00 0.00 0.00 0.00 0.00 0.00 U5 0.83 0.00 0.00 0.00 0.00 0.00 0.00 U6 0.83 0.00 0.00 0.00 0.00 0.00 0.00 U7 /A11 2.21 0.00 0.00 0.00 0.00 0.00 0.00 U7 /Odd 2.35 0.00 0.00 0.00 0.00 0.00 0.00 U7 /Even 0.96 0.00 0.00 0.00 0.00 0.00 0.00 07 /51 2.28 0.00 0.00 0.00 0.00 0.00 0.00 07 /52 2.14 0.00 0.00 0.00 0.00 0.00 0.00 U7/53 1.04 0.00 0.00 0.00 0.00 0.00 0.00 U7 /54 1.18 0.00 0.00 0.00 0.00 0.00 0.00 U7 /S5 1.10 0.00 0.00 0.00 0.00 0.00 0.00 U8 /A11 2.21 0.00 0.00 0.00 0.00 0.00 0.00 08 /0dd 2.35 0.00 0.00 0.00 0.00 0.00 0.00 08 /Even 0.96 0.00 0.00 0.00 0.00 0.00 0.00 08/51 2.28 0.00 0.00 0.00 0.00 0.00 0.00 08 /52 2.14 0.00 0.00 0.00 0.00 0.00 0.00 08/53 1.04 0.00 0.00 0.00 0.00 0.00 0.00 08 /54 1.18 0.00 0.00 0.00 0.00 0.00 0.00 08 /55 1.10 0.00 0.00 0.00 0.00 0.00 0.00 II9 0.83 0.00 0.00 0.00 0.00 0.00 0.00 010 0.83 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 1.18 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 1.18 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /All 2.82 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Odd 1.29 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even 1.53 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S1 1.75 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S2 3.26 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /83 1.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 -0.44 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S5 0.02 0.00 0.00 0.00 0.00 -0.00 -0.00 01 3.29 0.00 0.00 0.00 0.00 0.00 0.00 U2 /A11 7.34 0.00 0.00 0.00 0.00 0.00 0.00 02 /Odd 4.89 0.00 0.00 0.00 0.00 0.00 0.00 U2 /Even 5.27 0.00 0.00 0.00 0.00 0.00 0.00 02/31 5.62 0.00 0.00 0.00 0.00 0.00 0.00 02/52 8.04 0.00 0.00 0.00 0.00 0.00 0.00 U2 /53 4.52 0.00 0.00 0.00 0.00 0.00 0.00 U2 /54 2.12 0.00 0.00 0.00 0.00 0.00 0.00 02 /55 2.85 0.00 0.00 0.00 0.00 0.00 0.00 U3 /A11 5.64 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Odd 4.11 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Even 4.35 0.00 0.00 0.00 0.00 0.00 0.00 03/51 4.57 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S2 6.08 0.00 0.00 0.00 0.00 0.00 0.00 U3/53 3.88 0.00 0.00 0.00 0.00 0.00 0.00 spBeam v3.11 p StructurePoint 15 day trial license. Expires: Never, Locking Code: 4- 25814. User: IC, IC \ \ST- 01 -PC\ Users \Public \Documents \0 - Jobs \0 - Projects \t 12 -12 -2012, 04:58:15 PM ^' 5 03/54 2.38 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S5 2.84 0.00 0.00 0.00 0.00 0.00 0.00 U4 /A11 5.64 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Odd 4.11 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 4.35 0.00 0.00 0.00 0.00 0.00 0.00 U4 /51 4.57 0.00 0.00 0.00 0.00 0.00 0.00 04 /52 6.08 0.00 0.00 0.00 0.00 0.00 0.00 04 /53 3.$8 0.00 0.00 0.00 0.00 0.00 0.00 04/S4 2.38 0.00 0.00 0.00 0.00 0.00 0.00 04/55 2.84 0.00 0.00 0.00 0.00 0.00 0.00 U5 2.12 0.00 0.00 0.00 0.00 0.00 0.00 U6 2.12 0.00 0.00 0.00 0.00 0.00 0.00 07 /A11 5.64 0.00 0.00 0.00 0.00 0.00 0.00 U7 /Odd 4.11 0.00 0.00 0.00 0.00 0.00 0.00 07 /Even 4.35 0.00 0.00 0.00 0.00 0.00 0.00 07/51 4.57 0.00 0.00 0.00 0.00 0.00 0.00 07/32 6.08 0.00 0.00 0.00 0.00 0.00 0.00 07/53 3.88 0.00 0.00 0.00 0.00 0.00 0.00 07/54 2.38 0.00 0.00 0.00 0.00 0.00 0.00 U7/55 2.84 0.00 0.00 0.00 0.00 0.00 0.00 U8 /A11 5.64 0.00 0.00 0.00 0.00 0.00 0.00 08 /Odd 4.11 0.00 0.00 0.00 0.00 0.00 0.00 08 /Even 4.35 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S1 4.57 0.00 0.00 0.00 0.00 0.00 0.00 08 /52 6.08 0.00 0.00 0.00 0.00 0.00 0.00 08 /53 3.88 0.00 0.00 0.00 0.00 0.00 0.00 U8 /54 2.38 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S5 2.84 0.00 0.00 0.00 0.00 0.00 0.00 II9 2.12 0.00 0.00 0.00 0.00 0.00 0.00 010 2.12 0.00 0.00 0.00 0.00 0.00 0.00 3 SELF 1.42 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 1.42 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /All 3.41 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /odd 1.99 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even 1.42 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /51 -0.26 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S2 1.21 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /53 3.71 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 2.20 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S5 -0.