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RC-12-2195 (5)21c 12-2195 WD FL Extsr. Ts it - vos.Leitsal. izr Mcifict- so art* totemai ni ELA16 Ccrn4. Sickb *4 41D.C. ItV& 830-Cear EIVX. *5.41 MID Exxs 4axu4a)(4/64 Lwl tot 4 tbii184- mots s.bee13411. icoem tlot STAA ECTION SCALE 14 RODRI6UE1 RESIDENCE 124z. HE 101S7 14MAIA1 SHOWMiS FL. -1- 2015 Ado; -4-41 • 1/81IF Arthur ,Glenn Architect ARCHITECT 1016 NE 114 STREET BISCAYNE PARK- FL 33161 PH: 786-547-7555 FLA. REG # 7174 artpylearchitect@yahoo.com t, ▪ ... f k f !� L ti S f r t v ...111 :t Ifs' w r..,pq.▪ gun.�...« f%, s ♦R " y{ " pp 1rr { E 3 kf'�•7( to"- , i.a1+),1 . t ). o • i Iq 00000tioo ,f > n at" F1'4 A "i u. r +., n. .. ,r 't .. ` A 1 r k .310 o } } W4479 Local Business Tax Receipt 'Miami -Dade County, State of Florida -THIS IS NOTA BILL - DO NOT PAY 7149164 BUSINESS NAME/LOCATION STEEL CORP OPERATING IN DADE COUNTY MIAMI FL.33999 1OWNER „� CAC STEEL CORP u t Employee(s) 1 + / p f This Lo elf Business Tax Receipt only confirms payment of the Local Business Tax` The Receipt is not a license, F' permit. or a certification of the holder's qualifications, to do'business. Holder must comply with any governeiental` or nongovernmentalapply W RECEIPT NO. RENEWAL 7426141 EXPIRES SEPTEMBER 30, 2015 Must be displayed at place of business Pursuant to County Code Chapter, 8A - Art. 9 & 10 SEC. TYPE OF BUSINESS 213 SERVICE BUSINESS Not a Contractor -Receipt ! I PAYMENT RECEIVED BY TAX COLLECTOR $75.00 08/28/2014 regulatory laws and requirements which to the business. The RECEIPT NO. above must be displayed on all commercial vehicles - Miami=Dade Code Sec 8a-276 '- :q I For more information, visit www.miamidade.aov/texcollector 4 �.. .r CREDITCARD-14 '034164 O "1►�� - � '00�' � W .. �7 �f �76� • �V _ .'sV �� ?� ^7t'�� '79� �b� b '9 N.D. T. and Inspections, Inc. 5047 S.W. I676 Avenue Miramar. Florida 33027 (954) 450-8536 FAX (954) 442-4157 Date Tested: 3/18/03 Lab Number: 03-063 A.W.S. A.T.F. # 990203 WELDER QUALIFICATION TEST RECORD Client: Raul Fernandez Welders' Name: Raul Fernandez Welder. X Operator: — Address: 2930 N.W. 164t° Terr., :Miami, FL 33054 Social Security #: 326-84-4404 Eye Correction: N/A TESTING VARIABLES AWS WPS NO.: B2 I-1-001-90 SUPPLEMENT NO.: Q_ TESTNO.: DI.1-SM-F4-M1-3G-L PROCESS(ES): S.M.AW. TYPE:MAN POSITION: Verricel43G) PROGRESSION: Lin PASSES: MULTIPLE BEAD: STRING/WEAVE BASE !METAL. SPEC.: ASTM A36 MATERIAL L NO.: M-1 MATERIAL THICK: 3/8" FILLER METAL SPEC.: AWS A 5.1 CLASSIFICATION: E 7018 F NO.: F- 4 SIZE: I/8" CURRENT: DC Reverse SHIELDING GAS: N/A BACKING: 1/4" TEST RESULTS VISUAL TEST RESULTS: PASS: X FAIL:, BEND TEST RESULTS: PASS: F.AIL:__ RADIOGRAPHIC TEST RESULTS: PASS: X FAIL: TEST WITNESSED BY: David Ortwom A W S. S.C.W.I. tl 97080018 RADIOGRAPHER: Mark Selfridrre_ Level A. R.T PROCESS QUALIFIED FOR: S.hLA.W bacrcgouging) POSITIONS: GROOVE QUALIFICATION VARIABLES THICKNESS QUALIFIED FOR: 1/8" To 3/4" PIPE DIA.: • > 24" * ('pith backing or FILLET CJP PJP PLATE: Fiat, Horz., Vert. Flat, Horz., Vert. PLATE: Flat, Horn, Vert. PIPE: * Flat, Horz., Vert. Flat, Horn, Vera. PIPE: Flat, Horz., Vert. CERTIFICATION STATEMENT We certify that the statements in this record are correct and that the test welds were prepared, welded and tested in accordance with the requirements of the latest edition of ANSI/AWS D1.1-00 — Structural Welding Code — SteeL A.W.S. S.C.W.I.: David Ortigoza Cert. #: 97080018 O O 4) 4) 4) American Testing & Inspection P.O Box 971801 Miami, Fl 33197 Date Tested: 12/30/2013 Lab Number: ATI-VII-953 WELDER QUALIFICATION TEST REPORT Welder Name: Santiago Reyes Welder ID: 3561 Address: 340 E. 2St. Apt# 10 Hialeah, FI 33010. Welder: X Operator: _ Eye Correction: N/A TESTING VARIABLES Process: SMAW to: UPHILL Passes: SingleMultiple: X Test Base Metal Spec: 6" SCH 40 PIPE Spec: ASTM A53 Mat'I No.:M-1 Mat'IThick:0.280" Filler Metal Spec: AWS A5.1 Classification: E6010 &7018 F No.:3 &4 Size:1/8" Current: AC:__DCX (Reverse) Shielding Gas: N/A Flow Rate: N/A Backing: None TEST RESULTS Visual Test Results: Pass: X Fail: Guided Bend Test Results: Pass:X Fail: `"Radiographic Test Results: Pass: _ Fail: _ Test witness By: Edgar J. Alfonso CWI # 09080191 Radiographers: N/A QUALIFICATION VARIABLES Process Qualified For: SMAW Thickness Qualified For: Up to 0.560" PIPE DIA: 2.875" to UNLTD. Position Qualified For: Groove Fillet CJP PJP Plate: ALL ALL Plate: ALL Pipe: ALL ALL Pipes: ALL CERTIFICATION STATEMENT We certify that the statements in this record are correct and that the test welds were prepared weld&d and tested in accordance with the requirements of Clause 4 of AWS D1.1M (2010) Structural Welding Code -St, 1. "-Sat S. 041.4fonso, CWIZ (786)332-7132 Reviewed By: C-/1-i2--z'• SEPTEMBER 30, 2014 MIAMI SHORES BUILDING DEPT. ART PYLE ARCHITECT # FLA 7174 1016 NE 114 STREET BISCAYNE PARK, FLORIDA, 33161 786-547-7555 artpylearchitect@yahoo.com ref. RODRIGUES RESIDENCE 1263 NE 101 STREET MIAMI SHORES FLORIDA 33138 Permit #: 1112-2195 THIS LETTER IS TO CONFIRM THAT ARTHUR PYLE ARCHITECT # 7174, ARCHITECT OF RECORD FOR THE ABOVE REFERENCED PROJECT, APPROVES THE CHANGE IN DETAIL TO DETAIL 4/S-4. THE BACK WOOD PLATE FOR THE TRUSS HEEL IS A P.T. WOOD 2" x 4" SECURED TO THE WALL WITH Y" x 3 Y" LONG TAPCONS @ 16" O.C. THANK YOU'FOR YOUR CONSIDERATION ON BEHALF OF MY CLIENT. ARTHUR PYLE ARCHITECT # 7174 PERMIT RC-11-12-2195 HAS AN OPEN INVOICE. PLEASE PAY THIS INVOICE BEFORE PRINTING THE INSPECTION WORKSHEET FOR INSPECTION INSP-201174. t163NE 1O\3+ T?eCelk Cournn5 Mike. Skyline ConSt4kn C1ctuales (os) g9q969164 �i/ ��l�s C00%Nos fl'ed/2/ 7 '2 77:if- /o 7,5713 /Z October 11, 2013 For Inspections please call: (305)762-4949 Page 25 of 25 PERMIT RC-11-12-2195 HAS AN OPEN INVOICE. PLEASE PAY THIS INVOICE BEFORE PRINTING THE INSPECTION WORKSHEET FOR INSPECTION INSP-201033. 1263 NE 101 5k lob T?tinsP1 Cells columns Mtor S1ine cn5k4Kr) C1CIU4ib 305 Z?7-1616 raiw/m) 5 Pik t BA4L / // October 11, 2013 For Inspections please call: (305)762-4949 Page 22 of 26 /PERMIT RC-11-12-2195 HAS AN OPEN INVOICE. PLEASE PAY THIS INVOICE BEFORE PRINTING THE INSPECTION WORKSHEET FOR INSPECTION INSP-201297. 1/6 NE 51.red- l5Pan5FITN55 lnsp Miami 5k9\ine Cc*ix\iO 3O51'i6 ri2_0 65 -K}G P L . flk6L l 43 October 15, 2013 For Inspections please call: (305)762-4949 Page 42 of 48 PERMIT RC-11-12-2195 HAS AN OPEN INVOICE. PLEASE PAY THIS INVOICE BEFORE PRINTING THE INSPECTION WORKSHEET FOR INSPECTION INSP-202046. zb3 NE col sT Tkf 'Lisp.' 516 Mice Slailine Claudio 305-2.16-62229 51,4-6 1(7. (0/7 y/5 October 28, 2013 For Inspections please call: (305)762-4949 Page 41 of 46 Project Name: Lot Block Model: Service order by: /Q/7/; Skyl tu E aVaiThz, Date: ` Time: /f in Product U e 0/77/h c Z Number of Gallons applied(: Area Treated : Tamp: Stage of Treatment : Horizontal/Interior Vertical Al -Flex Exterminators, Inc. 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 / Miami Florida 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 WEB PAGE: www.al-flex.com / E-Mail: al-flex@bellsouth.net N2 5175 Partial Treatment Notice Property Address: / 3, :/€/ S 77 /0721 FL Permit #: Applicator: ez;" Chemical Used: Q' (active ingredient) Percent Concentration: Linear feet Treated : OiJ C'e / ,4b /7"7.6 AI/,�/�J/N Tey This is not valid without a company seal 1. The above noted structure has received the first of two or more required treatmets for the prevention of native subterranean termites. 2. Upon completion of this treatment and payment of any balance due under this contract, Al -Flex will Provide _ urchaser with E Li x written confirmation that the treatment is completed and the associated limited warranty is in full fdrgeNand•effeakl i, O ''•. Fes,'._ The limited warranty shall not be considered to be in effect until all required payment has been tnad.O. 'Pa'; r:, This form is for inspection or construction draw purposes only. The perimeter of the above structure ra,. accordance with pesticide label and Florida Statue. Warranty and treatment certification will be isst 94A.A8 cis treatment. ......_ This form should not be accepted as proof of complete treatment for Certificate of Occupancy ofr-Closinc')' '• MI , NOTICE TO BUILDER: It is the responsibility of the builder to notify AL -Flex Exterminators should treatment be required for patios, driveways and entryways. AI -Flex Exterminators must be notified at final grade of structure so final treatment can be completed warranty issued, and required paperwork for closing submitted. THIS IS NOT A PROOF OF WARRANTY treated at final grade etiorWi.bf-fidal SOILPROBE ENGINEERING & TESTING, INC. STUDIES, DESIGN, INSPECTION, AND TESTING SERVICES 5450 Griffin Road, Davie, FL 33314 Phone: (954) 584.6880 (954) 584-6115 Fax: (954) 584-2862 LABORATORY NO: 103550 JOB NO.: 0550 DATE: 9/13/13 ALL REPORTS ARE SUBMITTED AS THE EXCLUSIVE PROPERTY OF OUR CLIENTS. , AUTHORIZATION FOR PUBLICATION OR EXTRACTIONS FROM OUR REPORTS ARE RECEIVED PENDING OUR APPROVAL REPORT OF IN -PLACE SOIL DENSITY TESTS Client: Miami Skyline Construction Corp. Project: Proposed Additions - Jobsite: 1263 NE 1015` St. Miami Shores, FL Address: 1263 NE 101' St. Miami Shores, FL Soil Description: Grey dark sand, trace of rock Max dry Density: 108.6 (Lbs./Cu.Ft.) Optimum Moisture: 11.2 % Method of Test: NUCLEAR Date of Test Test No. _ TEST LOCATION Lift No. Field Moisture In Place Density (Lbs./Cu.Ft.) Compac tion Wet Dry 9/11/13 1 Slab @ center of NE addition 15` 7.3 111.3 103.7 95.4 9/11/13 2 Slab @ center of NE addition Final 14.3 118.2 106.1 97.7 9/11/13 3 Slab @ center of New Garage Final 6.5 117.7 110.5 101.7 9/11/13 4 Slab @ center of front entrance Final 4.2 113.0 108.7 100.1 NOTE: The above highlighted tests were taken to verify the compaction of the top twelve (12) inches of the structural fill only and they exceed the required 95 % of the maximum dry density (ASTM METHOD T-I80). This is NOT a soil bearing capacity certification. Respect � bmitted, . . SOJLPROSS ENGINEERING & TESTING, INC. STUDIES, DESIGN, INSPECTION, AND TESTING SERVICES 5450 Griffin Road, Davie, FL 33314 Phone: (954) 584.6880 (954) 584-6115 Fax: (954) 584-2862 LABORATORY NO: JOB NO.: DATE: 103550 0550 9/13/13 ALL REPORTS ARE SUBMITTED AS THE EXCLUSIVE PROPERTY OF OUR CLIENTS. AUTHORIZATION FOR PUBLICATION OR EXTRACTIONS FROM OUR REPORTS ARE RECEIVED PENDING OUR APPROVAL Client: Address: Project: Location: Soil Description: Method of Test: REPORT OF MOISTURE -DENSITY RELATIONSHIP OF SOIL Miami Skyline Construction Corp. 1263 NE 101st St. Miami Shores, FL Proposed Additions @ 1263 NE 101st St. Miami Shores, FL Slab Grey dark sand, trace of rock AASHTO T-180 MOISTURE -DENSITY RELATIONSHIP CURVE fi�,�-� d - r _ I 1111011� ' t 1 1 i 1 I a, i X Yp . w:,,:•— 1 t Y 1 • {y a IS 1r —rim� � 1�_t_1��T _ i 4 3 ti i 7 i 1 , I' �w, _ { `. i:�L. . 1 �! v Y r 1 tl i + Y .. r .. 1. a.. — * i f 1 — ..a. yII 'n i I 1 I c : { r a l l s 9 I tl I 4 • I 1 �� I _ _ I 1+ 'I h. '( r.Y y�r•� e 1 1 'r� i_ 1 I a 1 1 i I i i� l 7 :1 i i 1 A A t t. '� [ 1 i 4 ` 1 f V t - 1 1 1 .3 - ' e 11 ms' 1' i -1 I' ; 1 l 1, t I i u 1 f.�1m _ - f f - t N X 1 . II I t .. - o 1- II I i a: i 1 L 1 I I �1. l -' 2- I f. i NWI i - i-- j ."-'.j 7 r 1 I 1, I e 1 1 v. J I a s i I I. is 1. I ... - i '.. .m�r�-.+i.,..1 L-s- 'Y :r _ d _ A� ° I s, 1 F._ 1 1._ a _ ....' 't" i I. j - I r r y., i `.. tl I. r_ _r I s 1 I - •` 1 j .'r i -. �I ',i .i' I u r d t , < 4 s a i� I P17 1, IT 4 II 44 1 B a g eT d yy�am{y•�� ili.vv ® ..Y ii 1 I ��11 i 1 ;-4_ i1' I .--+..---11111L��_. �-1-. s , Y e ,r 1 �i1 ��`� a3-. _..}. -r i rl' 4..._ 1r -I _4 �I 9 i 1 _ . _ '� E.M�RiIME i ti t 11 ,. 1 ( 1 1 1 1 a 1 .l 1 i 1 :1 1 i 1 �1•�11M��I� � '� ' I 1 1 3 9 i 7 1 4 i _ I X 1 ,I .1 1 1 1 1 1 4 : 7-, 7 i u 7 Optimum Moisture: 11.2 % 9 11 13 MOISTURE CONTENT (%) 15 17 Max. Dry Density: 108.6 Lbs./Cu.Ft. ii22,b3 -W61 O Miami Shores Village rIcud10 Pov ""er Building Department svk be . `BUILDING 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 PERMIT APPLICATION Permit Type: BUILDING. JOB ADDRESS: (Z Co ?j E FBC 20n Permit No. C. 4 2 — 2- ( 'g 5 Master Permit No. 44:1p, ‘e,/ City: Miami Shores County: Miami Dade Zip: ' 3 ( 3 Folio/Parcel#: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): C k t.. �- `d 79 o d / 1 Q z Phone#: 3� S --1" ?-?--2 - 4 Address: t 2-C %%- L' d t City: I ' - 5 `c 5 State: f ( Q,4 . Zi • 3 i 3 ' 4 Tenant/Lessee Name: Phon '• Email: 41i2 O L Sfr- �- ROOFING CONTRACTOR: Company Name: In i a m 1S I 11 C, s kT. Phone#: 3 Q S _1- ( G, z 1 Z2( Address: (,, d ? Af Y_ .L L 1- C t . City: . (1. ; t-vt I (( State: Qualifier Name: C.COI 9 Z a-4 r is Q —2-e-- L. Phone#: ? 0 'S - 2_ 1( 2 2 2 tj State Certification or Registration #: C Z1Co a S)" 0 ' 5 Certificate of Competency #: Contact Phone#: 1 i Email Ad ress: DESIGNER: Architect/Engineer: S vies � S,.i•; VL jd_ S 7 . Phone#: 3 OS - 1 O _ c O ) 6 .) ‘CAX; .vim --- -- Zip: 3 1 Value of Work for this Permit: $ .1-- L 0 r -O Square/Linear Footage of Work: Type of Work: ❑Addition ❑C1 1Alter 'on ❑New • ❑Repair/Replace ` ❑Demolition (, Des' riptiori of Work: ut-i 0\ `,1C1 ` (v'7 _ �I z ( k s l Color thru tile: **** ****************************, **************************************** Submittal Feed �► Permit Fee $ CCF $ CO/CC $ Scanning Fee $ ig.'C0 Radon Fee $ DBPR $ Bond $ 50000 X12 CV3l Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $1 . J • OC) TOTAL FEE NOW DE7 411 Bonding Company's Name (if applicable) n _ Bonding Company s Address r�S t City State Zip r' 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, f 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 inspectionwhich occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved a einspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of Fa6 , 20Iq , by (J S iD 32,tL .4C1- who is personally known to me or who has produced � lD • As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: r�ttt.%tuuiuu/,��ie�/ . /'.GP m �s G® ' a' u" "`\\ Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 G, by C v '>°2AAt. who is personally known to me or who has produced as identification and who '! ' take an oath. oottiiio NOTARY PUBLIC: Sign: Print: = o_rr „„ -e. - My Commission Expires - .. S' —: l ///,/�^n an�tt�0\\�. ************************************************************************************************************ APPROVED BY 1//ity Plans Examiner Structural Review Zoning Clerk (Revised 5/2/2012)(Revised 3/12/2012) )(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) Property Inform a#`on: Folio 11-3205-025-0040 Property Address 1263 NE 101 ST Owner Name(s) CLAUDIO RODRIGUEZ Mailing Address 1263 NE 101 ST MIAMI SHORES FL 33138-2608 Primary Zone 1400 SGL FAMILY - 3001-3250 SQ Use Code 0001 RESIDENTIAL - SINGLE FAMILY Beds/Baths/Half 4/3/0 Floors 1 Living Units 1 Adj. Sq. Footage 2,057 Lot Size 13,000 SQ FT Year Built 1941 Legal Description PB 42-25 BAY BREEZE SEC MIAMI SHORES LOT 5 BLK 185 LOT SIZE IRREGULAR OR 25203-0821 1206 00 Assessment Information: Current Previous Year 2012 2011 Land Value $224,664 $187,220 Building Value $185,921 $186,125 Market Value $410,585 $373,345 Assessed Value $384,545 $373,345 Exemption Information: Current Previous Year 2012 2011 Homestead $25,000 $25,000 2nd Homestead $25,000 $25,000 Senior $0 $0 Veteran Disability $0 Civilian Disability $0 $0 Widow(er) $0 $0 Disclaimer: MIAMI-DADE COUNTY OFFICE OF THE PROPERTY APPRAISER PROPERTY SEARCH SUMMARY REPORT Honorable Pedro J. Garcia Property Appraiser Aerial Photography 2012 Taxable Value Information: Current Previous Year 2012 2011 Exemption/Taxable Exemption/Taxable County $50,000 / $334,545 $50,000 / $323,345 School Board $25,000 / $359,545 $25,000 / $348,345 City $50,000 / $334,545 $50,000 / $323,345 Regional $50,000 / $334,545 $50,000 / $323,345 Sate Information: Date Amount Recording Qualification Code Book -Page 12/2006 $775,000 25203-0821 Sales which are qualified The Office of the Property Appraiser and Miami -Dade County are continually editing and updating the tax rot and GIS data to reflect the latest property information and GIS positional accuracy. No warranties, expressed or implied, are provided for data and the positional or thematic accuracy of the data herein, its use, or its interpretation. Although this website is periodically updated, this information may not reflect the data currently on file at Miami -Dade County's systems of record. The Property Appraiser and Miami -Dade County assumes no liability either for any errors, omissions, or inaccuracies in the information provided regardless of the cause of such or for any decision made, action taken, or action not taken by the user in reliance upon any information provided herein. See Miami -Dade County full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp. Property information inquiries, comments, and suggestions email: pawebmail@miamidade.gov GIS inquiries, comments, and suggestions email: gis@miamidade.gov Generated on: Monday, November 19, 2012 fl7hctrni Shore '' /&(/c C�u cue DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ4-12-201213 Property Address: 1263 NE 101 St. Property Owner/Applicant: Address: Agent: Address: 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 Claudio Rodriguez 1263 NE 101 St. Miami Shores, FL. 33138 James G. Smith II 11633 NE 11 h St., Biscayne Park, FL 33161 Whereas, the applicant Claudio Rodriguez (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval. Addition and remodeling. Whereas, a public hearing was held on May 24, 2012 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted to remodel and expand a 2,520 square foot residence to a 4,834 square foot residence with 5 bedrooms and 3.5 bathrooms. 2) Applicant to obtain all required building permits before beginning work. 3) Applicant to meet all applicable code provisions at the time of permitting. 4) Applicant to obtain Department of Health or PERA approval as required. 5) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development DO DO PZ-4-12-201213 Rodriguez Page 1 of 2 order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 24th day of May, 2012 by the Planning and Zoning Board as follows: Mr. Abramitis YES Mr. Busta YES Mr. Reese YES Mr. Madsen YES Chairman Fernandez YES ph Date El'iard M. Fernandez airman, Planning Board DO DO PZ-4-12-201213 Rodriguez Page 2 of 2 NOV 1 2612 lurni Sh,oreJ u r 10050 N.E. SECOND AVE. MIAMI SHORES. FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACQUISTO, AICP R .ANNING & ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ4-12-201213 Property Address: 1263 NE 101 St. gC'i 12-219S • Property Owner/Applicant: Claudio Rodriguez Address: 1263 NE 101 St. Miami Shores, FL. 33138 Agent: Address: James G. Smith II 11633 NE 11th St., Biscayne Park, FL 33161 Whereas, the applicant Claudio Rodriguez (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval. Addition and remodeling. Whereas, a public hearing was held on May 24, 2012 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted to remodel and expand a 2,520 square foot residence to a 4,834 square foot residence with 5 bedrooms and 3.5 bathrooms. 2) Applicant to obtain all required building permits before beginning work. 3) Applicant to meet all applicable code provisions at the time of permitting. 4) Applicant to obtain Department of Health or PERA approval as required. 5) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development Page 1 of 2 DO DO PZ-4-12-201213 Rodriguez order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 24th day of May, 2012 by the Planning and Zoning Board as follows: Mr. Abramitis YES Mr. Busta YES Mr. Reese YES Mr. Madsen YES Chairman Fernandez YES (Tu-L.12- Date DO DO PZ-4-12-201213 Rodriguez and M. Fernandez hairman, Planning Board Page 2 of 2 March 13, 2013 Miami Shores Village Building Dept. - Plan Correction Comments Re.: Job Address: 1263 ne 101 street Permit No. RC 12-2195 Critique Response Building Critique: #3 Flood criteria, Existing residence is above grade and requires vents, new addition is slab on fill and does not require vents. Garage floor slab is above base flood and therefore does require venting except for exhaust fumes. See A-2.0, for vent locations and requirements. #4 Site drainage. A-1.1, site plan with arrows indicating direction of water flow and site elevations. #6 Contractor to provide permit applications. #7 Code references have been corrected. #8 Zoning data references have been corrected. #9 Soil reports are a part of the engineers calculation book supplied with plans. #10 Depth of footing is corrected. # 11 scope of work was corrected, A-1.1 #13 Special inspector form is a part of the engineers calculation book supplied with plans. #14 Contractor to provide steel shop drawings. #15 Contractor to provide truss shop drawings. Structural Critique #1 See note number 9 above. #2 S-8 has been corrected as per request. #3 Window labels have been added to S-9 Plumbing Critique #1 Approved Electrical Critique #1 Arc fault breakers, see E-1, note #37 Mechanical Critique #1 Approved Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 March 6, 2013 Permit No: RC12-2195 Building Critique ._,,1!( Provide all Flood criteria. This is to include all aspects of constructing a flood res stant structure. Items include venting of raised floors and garages below base flood el vation. The plans must show all drainage. All water must be maintained on site. Show grding. Provide separate permit applications for driveway, walkways, generator, pool deck and roof. / The plans refer to the wrong code in several locations. The plans show zoning data that reference "Miami 21". This is Miami Shores. Remove all references to other community laws. ,A) Provide soil boring report referenced on plan. / 0) The minimum depth to the top of the foundation must be 8" below finished grade. The plans show the top of the foundation above finished grade. See elevation certiti ate. The scope of work on sheet A1.1 is wrong. Provide a special inspector form for masonry and soil. Provide steel shop drawings. Provide truss shop drawings. STOPPED REVIEW Norman Bruhn CBO 305-762-4859 Zoning Critique 1) NA Plumbing Critique — Rafael Hernandez 1) APPROVED. 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. 1) Provide arc fault breakers. 1) APPROVED. Electrical Critique — Michael Devaney Mechanical Critique — Jan Pierre Perez Structural Critique — Sved Ashraf 1. SOIL REPORT AND SPECIAL INSPECTOR FORM NOT PROVIDED. 2. ON S-8, PLEASE HAVE CORRECT CODE REFERENCES: AC1318-08, ACI 530-08, AISC(13TH EDITION), ASCE 7-10. 3. WINDOW LABELS OF WEST ELEVATION MISING (S-9) 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. March 13, 2013 Miami Shores Village Building Dept. Plan Correction Comments Re.: Job Address: 1263 ne 101 street Permit No. RC 12-2195 Critique Response Building Critiuue: — #3 Flood criteria, Existing residence is above grade and requires ents, new addition in slab on fill and does not require vents. Garage floor slab i above base flood and therefore does require venting except for exhaust fumes. ' ee A-2.0, for vent locations and requirements. #4 Site drainage. A-1.1, site plan with arrows indicating directi . ' of water flow and site elevations. #6 Contractor to provide permit applications. #7 Code references have been corrected. #8 Zoning data references. have been corrected. #9 Soil reports are a part of the engineers calculation book supplie with plans. #10 Depth of footing is corrected. #I 1 scope of work was corrected, A-1.1 #13 Special inspector form is a part of the engineers calculation •• • . supplied with plans. #14 Contractor to provide steel shop drawings. #15 Contractor to provide truss shop drawings. Structural Critique #1 See note number 9 above. #2 • S-8 has been corrected as per request. #3 Window labels have been added to S-9 Plumbing Critique #1 Approved Electrical Critique #1 Arc fault breakers, see E-1, note #37 Mechanical Critique #t Approved Questions for Mehdi Re: RC12-2195 - We have had the structural calculation and special inspector form since Feb 25, 2013 - Can you clarify comment #3 of April 4 review? Permit No: 12-2195 Job Name: December 4, 2012 Building Critique Sheet Provide approval from Miami Dade County HRS/DOH. Provide approval from Miami Dade county planning and zoning impact fees. Page 1 of 1 Provide all Flood criteria. This is to include all aspects of constructing a flood resistant structure. Items include ventin/73) g of raised floors and garages below base flood elevation. �l) The plans must show all drainage. All water must be maintained on site. Show grading. // 9� Provide all permit applications prior to any further review. 6) Provide separate permit applications for driveway, walkways, generator, pool deck and roof. �.7) The plans refer to the wrong code in several locations. The plans show zoning data that reference "Miami 21". This is Miami Shores. Remove all references to other community laws. Provide soil boring report referenced on plan. 0) The minimum depth to the top of the foundation must be 8" below finished grade. The plans show the top of the foundation above finished grade. See elevation certificate. 1) The scope of work on sheet A1.1 is wrong. 71 11) The reinforcement splice schedule is incorrect. Provide a special inspector form for masonry and soil. /3) 4) Provide steel shop drawings. (118(5) Provide truss shop drawings. Provide a detail for the diaphragm boundary including size and fastening. (fascia) Provide a detail for permanent truss bracing including lateral restraint. 1 Page S-1 references removing existing bearing wall and replacing with a steel beam. Provide detail for the steel beam. 1 The plans must show attic ventilation. The insulation requirements must be on the plans and match the energy calculations. Provide details of the existing stair and railings. The egress for the new addition must meet all current codes. STOPPED REVIEW 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 1 Permit No: 12- Job Name: Date: O 4- rod Miami Shores '/iilage Building Department ELECTRIC Critique Sheet ls' L/C,Y, `70 097 show .l e,es)- /Me,ik,/9- k oze`s HA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 /ram CLcP 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. Review Complete by: Michael A. Devaney SR. Chief Electrical Inspector Miami Shores Village Building bepartment 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. RC (2 Job Name Date lilvi,/, ✓ STRUCTURAL CRITIQUE SHEET pa, vi-De /W c-ruez. } L e 4 Lc u c4-(. FiZ-osp i,vsPrc-i1-o.J QMS -t02 r(4-1-Sc {L'-/ i S'a��-- 10f��lib,✓ li 1; v r'E 2l3 Soot, otc Po K'f SP, lnlsPEG"rI v(-rig kVor PgrAll g 8 PLC A-s (, -11- 1- co Kre..6c7 Co Z. KE F-c-2 ACI3i t —erg, —1 30-a8) 1SGCi3' c_,E; v to/ o L4-6 G! t s-1 &L v -i:.m A) it 3� i.r4 (S'—`c9 if /3 N ( r �-� r �+� ^!G L., T.!{� Na s 'b-o©P-�i, t'N D(Du-S - rODF 0 ��7FfE 2 .g -(A4f= si'acS 4 we* �D-o�K�l tNDo SnUZ.t--IctiS/Siiv77 (As -k_P pi 1-c A -is ) ®- N Tifc E v k11'0 1V-5 ta 1'�) fec Picvc I /Vo 4s -A-iNh MP1, 1 -in 2 A- D-c o R-g/L.s Fv-rl i •f 7r Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 December 5, 2012 Permit No: RC12-2195 Plumbing Critique 1) PENDING HRS APPROVAL AND STAMP. Rafael Hernandez Miami Shores Village Building Department 10030 N E 2nd Avenu Miami Shores Honda 3313 Tel: (303) 795 220 Fax: (303) 736 897 Permit No. / - digs Job Name PLUMBING CRITIQUE SHEET ,es Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: C 12-2 (gS DATE: 1 2 0 ( Z ( z‘.0 fo Qc:fr t�ct2�2 o Contractor owner o Architect Picked up 2 sets of plans and (other) t�' ' C Address: I Z G 3 Ait& si CI. 5 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 Department tc ntinue permitting process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-194621 Permit Number: RC-11-12-2195 Scheduled Inspection Date: July 09, 2013 Inspector: Bruhn, Norman Owner: SHANNON, PAUL Job Address: 1263 NE 101 Street Miami Shores, FL Project: <NONE> Contractor: MIAMI SKYLINE CONSTRUCTION CORP Permit Type: Residential Construction Inspection Type: Foundation Work Classification: Addition/Alteration Phone Number Parcel Number 1132050250040 Phone: (305)899-9696 Building Department Comments INTERIOR REMODEL TO EXISTING BUILDING AND ADDITION OF NEW KITCHEN, MASTER BEDROOM AND FAMILY ROOM Infractio Passed Comments INSPECTOR COMMENTS False 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-194562. CREATED AS REINSPECTION FOR INSP-181767. Top of footing must be a minimum of 8" below finished grade. All steel must be continuous. Corner bars are required. NB CANCELLED BY CLAUDIO &I.+ G T• .