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul 3.98 0.00 0.00 0.00 0.00 0.00 0.00 U2 /A11 8.86 0.00 0.00 0.00 0.00 0.00 0.00 02 /Odd 6.59 0.00 0.00 0.00 0.00 0.00 0.00 02 /Even 5.68 0.00 0.00 0.00 0.00 0.00 0.00 U2 /51 3.00 0.00 0.00 0.00 0.00 0.00 0.00 02/52 5.34 0.00 0.00 0.00 0.00 0.00 0.00 02/53 9.35 0.00 0.00 0.00 0.00 0.00 0.00 02/54 6.93 0.00 0.00 0.00 0.00 0.00 0.00 02/55 3.33 0.00 0.00 0.00 0.00 0.00 0.00 03 /All 6.82 0.00 0.00 0.00 0.00 0.00 0.00 03 /0dd 5.40 0.00 0.00 0.00 0.00 0.00 0.00 03 /Even 4.83 0.00 0.00 0.00 0.00 0.00 0.00 03/51 3.15 0.00 0.00 0.00 0.00 0.00 0.00 03/52 4.62 0.00 0.00 0.00 0.00 0.00 0.00 03 /53 7.12 0.00 0.00 0.00 0.00 0.00 0.00 03/34 5.61 0.00 0.00 0.00 0.00 0.00 0.00 03/S5 3.36 0.00 0.00 0.00 0.00 0.00 0.00 04/A11 6.82 0.00 0.00 0.00 0.00 0.00 0.00 04 /Odd 5.40 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 4.83 0.00 0.00 0.00 0.00 0.00 0.00 04/51 3.15 0.00 0.00 0.00 0.00 0.00 0.00 U4 /S2 4.62 0.00 0.00 0.00 0.00 0.00 0.00 04 /53 7.12 0.00 0.00 0.00 0.00 0.00 0.00 04/54 5.61 0.00 0.00 0.00 0.00 0.00 0.00 04/S5 3.36 0.00 0.00 0.00 0.00 0.00 0.00 05 2.56 0.00 0.00 0.00 0.00 0.00 0.00 U6 2.56 0.00 0.00 0.00 0.00 0.00 0.00 07 /All 6.82 0.00 0.00 0.00 0.00 0.00 0.00 07 /Odd 5.40 0.00 0.00 0.00 0.00 0.00 0.00 07 /Even 4.83 0.00 0.00 0.00 0.00 0.00 0.00 07/31 3.15 0.00 0.00 0.00 0.00 0.00 0.00 U7/52 4.62 0.00 0.00 0.00 0.00 0.00 0.00 U7/53 7.12 0.00 0.00 0.00 0.00 0.00 0.00 U7/S4 5.61 0.00 0.00 0.00 0.00 0.00 0.00 U7/55 3.36 0.00 0.00 0.00 0.00 0.00 0.00 08/A11 6.82 0.00 0.00 0.00 0.00 0,00 0.00 08 /0dd 5.40 0.00 0.00 0.00 0.00 0.00 0.00 U8 /Even 4.83 0.00 0.00 0.00 0.00 0.00 0.00 08/81 3.15 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S2 4.62 0.00 0.00 0.00 0.00 0.00 0.00 08/53 7.12 0.00 0.00 0.00 0.00 0.00 0.00 spBeam v3.11 0 StructurePoint 15 day trial license. Expires: Never. Locking Code: 4- 25B14. User: IC, IC \ \ST -01 -PC \Users \Public \Documents \0 - Jobs \0 - Projects''( • 08 /S4 5.61 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S5 3.36 0.00 0.00 0.00 0.00 0.00 0.00 09 2.56 0.00 0.00 0.00 0.00 0.00 0.00 010 2.56 0.00 0.00 0.00 0.00 0.00 0.00 4 SELF 1.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 1.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /All 3.37 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Odd 2.70 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even 0.67 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S1 0.07 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S2 -0.13 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S3 2.44 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 3.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S5 0,86 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 3.93 0.00 0.00 0.00 0.00 0.00 0.00 02 /All 8.75 0.00 0.00 0.00 0.00 0.00 0.00 02/0dd 7.69 0.00 0.00 0.00 0.00 0.00 0.00 02 /Even 4.43 0.00 0.00 0.00 0.00 0.00 0.00 02/S1 3.47 0.00 0.00 0.00 0.00 0.00 0.00 02/S2 3.15 0.00 0.00 0.00 0.00 0.00 0.00 U2/83 7.26 0.00 0.00 0.00 0.00 0.00 0.00 02/S4 8.97 0.00 0.00 0.00 0.00 0.00 0.00 02/S5 4.75 0.00 0.00 0.00 0.00 0.00 0.00 03/A11 6.73 0.00 0.00 0.00 0.00 0.00 0.00 U3 /Odd 6.07 0.00 0.00 0.00 0.00 0.00 0.00 03 /Even 4.03 0.00 0.00 0.00 0.00 0.00 0.00 03 /81 3.43 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S2 3.23 0.00 0.00 0.00 0.00 0.00 0.00 03/S3 5.80 0.00 0.00 0.00 0.00 0.00 0.00 03/S4 6.87 0.00 0.00 0.00 0.00 0.00 0.00 03/S5 4.23 0.00 0.00 0.00 0.00 0.00 0.00 04 /A1l 6.73 0.00 0.00 0.00 0.00 0.00 0.00 04/0dd 6.07 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 4.03 0.00 0.00 0.00 0.00 0.00 0.00 04/S1 3.43 0.00 0.00 0.00 0.00 0.00 0.00 04/S2 3.23 0.00 0.00 0.00 0.00 0.00 0.00 04/S3 5.80 0.00 0.00 0.00 0.00 0.00 0.00 04/S4 6.87 0.00 0.00 0.00 0.00 0.00 0.00 04/85 4.23 0.00 0.00 0.00 0.00 0.00 0.00 U5 2.52 0.00 0.00 0.00 0.00 0.00 0.00 U6 2.52 0.00 0.00 0.00 0.00 0.00 0.00 U7 /A11 6.73 0.00 0.00 0.00 0.00 0.00 0.00 07 /0dd 6.07 0.00 0.00 0.00 0.00 0.00 0.00 U7 /Even 4.03 0.00 0.00 0.00 0.00 0.00 0.00 07/S1 3.43 0.00 0.00 0.00 0.00 0.00 0.00 07/S2 3.23 0.00 0.00 0.00 0.00 0.00 0.00 07/83 5.80 0.00 0.00 0.00 0.00 0.00 0.00 07/S4 6.87 0.00 0.00 0.00 0.00 0.00 0.00 07/S5 4.23 0.00 0.00 0.00 0.00 0.00 0.00 08/All 6.73 0.00 0.00 0.00 0.00 0.00 0.00 08 /0dd 6.07 0.00 0.00 0.00 0.00 0.00 0.00 08 /Even 4.03 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S1 3.43 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S2 3.23 0.00 0.00 0.00 0.00 0.00 0.00 08/S3 5.80 0.00 0.00 0.00 0.00 0.00 0.00 08/S4 6.87 0.00 0.00 0.00 0.00 0.00 0.00 08/85 4.23 0.00 0.00 0.00 0.00 0.00 0.00 U9 2.52 0.00 0.00 0.00 0.00 0.00 0.00 010 2.52 0.00 0.00 0.00 0.00 0.00 0.00 5 SELF 0.04 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.04 0.00 0.00 0.00 0.00 -0.00 -0.00 Wind -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live /A11 0.10 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Odd -0.69 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /Even 0.79 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S1 -0.03 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /82 0.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S3 -0.58 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S4 0.