`"" 2 iL 0 a. 7r July 08, 2013 For Inspections please call: (305)762-4949 Page 21 of 31 "FilAtclAg(l. • JUL 1 0 Ea iS probe Engieering c Testing,Jnc. n June 25, 2013 Miami Shores Village Building Department 10050 NE 2nd Av. Miami Shores Village FL 33138 C/o: Miami Skyline Construction Corp. RE: Soil Bearing Capacity Certification Proposed Addition 1263 NE 101 St. Miami Shores, FL 5450 Griffin Road Davie, FI. 33314 Tel: 954-584-6115 & 584-6880 Fax: 954L534-2362 E-mail: soilprobe@arch-eng.r.com This is to certify that Soilprobe Engineering & Testing, Inc. has completed the testing and evaluation of the building pads installed at the referenced site. We have inspected the site to and performed field density tests to substantiate the proper compaction of structural fill as recommended in our previous report dated August 21, 2012. Based on our test results and field observations, we certify that the existing, naturally occurring soil is suitable for the construction of the proposed structure. We further certify that the pad has a minimum bearing capacity of 2,500 PSF. This certification is for the stem wall footings only. The area of slab on grade shall be prepared and tested as per our recommendation before placing concrete. Should you have any questions regarding the above, or if require additional information, please contact this office. Sincerely, SOIL #37334 ENGINEERING & TESTING, INC. Enc. Density Report Engineering is the essence of science and technology SOILPROBE ENGINEERING & TESTING, INC. STUDIES, DESIGN, INSPECTION, AND TESTING SERVICES 5450 Griffin Road, Davie, FL 33314 Phone: (954) 584-6880 (954) 584-6115 Fax: (954) 584-2862 LABORATORY NO: 103364 JOB NO.: 0364 DATE: 6/25/13 ALL REPORTS ARE SUBMITTED AS THE EXCLUSIVE PROPERTY OF OUR CLIENTS. AUTHORIZATION FOR PUBLICATION OR EXTRACTIONS FROM OUR REPORTS ARE RECEIVED PENDING OUR APPROVAL REPORT OF IN -PLACE SOIL DENSITY TESTS Client: Miami Skyline Construction Corp. Project: Proposed Addition Jobsite: 1263 NE 101' St. Miami Shores, FL Address: 1263 NE 1015` St. Miami Shores, FL Soil Description: Grey dark sand, trace of rock Max dry Density: 108.6 (Lbs./Cu.Ft.) Optimum Moisture: 11.2 % Method of Test: NUCLEAR Date of Test Test No. TEST LOCATION Lift No. Field Moisture In Place Density (Lbs./Cu.Ft.) Compac tion Wet Dry 6/24/13 1 Footings @ center of entrance area Final 6.8 116.9 109.5 100.8 6/24/13 2 Footings @ SW corner area of addition Final 5.7 110.2 104.3 96.0 6/24/13 3 Footings @ center of E side of addition Final 4.0 108.6 104.4 96.1 6/24/13 4 Footings @ NW corner of addition Final 4.2 113.0 108.5 99.9 NOTE: The above highlighted tests were taken to verify the compaction of the top twelve (12) inches of the structural fill only and they exceed the required 95 % of the maximum dry density (ASTM METHOD T-180). This is NOT a soil bearing capacity certification. SGJLPROSS ENGINEERING & TESTING, INC. STUDIES, DESIGN, INSPECTION, AND TESTING SERVICES 5450 Griffin Road, Davie, FL 33314 Phone: (954) 584-6880 (954) 584-6115 Fax: (954) 584-2862 LABORATORY NO: JOB NO.: DATE: 103364 0364 6/25/13 ALL REPORTS ARE SUBMITTED AS THE EXCLUSIVE PROPERTY OF OUR CLIENTS. AUTHORIZATION FOR PUBLICATION OR EXTRACTIONS FROM OUR REPORTS ARE RECEIVED PENDING OUR APPROVAL Client: Address: Project: Location: Soil Description: Method of Test: REPORT OF MOISTURE -DENSITY RELATIONSHIP OF SOIL Miami Skyline Construction Corp. 1263 NE 101s` St. Miami Shores, FL Proposed Addition @ 1263 NE 101st St. Miami Shores, FL Fill on grade Grey dark sand, trace of rock AASHTO T-180 MOISTURE -DENSITY RELATIONSHIP CURVE — �-, 11 1 j _ 'L.L. i 1 ,_3 , pp fi I 1 1 -{ I I ., 1 1# 1 _1• 1 I'_ 7 i a I i I r 3 i 1.1 t i 1 LL _y, 1 I , 1 j l.. e s I I a..._r--i -.ter 1 � I , 1...' �. A 1I 1 , { h' li -- s u .{_ I T ,01 i P"` 1 -4...._i—:� 1 1 I 1 ; •'' ! 3 { I a 1 1 I K 1 - 1 1 1 t �...-i I III J 1 1 1: 1. i 1 I j •. I a i f- 1 i I �._I,; 4 I, ° 1,,,.., i 1 1 _ 1 Ia:FI I ....: - I .�; 1 1 q 1 1 M F. 1 1 i�-�-4-4 z F 9 7 I n " '1 - 41 I I: 1 l I f 1 1 I I 1 - �_ •k f , ! SU_N_ OP Sal ,,r� �� y+T �--M 1 :4.'4' , i , ®®�`�/2�� vI�®� ` ,��Y j - • H TI { T .. r— -i-' 1, _i 1 S I k 1 1 I 1 i} k—- .�. ti �..r-i L ldr�l�__v - I 1 ••u �R 4 1 11 7 1 j _ . 1 i s 1 l .. j 1 j:•1 1,` it f 1 1 s ■■A■■ _ 1 1 " , ,{ 1r limusimmumu 5 Optimum Moisture: 11.2 % 11 13 MOISTURE CONTENT (%) 15 17 Max. Dry Density: 108.6 Lbs./Cu.Ft. 1111111 IIIII 11111 11111 11111 11111 IIIII 11111111 NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF. FIRST, INSPECTION PERMIT NO.C_ { "2--2— 1 j 5 TAX FOLIO NO.1 I 5 20 SO Z'S OG3Ale STATE OF FLORIDA: ;, COUNTY OF MIAMI-DADE: THE UNDERSIGNED hereby gives notice thatimprovernents will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. CFP4 2013R039297 OR Bk 28635 P9 3713; (lug) RECORDED 05/17/2013 16=110:37 HARVEY RUV'IN, CLERK OF COURT MIIAMIDADE COUNTYr FLORIDA LAST PAGE Space above reserved for use of recording office 1 Legal description of property and street/address:P Li Z •. L S ':e.a . t.'4e.„..*. 2c, 5,.c, (1.-z...., 54.ea-•1:.5, D ts 2. Description o improvement: , , -, v ( G x i c.; ft H Jc� • .s Sr 6u , .1 4 . 4, .6,„, ,_ 4 3. Owner(s) name'and address: C f �(4Zo ;,t,c4x ; �.Prz. 2. 1. 2- G / h Lc) L -St. (1- v/.as.-, ,R. Interest in property: ea,....ry.4.,•— Name and address of fee simple titleholder: 5 z a 4. Contractor' panote,-address and phone num f- er: 'S'�r �, r_ r t� �n C..�r I. o 1. /V . l 21-. -Sr.:. (U. ta r 3 3 1. c-1 5. Surety: (Payment bond required by owner from contractor, if any) Name, address and phone number: Amount of bond $ • 6. Lender's name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name, address and phone number: 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(6), Florida Statutes Y —, Namg, addre s and php"ne number:. 1 �� Zw�: SY� �i, i C .ram r L� f 6 ,d22 9 /(/Z-_- ,4 Z 1-�/ 9. Expiration date of this Notice of Commencement: (the expiration date Is 1 year from the date of recording unless a different date Is specified) 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 NOTI COMMENCEMENT. '' Signature(s) of Own s) orj er(s ' Authorized Officer/Director/Partner/Manager Prepared By ...�� Prepared By • Title/Office Q u. v►„e...0 STATE OF FLORIDA COUN3 ' f F MIAMI-DADE The f By CI Individually, or as for Print Name C dtrb Print Name Title/Office me this vl ) day of ❑ Personally known or-Clproduced the following type of//identificatio Signature of,Notary Public: Print Name: (SEAL) VERIFICATION PURSUANT TO SECTION 92.525. J.ORIDA STATUTES Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true, to the best of my knowledge and belief. Signature(s) of Owner(s) or Owner(s)'s Authorized Officer/Director/Partner/Manager who signed By By 123.01-52 PAGE3 3/10 1 tt- ,COUSI1\ 8 SURVEYORS & ASSOCIATES, INC. 3921 SW 47TH AVENUE, SUITE 1011 DAVIE, FLORIDA 33314 CERTIFICATE OF AUTHORIZATION : LB # 6448 PHONE (954) 689-7766 FAX (954) 689-7799 (PROJECT NUMBER : 6688-11 ,) CLIENT : CLAUDIO RODRIGUEZ 1 Olf COP SKETCH OF SURVEY LEGEND: CKD CONC DWN FB/PG SIR SNC FIR FIP FNC A/C P.B. M/D.C.R. -X- WM R A A LAND DESCRIPTION: CHECKED BY CONCRETE DRAWN BY FIELD BOOK AND PAGE SET 5/8" IRON ROD & CAP #6448 SET NAIL AND CAP #6448 FOUND IRON ROD FOUND IRON PIPE FOUND NAIL AND CAP AIR CONDITIONER SLAB PLAT BOOK MIAMI/DADE COUNTY RECORDS CHAIN LINK/ WOOD FENCE WATER METER ELEVATION RADIUS ARC DISTANCE DELTA ANGLE LOT 5, BLOCK 185 OF "BAY BREEZE SECTION MIAMI SHORES", ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 42, PAGE 25, OF THE PUBLIC RECORDS OF MIAMI/DADE COUNTY, FLORIDA. NOTES : 1. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR RIGHTS -OF -WAY, EASEMENTS, OWNERSHIP, OR OTHER INSTRUMENTS OF RECORD. 3. THIS SURVEY WAS DONE SOLELY FOR BOUNDARY PURPOSES AND DOES NOT DEPICT THE JURISDICTION OF ANY MUNICIPAL, STATE, FEDERAL OR OTHER ENTITIES. 4. THE LAND DESCRIPTION SHOWN HEREON WAS PROVIDED BY THE CLIENT. 5. UNDERGROUND IMPROVEMENTS NOT SHOWN. 6. ELEVATIONS SHOWN HEREON ARE BASED ON THE NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7. BENCHMARK DESCRIPTION : MIAMI/DADE COUNTY BENCHMARK # B-26-RA ELEVATION = 17.23' I HEREBY CERTIFY THAT THE "SKETCH OF SURVEY" OF THE HEREON DESCRIBED PROPERTY IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND: BELIEF AS SURVEYED IN THE FIELD UNDER MY DIRECTION IN APRIL, 2012. I FURTHER CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS FOR SURVEYING IN THE STATE OF FLORIDA ACCORDING TO CHAPTER 5J-17 OF THE FLORIDA ADMINISTRATIVE CODE. PURSUANT TO SECTION 472.027, FLORIDA. STATUTES. THERE ARE NO ABOVE GROUND ENCROACHMENTS OTHER ,THgN;THOSE "' SHOWN HEREON, SUBJECT TO THE QUALIFICATIONS NOTED HEREON. ;, i FOR THE FIRM, BY: SURVEY DATE : 04/05/12 RICHARD E. COUSINS • +' • PROFESSIONAL SURVEYOR AND MAPPER!, G N = � FLORIDA REGISTRATION NO. •.41;88'.' , ` REVISIONS DATE FB/PG DWN CKD BOUNDARY & IMPROVEMENTS SURVEY 10/05/11 SKETCH REC REC UPDATE SURVEY 04/05/12 REC REC FLOOD ZONE INFORMATION;) COMMUNITY NUMBER 120652 PANEL NUMBER 0306 L ZONE AE BASE FLOOD ELEVATION 8 EFFECTIVE DATE 09/11/09 r�FfERtY 'ADDRESS : • P83 NE 101ST STREET SCALE: 1 "= 20' SHEET 1 OF 2 COUSINS SURVEYORS & ASSOCIATES, INC. 3921 SW 47TH AVENUE, SUITE 1011 DAVIE, FLORIDA 33314 CERTIFICATE OF AUTHORIZATION : LB # 6448 PHONE (954) 689-7766 FAX (954) 689-7799 (PROJECT NUMBER : 6688-11 ) CLIENT : CLAUDIO RODRIGUEZ LOT 3 BLOCK 185 SIR LOT 4 BLOCK 185 5' PUBLIC UTILITY EASEMENT SKETCH OF SURVEY 0.2' 14.0' CHAfi1 C1NK FENCE 100.00' Ol M 36.9 CONCRETE POOL DECK l0 N LOT 5 BLOCK 185 1k � -Cnoi 3'93 23.6' o/ 2 STORY CBS RESIDENCE a FLOOR ELEVATION = 9.90' %ci! SECOND FL ELEV =19.70' `".1% 1.3' /N M / "14.0' 20 6' i. Ki 5.8' ^ 1 ji.• iii i; 50 ® ® ,. .� �.i i,.. 13.1' 'PLANTER 1 COLUMN o,O 1"'(/""� STEPS 15.0' CONCRETE GP CAA ,06 OJO FIP (3/4") 0. f- VI 0 Z a 0 a, N 0 Z a 0 N 0 Et- r N 0 Z a 0 N 0, CC VI N 0 0 0 • rn M J 3 Ec-NC, 19.9' 19.9' SIR 10' OFFSET SOUTH W 1- W CC 0 0 0.1' U LL m 0 a03 "it o c "c OJ p d m ST w ti 90. ct 2 00- V 0o SIR 00 a 0 100.00' 14.5' CONCRETE WALK h7 0 L ASPHALT / \ 1.8' CONCRETE CURB & GUTTER WATER METER 0 U) NE 101ST STREET 19' ASPHALT PAVEMENT REVISIONS DATE FB/PG DWN CKD BOUNDARY & IMPROVEMENTS SURVEY 10/05/11 SKETCH JD REC UPDATE SURVEY 04/05/12 REC REC FLOOD ZONE INFORMATION COMMUNITY NUMBER 120652 PANEL NUMBER 0306 L ZONE AE BASE FLOOD ELEVATION 8 EFFECTIVE DATE 09/11/09 PROPERTY ADDRESS : 1263 NE 101ST STREET SCALE: 1 "= 20' SHEET 2 OF 2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 64 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows** Description a. U-Factor: Sgl, U=0.96 SHGC: SHGC 0.50 b. U-Factor. N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 1263 NE 101ST ST, MIAIM SHORES, FL, New (From Plans) Single-family 1 5 No 4349 Insulation R=0.0 R= R= Area 536.00 ft2 ft2 ft2 ft2 4.586 ft. 0.500 Area 2473.00 ft2 ft2 ft2 9. Wall Types a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent c. N/A d. N/A 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: RoomslnBlockl, AH: Garage b. Sup: Attic, Ret: Attic, AH: RoomslnBlock2 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) - in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Insulation Area R=13.0 2580.00ft2 R=13.0 270.00 ft2 R= ft2 R= ft2 insulation Area R=30.0 2544.00 ft2 R= ft2 R= ft2 R ft2 6 400 6 500 kBkdhr Efficiency 36.5 SEER:18.00 48.0 SEER:18.00 kBtu/hr Efficiency 25.0 COP:1.00 34.0 COP:1.00 Cap: 50 gallons EF: 0.9 Pstat *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software FORM 405-10 t FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Deparfrnentof Business and Professional Regulation - Residential Performance Method Project Name: RODRIGUEZ BudderName: Street: 1263 NE 101S7'ST Permit Office: City, Slats, Zip: MIAMM SHORES , FL , Penni/Number: Owner: RODRIGUEZ Jurb Ilion: Design Location: FL, Miami Beach MIAMI SHORES 1. New ccnstructionorexisting New(FromPlans) 2. Single family or intrflpie family Single-family 3. Number of units, 6 multiple family 1 4. Number of Bedrooms 5 5. Is this a west case? No B. Conditioned floor area above grade (it') 4349 Conditioned floor area below grade (IF) 0 7. Windowsl536.0 soft.) Description Area a. U-Factor. Sg1. U=0.96 536.00 iP SHGC: SHGC=0.50 b. U-Factor. N/A R' c. U-Factor: NIA ft, SHGC: d. U-Factor: N/A ft' SHGC: AreaWeighledAverrlge0verhangDepth: 4.586 R Area Weighted Average SHGC: 0.500 8. Floor Types (2473.0 agit.) Insulation Area a.Slab-On-GradeEdgelnsulation R=0.0 2473.00f1' b. WA R= 11' c. N/A R= ft' 9. WatiTypes a b. Frame c. WA d.14/A 10. Ceding a. Under b. WA a N/A 11. Ducts a Sup: b. Sup: 12 Cooling a.Centre! b.Central 13. Heating a Electric b. Electric 14. Hot we* a.Eledrfc b. Conservation None 15. Credits (2850.0 sgft.) Insulation Area - Int Inwl, Exterior R=13.0 2580.001R - Wood. Adjacent R=13.0 270.001 • R= fF R= {F Types (2544.0 stiff.) Insulation Area Attic (Vented) R=30.0 2544.00f . R= ft" R= ft' R ft* Attic, Ret Raomslnelodrl. AH: Garage 8 400 Attic, Ret Attic, AH: RoomslnBlocld 8 500 systems k8tu/hr Efficiency Unk 36.5 SEER:18.00 Unft. ! 48.0 SEER:18.00 systems kBbi hr E fiaenoy Strip Heat 25.0 COP:1.00 Strip Heat 34.0 COP:1.00 systems Cap 50gallons EF: 0.900 features Pstat Glass/FloorArea: 0.123 Total Proposed Modified Loads: 69.77 Total Standard Reference Loads: 109.67 PASS -1 hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. C I Y (IQ Jtj 9 PREPARED BY /u Review of specifications calculation wiei the Florida Before construction this building compliance Florida Statutes. BUILDING the plans and THE Sr,;' •,: covered by this - r . = i indicates compliance ' ° ° s Energy Code. 1 1' .,,;h w, .i .4' 0 is completed r$ "- aa will be inspected for v _' + .. ' with Section 553.908 • AP,.,_ OFFICIAL. DATE' "'7.- /- A... I hereby certify that s g. ,.,; . desig ed, is compliance with the Florida E 1/ 0 / OWNER/AGE • • DATE- ,1 1 1, 2 DATE- ` 2 = Compliance requires certification by the air handier unit man qualifies as certified factory -sealed in accordance with 403.2 2.1 - Compliance requires completion of a Florida Air Barrier and his tion Inspection Checklist that the air handler enclosure 8/8/20121.18 PM EnergGGauge®USA- FlaRes2010 Section405 1 CompliantSoflware Page 1 of 6 PROJECT Title: RODRIGUEZ Bedrooms: 5 Address Type: Street Address Building Type: FLProp2010 Conditioned Area: 4349 Lot # Owner: RODRIGUEZ Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1263 NE 101ST ST Permit Office: MIAMI SHORES Cross Ventilation: County: DADE Jurisdiction: Whole House Fan: City, State, Zip: MIAIM SHORES , Family Type: Single-family FL, New/Existing: New (From Plans) Comment CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami Beach FL MIAMI_INTL AP 1 51 90 70 75 149.5 58 Low BLOCKS Number Name Area Volume 1 Blockl 1704 15336 2 Block2 2645 23805 • SPACES Number Name Area Volume Kitchen Occupants Bedrooms lnfil ID Finished Cooled Heated 1 RoomsinBlockl 1704 15336 No 1.95907105 4 1 Yes Yes Yes 2 RoomslnBlock2 2645 23805 Yes 3.04092894 1 2 Yes Yes Yes FLOORS V# Floor Type Space Perimeter PerimeterR-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-GradeEdgelnsulation RoomslnBlocicl 104 ft 0 1030 ft2 0 0 1 - 2 Slab-On-GradeEdge Insulation RoomslnBlock2 124 ft 0 1443 ft2 0 0 1 __-- ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 2864 ft2 0 ft2 Medium 0.96 No 0.9 No 0 22.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2644 ft2 N N 8/8/2012 1:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING V # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) RoomslnBlockl 30 1030 ft2 0.11 Wood 2 UnderAttic(Vented) RoomslnBlock2 30 1514ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V # r)mt Tn Wall Type Space R-Vah is Ft In Ft In Aran R-Value Frariion Ahcnr C nttleoL. 1 N Exterior Concrete Block- Int InsuRoomsInBloc 13 39 6 10 395 ft2 0 0.15 0 2 S Exterior Concrete Block - Int InsuRoomslnBloc 13 39 6 10 395 ft2 0 0.15 0 3 E Exterior Concrete Block - Int InsuRoomsinBloc 13 39 6 10 395 ft2 0 0.15 0 4 N Garage Frame - Wood RoomslnBloc 13 27 10 270 tie 0.23 0.01 0 5 N Exterior Concrete Block - Int InsuRoomslnBloc 13 46 6 10 465 ft2 0 0.15 0 6 S Exterior Concrete Block- Int InsuRoomslnBloc 13 46 6 10 465 ft2 0 0.15 0 7 W Exterior Concrete Block - Int InsuRoomsinBloc 13 46 6 10 465 ft2 0 0.15 0 DOORS V # Omt Door Type Space Storms U-Value Ft Width In Heigh Ft In Area 1 N Insulated RoomslnBloc Metal 0.460000 3 6 8 20 ft2 2 S Insulated RoomslnBloc Metal 0.460000 3 6 8 20 ft2 3 S Insulated RoomslnBloc Metal 0.460000 3 6 8 20 ft2 4 N Wood RoomslnBloc Metal 0.460000 3 6 8 20 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation IntShade Screening 1 N 1 Metal Single(Tinted) Yes 0.96 0.5 N 96 ft2 13 ft 0 in 2 ft 0 in HERS 2006 None 2 N 1 Metal Single(Tinted) Yes 0.96 0.5 N 30 ft2 13 ft 0 in 2 ft 0 in HERS 2006 None 3 S 2 Metal Single(Tinted) Yes 0.96 0.5 N 54 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 4 S 2 Metal Single(Tlnted) Yes 0.96 0.5 N 40 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 5 S 2 Metal Single (Tinted) Yes 0.96 0.5 N 16 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 6 E 3 Metal Single(Tinted) Yes 0.96 0.5 N 20 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 7 E 3 Metal Single(Tinted) Yes 0.96 0.5 N 4 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 8 E 3 Metal Single(Tinted) Yes 0.96 0.5 N 24 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 9 N 5 Metal Single(Tinted) Yes 0.96 0.5 N 60 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 10 N 5 Metal Single(Tinted) Yes 0.96 0.5 N 9 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 11 N 5 Metal Single(Tinted) Yes 0.96 0.5 N 15 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 12 S 6 Metal Single(Tinted) Yes 0.96 0.5 N 18 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 13 S 6 Metal Single(Tnted) Yes 0.96 0.5 N 30 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 14 S 6 Metal Single(Tinted) Yes 0.96 0.5 N 40 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 15 S 6 Metal Single(Tinted) Yes 0.96 0.5 N 18 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 16 W 7 Metal Single(Tinted) Yes 0.96 0.5 N 30 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 17 W 7 Metal Single(Tlnted) Yes 0.96 0.5 N 8 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None 8/8/2012 1:12 PM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation IntShade Screening 18 W 7 Metal Single(Tinted) Yes 0.96 0.5 N 24 ft2 2 ft 0 in 2 ft 0 in HERS 2006 None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 2 BySpaces Proposed SLA 0.000360 1609.06 88.3353 166.127 0.24840 6.29523 BySpaces Proposed SLA 0.000360 2497.63 137.116 257.868 0.24840 6.29523 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 25kBtuTr 1 sys#1 2 Electric Strip Heat None COP: 1 34kBtu/hr 2 sys#2 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 18 36.5 kBtu/hr 1095 cfm 0.75 1 sys#1 2 Central Unit None SEER: 18 48 kBtu/hr 1440 cfm 0.75 2 sys#2 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50gal 80ga1 120deg None SOLAR HOT WATER SYSTEM VFSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V —Supply——Retum— Air Percent HVAC # # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 400 ft2 RoomsinBloc 20 ft2 DSE=0.88 Garage 0.0 cfm 0.00 % 0.00 0.60 1 1 2 Attic 6 500 ft2 Attic 309 ft2 DSE=0.88 RoomslnBlo0.0 cfm 0.00 % 0.00 0.60 2 2 8/8/2012 1:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 TEMPERATURES ProgramableThermostat: Y Ceiling Fans: Cooling X Jan EX; Jan [[XX]] Feb [X] Feb [[XX]] Mar [X] Mar irpr ppr [[XX]] Ma [X] Ma [[XX]]Jun [X] Jun ((XX]] Jul [X] Jul [[ X]] A [X] Aug [[XX�] [X] p�C(]] [X] OO` PpC(]] [X] Nov [[XX]]Heating [X] DDec Ventin X Jan [[XX]] Feb [[XXJ] Mar r [[XX]] May[[ C]] Jun [[XX]] Jul [[XX]] Aug[[XX]] Sep[[XC]] t Oct [[ C]] Nov [[XX]] Dec ThermostatSchedule: HERS 2006 Reference Hours ScheduleType 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 8/8/2012 1:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 1263 NE 101 ST ST MIAIM SHORES, FL, PERMIT #: MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & controls 403.1 At least one thermostat shall be provided for each separate heating and cooling system. Where forced -air fumace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 4032.2 403.3.3 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical ventilation 403.5 Homes designed to operate at positive pressure or with mechanical ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools & Spas 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of =1 HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating equipment 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 8/8/2012 1:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 Wednesday, August 08, 2012 12:48 PM p.01 Project Summary Entire House MIKEL ABBOTT ENERGY CALCS 4920 N DM HWY. FT LADERDALE. Phone: 954-776.2003 Job: RODRIGUETMIAMISH2 Date: 812112 By Project Information For. Notes: RODRIGUEZ 1263 NE 101ST ST, MAMI SHORES, AC # 2 1ST FLOOR-FAMILY/KITCHEN/DINING 2ND FLOOR -MASTER SUITE/LAUNDRY Desi. n Information Weather. Miami Beach CO, FL , US Winter Design Conditions Outside db Inside db Design TD Heating Summary Building heat Toss Ventilation air Ventilation air loss Design heat Toad Method Construction quality Fireplaces Area (ft2) Volume (fn Air changes/hour Equiv. AVF (cfm) Infiltration Summer Design Conditions 48 °F Outside db 70 °F Inside db 22 °F Design TD Daily range Relative humidity Moisture difference 29804 Btuh 0 cfm 0 Btuh 29804 Btuh Heating 2644 26440 0.54 240 Simplified Average 0 Cooling 2644 26440 0.44 195 Heating Equipment Summary Make TRANE Trade 4-TEE3F49E1000A Efficiency 1.0 AFUE Heating input 34412 Btuh Heating output 34412 Btuh Heating temp rise 20 °F Actual heating fan 1600 cfm Heating air flow factor 0.054 cfm/Btuh Space thermostat 89 °F 75 °F 14 °F L 50 % 56 gr/Ib Sensible Cooling Equipment Load Sizing Structure Ventilation Design temperature swing Use mfg. data Rate/swing multiplier Total sens. equip. Toad 34800 Btuh 0 Btuh 3.0 °F y 1.00 34600 Btuh Latent Cooling Equipment Load Sizing Internal gains Ventilation Infiltration Total latent equip. load Total equipment load Req. total capacity at 0.70 SHR 1600 Btuh 0 Btuh 7489 Btuh 9952 Btuh 44553 Btuh 4.1 ton Cooling Equipment Summary Make TRANE Trade 4-TTZ9048A1000A Efficiency 18.0 SEER Sensible cooling 33600 Btuh Latent cooling 14400 Btuh Total cooling 48000 Btuh Actual cooling fan 1600 cfm Cooling air flow factor 0.046 cfm/Btuh Load sensible heat ratio 78 % 8osd tape values have been annually ovealdden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. Wnghtsoft Right-Suhe Residential J8 5.8.17 RSR31055 2012-Aug-08 12:47:39 C'COMCWrlghlso8 IWAC1RODRIGUEZP,MAMP3H2Dp Cale = 61.18 Oderdffibn = N Page 1 Wednesday, August 08, 2012 12:48 PM p.02 Short Form Entire House MIKEL ABBOTT ENERGY CALCS 4920 N OWE HWY, FT LADERDALE, Phone: 964-776-2003 Job: RODRIGUEZMIAMISH2 Date: 8i2H2 By Project Information For. RODRIGUEZ 1263 NE 101ST ST, MAMI SHORES, Design Information Outside db (°F) Inside db (°F) Design TD (°F) Daily range Inside humidity (96) Moisture difference (gr/lb) Htg 48 70 22 CIg 89 75 14 L 50 56 Method Construction quality Fireplaces Infiltration Simplified Average 0 HEATING EQUIPMENT Make TRANE Trade 4-TEE3F49E1000A COOLING EQUIPMENT Make TRANE Trade 4-TTZ9048A1000A Efficiency 1.0 AFUE Efficiency Heating input 34412 Btuh Sensible cooling Heating output 34412 Btuh Latent cooling Heating temperature rise 20 °F Total cooling Actual heating fan 1600 cfm Actual cooling fan Heating air flow factor 0.054 cfm/Btuh Cooling air flow factor Space thermostat Load sensible heat ratio 18.0 SEER 33600 Btuh 14400 Btuh 48000 Btuh 1600 dm 0.046 cfm/Btuh 78 % ROOM NAME Area () Htg load (Btuh) CIg load (Btuh) Htg AVF (cfm) CIg AVF (dm) AC # 2 2644 29804 34600 1600 1600 Entire House d 2644 29804 34600 1600 1600 Ventilation air 0 0 Equip. @ 1.00 RSM 34600 Latent cooling 9952 TOTALS 9Rdd /os;nd AAgg t , ann 4.04111 9o1d Qddla yahoos haw been manual* overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrightsOft Rlght-sulte Residential .O 5.9.17 RSR31055 ACCk CACOMCWNigtdsos HvAORODRIOUEZ116AMISH2.np Calc - MJ8 Orientation - N 2012 Aug-0812:4739 Page 1 Wednesday, August 08, 201212:44 PM p.01 Project Summary Entire House MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY. FT LADERDALE. Phone: 954-776.2003 Job: RODRIOUEZNIAMISH1 Date: 812N2 By Project Information For. RODRIGUEZ 1263 NE 101ST ST, MAMI SHORES, Notes: AC # 1 1ST FLOOR -BED 4-5/MEDIA/LIVING/ CAB BTH 2ND FLOOR -BEDS 2-3/BTH 2/UP LANDING Desk n Information Weather. Miami Beach CO, FL , US Winter Design Conditions Outside db Inside db Design TD Summer Design Conditions 48 °F Outside db 70 °F Inside db 22 °F Design TD Daily range Relative humidity Moisture difference 89 °F 75 °F 14 °F L 50 % 56 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss Ventilation air Ventilation air Toss Design heat load Infiltration 25053 Btuh Structure 23831 Btuh 0 dm Ventilation 0 Btuh 0 Btuh Design temperature swing 3.0 °F 25053 Btuh Use mfg. data y Rate/swing multiplier 1.00 Total sens. equip. load 23631 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1600 Btuh Ventilation 0 Btuh Heating Cooling Infiltration 6145 Btuh Area (ftt) 1704 1704 Total latent equip. load 8315 Btuh Volume (ft3j 17040 17040 Air changes/hour 0.77 0.56 Total equipment load 31946 Btuh Equiv. AVF (cfm) 220 160 Req. total capacity at 0.67 SHR 2.9 ton Heating Equipment Summary Cooling Equipment Summary Make TRANE Make TRANE Trade Trade 4-TEE3F37E1000A 4-T179036A1000A Efficiency 1.0 AFUE Efficiency 18.0 SEER Heating input 25000 Btuh Sensible cooling 24500 Btuh Heating output 25000 Btuh Latent cooling 12000 Btuh Heating temp rise 19 °F Total cooling 36500 Btuh Actual heating fan 1200 cfm Actual cooling fan 12D0 cfm Heating air flow factor 0.048 cfm/Btuh Cooling air flow factor 0.051 dMBtuh Space thermostat Load sensible heat ratio 74 % &Antall° valises bade been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ►- WrtghtsQft Rigid-Sulte Residential J8 5.8.17 RSR31055 2012-Aug.08 12:4323 C.COMCWVrigldsoft HVACWODRIGUEZMIA ISH1.np Cato = MJ8 Orientation = N Page 1 Wednesday, August 08, 2012 12:44 PM p.02 Short Form Entire House MIKEL ABBOTT ENERGY CALCS 4920 N DIME HWY. FT LADERDM.E. Phone: 964-776-2003 Job: RODRIGUEZMIAMISHI Date: 8/2H2 BY: Project Information For. RODRIOUEZ 1263 NE 101ST ST, MAMI SHORES, Design Information Outside db (°F) Inside db (°F) Design TD (°F) Daily range Inside humidity (96) Moisture difference (gr/lb) Htg 48 70 Clg 89 75 22 14 L 50 56 Method Construction quality Fireplaces Infiltration Simplified Average 0 HEATING EQUIPMENT Make TRANE Trade 4-TEE3F37E1000A COOLING EQUIPMENT Make TRANE Trade 4-TTZ9036A1000A Efficiency 1.0 AFUE Efficiency Heating input 25000 Btuh Sensible cooling Heating output 25000 Btuh Latent cooling Heating temperature rise 19 °F Total cooling Actual heating fan 1200 dm Actual cooling fan Heating air flow factor 0.048 cfm/Btuh Cooling air flow factor Space thermostat Load sensible heat ratio 18.0 SEER 24500 Btuh 12000 Btuh 36500 Btuh 1200 cfm 0.051 drn/Btuh 74 % ROOM NAME Area () Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (dm) AC # 1 1704 25053 23631 1200 1200 Entire House d 1704 25053 23631 1200 1200 Ventilation air 0 0 Equip. © 1.00 RSM 23631 Latent cooling 8315 TOTALS 17(ld ocnRq q,n,a ,nnn AMA 9okbbaAo vases have been mentally oeanlddert Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ice.. wrlgh uve a. RIg a Residential J9 5.8.17 RSR31055 CC& CACOMC1NMghtso1 FIVACIRODRIOUEZMIAMISH1.np Cats • MJS Orientation • N 2012-Aug-0812:4323 Page 1 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-9. SECTION A - PROPERTY INFORMATION A1. -Building Owner's Name CLAUDIO RODRIGUEZ A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1263 NE 101 ST STREET City MIAMI State FL ZIP Code 33138 OMB No. 1660-0008 Expires March 31, 2012 Fo�jnsurance'company Use ;: Policy Number• ' . ,Company NAIL Number A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 5, BLOCK 185 OF "BAY BREEZE SECTION MIAMI SHORES", P.B. 42, PG. 25, M/D.C.R. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, A5. Latitude/Longitude: Lat. 25d52'06 Long. 80d10'18 A6. Attach at least 2 photographs of the building if the Certificate is being A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 1282 sq ft b) No. of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 4 c) Total net area of flood openings in A8.b 580 sq in d) Engineered flood openings? 0 Yes 0 No etc.) RESIDENTIAL Horizontal Datum: used to obtain flood insurance. ❑ NAD 1927 ® NAD 1983 A9. For a building with an attached garage: a) Square footage of attached garage 452 sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? 0 Yes ❑ No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number VILLAGE OF MIAMI SHORES 120652 IB2. County Name MIAMI/DADE B3. State FL B4. Map/Panel Number 12086C 0306 B5. Suffix L 66. FIRM Index Date 09/11/09 B7. FIRM Panel Effective/Revised Date 09/11/0,3 B8. Flood Zone(s) AE B9. Base Flood Elevation(s) (Zone AO, use basee flood depth) B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered m Item B9. 