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Live /S5 0.71 0.00 0.00 0.00 0.00 -0.00 -0.00 01 0.11 0.00 0.00 0.00 0.00 0.00 0.00 02 /Al1 0.26 0.00 0.00 0.00 0.00 0.00 0.00 02 /0dd -1.00 0.00 0.00 0.00 0.00 0.00 0.00 02 /Even 1.36 0.00 0.00 0.00 0.00 0.00 0.00 02 /81 0.06 0.00 0.00 0.00 0.00 0.00 0.00 02 /S2 0.18 0.00 0.00 0.00 0.00 0.00 0.00 02/S3 -0.84 0.00 0.00 0.00 0.00 0.00 0.00 02/S4 0.17 0.00 0.00 0.00 0.00 0.00 0.00 12 -12 -2012, 04:58:15 PM spBeam v3.11 0 StructurePoint 15 day trial license. Expires: Never. Locking Code: 4- 25B14. User: \ \ST -01 -PC \Users \Public \Documents \0 - Jobs \0 - Projects \Mike °- 12 -12 -2012, 04:58:15 PM IC, IC Page 7 U2/85 1.23 0.00 0.00 0.00 0.00 0.00 0.00 03 /A11 0.20 0.00 0.00 0.00 0.00 0.00 0.00 03 /0dd -0.59 0.00 0.00 0.00 0.00 0.00 0.00 03 /Even 0.89 0.00 0.00 0.00 0.00 0.00 0.00 03 /81 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S2 0.15 0.00 0.00 0.00 0.00 0.00 0.00 03/53 -0.49 0.00 0.00 0.00 0.00 0.00 0.00 03 /84 0.14 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S5 0.81 0.00 0.00 0.00 0.00 0.00 0.00 04 /All 0.20 0.00 0.00 0.00 0.00 0.00 0.00 U4 /Odd -0.59 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 0.89 0.00 0.00 0.00 0.00 0.00 0.00 04/S1 0.07 0.00 0.00 0.00 0.00 0.00 0.00 04/S2 0.15 0.00 0.00 0.00 0.00 0.00 0.00 04/S3 -0.49 0.00 0.00 0.00 0.00 0.00 0.00 U4/84 0.14 0.00 0.00 0.00 0.00 0.00 0.00 04/S5 0.81 0.00 0.00 0.00 0.00 0.00 0.00 U5 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U6 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U7 /A11 0.20 0.00 0.00 0.00 0.00 0.00 0.00 07 /0dd -0.59 0.00 0.00 0.00 0.00 0.00 0.00 07 /Even 0.89 0.00 0.00 0.00 0.00 0.00 0.00 07/S1 0.07 0.00 0.00 0.00 0.00 0.00 0.00 07 /82 0.15 0.00 0.00 0.00 0.00 0.00 0.00 U7/83 -0.49 0.00 0.00 0.00 0.00 0.00 0.00 07/S4 0.14 0.00 0.00 0.00 0.00 0.00 0.00 07 /85 0.81 0.00 0.00 0.00 0.00 0.00 0.00 08/A11 0.20 0.00 0.00 0.00 0.00 0.00 0.00 08 /Odd -0.59 0.00 0.00 0.00 0.00 0.00 0.00 U8 /Even 0.89 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S1 0.07 0.00 0.00 0.00 0.00 0.00 0.00 08/S2 0.15 0.00 0.00 0.00 0.00 0.00 0.00 08 /83 -0.49 0.00 0.00 0.00 0.00 0.00 0.00 U8 /S4 0.14 0.00 0.00 0.00 0.00 0.00 0.00 U8 /85 0.81 0.00 0.00 0.00 0.00 0.00 0.00 U9 0.07 0.00 0.00 0.00 0.00 0.00 0.00 U10 0.07 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 4.50 0.00 0.00 0.00 0.00 0.00 0.00 Dead 4.50 0.00 0.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live /All 10.80 0.00 0.00 0.00 0.00 0.00 0.00 Live /Odd 6.54 0.00 0.00 0.00 0.00 0.00 0.00 Live /Even 4.26 0.00 0.00 0.00 0.00 0.00 0.00 Live /S1 2.70 0.00 0.00 0.00 0.00 0.00 0.00 Live /S2 5.42 0.00 0.00 0.00 0.00 0.00 0.00 Live /33 6.56 0.00 0.00 0.00 0.00 0.00 0.00 Live /S4 5.38 0.00 0.00 0.00 0.00 0.00 0.00 Live /S5 1.54 0.00 0.00 0.00 0.00 0.00 0.00 01 12.60 0.00 0.00 0.00 0.00 0.00 0.00 02/A11 28.08 0.00 0.00 0.00 0.00 0.00 0.00 U2 /odd 21.26 0.00 0.00 0.00 0.00 0.00 0.00 02 /Even 17.62 0.00 0.00 0.00 0.00 0.00 0.00 02 /S1 15.12 0.00 0.00 0.00 0.00 0.00 0.00 02/S2 19.47 0.00 0.00 0.00 0.00 0.00 0.00 02 /83 21.29 0.00 0.00 0.00 0.00 0.00 0.00 02/84 19.41 0.00 0.00 0.00 0.00 0.00 0.00 02/S5 13.27 0.00 0.00 0.00 0.00 0.00 0.00 03 /A11 21.60 0.00 0.00 0.00 0.00 0.00 0.00 03 /0dd 17.34 0.00 0.00 0.00 0.00 0.00 0.00 03 /Even 15.06 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S1 13.50 0.00 0.00 0.00 0.00 0.00 0.00 03/S2 16.22 0.00 0.00 0.00 0.00 0.00 0.00 03/S3 17.36 0.00 0.00 0.00 0.00 0.00 0.00 U3 /S4 16.18 0.00 0.00 0.00 0.00 0.00 0.00 03/S5 12.34 0.00 0.00 0.00 0.00 0.00 0.00 04/All 21.60 0.00 0.00 0.00 0.00 0.00 0.00 04 /0dd 17.34 0.00 0.00 0.00 0.00 0.00 0.00 04 /Even 15.06 0.00 0.00 0.00 0.00 0.00 0.00 04 /81 13.50 0.00 0.00 0.00 0.00 0.00 0.00 04/S2 16.22 0.00 0.00 0.00 0.00 0.00 0.00 04/S3 17.36 0.00 0.00 0.00 0.00 0.00 0.00 04/S4 16.18 0.00 0.00 0.00 0.00 0.00 0.00 04/85 12.34 0.00 0.00 0.00 0.00 0.00 0.00 05 8.10 0.00 0.00 0.00 0.00 0.00 0.00 U6 8.10 0.00 0.00 0.00 0.00 0.00 0.00 07 /A11 21.60 0.00 0.00 0.00 0.00 0.00 0.00 07 /Odd 17.34 0.00 0.00 0.00 0.00 0.00 0.00 07 /Even 15.06 0.00 0.00 0.00 0.00 0.00 0.00 U7 /S1 13.50 0.00 0.00 0.00 0.00 0.00 0.00 U7 /S2 16.22 0.00 0.00 0.00 0.00 0.00 0.00 U7 /S3 17.36 0.00 0.00 0.00 0.00 0.00 0.00 U7 /84 16.18 0.00 0.00 0.00 0.00 0.00 0.00 spBeam v3.11 © StructurePoint 15 day trial license. Expires: Never. Locking Code: a- "Iti814. User. Tr \ \ST -01 -PC \Users \Public \Documents \0 - Jobs \0 - Projects rr• n Jn 12 -12 -2012, 04:58:15 PM w. . ,tra -'L 7..... U7 /S5 12.34 0.00 0.00 0.00 0.00 0.00 U8 /A11 21.60 0.00 0.00 0.00 0.00 0.00 U8 /Odd 17.34 0.00 0.00 0.00 0.00 0.00 U8 /Even 15.06 0.00 0.00 0.00 0.00 0.00 U8 /S1 13.50 0.00 0.00 0.00 0.00 0.00 U8/82 16.22 0.00 0.00 0.00 0.00 0.00 U8 /S3 17.36 0.00 0.00 0.00 0.00 0.00 U8 /S4 16.18 0.00 0.00 0.00 0.00 0.00 U8 /35 12.34 0.00 0.00 0.00 0.00 0.00 U9 8.10 0.00 0.00 0.00 0.00 0.00 U10 8.10 0.00 0.00 0.00 0.00 0.00 Page 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tilimmft 3K5619.238 1 4M9 October 29'4, 2012 knotolt. Deoge Aventu; Pierian 33125 