0 FIS Profile ® FIRM ❑ Community Determined 0 Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: E] NGVD 1929 0 NAVD 1988 0 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 0 Yes Designation Date NIA 0 CBRS 0 OPA ® No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 0 Construction Drawings* 0 Building Under Construction* *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, All, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized B-26-RAVertical Datum 1929NGVD Conversion/Comments N/A a) b) c) d) e) f) 9) h) CO Finished Construction Check the measurement used. Top of bottom floor (including basement, crawlspace, or enclosure floor) 7.6 ® feet Top of the next higher floor 9.9 ® feet Bottom of the lowest horizontal structural member (V Zones only) N/A. 0 feet 7.8 8.8 Attached garage (top of slab) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) Lowest adjacent (finished) grade next to building (LAG) Highest adjacent (finished) grade next to building (HAG) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 7.3 8.1 8.1 ® feet ® feet ® feet ® feet ® feet ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) _ ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? ® Yes 0 No Certifier's Name RICHARD E COUSINS License Number 4188 Title LAND SURVEYOR & MAPPER Company Name COUSINS SURVEYORS & ASSOCIATES, INC. Address 3921 SW 47'" AVENUE, # 1011 City DAVIE Signature �% - � q, Date 04/05/12 State FL ZIP Code 33314 Telephone 954-689-7766 FEMA Form 81-31, Mar 09 See reverse side for continuation. IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1263 NE 101 ST STREET Fof'Insurance CompanyUse P,oIicy; Number' City MIAMIState FL ZIP Code 33138, Company NAIC;Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments BENCHMARK REFERENCE: MIAMI/DADE COUNTY BENCHMARK #B-26-RA ELEVATION = 17.23' A/C ELEVATION = 8.30' TOP OF BOTTOM FLOOR IS THE CRAWL SPACE, EL=7.55' LATITUDE AND LONGITUDE WAS OBTAINED BY OUR GPS STREET FINDER INSTALLED IN OUR TRUCKS AND VERIFIED BY THE GOOGLE EARTH PROGRAM. Signature e _ \ ( `�.�� Date 04/05/12 Ki��`G✓� 0 Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate bones to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is 0 feet 0 meters 0 above or 0 below the HAG. b) Top of bottom floor (including basement, aawlspace, or enclosure) is 0 feet 0 meters 0 above or 0 below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building isfeet 0 ❑ meters 0 above or 0 below the HAG. E3. Attached garage (top of slab) is . 0 feet 0 meters 0 above or 0 below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is 0 feet 0 meters 0 above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? 0 Yes 0 No ❑' Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) ').1 or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Ji Check here if attachments. s SECTION G - COMMUNITY INFORMATION (OPTIONAL) , The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. GI . 0 The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. 0 A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. 0 The following informat ionf(Items G4-G9) is provided for community floodplain management purposes. IG5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G4. Permit Number G7. This permit has been issued for. ❑ New Construction G8. Elevation of as -built lowest floor (including basement) of the G9. BFE or (in Zone AO) depth of flooding at the building site: G10. Community's desigr(flood elevation 0 Substantial Improvement building: 0 feet 0 meters (PR) Datum 0 feet 0 meters (PR) Datum ❑ feet ❑ meters (PR) Datum Local .Official's Name , t, -" Title Community Name Telephone `Signature Date Comments FEMA Form 81-31, Mar 09 JII Check here if attachments Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Buitding Street Address (induding Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1263 NE 101 ST STREET City MIAMI State FL ZIP Code 33138 Policy Number Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. DATE TAKEN 04/05/1 DATE TAKEN 04/05/124. DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.gov/aeral PGT Industries 1070 Technology Drive North Venice, FL 34273 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material faits to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SGD-780" Aluminum Sliding Glass Door (Reinforced/Non-Reinforced)— L.M.I. APPROVAL DOCUMENT: Drawing No. 8100-11, titled "Alum. Sliding Glass Door, Impact ", sheets 1 through 23 of 23, dated 05/01/2007 with revision "B" dated 10/13/2011, prepared by PGT Industries, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami —Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and series and following statement: "Miami -Dade County Product Control Approved", noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 11-1018.12 and consists of this page 1 and evidence pages E-1 & E- approval document mentioned above. The submitted documentation w j, eye-d by Jaime D. Gascon, P.E. APPROVED MIAMI.DADE COU APPROVED' NOA No 12-0516.04 Expiration Date: August 02, 2017 Approval Date: August 02, 2012 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (submitted under file # # 11-1018.12) 2. Drawing No. 8100-11, titled "Alum. Sliding Glass Door, Impact ", sheets 1 through 23 of 23, dated 05/01/2007 with revision "B" dated 10/13/2011, prepared by PGT Industries, signed and sealed by Anthony Lynn Miller B. TESTS (submitted under file # # 11-1018.12) 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 Along with marked -up drawings and installation diagram of Aluminum SGD, prepared by Architectural Testing, Inc., Test Report No. ATI-8124.01-401-18, dated 11/13/2008, signed and sealed by Joseph A. Reed, P.E. 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 Along with marked -up drawings and installation diagram of Aluminum SGD, prepared by Fenestration Testing Laboratory, Inc., Test Reports No(s) FTL-5618, dated 06/21/2008, FTL-5619, dated 07/07/2008, FTL-5254, dated 05/17/2007 and FTL-5273, dated 05/07/2007 respectively, all signed and sealed by Carlos S. Rionda, P. E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007, prepared by PGT Industries, dated 11/26/2008, signed and sealed by Lucas A. Turner, P. E. (Original submitted under files # 11-1018.12/ # 08-1202.11) 2. Glazing complies w/ ASTME-1300-02 & -04. D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Sentry Glass ® interlayer", expiring on 01/14/17. 2. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer", expiring on 12/11/2016. 3. Notice of Acceptance No. 11-0325.05 issued to Solutia Inc. for their "Saflex and Vanceva clear and color interlayers", expiring on 05/21/16. 4. Notice of Acceptance No. 08-0520.08 issued to Solutia Inc. for their "Vanceva Composites Glass Interlayer", expiring on 12/11/13 Jaime D. Gascoh, P.E. Product Control Section Supervisor NOA No 12-0516.04 Expiration Date: August 02, 2017 Approval Date: August 02, 2012 E - 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance and letter of no financial interest, prepared by POT, dated 05/14/12, signed and sealed by Lyn Miller, P.E. 2. Statement letter issued by PGT, dated 05/14/12, "Renewal with no change "signed and sealed by Lyn Miller, P.E. 3. Statement letter of conformance and compliance with the FBC-2007 and FBC-2010, dated 10/14/2011, signed and sealed by Anthony Lynn Miller, P. E. (submitted under file # 11-1018.12) 4. Statement letter of no financial interest, dated 10/14/2011, signed and sealed by Anthony Lynn Miller, P. E.(submitted under file # 11-1018.12) 5. Letter of Adoption of as his Own, the Work of another Engineer per Section 61G15- 27.001 of the FBPE, dated 10/07/2011 signed and sealed by Anthony Lynn Miller, P. E. (submitted under file # # 11-1018.12) 6. Statement letter of no financial interest, conformance and compliance with the FBC- 2007, dated 11/26/2008, signed and sealed by Lucas A. Turner, P. E. (Submitted under previous NOA No. 08-1202.11) 7. Lab compliance as part of the above referenced test reports. G. OTHER 1. This NOA renews NOA # 11-1018.12, expiring on August 02, 2012. 2. Test proposal # 07-2583, dated 03/19/07 approved by BCCO. • Jaime D. Gascon, P. Product Control Section Supervisor NOA No 12-0516.04 Expiration Date: August 02, 2017 Approval Date: August 02, 2012 E-2 GENERAL NOTES: IMPACT SLIDING GLASS DOOR 1. GLAZING TYPE OPTIONS: (GLASS RECIPES ARE FROM EXTERIOR TO INTERIOR) ® GLASS STRENGTHS • T = TEMPERED ija= HEAT STRENGTHED A - ANNEALED INTERLAYER TYPES - SOP n .090 DUPONT SENTRY GLAS PLUS § = .076 SOLUTIA VANCEVA STORM DBPVB = .090 DUPONT BUTACITE PVB 1,3.7/16" LAMI: (1) LITE OF 3/16" A GLASS AND (1) LITE OF 3116" jjl GLASS W/ AN .090 NE OR .075 LIVI INTERLAYER. 2,4 - 7/18" LAMI: (2) LITES OP 3/16" I jg GLASS WITH AN .090 nE OR .075 Abla INTERLAYER. 6,6.7/18" LAMI: (1) LITE OF 3/18" A GLASS AND (1) UTE OF 3/16" III GLASS W/ AN .090 DBPVB OR 88PVB INTERLAYER. 7,9 - 9/16" LAMI: (1) LITE OF 1/4" A GLASS AND (1) UTE OF 1/4" )Ilig GLASS W/ AN .090 SHE OR .076 INTERLAYER. 8,10 - 9/18" LAMI: (2) LITES OF 1/4" IDS GLASS W/ AN .090 ne OR .075 $Y$ INTERLAYER. 11,12 - 9/16" LAMI: (1) LITE OF 1 /4" A GLASS AND (1) LITE OF 1/4' &GLASS W/ AN .090 DBPVB OR SSPVB INTERLAYER. 13,18.1 1/16" LAM11,G0/18" x EXT. CAP + 8/8" AIR SPACE + 7/18" LAMI: (1) LITE OF 3/18' A GLASS AND (1) LITE OF 3/16' El GLASS WI AN .090 NE OR .076 §VB INTERLAYER 14,16 -1 1/18"L(AM I LG. 3/16" T EXT: CAP + 3/8" AIR SPACE + 7/18" LAMI: (2) LITES OF 3/16" j j GLASS W/ AN .090 Ine, OR .078 INTERLAYER. 17,16.1 1/16" LAMI I.G. 3/18" I EXT. CAP + 3/8" AIR SPACE + 7/16" LAMI: (1) UTE OF 3h8' A GLASS AND (1) LITE OF 8/18" Ilk GLASS WI AN .090 DBPVB OR $SPVB INTERLAYER. 19,21.1 1/18" LAMI I.G. 3/18" I EXT, CAP + 6M6" AIR SPACE + 9/18" LAMI: (1) UTE OF 1/4' A GLASS AND (1) UTE OF 1/4" j j3 GLASS W/ AN .090 GQ E OR .076 $y$ INTERLAYER 20,22.1 1/16" LAMI I.G. 3/18" I EXT. CAP + 6/16" AIR SPACE + 9/18" LAMI: (2) LITES OF 1/4" GLASS W/ AN .090 MAR .076 INS INTERLAYER 23,24.1 1/16" LAMI I.G. 3/18" T EXT. CAP + 5/18" AIR SPACE + 9H8" LAMI: (1) LITE OF 1/4" AGLASS AND (1) LITE OF 1/4" M GLASS W/ AN .090 DBPVB OR SSPVB INTERLAYER, 25,27.1 1/16" LAMI ?.G. 1/4" I EXT. CAP + 8118" AIR SPACE + 7/18' LAMI: (1) LITE OF 3/16" A GLASS AND (1) LITE OF 3/16" Imo. GUM W/ AN .090 ,Bc Ea OR .075 •A INTERLAYER. 28,28 -1 1/t6" I.AMI LGr,1/4" I EXT. CAP + 5/18' AIR SPACE + 7/18' LAMI: (2) LITES OF 3/16' is GLASS W/ AN .090 floe, OR .075 E$ INTERLAYER. 29,80.1 1/18" LAMI I.G. 1/4" T EXT. CAP + 5/18" AIR SPACE + 7/18" LAMI: (1) LITE OF 3/16" A GLASS AND (1) LITE OF 3/16" NI GLASS W/ AN .090 DBPVB OR 88PV8 INTERLAYER. 31,33 -1 1/16" LAMI I.G. 1/4" T EXT. CAP + 1/4" AIR SPACE + 9/16' LAMI: (1) LITE OF 1/4" A GLASS AND (1) UTE OF 1/4" HS GLASS W/ AN .090 NE OR .075 SVS INTER I-AYER 32,34.11/16" LAMI I.G. 1/4"IEXT. CAP + 1/4° AIR SPACE + 9/18" LAMI: (2) LTIES OF 1/4" b§,GLASB W/ AN .090 QOR.075 8V8 INTERLAYER 35,36.1 1/16" LAMI I.G. 114" T EXT. CAP + 1/4" AIR SPACE + 9M8" LAMI: (1) UTE OF 1/4" A GLASS AND (1) LITE OF 1/4" HS GLASS W/ AN .090 DBPVB OR SSPVB INTERLAYER. 2, DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300.02. 8. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 3. ANCHORAGE: THE 33 1/3% STRESS INCREASE ) LA8 NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. FOR ANCHORAGE DETAILS SEE SHEETS 4 THROUGH 13. 4. SHUTTERS ARE NOT REQUIRED. 5. INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT. 8, REFERENCES: TEST REPORTS FTL-6254, FTL•5273, FTL-5818, FTL-5819, ATI.81241.01.401-18-R1 ELCO TEXTRON NOA: 07-0426.01, 03-0226.05, ANBVAF&PA ND8.2005 FOR WOOD CTION AND ADM-2005 ALUMINUM DESIGN MANUAL 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8. DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER FLORIDA BUILDING CODE, AS APPLICABLE. 9. CONFIGURATIONS: STRAIGHT DOORS - MAXIMUM 4 TRACKS BY 10 FT. (120') HIGH WITH A MAXIMUM OF EIGHT 6 FT. NOMINAL WIDE DOOR PANELS. INSIDE OR OUTSIDE CORNER DOORS - MAXIMUM OF 4 TRACKS BY 10 FT. (120") HIGH WITH A MAXIMUM OF FOUR 6 FT. PANELS EACH SIDE OF CORNER. SEE EXAMPLE ELEVATIONS, SHT.13 AND PANEL CONFIGURATIONS BHT. 14. / x. xo, oX, xx 1/1/ OXXXXO,XXXXXO,OXXXXX,x0XXXX / OXXXXO,XXXXXO,OXXXXX,x0XXXX / 1 / oxO, oXX, OXX, XXx 1 / OXXO, XXXO, OXXX, X 00( 1 / 1 1 ; 1 o)xxxxo, xxxxx(o, 0)00000(, )0000 xx 6 6 6 6 6 OXXXO XXXXO,oXXXX,XXXXX / / / / / 0)00000(0, )000000(0, oxxxxxxx, xxxxxxxx SSPVB = .090 SOLUTIA BAFLEX PVB NOA DRAWING MAP SHEET GENERAL NOTES........-1 GLAZING DETAILS 2-3 ANCHORAGE...-. ..... 4-13 DESIGN PRESSURE$ 4.9 ELEVATIONS.»»„. 14 CONFIGURATIONS 14-16 VERT. SECTIONS16-17 HORIZ. SECTIONS 18-20 PARTS LIST 21 EXTRUSIONS 22-23 11100DCT wawa) stesetaPplellwhf theFlwI4s IMOD Ae ueeNe 2-0 /40171 Date .C-'''J 24I - PRODUCTRBVI$BD com}dytng wllh the Florida Building Code AaoaploeoeN0 OP' Retedlar DNS Kn#Mw nowmg "Itov LUL PJL D"wegp F.K. wN10/13111 wI Nat 5/1A77 wow nlwteen A QMohW it J.L FRC201000DECHANGE REWSENOIR t, ADD 6tASRWD OPTIONS. SWISH NOTE2ADDOONF(0. AND Wag NOTE SAN00. ADO EXMVI.aceNPKAIR4TIONO. Wvrra DEW JOGPP:N7 1070TEcHNOLOOYDaAVE NOKOIWB, Pt 8W07s P.Q 8qx 1820 NOKOMIS, FL MN Hui 14i1i r Bauer GENERAL NOTES AND MAP ALUM. SLIDING GLASS DOOR IMPACT snow* 80D780 611" NTS oft N 23 8100-11 ant •••",: I,D 66105 Ili • /'/�, SS' ION`A- ```‘‘ A. LYNN MIaER,IP.E. P.E.# 0870E EXTERIOR 3P18" H8 GLASS ® .090 OR am m/s 3/18" jt GLASS 7M8" NOM. ® 7/1 B" LAMI GLASS TYPES 2 & 4 EXTERIOR 3/16" Hi GLASS .090 DOPV0, SSPVB, gRE OR,� SVS 3/18" A GLASS 711 V NOM. ® awl 7116" LAMI GLASS TYPES 1, 3, 5 & 6 GLAZING TYPE OPTIONS KEYS: (GLASS RECIPES ARE FROM EXTERIOR TO INTERIOR) GRASS STRENGTHS • T • TEMPERED HS 7, HEAT STRENOTHED Al' ANNEALED INTERLAYER TYPES • SOP = .080 DUPONT SENTRY GLAS PLUS 8V8 6.078 SOLUTIA VANCEVA STORM DBPVB ■ .090 DUPONT BU1'ACITE PVB SSPVB ■ .090 SOLUTIA SAFLEX PVB EXTERIOR 114" Is GLASS .090 ME OR NISVII 1/4" al GLASS 8118" NOM. ® 9/16" LAMI GLASS TYPES 8 & 10 Meal 1/4" j11 GRASS .090 DBPVB, E8P . — OR . Z BV8 1/4" @ GLASS 9M8" NOM. .86" NOM. GLASS BITE 9/16" LAMI GLASS TYPES 7, 9, 11 & 12 PROMO' RVIEVADD agnaP y Melt the /Midi lofts Code AUNPosee No /2• •b_cf pate %7Y3'gr • PRODUCT RBVISL3D a oumplylog with the Nloide nuildlug Code A"oeptenoe No Aomori R+M9D�c 1c J.. NO CHANGE TN18 SHEET ,.".ee. wry.._._..... • ADD IMF PIMANDWNVUM1O/ALINBDETAIL _—.-.---- ..--- ...• NF. . HAW A WXP DRIPILO 70 00% RALL INTEMAYER01900 CLL4M6417DMt NW.: • a.,M.e,! o°Np F.K. 611107 d..t NXAuC07 1070TECNNOLOGYDRIVE /10EOAU8. FL 14276 P.G 16pi FL 64274 EIGT V ib{Y Better LAM! GLAZING DETAILS ALUM. SLIDING GLASS DOOM IMPACT 2 " 23 1 8100-11 ®Durso eooraecor 4"- 1X Row B PS.