12o: Deep Foundation Recetatnendation mid Evation Proposed Residential Home Addition 1361 NE 104th Street is.diaini Shores, FL USSE Project Number: 0776199 Dear Sir/Madam: Representatives of U.S. South Engineering and Testing Lab., Inc. have performed geoteelmical explorations for the above reference site. The purpose of these explorations is to obtain subsurface conditiOns i order to provide site preparations and foundation clogign rec*Inmendations to support future proposed one story residential structure. This report presents our findings and recommendations. Project Ilormation To explore tire subsurface soil strata within proposed improvement sites, our personnel performed -two (2) deep penetration boring tests to the depth of thirty (30') feet. Representatives of U.S. South Engineering and Testing Lab., Inc. observed present site conditions at the time during our field exploration. The existing ground surface elevations at the boring/test locations were not determined and we consider being at the elevation zero. There is as existing how siParture,present at This site. Subsiaince 6yr-ion/General Sabgn Rice COMIiiirMS SNPSURFAtrE 01 AT1 The sub-surface conditions at the site Were explored with two (2) deep penetration boring tests which the testing services took place on July 5th, 2007. The result of the classification and stratification are shown on pages entitled Soil. Deep pe 'iota ti on Test. Results in this report. It shouldbenotedthat soil conditions may vary between soil boring and the stratum interfaces which are shown. The sail deep penetration data reflects information from the specifie test lowlier.) only. Our personnel using paced and taped measurement front the boundiny lines establiShed the field test locations. The Wiring locations; as shown on the field, exploration plan, were taken in the areas that were accessible and should be considered approximate. i.)oktiterco, Wtty-, . 33131fi -Pilorto: lia5a125B8 1 Fa 305:132.4669' Reitiort a DeZ17 dation ReP,einan agitation Residential Home Addition 1361 NE IN Street Miami Shores, Florida USSE Projert Number: 074199 INTRODUCTION This report presents the result of soil investigations perfoimed for the proposed residential home addition located at 1361 NE !Nil' Street, Miami Shorcs, Florida. The sub-sinface explorations were performed on July 5, 2007, in order to ruialyze the conditions and bearing valise for this project. SCOPE CM? SERVICES The scope of services for this project was the ibllowing: 1. Performed WO (2) engineering deep perietration test results. 2. Report preparation including recormnendations. SUB-SURFACE CO' ' IONS The subsurface conditions at the site were explored with two (2) deep penetration boring test. The result of the classification and stratification are SliONYII on the page entitled Soil Deep Penetration Tests Results in this report. It should be noted that soil conditions may vary between soil boring and the stratum interfaces which are shown The soil boring data reflects information from the specific test location only &LIMITATIONS The findings and reconThiendations provided in this report: are based on our soil boring data and inforinatien collected from the test boring locations Uniformity of soil strata in the immediate vicinity may be assumed, however, it is not guaranteed, and this office assumes .110 responsibility of areas other than those where the subsoil Investigation was made and reported herein. Experienced geotechnical personnel should observe and document the construction procedures used and the conditions encountered. Unanticipated conditions and inadequate procedures. Should be reported to the design team along with timely reetymmondotioo to solve the problem. We recommend that the owner retain. U.S. South Engineering and TeAng. Leh., be: to provide these services based upon our familiarity with the project, the .subsurface conditions, and the intent of recounnendatiens mid design. The information preseuted fri. this .report is intended for the exclusive use of Insight besigu, and /or their assigned. U,S. Seta )4Agin.P.er4it-g and Testing Laboratory, Inc. will not be responsible for conclusions, Op I 1110i1S, or .VO.0011111100t1011S .11:14CIP by others based' on datit presented herein. If deviations from the noted conditions are encountered during remedial application, they should be brought to US. South Engineering-, and Testing. Laboratory,- bm'S attentiOn• 14345 CarnmoTtollklity, Phone: 1151,5611.2588 1 Fax: 311i,6-2.46139' The penetration testing and soil stunpling are accomplished simultaneously using procedures in general accordance with ASTM D-45.6, the Standard Penetration Test A 24nch 0.D: by 1.4 inch LO.. split-spoon sampler is drilMn. wills 140 pounds hammer :falling .30 Whet-, The number of hammer blows .required to drive the sampler is recorded on the boring logs which are shown on following page entitled "Soil. Deep Penetration Test Results," Whore ,possible, the sampler is driven 24: inettg, with the hammer blows being recorded for each of four 6-inch intervals. The "Penetration Resistance or '`N" value is the sum of the .blows recorded for the second and third six inch intervals.. This value is widely accepted by geOtechnical: engineer as an indication of the relative density and strength of the soil being sativled, Rased on our observations, explorations, arid evaluation supplemented by a review of subsoilprofiles developed from our engineering :deep penetration boring tests, we conclude that the subsoil. conditions at the site are not capable of providing support to the proposed structure on shallow spread footing. Therefore; we reeormuend two alternatives for the deep foundation which can be used for the, above referenced 5ite and they are as follows: Altornative A) Helical pier for FqpikpAppriAgsmiq Based on our observations, explorations, and evaluation supplemented by a review of subsoil profiles developed from our engineering deep penetration boring tests; we comfdde that the subsoil conditions at the site are not capable of providing support to the proposed structure on shallow spread footing. Therefore, we recommend the deep foundation system shall be used. Our first recommendation is the use of Mica! Pier Anchors to the depth of thirty (30') to provide support to a design axial con load of not to exceed twelve tons (12.) and tension load of not to exceed five tons (S) per anchor. helical anchor/pile is.a segmented deep fotnidation systeni With helical bearing plates welded to a central shaft. i t Loads are transferred ffoni the abort to the sail threttgi these bearing plates. Central steel shafts are available in 1 Type SS (Square Shaft) series. The Type SS series .ate available in I-1/4" to 2-1/4" square sizes. A helical bearing plate or helix is one pitch ofa screw thread. All helix, regardless:of their diameter, have a standard 3" pitch. Being a true helical shape, the helices do not augers into the soil but rather a screw to it with minimal soil disturbance. Helical plates are spaced at distances far enottgil apart that they function independently as individual bearing elements; consequently, the ca achy of a particular helix on a helical anchor/pile shaft is not influenced by the helix above or below it. [ • . The following summarizes our deep foundation system and recommendation for using Helical Piles: .PII::, CAPACITY Type of Pile ..... _ ._ 114a..i.cith ant A iloWable Asint 4 .44 (foes) 12 Pile tensile Capacity .(Tons) . $ _ Type and Size of fait] Helix Dotible Helix Sins, tar ntEd 12" lend section, Se41ed4,le o n. 1 Remark The.depth c)fcacil Helical Piles Is'°611niatt's to be aPin'xi'nal'IY 30 feet belew the existing grade elevation ualeSs refusal is attained Hellcat Pier 26000 series ASTM A50-0 Oracle B Alternative 2) c ' iii ?f-c"o � via, M: iiettti +, Fi.3:1:1113 Pht<nt 366.5 Fax: 3C5 3tZ 669 ^ A ! e a nkt Allowable Axial Load (Tons) 35 'te s e C pe y (Torte) ll Pib an t i pa i (Ton): 3 P d e €iat� nd 0-.25 c 'The depth of each cast -in- }dace (auger cast) pile is estimates to be approximately 30 feet below the existing grade elevation unless refusal is attained. 14 -Inch Diameter Ainger Cast Pile PILE LOAD TESTS: If more than 35 tons design axial loads is desired, we recommend that two (2) in -place pile load tests be performed in compression and tension. The test load (in compression): shall be not less than twice of the desire design load, and the test load in tension shall be at least one-half () of the desire compression load: This test shall be supervised by an experience geotechnieal engineer and upon completion; he or she shall issue a certification of acceptance prior to placement of any production pile. Attached is a copy of the Cast -in -Place Pile specification for your review. U.5. South Engineering and Testing Laboratory, Inc. appreciate the opportunity of assisting project. If you have any questions or continents, please do:nnot hesitate to contact the undersigned. Respectfully submitted, US. SOUTH. Engineering a: tI T tits ab, Ghasenn Khavanin, Project Manager Co, File you in this T .SETS INTRUSION -PIACE PILING SI't CAT/ONS 0 C1. PILING, GENUIAL 1. Ail: retempos marten) A STMstandards and ACI & codes shall be the latest revisions. 2 RELATED WORK A. Cast - In. -dace Con Pile 3. SOIL BORI GS Soil information was of IT.S. SOUT.i .4. S.