* 68705 OUTSIDE OUTSIDE 3/16' HS GLASS 3/16" HS GLASS ® .090 OR,g g SVS .090 pBPVB, SSPVB, SGP OR .Q¢r 8V8 3/16" b$ GLASS 3/8° AIR SPACE 3/18" OR 1/4' i 1 1/16" NOM. .66" NOM. GLASS BITE 1 1/16" LAMI I.G. TYPES 14L 16, 26 & 28 3/16" A GLASS 3/8" AIR SPACE 3118"OR1/4"I 1 1/18" NOM. .66" NOM. GLASS BITE ®1 1/16" LAMI I.G. TYPES 13,15 18, 25, 27, 29 & 30 GLAZING TYPE OPTIONS KEYS: (GLASS RECIPES ARE FROM EXTERIOR TO INTERIOR) GLASS STRENGTHS - T as TEMPERED H8 is HEAT STRENOTHED A a ANNEALED INTERLAYE2 TYPES - SGP a .090 DUPONT SENTRY GEM PLUS SVS s .078 SOLUTIA VANCEVA STORM DSPVB s .090 DUPONT BUTACITE PVB 88PVB it .090 SOLUTIA SAFLEX PVB OUTSIDE 1/4" GLASS .090 MEOR.Q!I SVS 1/4" IiGLASS 3/8" AIR SPACE 3/16" OR 1/4" I 1 1/18" NOM. A 1 1/16" LAMI I.G. TYPES 20 & 22 OUTSIDE 1/4" M GLASS .090 pEPVB, 8 PVB, Eg OR Az . SVS 1/4" is GLASS 3/8" AIR SPACE 3/18" OR 114" Y 1 1/18" NOM. A T 1/16" LAMI I.G. TYPES 19, 21, 23, 24, 31, 33, 35 & 36 Mawr wirowis rwitionftwitt the Plod& A99eprt of No 2 r „ .0 f aft J 10/13/11 R�ypb�" 8 NO CHANGE THAR SHEET FJL tmm M F.K. ItA497 Dow &IRV At.l6rtl: A CI"df,OCr. JJ. ADD VIVIAMJLQW/7N0•PVBAND9/Id"LAM 011438 05788A ... .. EymoORrAI1.ipOOVERAu217&R4IIYROOBNQUALIFICATIONS moor 1070TECHNO 0GYDRIVE NOKOMIS, FL 34278 P.O.8QX f428 NOKAM/8, Pl 34274 U7Jibb Better LAMI LG. GLAZING DETAILS ALUM. SLIDING GLASS DOOR, IMPACT 800700 4atl" Ix now 3 a 23 amdyMa 8100-11 Row PRODUCT REVI99D a4 oomplyln3 with the MeridaBuilding Code �_ Aweptetwe Noii, D c/ ��tIlllltu�t /� `\‘N. vaIN Ml(� .%�'%�.VpBNS�''ccQ * :• 10. 58'106 „OR\OP•••C99 A. P.E. .BJI 613705 DESIGN PRESSURE AND ANCHORAGE • NO REINFORCEMENT • 41/2" OR 81/4" SJLL (SEE NOTES BELOW FOR OTHER $ILLS1. TOW 1. Lelnl 7/16 Ann/Heatw/ SGP or BVS Interlayer >HEAD & SILL (H86) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR QTY. PER PANEL GLASS TYPES: 1 3 >JAMB ANCHOR QTY, >P-HOOK ANCHOR QTY. (SEE DETAIL SHT. 13) DOOR HEIGHT 80" (88) 84" (70) 90" (76) 98" (80j 101r (88) 08" (00) 114" (98) 120" (100) NOM. PANEL WIDTH FRAME SIDE DESIGN PRESS, 24" (0) H$S JAMB. P-HOOK DEStGt PRESS. 30" (28) H&8 JAMB Is -HOOK DESION PRESS. 30" (30) His JAMB P-FfbOK DESl0E3 PR6.8V 4r (36) H&8 JAMB P-HOOK DESIGN PRESS, 48" (40) H&8 JAMB P-HOOK DESIGN PRESS. 64" (4e) H&8 JAMB P-HOOK DESIGF PRESS. C4+1 8 4 C4+1 8 4 C4+1 8 4 +801.86 C4+1 L�4+1 8 a 4 4 +50/ C4+1 C4+1 84j 8 4 4 +80/ C4+1 8 4 • e0%6a C4+1 9 4 04+1 10 4 04+1 8 4 +80%86 C4+1 8 a 8444 8 a C46 j1 C4+2" 4 6 +80/ C4+2 C4+3 G+1 11 8 9 4 4 6 + 2/-7 2 C4+1 8 4 !I• +80/-8 if C4+1 C4+18 a +80/ 8 4 C4+1 C4+1 8 8 4 4 +801- C.4+1 8 4 C4+1 9 4 C4+1 10 4 64+1 11 4 C4+1 8 4 +6Q/-811 8 4 C4+1 8 4 04+1 8 6 C4+2 8 6 C4+2 7.3%7f 3 8 6 C4+1 9 6 C4+1 9 +a0F86 C4+1 9 5 +a0/4f C4+1 9 5 a C4+1 9 6 C4+1 10 a +80-80 C4+1 9 a +80/-86 C4+1 9 a +77/-71 G+1 9 5 C4+1 9 6 C4+1 0 a C4+S 9 6 C4+1 04+1 04+2 9 9 6 6 +41.8/--7 .8 11 a C4+1 9 6 C4+1 9 6 C4+1 10 +801.86 C4+1 9 a +80/-80 C4+1 9 eel' 1 1 C4+1 9 6 C4+f 9 80/80 6 C4+1 9 6 6 +ao%a6 C4+1 9 6 C4+1 1 C4+1 1 C4+2 11 1 9 1 9 a 1 6 1 8 +T2.3/-72,3 C41 2 11 9C4+1 C4+9 6 6 6 .6/ 6 (b,4+1 12 4 C4+1 C6+2 8 9 4 6 +01.81-7 .8 C4+1 12 C4+1 9 6 , +67/-87 C6+2 9 e 04+4 12 6 �4+1 9 6 C6+2 +51.8/-6118 9 6 ea' (60) H8,8 B P-HOOK C4+2 1�1 4 C4+1 9 4 C4+3 9 6 04+2 12 4 C4+1 9 4 C4+3 9 6 C4+2 12 6 C4+1 9 6 C4+3 � 9 a C4+1 12 8 C4+1 9 6 C8+2 9 6 C4+1 10 6 C4+1 10 6 +60/-76 C4+1 C4+ 10 10 a +6 6 1 C4+1 1 C4+1 10 10 6 1 6 +60/ C4+1 10 6 6 8 a 6 C4+1 11 a C4+1 10 6 ,$ C4+2 10 8 C4+2 10 6 G+1 10 6 04+1 10 a C4+1 10 5 +801-70 C4+1 10 8 +60/-71 C4+1 10 a +601-7( C4+l 10 a +60I--76 6 6 ll 0/.e2.3 C4+1 11 a C4+1 10 a C4+1 10 6 C4+1 10 6 C4+f 10 6 C4+§ 10 5 C4+2 10 8 C4+1 11 6 C4+1 11 6 54+1 11 C4+1 12 6 C4+f 11 e +801-7 C4+1 11 6 +801-'Ib 64+f 11 6 C4+1 11 8 C4+f +e0/-ib . C4+1 11 6 +e0/-76 G+1 11 8 +691.66 C4+1 11 1 11 8 06+1 11 6 C4+2 11 9 C4+2 11 e 6 C4+1 8 8 +80/-76 e e +6a-7 C4+1 04+1 C4+1 11a 11 8 +60V- 11 6 C4+1 11 6 C4+1 12 e 04+1 11 6 6o149, C4+1 b C6+1 11 e 08+2 k 11 e +47.1/-677,1 C4+1 12 6 PANELS OVER 48" WOE NOT AVAILABLE OVER 98" HIGH G+1 11 8 11 7 C4+2 ii , a 1, POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 41/2" OR 61/4" SILL. 2. WHEN USING THE 2 3/4" SILL, POSITIVE DP 18 60 PSF MAX AND WITH THE 81/2" SILL, POSITIVE PRESSURES 18 73.3 P8F MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 2A. 3. 2 3/4", 31/2", 4112" AND 81/4" BILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 5/8" SILL 18 NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED, POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAY BE USED WHEN THE DOOR 18 PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM) THIS CONDITION 18 NOT RATED FOR WATER INFILTRATION. 4. ANCHOR TYPES: 1. 1/4" ELCO ULTRACON (FORMERLY TAPCON) 2.1/4" ELCO 884 CRETE-FLEX 3. #12 STEEL SCREW (GE) 6. SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 8. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLETE DESCRIPTIONS) 1,3.7/16" LAMI ( I - i W/ Q OR SV8) RANdlIA aw: rOH LENGTH 1 f------ 01(gRHANO OH LENGTH OH di T1EIGHT HEIGHT EQUAL TO 1 OR GREATER SEE NOTE 3 dJ 10N3H1 a8 made: Fx nn" ris F.K. Oak flm6l an/07 aria w A NO CHANGE THIS SHEET or,"a"aer RQV18IDP lAALRANO#168i N0NiRAGj - ADD MOTES RE: &LL a POa DP, GLASS TYPES AND ANCHOR TYPES 1070TECHNOLOGY DRiVE NOKOMIe, PL 84278 P.a egx1529 MOKOMIS, Fr94271 Vhi5/y Bstar DP AND ANCHORAGE, LAMI TABLE 1 741 VACSLIDING GLASS DOOR, IMPACT 030780 INTS [ 4 « 23 8100-11 Oraie m1 TABLE IA. SILL HT. VS POS. DP POS. DESIGN PRESSURE N/A SILL HEIGHT 1 6/8" 2 3/4" +60.0 PSF 3 1/2" +73.3 PSF 4 1/2" +60.0 PEW 6 1/4" +80,0 PSF EEE NOTES 1-3 01101Rlcr agtONrsn Ipbl eMHt.natd. Coda Almost* No 2-0 Dde PRODUCT REVISBD Is complying with OwFtodda Building Codo QQ Aooeptonce 3 Q_. i e. By MI :/;(ks‘.‘ • . f.c)f51-1? _..;Cks A;11 "fallk7/ IS°:11:71AE ‘.441:3 DESIGN PRESSURE AND ANCHORAGE - NO REINFORCEMENT - 41/2" OR 51/4" SILL. (SEE NOTES BELOW FOR OTHER SILLS1 TABLE 2, Lemi 9116 Ann/Heatwl SOP or 8V8 Intar{eyer >HEAD & SILL (H&8) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR QTY. PER PANEL GLASS TYPES: 7, 9 >JAMB ANCHOR QTY. >P-HOOK ANCHOR QTY, (SEE DETAIL SHT. 13) NOM. PANEL WIDTH FRAME SIDE DESIGN PRESS. H&S 24" JAMB P-HOOK DESIGN PRESS. 30" (25) H&8 JAMB P-HOOK DE810n PRESS. H&S 38" (30) JAMB P-HOOK DESIGN PRESS. H&8 42" (38) JAMB P-HOOK DESIGN PRESS. 48" (40 Had JAMB P-HOOK DESIGN PRESS. 84" (48) H&8 JAMB P-HOOK DESIGN PRESS. C441 8 4 C4+1 8 4 C4+1 8 4 C4+1 9 4 C4+1 10 4 C4+2 11 4 60, (886 8 tJ DOOR HEIGHT +80%e6 o C4+1 C4+ 8 8 a a +80► 1 C4+1 C4+1 8 8 4 4 +801 C4+1 C4+1 8 4 1 8 +80/-8 C4+1 C4+2 8 8 4 5 +80/ 04+1 C4+2 8 8 4 6 C4+1 C4+3 8 9- 4 8 +8W C4+1 a 4 C4+1 8 4 C4+1 9 4 C4+1 10 4 C4+1 11 4 C4+2 12 4 84" (70) +80/•86 col C4+1 8 4 4 +60/ 8 C4++1 0 4 +BW-86 C4+1 8 4 C4+1 C4+1 8 8 86I 4 6 +8W- C4+1 C4+2 8 8 4 8 +801-8 C4+1 I C4+2 8 a 4 6 +80/-8 C4+1 1 C4+3 9 p 4 0 +80/ 04+1 9 6 C4+1 9 6 C4+1 9 6 C4+1 10 5 90" (78) N j tJ +80/-8 04+1 9 a +80 40 04+1 9 a +80%80 C4+1 9 6 +80/-86 C4+1 9 8 +8W86 C4+1 9 6 C4+1 9 a C4+1 9 6 C4+2 9 8 4+1 C4+1 Ce+ 12 9 - 9 6 5 8 8W-8 C4+2 C4+1 C4+ 13 9 10 6 6 7 +8.1/- .1 2 3 C4+1 9 6 C4+1 9 8 C4+1 10 8 C4+1 11 6 C4+1 12 6 C4+2 14 6 96" (80) +80/-86 C4+1 9 6 +801-86 C4+1 9 5 +801-80 C4+1 9 a C4+1 9 5 1 C4+1 C4+1 6 5 +80/. 04+2 9 9 6 6 +80/ C4+1 9 6 +801-86 C5+2 10 7 L4+ 3 8 7 H&S C4+2 C4+1 C4+3 C4+2 C4+1 C6+3 C4+2 C4+1 C6+3 C4+2 C4+1 06+3 60" (80) JAMB 12 9 10 13 9 10 14 10 11 14 10 11 P-HOOK 4 4 7 4 4 7 6 6 7 a 5 7 C4+1 fo 6 C4+1 10 5 C4+1 10 6 C4+1 11 6 C4+1 12 5 102' (88) +goy-7 C4+1j C4+ 10 10 8W 7 6 6 1 C4+1 1 C4+1 10 10 5 1 6 +68/-7 C4+1 04+ 10 10 801-7 6 6 C4+1 C4+ 10 10 eW-7 8 C4+1 10 6 1 2 C6+2 10 6 C4+1 10 5 04+1 10 8 C4+1 10 6 C4+1 11 6 C4+1 13 8 0 " (90) 3 C4+1 C4+ 10 10 + 0/-7 8 8 C4+1 04+ 10 10 +a0% 8 8 1 1 04+1 1 C4+1 10 1 10 6 1 6 +60/. C4+1 C4f 10 10 +806 8 8 C4+1 10• a 2 C5+2 10 7 C4+1 11� 8 04+1 11 6 C4+1 11 8 C4+1 12 8 C4+1 13 6 114" (96) of of +80/-7 C4+1 C4+1 6 8 8 6 C4+1 C6+ 11 11 W 6 8 +8 8 6 +8 C4+1 11 6 1 1 2 C6+2 11 7 C4+1 11 6 04+1 11 a C4+1 11 a C4+1 12 6 C4+1 14 6 120" (100) PANELS OVER 48" WIDE NOT AVAILABLE OVER 98" HIGH 6 8 6 6 8 8 8 7 +8 C4+1 11 W 6 1 1 1 2 C8+2 11 7 TABLE 2A. SILL HT. VS P08. DP SILL HEIGHT POE. DESIGN PRESSURE 1 8/8" 2 3/4" N/A +50.0 PSF 3 1/2" +73.3 PSF 4 1/2" +80.0 PSF 6 1/4" +80.0 PSF SEE NOTES 1-3 PYODUc7' RY{1RWrihD Rafts wr6A.eMd11 MN Rt .i Ae9w N. '1' � ?'r7rr�k •/% 1. POSITIVE PRESSURES IN TABLE ARE BAKED ON THE USE OF THE 4 1/2" OR 6114" SILL. 2. WHEN USING THE 2 3/4" SILL, POSITIVE DP IS 50 PSF MAX. AND WITH THE 31 /2" SILL, POSMVE PRESSURES IS 73.3 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 1A. 8. 2 3/4", 31/2", 41/2" AND 61/4° SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 5/8" SILL 18 NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE 18 NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAY BE USED WHEN THE DOOR 18 PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM) THIS CONDITION 1S NOT RATED FOR WATER INFILTRATION. 4. ANCHOR TYPES: 1.1/4" ELCO ULTRACON (FORMERLY TAPCON) 2.1/4" ELCO 884 CRETE-FLEX 3. #12 STEEL SCREW (05) 8. SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 8. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLETE DESCRIPTIONS) 7,9.9/16" LAMI (6, i�6 W/ SOP OR SVS) mbwey aa: rOH LENGTH +1 EOH LENGTH OH HEIGHT SEE NOTE 3 OH HEIGHT EQUAL TO 1 OR GREATER - 10/19/11 1P 8 NO CHANGE THIS SHEET F.K. IkeatIte F.14 P°W: . 1118i07 a� Ralik= A Ceettel De NEW OPANDANONORADE TAUS oan I 107E TECHNOLOGY DRIVE NOXOARS, FL 3427E jarMM S NO1GONr!$ FL 34274 Etx 1 Wtb� Better DP AND ANCHORAGE, L AMl TABLE 2 ALUM. SUDING GLASS DOOR, IMPACT twt"rwaa 805780 t",re NTS Part ,a 5 0 23 I 8100-11 8 PRODUCT REVISED .. oompb4a¢ with the FlorWs �AccepttlnosNo l 1 ding Codo -�0 D.to 0 ?M/� * No. 58705 \* aTo :4' .13 ��iC�• •,,,FCORIUP•' •: �� AT '",7,9/ONAL 1✓�.�`• A,LYNN MILLER,UI P.E PEA 69706 DESIGN PRESSURE AND ANCHORAGE - FULL REINFORCEMENT - 61/4" SILL (SEE NOTES SE -OW FOR QTHER SILLSI TABLE 3. LamI 7/16 or 9/18 Heat/Heat w/ 8GP or 8V8 InWrlayer >HEAD & SILL (H&S) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR QTY. PER PANEL GLASS TYPES: 2 4, 8, 10 >JAMB ANCHOR QTY. >P-HOOK ANCHOR QTY. (SEE DETAIL SHT. 13) NOM. PANEL WIDTH FRAME SIDE DESIGN PRESS. 24" (20) 11&8 JAMB P-HOOK DESIGN PRESS. DOOR HEIGHT 80" (88) +106/--1 iT C4+1 C4+1 04+1 8 8 8 r 4 4 4 + 05/41 84" (70) C4+1 CC4+1 Ids 4 6 + 06 90" (78) C4+1 C4+1 9 9 6 6 + 06f--i1a C4+1 9 6 9s" (80y 1 -+06/--11a C4+ C4+1 C4+ 9 9 9 6 6 6 + 05/-11 1 04+1 10 6 02" (88) +10 C4+1 6 6 108" (90) C4+1 C4+1 C6+ 11 10 10 6 6 6 + 05/-11 1 C4+1 11 6 114" (98) +� 6 8 1 C4+1 12 8 120" (100) /J 6 6 30" (28) H&8 JAMB P4I00K DESIGN PRE88. C4+1 C4+1 C4+1 0 8 4 4 6 + 051-1 C4+1 10 4 +� C4+1 06+ 8 8 OS/-11 4 6 f C4+1 04+1 C6+ 11 9 9 6 6 8 + 06/-11 { 04+1 11 5 C4+1 C4+1 C6+1 9 9 6 8 5 +106/-16 12 C4+1 10 6 +Town-116 C6+1 10 8 C4+{ C4+1 C8+ 13 10 10 6 6 7 + 08/-11 1 4;+1 C4+1 C8+ 14 11 11 C 1 8 8 7 + 06/-11 C4+1 C4+ 14 11 8 8 1 07+1 + oat-11a 11 7 36 (30) H&8 JAMB P4400K DESIGN PRESS. 42" (38) H&8 JAMB P•1H00K DESIGN PRESS, C4+1 C4+1 C4+ 11 8 9 4 4 8 + 05/-1 C4+1 C4+ 13 9 4 4 1 2 C6+2 + ow-ii1 10 7 C4+i C4+1 C6+ 12 8 9 4 4 6 + C4+1 C4+1 C8+ 13 10 10 4 4 7 + 06/-11 2 2 C4+1 12 5 C4+1 .9 6 +IOW-116 C6+2 10 7 C4+1 1 04+1 1 C8+2 14 +1051-11 C4+{ C4+1 10 10 6 6 C4+1 15 6 + 08/-1 06+2 z 7 C4+1 1 C7+2 11 5 +106/-11 12 8 C4+1 C4+ C8+2 6 6 7 + 00/41 C4+1 16 6 +i C4+1 C7+ 12 13 06/-1�1 6 8 2 C4+1 C4+1 C8+ 16 11 12 6 8 6 + 06/-11 C4+1 C4+1 C8+ 17 12 13 8 6 9 + 06/`11 2 2 C4+{ C4+ 16 11 1 8 8 + oQ/•1ia C742 12 8 C4+1 C4+� C8+ 18 18 14 1 8 6 9 + 08/-1 2 C4+1 17 6 C6+1 19 6 8 9 C4+1 14 8 2 C9+2 + 06/--11*.1 16 10 48" (40) H38. JAMB P-H0OR DEStON PRE88. 11&8 54" (48) JAMB P4400 DE810N PRESS. 60" (60) H&8 JAMB 1*-HOOK C4+2 C4+i C6+3 14 10 11 6 4 7 + 05/-11 C4+2 C4+1 C6+ 18 11 12 6 4 6 C4+2 17 + OB/-11 04+2 12 3 03+4 13 C4+2 C4+1 16 11 1 ▪ 4 + 08/-11 C4+2 C4+1 13 13 C7+3 3 5 4 9 C4+2 18 + 06/-11 C4+2 13 C7+4 14 C4+2 C4+1 C6+ 18 12 12 8 6 8 + 08/-1 3 �'/3 C4+2 C4+i + 16 if 13 14 8 6 9 + 06F-1 C4+2 20 C4+2 14 Z,`8+4 15 C4+2 3 17 6 +1 6 9 C4+2 04►1 CB+ 19 14 16 0 .6 10 + 06/4i C4+2 21 C4+2 16 3 C8+4 16 5 4 9 8 4 9 6 6 10 8 6 11 04+2 18 8 • C4+1- 13 6 C7+3 • 14 9 C4+2 20 6 C4+1 C8+3 14 6 16 10 C4+2 21• 8 C4+1 16 6 C9+( 16 10 C4+2 22 7 PANELS OVER 48" WIDE NOT AVAILABLE OVER 98" HIGH C4+1 16, 8 C9+3 17 11 TABLE 3A. SILL HT. V8 POS. DP P08. DESIGN PRESSURE SILL HEIOH7 1 6/8" 2 3/4" N/A +60.0 PSF 3 1/2" +73.3 PSF 4 1/2" +100.0 PSF 61/4" +106.0 PSF S'E NOTES 1.3 PRODUCT RIMATED as. blra w b Ae RRIAD MNplaae. M. ^' /4 L1 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 61/4" SILL. 2. WHEN USING THE 2 3/4° BILL, POSITIVE DP 1S 60.0 PSF MAX„ WITH THE 31/2" SILL, POSITIVE DP 18 73.3 PSF MAX AND WITH THE 41/2" SILL, POSITIVE DP IS 100.0 PSF MAX (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 3A. 3.2 3/4", 31/2", 4 1/2" AND 61/4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 8/8" SILL 18 NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE 18 NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 3 MAY SE USED WHEN THE DOOR 18 PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM): THIS CONDITION 18 NOT RATED FOR WATER INFILTRATION. 4. ANCHOR TYPES: 1.1/4" ELCO ULTRACON (FORMERLY TAPCON) 2.1/4" ELCO 884 CRETE-FLEX 3. #12 STEEL SCREW (G6) 6. SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 6. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLETE DESCRIPTIONS) 2,4-7/18°LAMI(�IS• I}�W/ OR 8,10 - 9/18° LAM) (HS-H$ W/ SOP OR SVS) OH HEIGHT -t OH LENGTH �" OVERHANG I OH LENGTH OH HEIGHT EQUAL TO 1 OR GREATER SEE NOTE 3 Otte Relieve J.J. O 10/13/11 R leme NO CHANGE THIS SHEET F�- ar"aa F.K tow Date 6/1/07 Rwam a: A CNaMaax NNW DPANO ANCHORAGE TABLE v°fe I tore TECHNOLOGY Nowin8 Ft $4276 P.O'. 8Q C 4629 NOKOMdS, Pt 94274 1/bibb Better DP AND ANCHORAGE, LAM TABLE 3 ALUM. SLIDING GLASS DOOR, IMPACT ittetletit 800760 4.1* NTS ewe 6 w 2$ 8100-11 A" B PRODUCTRBV(SUD t�Np�d�with t o Florida Aaaepuno, No 1 i �►10 By- Miami ntrol ottl I 11 lit, P.BJY 68706 DESIGN PRESSURE AND ANCHORAGE - NO REINFORCEMENT - 4 112" OR 61/4" SILL (SEE NOTES BELOW FOR OTHER must TABLE 4. Lauri I.G. w/ 7/16 or 9/10 Laml AnplHeat w/ 8GP or Vanceva Interloper >HEAD & SILL (H&S) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR QTY. PER PANEL GLASS TYPES: 13,15,19, 21, 25, 27, 31, 33 >JAMB ANCHOR QTY, >P-HOOK ANCHOR QTY. (SEE DETAIL BHT. 13) DOOR HEIGHT 80" (68) 84" (70) 90" (76) 98"-(80) 102" tee) 08" (9o) 114" (ee) 1P (100) PANEL WIDTH FRAME SIDE ' z CONC iNliNgiiiiiiNilliNliNNi tJ (4 ..: tJ er a ee• .= N• 1. .- a ri .