� 9 t AID. Subs 1 for. ie aadtor app soil data taken at the site en July Su 2007 by representatives d.Testiing Lab., bite* A. Mortar Cube Tests. B. Daily pile constinetion re C. Equipment 5. REFERENCE STANDARDS The reference standards' listed he but refbrred by basie desination only, formed a part of these specifications to the extent iodide by the references thereto: A. American Soeiety:for Testing sett terials (AST publications: A 61,5M Spec for Defamed and plain, Billet- Steel bars for Conte Reinforcement C31 'Spec. for Conatete Aggrepte G109M Testfor Compressiireltforreh c fHHydraiilic Cement Mortars C150 Spec. for Tbortland Cement B. Florida Building: Code, latest edition. l'cxrtlattd c Gne#rt shall to.A J 6. EXPERIENCE Submit evidence five years. PRODUCTS enee of `intrusion mortar cast - in place: piling C-350 Tyler" 1I, 2. AmoRAL ; Mineral Eller shall`d combining the lame lil el will in of kfbrttanci eklBlkt; mamma Shall be a compound possessing characteristics which will increase the flow ability of the. mixture, assist in the dispersal deem* grains, and neutralize the setting shrinkage of the hi h_ strength cement, "Mortars inter aid" as manufactured by the Gmut Supply, Company,. B,rockvrllc, Ohio, of "Intrusion Aid" as manufactured by concrete Chemical, Inc., of Cleveland, Ohio. 4. WATER Potable. 5. REINFORCING ASTM A615, GRAD 60: Size end number of reinforcing: steel shall be determined by Struetural Engineer. fr FINE AGGREGATE Sand will meet the fir EXECUTION C-33, and the 'lowing: The sand will consist of hardy . . dr durable unl rock partrclegend will be fi'ee from injurious amounts of silt, loam lumps, soft or flaky particles, shale, alkali, organic matter, mica, and other deletetioussubstanees. If washed, the washing methods will be such as will not.remoyedesitrable fmea, and the sand will subsequently be pen pitted to drain until the residual -five moisture is reasonably uniform and stable, The sand shall be well-graded from fine to , wit .fineness modules between 1.40 and :3:40 The fineness modules are deDned are defined as the total divided by 100 of the cumulative percentages retained on 1.1.S, standard sieve numbers 16; 30; 50; and 100. 1. FILETS.. LUIS: • A. Estimated pile 's:length: The actual lengths: will be:determined in tlae field by the otechnical engineer during installattonand° based on load test pro WU results. 2. ADG EQ P'1} F - GWR:A A. The hole thratrgh which the: high engi lr :mortar is pumped during the plant of°tlre: pile will be located at the ; bottom. o the auger head :below the bar containing the cutting teeth. The auger Plighting will be continuous from the auger head to the top of the auger with no gaps or other breaks. C Augers more` than thirty (30) feet intend will cont=ain a middle guide. a The piing heads sheuld he prevented from; twisting by a stabilizing: acre.. CAPA.Ci'YY AND ME Type of Pile. 14 -Inch Diameter Auger Cast Pile Maxiaiu m Allowable Axial Load ons Pile tensile Capacity (Tons) Pile Lateral Capacity CP0114 Pile Lateral Wad Def eefiion 025 The dam of each east -in -place (auger cast) pile is estimate to be approximately 30 feet below the existing grade elevation unless rtusal: is attained. PLACE .PILING Rotate into the ground a continnous,flight hollow shy auger to the depths specified or indicated and as follows: A. The piles will be installed to an embedment de according to pile capacity (estimated) below the existing sur1ee'unless refusal is ed. B. Pump the hole fills with high-strength mortar as the auger is withdrawn. A/loiter will be pumped through the auger and ejected at the bottom ofthe auger head. Maintain pressure in the line and, keep the bottom ofthe auger submerged in mortar during filling operations to prevent formation;ofvoids in pile. C. While the mortar is still fluid, place steel roinforeement as indicated by the structure engineer. Centralizers (spacing devices) should be attached to each bar at its mid- depth and bottom. The type and diameter ofthe spacing devices should be submitted for review. 5. MIXING AND PUMPING OF HIGH-STRENGTH CEMENT MORTAR A. Use only approved .pumping and continuous mixing equipment in the preparation and handling of acttar, All oil or other rust inhibitors will be removed from mixing drums and pressure mortar pumps. heiriortar:punzp =will be apositi`v pressures at the pump op to 350 .psi.: C. The minimum volume. of mortar placed in The bole will at least; equal the volume of augured hole but not less than the grout factor obtained from the test pile. However, a grout factor of 1.3 is desire. All materials shall be such as to produce a: homogeneous mortar of the desired consistency. if there is a lapse in. the operation, the inodar shall be re- circulated through the pu D. A pressure gauge should be installed close to the pile rig in order to monitor grout pressure during operations. The use mould be positioned so that it can observed by the field ongiboor engineer or geotechnical engineer. e pump capable of developii A Mechanical counter should 6e pnnu on the grout :purhp to count the number of pump strokes during the installation of alt pile. F. The grout pump should be calibrated to initiation of pile installation by pumpin grout into a container of known volume. The pump should be calibrated as often as deemed necessary by the field engineer or geotechnical enghteer. At least two sets of three (3) inch :ire grout cubes should be made for each day of tale illation, one in the morning ;and the other in the afternoon. After achieving the desired termination criteria, a positive grout pressure should be observed prior to initiating the withdrawal ofthe auger. A continuous fluid return (irst slung, then grout) out of the top ofthe hole is the best indication that the maximum possible pressure head is being achieved. The auger should be withdrawn slowly and smoothly so that a positive grout pressure head is maintained in the hole at all times during auger withdrawal. if' the withdrawal of the auger becomes erratic,, grout pressure suddenly drops, or if`#he grout supply is interrupted, the auger tip should be reinserted at least 5 ,feet• :below the level where the grouting operation was disrupt prior to resuming withdrawal ofthe auger. The' time rate ofwithdrawal of tlie auger sh ld be monitored the field engineer orgeotechri cal engineer. A grout factor equal to or greator than that ofthe successful test pile should be achieved. The grout fa sr is defiried as-the actual volume of grout pumped into therpile-divided by the theoretical volume of the drilled hole. Although: piles should not be rejected solely on the basis of grout factors less than that of the test piles, the contractor{ should coordinate the rate of withdrawal of the auger so that the desired target grout factor is achieved. As noted: previously, significantly higher grout factors may result due to the porosity of the limestone forcnations. Clockwise rotation of of thc auger should be performed during the grouting process, at least • until grout is observed tlowitig ouC of the top ofthe drilled hole. Auger rotation helps stabilize the.: sides o f the hole, facilitates; the removal of spoil rnater°ial out ofthe hole, and prevents bcaring formation cuttings from settling-out to the bottom of hole during grouting. L. The installation of adjacent piles (lorated within 3 feet of each other) on the same working day is not ritmended. Adjacent piles (located within3 feet of one another) are not to be .installed until the grounded pile has set for Ininimuni of eight (8) hours. Some subsidenceciffresh g ut oc ur itnthe.top ofthe piles. This subsidence is believed to be due themeight cif ilk grog glum "pushing° the grout latenilly into Cores in the limestone layers it is.ai lexpated that'tluis subsidence will occur within a vial of about two hours €oliowin f using if subsidence occurs while the pile grout is in a:fluid state generally two Hours of the pile, the pile is to be "topped" with fresh but to;tlic proper cutoff elevation Munediately. A short length of easing or sleeve inserted into the'top ofthe pule -would serve as a good reference to judge whether grout subsidence- has occurred. A e grout subsidence of up to six inches hould he considered acceptable for this project. As stated previously, the pile should be refilled as the subsidence occurs. Conscientious monitoring of the pile grout levels will be required by the contraotor and installation 'monitoring fi inches .in an Qvernit pet od or alter a two -hour pe individual basis, to determine theta aeeeptability. . Piles which subside more than 6 should be evaluated on an Use a =lure of Portl and omen °bi er„ fluidi ter;: sand and water s° proportioned and mixed d as to pro zh a le Of maintaining the solids: in. suspension without appreciable water gam, yet which may be pumped without difficult( ( attd vdtieh will latertay penetrate and fill any voids in the foundation : tna at . The materials. shall be so proportioned as to provide. a hardened mortar having an ultimate compressive strength of 5000 psi at 28 days. The maximum water- cement:ratto shall not exceed .45. 7, L A ION O rPii S A. Locate piles. as shown on drawings or as otherwise dirtmted by the, architect.. Pile centers to be lot:ated to an accuracy of plus or .minus ,3 inches, single pile 1 '. Do not place adjacent piles place: eloser than 3. feet renter to center unfit the mortar in the piles have set for a minimum of emit ( lira. In ii)eatton Whom "Owe-arena come slabs mother means .ofdistrtbutin tin l* ofthe piliia placement equipment, the poi .ts where this concentrated load is applied to the soil shall.beat least ten feet away riu time ito0ation, This is to p rOVellt tilb..W41at : of the piling pia zuent:equipmenat. from compressing or sheaathg the sod, which may, in turn :squeeze in the top Odle pile. B. C. 8. MY.. TOPS A. Where the-pole- cutoff is near the surface or. °above the bottom of the excavation „place . sleeves of proper diameter around fhe pile tops. B. All pile caps shall be centered under their respective column center lines unless otherwise uoted>en puns. 9. OBSTRIKAIONS Should any shall prevent rev*reil:l+aa€ not be deemed: be placed. Ret minute. 