= est N, a TAB SILL HT. VS POS. DP DESIGN PRESS. -+80180 +80/-86 +80I-8 +89/41 +80/-70 +60/-70 - +819-76 +80,46 P08. i1&8 C4+1 C4+1 04+1 04+1- C4+1 C4+1 C4+1 C4+1 04+1 C4+1 C4+1 C4+1 C4+1 04+1- C4+1 C4+1 0141- C4+1" C4+1 04+1 04+1 04+1 C4+1 C4+1 SILL DESIGN 24" (20) JAMB 8 8 8 8 8 8 9 9 0 9 9 9 10 10 10 10 10 10 11 11 11 11 11 11 HEIGHT PRESSURE 4 4 4 4 d 4 6 5 6 6 6 6 6 6 6 8 8 8 8 DESIGN PRESS. +80/-86 +�6 +801� +00/-76 +60/.7 7 1 sir N/A H&8 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 30" (26) JAIL 8 8 8 8 8 8 9 9 9 9 9 9 10 10 10 10 10 10 11 11 11 11 11 11 2 3/4" +60.0 PSF P-HOOK 4 4 4 4 4 4 5 5 5 6 6 5 5 6 6 6 li 6 6 8 6 8 0 6 DESIGN PRESS. +e0146- +80/ +80r + +80/-7 +60/.76 +eo,- +60V- 31i2" +73.3 PSF P48 C4+1 T C4+1 C4+1' 04+1' C4+1 04+1 C4+1 C4+1 04+1- C4+1 04+1 04+T" 04+1 C4+1 C4+1 C4+1 04+1 04+1 C4+1 C4+1 06+1 C4+1 C4+1 C5+1 38" (30) JAMB 8 8 8 9 8 $ 9 0 a 10 9 9 10 10 10 10 10 10 11 11 '11 11 11 11 , 41/2" +80.0 PSF P-HOOK 4 4 6 4 4 6 5 5 6 5 6 6 6 6 5 6 6 5 6 8 8 8 8 6 DESIGN PRESS. +80/8 +80/ + +80%86 +80/ 7 +80/- +bpi- +eoi-7 5 1/4" +80.0 PSF H&$ C4+1 64+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 04+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1' C4+1 C4+2 C4+1 04+1 C5+2 SEE NOTtS 1-3 42" (36) JAMB 9 8 8 10 8 8 10 9 9 11 9 9 11 10 10 11 10 10 12 11 11 12 11 11 P-HOOK 4 4 5 4 4 5 6 5 8 5 5 8 6 5 8 6 5 8 8 . 6 8 8 8 7 DESIGN PRESS. +80/ +80/-86 +80/40 +60/-80 +80/76 +60/76- 40/-66., . H&S C4+1 C4+1 C4+2 C4+1 -11 04+1 C4+2 C4+1 C4+1 C6+2 C4+1 C4+1 C5+ C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 rMMUC1 48"(40) JAMB 'P-HOOK 10 8 I 8 8 8 12 9 9 12 9 10 12 10 10 13 10 10 13 11 11 13 11 if #1,11# 4 4 6 4 1 4 8 5 6 6 6 6 7 6 8 6 5 6 7 t 6 6 7 8 8 7 rNe 1764e DESIGN PRESS. +80/-80 +e01-86 0/-8 + 6.1/.75 . H C4+2 C.4+1 C4+3 C4+2 C4+1 C4+3 C4+2 04+1 C4+3 C4+1 C4+1 C6+2 SEE EXAMPLE OX.*) CORNER ANCHORAGE PLAN AND r • ;MIA,. -HMI 54" (46) JAMB 11 8 9 12 9 9 13 9 10 13 9 10 OXX STRAIGHT DOOR ANCHORAGE PLAN ON SHEET 10 !r = - •� . ...._ P-HOOT( 4 4�J 6 4 4 6 6 5 7 5 5 7 . DES PRESS; +80%60 +80/-86 +46,7/-76,7 ,9/-6D.9 PANELS OVER 48" WIDE NOT AVAILABLE OVER 98" HIGH MS C4+2 C4+1 C4+3 C4+2 C4+1 C5+3 C4+2 C4+1 C6+3 C4+2 C4+1 C5+,3 80" (50) JAMB 12 6 10 13 9 10 14 10 10 13 16 10 P F100K 4 4 7 4 4 7 8 5 7 5 5 7 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 41/2" OR 51/4" SILL. 2. WHEN USING THE 2 3/4" SILL, POSITIVE DP 18 60 PSF MAX. AND WITH THE 31/2" SILL, POSITIVE PRESSURES IS 73.3 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 4A. 3. 2 3/4", 31/2", 4112" AND 51/4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 16/8" BILL 18 NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE PRESSURE$ SHOWN MAY BE USED DESIGN TABLE OH LENGTH 1 PRODUCT REVISED es complying lying wllh tho Plo,lde Waal Code &Napop10° No "' O . /L Oa. IN 4 THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE ADJACENT DIAGRAM); OVERHANGWHEN rat (SEE THIS CONDITION 18 NOT RATED FOR WATER INFILTRATION. OH LENGTH 4. ANCHOR TYPES: 1.1/4" ELCO ULTRACON (FORMERLY TAPCON) 2, 1/4" ELCO S84 CRETE-FLEX 3. #12 STEEL SCREW (0G5) OH OH HEIGHT %. t t I I I I t f , 5. SEE SHEET8 10 THROUGH 13 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. HEIGHT 8. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLETE DESCRIPTIONS) EQUAL TO i, .0" vy1sN MI(/ �'/,, Daly ,. • •.. -• • •..FOP ,, 13,16 - 1 1/16" LAMI I.G_3/16" TEXT. CAP, 3/8" AIR SPACE & 7/16" LAMI (�MZi4z W/ SOP OR 8VS) OR GREATER ,0 .: 4,.... GEN3E •.,,. 19,21-1 1/18" LAMI I.G, 3He" T EXT. CAP, 5/16" AIR SPACE & 9/18" LAMI (fit-M W/ SOP OR 8V ) L 81 ...t ' 26,27'-1 1/16" LAMI I.O. 1/4" T EXT. CAP, 5/16" AIR SPACE & 7/18" LAMI ( ►�N-HS W/ 8t OR ` ..ort No . 58105 31,33. 1 1/16" LAMI I.G. 1/4" I EXT. CAP, 1/4' AIR SPACE & 9/18" LAMI (Miff j W/ pGP, OR §yEJ) SEE NOTE 3 _ W DPAND ANCHORAGE LAMI LG. TABLE4 '', .'. 1°' : 0 ra».r�s e"bc �,,, IWO TEOHNOLOGY DRIVE oP' 9 J.J. 1W18/f 1 B NO CHANGE TH72 SHEET NOKWWR Pi 8/276ellair no, �i :G? 1',65(oNA� ""'IN'- PM: fwuwer NE :WANDANCHORAOE TABLE P.O.304 /829 ALUM. SLIDING GLASS DOOR, IMPACT ��`� f f m �F,Il _Mgr 3/1,07 A CMoted 0 wce I NOKOAIa, FL 34274 Visa* Better 8 � NTS I °1r ' u 23 IS•"+axa 8100-1 i f B A. LYfI1 kl P.E. �P. DESIGN PRESSURE AND ANCHORAGE - FULL REINFORCEMENT • 5 1/4" SILL (SEE NOTES BELOW FOR OTHER SILLS] TABLE 6. Laml 1.0. w/ 7118 or 9/18 Lamt Heat1Heat w/ SOP or Vanceva Into rlayer >HEAD & SILL (H&S) INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS ANCHOR 01 Y. PER PANEL GLASS TYPES: 1406, 20, 22, 28, 211, 32, 34 >JAMB ANCHOR QTY. >P-MIOOK ANCHOR QTY.1SEE DETAL SHT. 13) DOOR HEIGHT NOM. PANEL WIDTH FRAME SIDE DESIGN PRESS. 60" (88j 84" (70) + 051-1 6 0 904.(78) 8 cJ +j0W-14 0 1 8 96" (80) oi 02 (88) 8 cI ;106/-11 8 108" (90) +to6/--116 114" (98) 120"(100) ri 24"(0) H&8 JAMB C4+1 8 C4+1 8 C4+1 8 C4+1 8 C4+1 8 C4+1 8 C4+1 9 C4+1 9 C4+1 9 C4+1 9 C4+1 9 C4+1 9 C4+1 C4+1 10 10 04+1 10 C4+1 11 C4+1 10 C6+1 i0 C4+1 11 C4+1 11 C5+1 11 C4+1 04+1 12 11 C6+1 11 P-HOOK 4 DESIGN PRESS. 4 +1061.1f6 4 4 4 +iosm fa 6 6 6 +106/-11 a 6 6 6 f6 6 5 6 +)081.11 6 6 6 6 6 6 8 6 5 +108/-11 5 H&8 30" (28) JAMB P-HOOK DESI0 PRESS. H&8 36" (30) JAMB P-H001 DE8KG PRESS. H&8 421 (38) JAMB P-HOOK DESIGN PRESS. 48" (4 H&8 JAMB P-HOOK DESIOA PRESS. 84" (48) 1468 JAMB P-HOOT( DESIGA PRESS. C4+1 9 4 C4+1 8 4 +io6w-1 C4+1 C4+1 11 4 8 4 C4+1 f6 C4+2 +)061-11 04+1 C4+1 13 4 C4+2 6 9 4 8 8 9 6 C6+2 +405/-115 10 7 C4+1 I C6+3 4 17 +l06/-11 C4+2 I C4+1 I C6+3 6 1 4 1 8 +1051-11 60" (60) H&S JAMB C4+2 C4+2 CS+4 C4+i 10 4 C4+1 8 4 +•i06/-11 C4+1 C4+1 12 4 8 4 +I051 __11 C4+1 C4+1 13 4 10 4 6 C5+1 8 6 C6+2 8 C8+2 +io6/-ifs C4+2 15 5 9 6 10 7 C4+1 103+3 4 18 +4051-11 C4+2 C4+1 C7+ 17 12 13 6 4 9 + 06/-11 8 C4+1 11 6 C4+1 9 6 +106/41a C4+1 C4+1 12 5 9 6 +106h11 C4+1 C4+1 14 5 10 6 C5+1 9 8 C6+2 +406/-1 i& C4+2 16 6 C4+2 18 ` 8 10 7 08+2 11 7 C4+1 C8+3 12 is 12 8 8 +106/-11 C4+1 C7+3 13 14 06/-11 5 0 C4+1 11 6 C4+1 9 6 C6+1 9 6 C4+1 04+1 C6+2 13 6 10 8 +i081.11 C4+1 C4+1 16 5 11 5 +1061-11 10 7 6 C7+2 12 8 C4+2 I C4+1 107+8 17 12 13 6 1 8 1 9 +106/--11 C4+2 19 6 C4+1 CB+ 14 16 5 10 +406/-11 3 C4+2 C4+2 C7+4 C4+2 C4+2 C8+4 C4+2 C4+2 C8+4 11 12 13 18 13 14 20 14 15 21 16 18 P-HOOK 6 4 9 6 4 9 0 6 10 6 6 11 C4+1 12 6 C4+1 10 8 +105//-11 C4+1 C4+1 14 6 10 6 +f 05/-11 C4+1 C4+1 18 6 12 6 +1061.11 C4+2 18 6 C4+1 13 6 C8+1 10 8 5 C8+2 11 7 C7+2 13 8 C7+3 14 9 C4+1 13 6 C4+1 10 8 Ma/-11 C4+1 C4+1 16 6 17 6 C4+2 20 8 11 12 5 6 C8+2 C8+1 10 7 5 6 ++0w;ff 6 12 8 13 9 +I08/•fi5• C4+1 14 6 C8+3 16 10 04+1 14 6 04+1 11 6 +1061.1 C4+1 C4+1 18 6 11 6 +405/-1 C4+4 C4+1 18 6 13 0 C8+1 11 7 f8 C7+2 12 .8 i5 C8+2 +i061.1f3 C4+2 21 8 CA+1 15 8 14 9 C9+3 16 10 C4+1 14 6 C4+1 11 6 ++06/-11 C4+1 C4+1 17 6 12 6 +i0w-it C6+1 C4+1 19 8 14 6 07+1 6 11 7 07+2 8 69+2 +106/-11a C4+2 22 7 PANELS OVER 48" WIDE NOT AVAILABLE OVER orHIGH C4+1 16 8 13 9 18 10 C9+3' 17 11 TABLE 6A. SILL HT. VS P08. DP SILL HEIGHT POS. DESIGN PRESSURE 1 5/8" N/A 2 3/4" +50.0 PSF 31/2" +73.3 PSF 4 1/2" +100.0 PSF +106.0 PSF 8EE NOTES 1-3 mom arnawro as mu** Ma Iviselis MOS Cole 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 61/4" SILL. 2. WHEN USING THE 2 3/4" SILL, POSITIVE DP 18 60.0 PSF MAX., WITH THE 31/2" BILL, POSITIVE DP 18 73.3 PSF MAX AND WITH THE 41/2" SILL, POSITIVE DP I8100.0 PSF MAX (NEGATIVE PRESSURES UNCHANGED). SEE TABLE SA. 3. 2 3/4", 31/2", 41/2" AND 81/4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 5/8" SILL 18 NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 6 MAY BE USED WHEN THE DOOR 18 PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM)ITI THIS CONDON IS NOT RATED FOR WATER INFILTRATION. 4. ANCHOR TYPES: 1.1/4' ELCO ULTRACON (FORMERLY TAPCON) 2.1/4" ELCO 884 CRETE-FLEX 3. #12 STEEL SCREW (96) 6, SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 6. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLETE DESCRIPTIONS) 14,18.1 1118" LAMI I.G. 3/16" I EXT. CAP, 3/8" AIR SPACE & 7/16" LAMI (Hatt W/ fflE OR M) 20,22.1 1/16" LAMI J.G. 3/16" T EXT. CAP, 5/16" AIR SPACE & 9/16" LAMI (mist W/ NE OR § 26,28.1 1/16" LAMI I.G. 1/4" I EXT. CAP, 6/16" AIR SPACE & 7/18" LAMI (HS•Hj$ W/ SOP OR ) 32,34.1 1/18" LAMI LG. 1/4" I EXT. CAP, 1 /4" AIR SPACE & 9/18" LAMI (HS HS W/ OR b,) E OH HEIGHT OH LENGTH 1 OVERHANG OH LENGTH OH HEIGHT EQUAL TO 1 OR GREATER SEE NOTE 3 PRODUCT REVISED as complying with the Illortdo Rimalp Oste mfonotti NO CHANGE THIS suerr Rolm ttLA NEW OP AND ANCHORAGE TABLE 5/1/07 IFIGT MI* Better DP AND ANCHORAGELLAMI LG. TABLE 5 MIN ALUM. SLIDING GLASS DOOR IMPACT liottalbah pow C4CU I i*Lif DESIGN PRESSURE AND ANCHORAGE - NO REINFORCEMENT PLUS ANCHOR QTY. TABLE Ba 4 lir OR 81/4" SILL (SEE NOTES BELOW FOR OTHER SILL$Z PER PANEL All Laml or Lami I.G. GLASS TYPES: 6, >HEAD & SILL (H&S) >JAMB ANCHOR QTY. w/ PVB Interlayer 6, 11,12, 17,18, 23, 24, 29, 30, 35, 36 INTERLOCK & STRAIGHT & CORNER ASTRAGAL CLUSTER >P-HOOK ANCHOR QTY. (SEE DETAIL SHT. 13) DOOR HEIGHT 80" (88) 84" (70) 90" (76) 96" (80) PANEL WIDTH FRAME SIDE I '- 1_,..! rJ 1 1 " ! tJ I, - 1 eJ ! oi• N_ '- 1, eJ +85/-86` ,1,4. rJ DESIGN PRESS. +86/-85 +85/435 +86/ 24" (20) H&8 C4+1 •C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 JAMB 8 8 8 8 8 8 9 9 9 9 9 9 P-HOOK 4 4 4 4 4 4 6 5 5 5 5 6 DESIGN PRESS. +135/-86 +86/4 • +851fi8 +86/4 30" (28) 14$ C4+1 C4+1 C4+1 C4+1 C4+4 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 JAMB 8 8 8 8 8 8 9 9 9 9 9 9 P-HOOK 4 4 4 4 4 4 5 5 5 6 6 6 DESIGN PRESS. +86/-66 +85/4 +85/.8 +85/485 38" (30) H&8 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 C4+1 C4+1 JAMB 8 8 8 8 8 8 9 9 9 9 99 P-HOOK 4 4 4 4 4 4 6 $ 6' 5 5 5 DESIGN PRESS. +85/ +86/6$ +86/42 +85/4 5 42" (36) H&S C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 JAMB 8 8 8 8 8 8 9 9 9 9 9 9 P-H0OX 4 4 4 4 4 5 5 5 5 5 5 5 DESIGN PRESS. +86/4 +85/-5 +65/.5 +55/43 48" (40) H&S C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 JAMB 9 8 8 9 8 8 10 9 9 10 9 9 P-HOOK 4 4 5 4 4 6 8 6 6 6 5 8 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 41/2" OR 51/4' SILL. 2. WHEN USING THE 2 3/4" SILL, POSITIVE DP 18 60 PSF MAX. AND WITH THE 31/2° SILL, POSITIVE PRESSURES 18 73.3 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE BA. 3.2 3/41, 31/2", 41/2° AND 51/4" BILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 5/8" SILL 18 NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE 18 NOT REQUIRED. POSITIVE DESIGN PRESSURES BROWN IN TABLE 6 MAY BE USED WHEN THE DOOR 18 PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4. ANCHOR TYPES: 1.1/4° ELCO ULTRACON (FORMERLY TAPCON) 2.114" ELCO 984 CRETE-FLEX 3. #12 STEEL SCREW (05) 5. SEE SHEETS 10 THROUGH 13 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 8. GLASS TYPE KEYS: (SEE NOTE 1, SHEET 1 FOR COMPLETE DESCRIPTIONS) 6,8 - 7/18" LAMI (►L1-H8 W/ DJ3PVB OR SSPVB) 11,12. 9/18' LAMI DSPVB OR SBPVB) 17,18.1 1/16' LAMI I.G. 3/16" TEXT. CAP, 3/8" AIR SPACE & 7/18° LAMI (NHS W/ DBPVB OR SSPVB) 23,24.1 1/18" LAMA 1.13. 3/18° TEXT. CAP, 8/18' AIR SPACE & 9/18" LAMI ( fr W/ PBPV. OR SSPVB) 29,30.1 1/16" LAMI LG. 1/4" TEXT. CAP, 5/16"AIR SPACE & 7/16" LAMI (AN-HS W/ PSPVB OR SSPVB) 35,38.1 1/16° LAMI I.G. 1/4" I EXT. CAP, 1/4" AIR SPACE & 9/16' LAMI (AN -JAW/ DBPVB OR 88PVB) OH HEIGHT 11 OH LENGTH 7 OVERHANG OH LENGTH OH HEIGHT EQUAL TO 1 OR GREATER SEE NOTE 3 TABLE 8A. SILL HT. VS P08. DP SILL HEIGHT POS. DESIGN PRESSURE 1 6/8" N/A 2 3/4" +60.0 PSF 3 1/2" +73.9 PSF 4 1/2" +100.0 PSF 6 1/4" +105.0 P8F SEE NOTES 1-3 • PWD*lCT IIRMOV6a m sasply.14 Me the FNMA Aa upMree Na Q-0 goy Deb PRODUCT RBVI88D se oomplylog with tho Merida BV6diag Cods Aosspteaoe No 1! l I O IO - 1Z MI o twttiro! Wails ROM' 1OHB/11 0 NO CHANGE THIS SHEET R"e"qs RIC bairn a. F.K, ple. N/8N7 bate AA M.aTu/4 NBW DPANDANC.HORAGETABLE ple 1070TECHNOLOGY WOVE NOKCMSS. FL 3427b' P.O.8Q,7(18211 NOICOMSB, FL 84274 EIGT t4:,rbb• Barer DP ARID ANCHORAGE, LAMA & LAM! I.G. TABLE B bloc ALUM. SLIDING GLASS DOOR, IMPACT earubae 800780 NTS 8 +23 Amity, 11. 5100-11 M" B �� ` ,I �YN MILC /,,� so, 58705 A. LYNN M�� P.E. Pall 68706 HVHZ ANCHORAGE REQUIREMENTS NOTES: 1. APPROVED ANCHOR TYPES: 1)1/4" ELCO ULTRACON (FORMERLY TAPCON) 2)1 /4° ELCO SS4 CRETE-FLEX 3) #12 STEEL SCREW (G6) 2. ANCHOR LOCATION SPACING FOR ANCHOR QUANTITIES SPECIFIED IN TABLES 1-8, SHTS. 4-B HEAD & SILL 6° MAX. FROM FRAME CORNERS. USE SPECIFIED CLUSTER FROM APPROPRIATE TABLES, SHTS. 4-9 AT EACH INTERLOCK AND STRAIGHT AND CORNER ASTRAGAL LOCATION, PLUS SPECIFIED QUANTITY OF ADDITIONAL ANCHORS PER PANEL (THE 6° FROM CORNER ANCHORS CAN BE INCLUDED). ADDITIONAL ANCHORS 24" MAX. ON CENTER. SEE EXAMPLE ANCHORAGE PLANS BELOW AND EXAMPLE CLUSTERS ON SW. 11. JAMBS & P-HOOKS711/18" MAX. FROM BOTTOM AND 241/2" MAX. O.C. UTILIZING ANCHOR QUANTITIES FROM APPROPRIATE TABLES, SHTS. 4-9. SEE P-HOOK ANCHOR DETAILS ON SHEET 13. 6" MAX.CENN ERRLLIINE .1( SEE CLUSTER DET., 8HT. 11 ASTRAGAL(� ` CENTERLINE illy 8° MAX. f 24" MAX. O.C. L_. ♦ 0 O rA-NCHOF48 PER PANEL" ARE THOSE T THE HEAD AND SILL BETWEEN I CLUSTERS OR THOSE BETWEEN A I CLUSTER AND A FRAME JAMB OR I P-HOOK. O 0 0 O ..a o 24° MAX. O.C. EXAMPLE OXX ANCHORAGE PLAN: C6f2 HEAD & SILL ANCHORAGE (3 PANEL, 2-TRACK EXAMPLE HOWN) = (20) ANCHORS T_QTAL (3) PANEL, 48" x 96" DOOR FROM TABLE 4, SHT. 7, #12 WOOD SCREWS IN WOOD SUBSTRATE BEE CLUSTER DETAILS, SHT. 11 (7) P-HOOK ANCHORS FIRST ANCHOR AT BOTTOM TO BE PERPENDICULAR TO GLASS. ANCHORS THEREAFTER ALTERNATE PERPENDICULAR AND PARALLEL TO GLASS. SEE SHEET 13, P-HOOK INSTALLATION DETAIL C64.2 & CORNERS = (27) ANCHORS TOTAL AT HEAD AND AT SILL 4 C6 2 CS 2 C6 4 I--- 90° CORNER ® EXAMPLE OX-XO CORNER ANCHORAGE PLAN: (4) PANEL, 48" x 98" DOOR FROM TABLE 4, SHT. 7, #12 WOOD SCREWS IN WOOD SUBSTRATE 7 11/16" MAX. 711/16" MAX. (10) JAMB ANCHORS INTERIOR INTERLOCK CENTERLINE - MIN. CLUSTER. TYP. 8 •.— 8" MAX, pe O O n 4 1-\\--N SEE CLUSTER DETAILS, SHT. 11 24° MAX. O.C. �• _ 6" MAX. 47. ,"" E 4-+ I INTERIOR I EXTERIOR- _J O intoner ML1 aetatrpbtaswIA tie /NAM -o /,oy /7 .PRODUCT RI3MISBD as comptylna with the Florida Agdding Cads Aaceptwlcallo + ✓ �¢ 13x�►Ant ado • , • ntro Rags, tal J.J. 10/13H1 Maidona 8 NOCHANGE THf88HEET Alt Mew ay: F.K. oNa WaAW ask 5/1/07 Ansaaw A 0uaaepe 4J. NOVOAND E1MMgANCRORTAMES 70WNW AWNS ILKNIP E 1070TECHNOLOGY DAIVE NOKOM8, FL 34278 P.O. 8QX 1828 NO✓KOMIS, fL 80274 F r Webb, Btelar ANCHORAGE SPACING & EXAMPLE PLANS ALUM. SLIDING GLASS DOOR, IMPACT arammla 80D780 7TS Lo. Padaw 10 of 23 8100-11 b° 8 it . No. it STATE (� 'i�0 ' .. Ftoli�0y • N4C?:\: /till ll11' A LYNN MILLER, P.G. PAS 60706 r r AfT�FAVA1 die �1 r %fir AZ 6X1 MINIAtTiFf INTERLOCK INTERLOCK INTERLOCK-1 CENTERLINE INT. CENTERLINE CENTERLINE 3.313 1 1.868 3.313 — :-► 2.629 74 _ --� — - 2.629 ,..4 r- - L 4.184 4.184 J L . , 2-TRACK, ASTRAGAL / INTERLOCK 5 ANCHOR MUSTER L 3 .184 2-TRACK. ASTRAGAL / INTE LOCI( 4 ANCHOR CLUSTER, 4.1'.'1'i ! 3.313 ,2-TRACK. OGTBIDE CORNER ® 8 ANCHOR CLUSTER 1 rt't'1.t'1y 2.629 -- 1 AWAriddrill 3.313 9-TRACK. OUTSIDE CORNER ®10 ANCHOR CLUSTER Ns 1.856 lNT. 3.313 5.068 0 OIL J -TRACK. IN81DE CORNER ® 8 ANCHOR CLUSTER 3.813 0. ``\ <L 4. 4.184 1 4 a: Li N \% /1% d`` o ti---- 2.529 ) .S \ I '" 4.M 1 ' 4. Pict .►. { .1. A .1 '' — L_ • 3-TRACK, INSIDE CORNER ® 10 ANCHOR CLUSTER L Tar i INTERLOOCK CENTERLINE f 3-TRACK. ASTRAGAL / INTERLOCK 4 ANCHOR CLUSTER. rATIMOREDTC INTERLOCK CENTERLINE 3.313 1.4 2.529 J L 4.184 __,, 6 ANCHOR CLUSTER INL. 1 BLOCK INTERLOCK CENTERLINE 1.060 3.313 2.829 INT. L a. ___....._..