'demand timbers) be encountered which cause the pile to drift-from the diireoted Dense rook layers shall art not adjacent pile shalt ofthe:auger of less than one foot per RBINFORC,` i Provide four #5 MO lengths #3 tea at I tl inehes. on center rein rciipsg and /or as indicate l in the drawings. 11. GRO TESTING The owner wilt provide and for a tcst ng laboratory to Orient/ the following A. 'Test the r o tar itrik mfg two sot retiree 2 inch x 2 inch cubes for each rig used day rootlet rs plated. one in the morning and the other in the oon). A set of cubs shall list of 3 cubes to be tested at onc at seven days and 2. to be tested at.28;days.. Test. mhos shalt be inade and tad in accordan t with A Tv -C 109, with the exception that the,trnorrtar should. be restrained from eUpansi by a top lute.. 12. PILE INSTALLATION MONITORING A. Prior to actuni installation of the piles, the contractor should demonstrate .that :the: materials and equipment proposed for use is capable of installing the production piles. The -contractor should provide an curate method; of determining the depth and alignment of auger. Grout pressure gariges should be accessible to the held geoteclmical engineer at all grtr . Gauges. which become blocked with grout should be cleaned or reeplacl :. The duties of the pile observer shall include the following (l) Calibrating the grout pump (m units of cubic feet per stroke); (2) Monitoring the addition of array water andfor admixtures to the grout at the site. Performing flow cone tests, ifrequired.. (3) Making grout cubes.. (4) • Observing:the drilling :process and noting: any relovant irregularities. - (5) ,Approving: Elie pile'. auguring terirti lion miter and recording the pile tip elevation: prior to pumping. (6`) Observing; and documenting the grouting procedure, noting the depth to the auger tip during any delays in_grouting, and the time of any delay during pumping. (7) R:ecording;the total number of pump strokes for the determination of the actual . grout volume pumped into each pile. Calculate theoretical pile volume and grant actor. (8) k auger (g) (10) Observ°in; the rater ofvxithdiawal of`tlte t$ased on,;the :actual slum* oil sit ‘ routwhich reaches its urinal set sho l not Y-groutect piles: to determine whether any settling or grout subSidenee nee (11) Metnitoring the installation ofreinforeing steel In the Piles. 13. MIX LOAD TESTS (Ifinore than 35 tons designs axial buds are desire) A. two (2) compression load tests are . The test pile is to be loaded to twice the design load in accordance with Florida Building Code., A lest load in tension is also required The test load shall be least one-halt"(14) of the desire eorepression load. Monitor and Itteatate one reaction pile for tension capabilities utilizing the same hierernents and times as thecomptession tests, B. Provide adequatu support for the load testing apparatus and cooperate with the testing laboratory. e. The test pile will be ced in location of a permanent pile in the floor slab area. In the . . . . . . . event of test failure, a supplemcntary pile shall be placed and tested for each failure, at [he Contractor's eXprasc. D. Four widely spaced "indicator or probe" piles shall be installed at the site prior to the load testing. The installation of these piles shall be witnessed by the geotechnical engineer. These piles shall be installed in production pile locations and may be used as permanent job piles if the pile load tests are successful. The indicator piles should be installed with the same equipment and using snuffer methods and procedures planned for the production piles. Following installation of the indicator piles, two of the four piles should be selected for load testing by the geotechnical engineer based on installation behavior and the subsurface profile. Based on the results ofthe load, test and the installation of the indicator piles, the geOttichnleal engineer shall generate additional pile installation criteria (minim= grout fatter, revised tennination otheria, eta) for the Production 'Piles. If necessary. Additional reeatnincalgatioriS relative to the Pilo load test Pretreat can be provided at the approprititntime, B. The installation of the. indicator, test, reaction and production anger cast piles shall be observed by the geotechnical engineer. If unusual drilling characteristics, large grout quantities, or other observed installation irregularities occur during production pile installation that are markedly if different from those recorded when installing the indicator, tests and replacement piles may be required. F. The testing laboratory shall be provided by the Owner.