__ __ 4,184____ J L 1 4.184 4-TRACK,ASTRAGAL /INTERLOCK 4-TRACK. ASTRAGAL/tERLOCK ® 4 ANCHOR CLUSTER . A 0 ANCHOR CLUSTER I • Y•1' 2.829 1 3.313 4 TRACK, OUTSIDE CORNER ® 10 ANCHOR CLUSTER r IL_ 4•TRACK, INS►g CORNER® ® 8 ANCHOR CLUSTER 3.313 2.629 BSI,., flvidt.1.t .1.t .I.t . rMOOUCT the MI6 A us$"es No /t-O / •Oj< PRQDUCTREVISED Ac wl®�t0o Florida Rkadto Mak Retake: ekM J. . 'loam MASON 8 NO CHANGE THIS SHEET Rradgk P.K. omen es �K. fl 7 5✓1/07 RdMwRN A DNOW 4:1PACK&AMRCLUSIERANDCORNEREXAMPLE&UMW ORFN1.B, OMNI IV. Oak )OMo007 1070 TECHNOLOGY DRIVE NOKO MIS, FL 3427 P.O. BOX IOW NOKOMI&. FL 34274 HSIbb' Better ANCHORAGE EXAMPLE CLUSTERS ALUM. SLIDING GLASS DOOR, IMPACT 4dn8Yd,k lade NTS 11 r 23 8100-11 ?MIN. TYP. 1/4" MAx. SHIM 217/32" a .C. 3/8" MIN. 1" MIN. E.D. TYP. 1/4" MAX. SHIM WOOD ANCHOR TYP., SEE NOTE 2 DETAIL AA. 2-TRACK FRAME HEAD WOOD INSTALLATION SEE NOTE 8 i t tt:011' " MIN 217/32.O.C., TYP. TYP. DETAIL AE. 2-TRACK FRAME SILL WOOD INSTALLATION 2x WOOD BUCK TYP., SEE NOTE 3 2 17/32" O.C. 1 318" MIN. 1/4" MAX SHIM DETAIL AB, 3-TRACK FRAME HEAD WOOD INSTALLATION WOOD ANCHOR TYP., SEE NOTE 2 SEE NOTE 6 SEEN OTE 6 8/8" MIN. r 217/32" O.C., TYP. 2 17/32" O.C., TYP. BEE NOTE .41 ft rtnq1lhlli; 1/4" J MAX. 8H1M CONCRETE ANCHOR TYP., SEE NOTE 1 DETAIL AC. 2-TRACK FRAME HEAD DETAIL AD. 3-TRACK FRAME HEAD CONCRETE INSTALLATION CONCRETE INSTALLATION ® CONCRETE ANCHOR TYP., SEE NOTE 1 CENTER ANCHOR STAGGERED ON 3-TRACK TYP. SEE NOTE 8 3/8" MIN. My INI E.D.,1� DETAIL AF. 3-TRACK FRAME SILL WOOD INBTAION WOOD ANCHOR -VP., SEE NOTE 2 7011911 � 7 D► C 217/32" O.C., TYP. DETAIL AJ. 4-TRACK FRAME SILL WOOD INSTALLATION a E.O., TYP. 3/8" MIN. OTE 1 21/2" MIN. E.D. TYP. 1 . DETAIL AG, 2-TRACK FRAME SILL CONCRETE INSTALLATION 3A K81 MIN.- DETAIL All. 3-TRACK FRAME SILL CONC. TYP. CONCRETE INSTALLATI CONCRETE ANCHOR TYP., SEE NOTE 1 217/332" O.C., TYP. SEE NOTE 6; �, ‘I Mir • .2 air MIN. E.D. TYP. Pt -TAIL AK. 4-TRACK FRAME SILL ''CONCRETE INSTALLATION A NOTE 1 NOTES PERTAINING TO ANCHORAGE DETAILS ON SHTS.12-18:, 1. FOR CONCRETE APPLICATIONS IN MIAM1-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4" ULTRACON (FORMERLY TAPCON) - MIN. 1 3/8" EMBED. OR 1/4" ELCO 884 CRETE-FLEX • 1 3/4" MIN. EMBED. 2. FOR WOOD APPLICATIONS USE #12 STEEL SCREWS (GB). 1/4° ELCO 884 CRETE-FLEX MAY BE USED INSTEAD OF #12 SCREWS. 3. WOOD BUCKS DEPICTED AS1xARE LESS THAN 1 112" THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2° THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 4. FOR ATTACHMENT TO ALUMINUM: THE ALUMINUM SHALL BE A MINIMUM STRENGTH OF 8083 T6 AND A MINIMUM OF 1/S" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS USING 2x WOOD BUCKS. THE ANCHORS SHALL. BE #12 SHEET METAL SCREWS WITH FULL THREAD ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE FULL DESIGN PRESSURES USING ANCHORAGE REQUIREMENTS SHOWN IN TABLES 1-8, BHT8. 44, FOR ANCHOR TYPE 8 ARE ACCEPTABLE. 5. IF SILL 18 TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL 18 NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT, 3400 P81 MIN., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL. THAT 18 NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE 18 WOOD, 30# FELT PAPER OR MASTIC 18 REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. pima' matikorse M etaapbirgi,I tA.Nlwlie SidMq' Ode Mwpup 1-0 /6'i47/ aik du,erl$ Ada MAIM aweJap. 1tOH$P/1 B NO CHANGE THIS SHEET Rosesx F.K awl kg F.K. o.F A _ ,Gt i t70 uragarire pi onus. pErAti.AffGewor aton rote. )0(110007 1070TECHNOLOGY ORM ROADAN8. FL 94276 P�Xa2 s�r7s BGT Visibb Better ANCHORAGE DETAILS ALUM. SLIDING GLASS DOOR. IMPACT Reariarador t?Q WO N 7• 3 1▪ 2 if '3 fM. 8100-11 a"" PRODUCT RBI/ ISASD w complying with the PIortda Buildhgi Code AoceptancoNo k1. 1, "S2 oza P.E.®8$ios 1 3/8" MIN. 1/4° MAX. SHIM —' I WOOD ANCHOR TYP., 8EE NOTE 2, SHT. 12 1 3/8" MIN. 1/4" MAX. SHIM —.-- WOOD ANCHOR TYP., SEE NOTE 2, 8HT. 12 2x WOOD BUCK TYP., SEE NOTES, BHT. 12 DETAIL AM. 2-TRACK FRAME JAMB WOOD INSTALLATION 1 3/8" MIN. 1/4" MAX. SHIM DETAIL AL, 4-TRACK FRAME JAMB ® WOOD INSTALLATION WOOD ANCHOR. SEE NOTE 2, BHT. 12 ANCHOR QUANTITIES FROM TABLES 1-8, 8HTS.4-8, PERTAIN TO THIS ANCHOR LOCATION WOOD ANCHOR TYP., SEE NOTE 2, SHT. 12 r... 1/4" MAX. SHIM 1 j�-- CONCRETE ANCHOR TYP., SEE NOTE 1, SHT. 12 2x WOOD BUCK TYP., SEE NOTE 3, SHT. 12 • 21 MIN. E.D. 1/4" MAX. SHIM ---►I CONCRETE ANCHOR TYP., SEE NOTE 1, BHT. 12 Ix WOOD BUCK TYP., .rd•,N�: SEE NOTE 3, ` SHT.12 • t, 4 .,y4-- 3A KIN MIN. CONC. • •"••• OR 1.5 KSI CMU, TYP. DETAIL AN. 4-TRACK FRAME, JAMB ® CONCRETE INSTALLATION 2x WOOD BUCK TYP., SEE NOTE 3, SHT. 12 DETAIL AP. 3-TRACK FRAME JAMB WOOD INSTALLATION WOOD FRAMING 1 3/8" MIN. WOOD ANCHOR BEE NOTE 2, SHT.12 7.11/18° MAX. FROM CORNER, 241/2" MAX. BETA t� j1R, P-HOOK WOODANCHOR) WOOD INSTALLATION +•i4.ti 1 DETAIL AO.2-�I RACK FRAME CONCRETE INSTALLATION ELCO 1/4" TAPCON (MIN. 1 3/8" EMBEDMENT) OR ELCO 1/4" 884 CRETE-FLEX (MIN. 1 3/4" 21/2 EMBEDMENT) MIN. E.D. TYP. 1x WOOD BUCK TYP., BEE NOTE 3, SHT. 12 1/4" MAX. SHIM —"-I CONCRETE I ANCHOR TYP., SEE NOTE 1, SHT. 12 18" MIN. O.C. DIAGONAL STAGGERED SPACING. TYP. AU. JAMB DETAILS L 21/2" MIN. E.D. TYP. .jo ryT . ; X160, -• 3.4 KVI MIN. CONC. OR 1.8 K81 CMU, TYP DETAIL AQ. 3-TRACK FRAME JAMB CONCRETE INSTALLATION 3 8/18" TYPICAL JAMB CLUSTER ELCO 1/4" TAPCON (MIN. 1 3/8" EMBEDMENT) OR ELCO 1/4" 884 CRETE"FLEX (MIN, 1 3/4" EMBEDMENT) 2 /2' MIN. E.D. 1x WOOD BUCK TYP., SEE NOTE 3, SHT.12 ELCO 1/4" TAPCON (MINA 3/8" EMBEDMENT) OR ELCO 114" 884 CRETE-FLEX (MIN. 1 3/4° EMBEDMENT) 6• 4• 4 t S • r1..,`•., •�• ,.- L.., Ate •6... 4.. ,, •Apj•I.t}:,rm. • 7t�' �:h,A10:0ti DETAIL AS. P-HOOK CONCRETE INSTALLATION CONCRETE ANCHOR, SEE NOTE 1, EMT. 12 ANCHOR QUANTITE S FROM TABLES 1.8, BHT. 4-9, PERTAIN TO THIS ANCHOR LOCATION. 11" MAX. FROM CORNER, 24 1/2" MAX. O.C. 3.4 K81 MIN. CONC. CONCRETE ANCHOR SEE NOTE 1, BHT. 12 711/18" MAX. FROM CORNER, 241/2" MAX. O.C. (FIRST ANCHOR) es comprelll she Pb1MM •�N1AK JnWJ$ DM& Ralik= ask NO CHANGE THIS SHEET Ar F.IL De FJ( Oak val°811107 AWd,a,: A Chalked By JtJI ADD ¢7RACKFRAME JAM DETAAL8AV0 UPDATE M t RAP. ALL DETAILS. boa: xx0(W 1070TEOSNOLOGYDRIVE 1A2KOMM. FL $4278 P.Q BQ0(10YY Nt7XOM A4 FL aes74 Web& Better ANCHORAGE DETAILS 10. ALUM. SLIDING GLASS DOOR, IMPACT e"YrAkbh 800710 Mkt IMO NTS I 3 "! 23 mow*. 8100-11 Ara PRODUCT imam es complying With ilb44Ilehldn Building Code Araeptgnw No 'to 0111 4 i� `\-DETAIL'A', SHT. 18 DETAIL '8', SHT. 18- DETAIL SHT. 18 DETAIL'D', SHT. 18 f' DETAIL'S', SHT. 18 191 7/18" MAX. WIDTH j 121 MA I,I TY PANEL TYPE 'L' / PANEL TYPE ,M, y / PANEL TYPE apt / / 4 NOTE SEE 4 PANEL TYPE it / SEE NOTE 2 f DETAIL'F', SHT. 18 OXXX (2 TRACK) NOTES: 1. SEE SHEET 15 FOR INDIVIDUAL PANEL CONFIGURATIONS. MAX. NOMINAL PANEL WIDTH .80". SHTS.18 20 FOR SECTION DETAILS AND SHTS. 4-13 FOR ANCHORAGE DETAILS. ® 2. REINFORCEMENT LOCATIONS: REINFORCEMENTS ARE REQUIRED IN THE EXTERIOR INTERLOCKS OF DOORS. SEE SECTION DETAIL C, BHT. 18. 3. DLO WIDTH = NOM. PANEL WIDTH - 7 29/32" DLO HEIGHT = DOOR HEIGHT - 3 3/8" 4. (1) LOCK (ITEMS 154-181) AT EACH LOCKST1LE, LOCKING INTO KEEPER (ITEM 170) AT FRAME JAMB OR ASTRAGAL. DETAIL'E', SHT. 18 DETAIL'D', SHT, 18 SEE NOTE 2 A-DETAIL'F', BHT. 18 XX XX (2 TRACK' OUTSIDE CORNER) DETAIL'M', SHT.19 +-^ SEE NOTE 2 DETAIL'Q', SHT. 20 SEE NOTE 2 HORIZONTAL SECTION A -A DETAIL'S', SW. 18 -� f DETAIL'C', SHT.18 (3 a---tre--- % - DETAIL IV, BHT. 19 1- DETAIL'H', BHT. 19 62 8132" MAX. PLO TYP. DETAILS] , SHT. 1 �o�aa1 —�' i�t� dal• • I PANEL TYPE R j PANEL TYPE 'L % I PANEL TYPE IMP % ; PANEL TYPE F' // 1081 MA DLI TY at�a�NI 8 8" SEE NOTE 2 DETAIL IC, SHT. 18 OXXXp (3 TRACK RIGHT POCKET) DETAIL V, SHT. 19 g - \8 ) DETAIL'L', SHT. 19 T' 1 , t J I] PANEL TYPE it PANEL TYPE 'F' PANEL TYPE ,F' PANEL TYPE 'R' SEE NOTE --N' 4' I f SEE NOTE 2 XXXX (4 TRACK BY-PASS) DETAIL'PI', SHT. 19 -9) DETAIL '0', SHT.17 11 1 DETAIL 'P', SHT. 17�. noMNICT RQNNVO0 eooplo Molds Araaopaaa No 4Aa Valk RoWskree J 1N13H1 NrAEAll Li NO CHANGE THIS SHEET NMaaP F.K onF.K Eno 114E7. 8/1A)7 A Nowa" ,1 ADO EXPANDED O0R4RQ INOLUOMECORNERDOOR EXAMPLE CONDENSE MINE 1,8a4. RENSENow 3ODA %SNOREIIV AP t.1QABIL1fY,Wit 1010 TECHNOLOGY DRIVE NOKOIU3. PL 7427E P.a B�f 152E NOKOA* Pi. 34274 BGT Vi'iib(7 Data'. EXAMPLE ELEVATIONS/CONFIGURATIONS TIM ALUM. SLIDING GLASS DOOR, IMPACT SWIWIRMIOtt I OWN NTS law 14 a 23 8100-11 lbw B PRODUCT WISED as complying with lheFlotida Building Codo Acceptance No not Control PANEL LETTER PANEL LETTER NOTE: SINGLE FIXED DOUBLE 1. MAXIMUM NOMINAL P INTERLOCK cccLOCKSTILE GR INTERLOCK LOCKSTILE PANEL WIDTH FOR ALL FOXED SINGLE U PANELQUACONFIGURATIONS EQUALS 80" R LOCKSTILEEj INTERLOCK (BOX OUT) ASTRAGAL LOCKSTILE OUT T FIXED 1 ASTRAGAL (BOX OUT) ASTRAGAL OUTLOCKSTILE (BOX IN) LOCKSTILE IN T ASTRAGAL FIXED - SINGLE �X I� IN Cr LOCKSTILE A in INTERLOCK LOCKSTILE INTERIOR (BOX OUT) S LOCKSTILE 6� BOUT D 4 LOCKSTILE INTERLOCK43. (ALL PANEL TYPES) EXTERIOR FIXED ASTRAGAL DOUBLE (BOX IN) LOCKSTILE a IN G LOCKSTILE INTERLOCK FIXED J Y 6=2DOUBLE LOCKSTILE INTERLOCK (BOX OUT) LOCKSTILE ASTRAGAI OUT DOUBLE FIXED J ASTRAGAL YR INTERLOCK LOCKSTILE (BOX IN) LOCKSTILE IN ASTRAGALDOUBLE (BOX 1N1 I:3 di,. INTERLOCKI M LOCKSTILE INTERLOCK ASTRAGAL DOUBLE ASTRAGAL SINGLE (g ) OUT INTERLOCK 6 CS CS ® RECEIVER INTERLOCK avow a Rm1' tveu es tom *,e Plotkin Cot L*Awn (BOX OUT) INTERLOCK sipASTRAGALO SC ® INTERLOCK �'� RECEIVER f ^ � A LR ASTRAGAL SINGLE c CORNER4 SINGLE (BOX OUT INTERLOCK QV ® ci LOCKSTILE INTERLOCK N ASTRAGAL SINGLE c SINGLE CORNER (BOX IN) En IN INTERLOCK V Q ® INTERLOCK LOCKSTILE C SINGLE ASTRAGAL c ASTRAGAL SINGLE (BOX IN) INTERLOCK i IN A V ® A RECEIVER INTERLOCK mower RBVISED Worlds SINGLE L ASTRAGAL +u oomtuym8 with the " di' 18 Coda B tip INTERLOCK INTERLOCKE SA ® INTERLOCK RECEIVER Aocept SINGLE SINGLE CORNER SINGLE F INTERLOCK INTERLOCK ® L.00KSTILE INTERLOCK i"" a uat 'xrei SINGLE SINGLE IC p� SINGLE CORNER I I.................. E 1 INTERLOCKB ® INTERLOCK LOCKSTILE ,,,................ � c ASTRAGAL FIXED OG iris (,, INTERLOCK INTERLOCK `j( ® +r—S I)� RE(ryER LOCKSTILE ``t��D� ......;* 1:::::: * ' No. 58705 swoLE c FIXED A %-o a'�(1M (f r�i mndyt oafs: Krtbna a."M.K PANEL TYPES �O'' STATE OF ;' 4�4` ,� FL9T.'9?:.\4' &„• ,, J L ,,,, 11V12W 1 1er1i1i„a B NOCWWOETHIS SHEET W?O? ENNaoorwwe No+a M. awe fga �''%, ,IONAt;,'? "war wat ADD r e.ONIONSCann°FA01rrAmaoxm�eDOOROrrwN8AND po M2y ALUM. SLIDING GLASS DOOR, IMPACT Px 11fafi7 .8 NOTE 8M AM PM L I DThOFaa �arrwert r,,c aMw a.w+'a A mil au[.t�R. P.B. pwn yr F.K. aM EN1i07 a* h is ,e,. aia ' 1E400087 1 NW )Mt F awl Visibly &ta 80D780 I NTS 16 d 23 8100411 B p.B.N68TD6 hex Pen DETAIL'E' loewr MAX. DLO TYP. J PPP faivisbnit 8 NO CHANGE TH18 steer Kneels EX F.K. oar NAL07 thou 8/107 A &maeow ADDEKT 1roMATCH PARTS LlBT. ENe XX X07 b 10707ECHt LcoYDRIvE NOXONO& FL JI27d P.O.BQX mama R. UM F r VW* Barer DETAIL 'J' VERTICAL SECTION DETAILS ALUM. SLIDING GLASS DOOR, IMPACT 806780 16 a 23 Preinnin 8100-11 aEXTERIOR INTERIOR (ALL VERY. SECTIONS) Roe B rialefaTarill"*CT RENJWIDvNIk flu PINION Assopos» i ..- 'oY Ir PRODUCT REVISED as complying with the Florida Building Code Mciptinoe No not Control P.E.f 811705 R.weeP Lwv t 108 6/8" MAX. DLO TYP. A DETAIL'O 10/13/11 NO CHANGE THIS SHEET a.w.Epe- Aft RK Dow now 8/'1/O7 wow: orul."sy. dd AKA OA P. wOAAILL.ai1 .wormfm ToSLLL CPT n.M xXe0607 SOTO TECHNOLOGY DRIVE NOIro8Q8 FL 3e27W PMO1tFL 34274 62P G] EXTERIOR INTERIOR (AU. VERT. SECTIONS) .780" RISER 1 sir SILL HEIGHT 19dfbb Better .939" RISER 23/4" T 1 SILL HEIGHT 3.830" RISER 4 /2" SILL HEIGHT 4.09" RISER 51/4" SILL HEIGHT SILL RI$ERS OPTIONS VERTICAL SECT. DETAILS & SILL RISERS OPT. AWM. SLIDING GLASS DOOR IMPACT ildsathelik BOD780 � a/c • 23 8100-11 B 2.628" RISER 3 1/2" SILL HEIGHT PRODUCT RENATRE1/ r eaapkdst with the mob moon cods As fN r41111 ' -717#/q PRODUCT REVISED as sompiytog with the Rod & Eundtng Code Accepts=No y" /Z E �mt 41t1111It,� ••'VCENSF'' � �% * �-0a'*„ *c No. 58705 d $TA E0F' %,`ONAI. 0 A. LYNN MILLER, P.E. P.E.288T08 IIIYMek — NOTE: 12" LO.'0' PANEL BRKT. LOCATED AT TOP & BOTTOM OF FIXED PANEL DETAIL 'A' (FIXED PANEL) LJ JNTERIOR (ALL HORIZ SECTIONS) 0. EXTERIOR ITEM 148 NOTE: A TABLES 3 AND 8, SHEETS 8 AND 8 REINFORCEMENT REQUIRED ONLY_ IN THE EXTERIOR INTERLOCK OF DOORS REQUIRING REINFORCEMENT DETAIL 'C' (REINFORCED) DETAIL 'D' 'Room igtUreND M g.p ialt via the ThI* wan Code McNpae N Dab melee %wapr_ P.IG Orowidr FA_ 1(Y13h1 tar 11/8/07 8/1107 notiblease B NO CHANGE TH188HEET A 0007R8Or SEEM* NUMBER* TO MAAwi PARTO LI87. $ *LTA NO7BOONOERNNOReAPORCEMeNT. 1070TECHNOLOOYOWE NOKOAUB FL Na76 P.O. BQX1620 NO103M1 FL M171 E r_ Vbibb Beeler HORIZONTAL SECTION DETAILS Aft ALUM. SLIDING GLASS DOOR, IMPACT 8GD780 i 1/2x out 18 or 23 eeMylk 8100-11 e,■ B PRODUCT with IIIS NIor(de IID el complying BuddI118 Coda Acceptance No, Product Contra .\ 40Y twilit/sift .414 1 ////i = * ' No. 58705 cr 13 . 8 A ly (t : ,�0 '• FCORiOp. ' G�� ",,S/ONAt A. LYNN MILLER P.E. P.E.A 511705 40' INTERIOR (ALL HORI2.8ECTIONS) _ 3;EXTERIOR Ram I Os Alta natidene DETAIL 'G' (FIXED PANEL "O") NOTE: 12" LG.'O' PANEL BRKT. LOCATED AT TOP & BOTTOM OF FIXED PANEL. SCREW ITEMS 132 AND 134 LOCATED 1 1/2" FROM EACH ENb OF BRACKET DETAIL 'H' 1$ 44444)1 P.K slam 4,7 K. }4N3F11 ttw 1L907 Beer BHro7 RevMo"u A bawled mt,. NO CHANGE THIS SHEET OORREOTSTEaWMAtf ERSTOMATCH FAR78Mfg ADODIFTAML8 fa M e.TRAOKOATAL14UWREINPOROEODPTAILM0HT6(aj 0 JOcvcxN7 DETAIL 'L" 1070TEN8NOLOOVVAMP NOKOMIS PL 3e275 P.ASQX1QRY NOKDMt , FL 84274 EIGT V18tb(y,9etaer DETAIL'N'® HORIZONTAL SECTION DETAILS mower Agroolle M mro171N with Ate }YAi OsdehtsCa. a _ y m ALUM. SLIDING GLASS DOOR, IMPACT a"adww 8(i0780 1/2x 10 « 23 pa* Ha I 8100-11 1 8 PRODUCT REMISED M complying with the Florid! Budding Cade Acceptance No Mi - Dodo past •,,%1I1I1,,` / No, 58708 �' fit' RAW EA )NTERIOR INTERIOR DETAIL 'Q' (OUTSIDE CORNER, 2-TRACK SHOWN) MIL Mtibam 77 PRODUCT ODOM a ARpsawsN. .� J-'0ct Deft -77/ rya • > l7 EXTERIOR PRODUCT RBV BEID ea complying with tho Flocido Wilding Colo Acceptance No a DETAIL'R' (INSIDE CORNER, 2 TRACK SHOWN) mango R�Npe R.K. oael4t RIG DON ,v„ 0Wa 11AW7 8/1Ai7 Reikbalg 8 Notdow A Oka6ibe NO CHANGE 71F1188HEET NEWswerAmmo wawa AM gun:dots mum OQOR°ErAfttx 1000TECHNOLOGY ORNE NO1101,109,1R 31278 P.O. 1620 FL 34274 Fer IRs1bAy Bengt HORIZONTAL SECTION DETAILS, CORNERS ALUM. SLIDING GLASS DOOR IMPACT aw.atpee► seo76o 8100-11 Sob 1/2x Moth 20 028 gee B Mut $00780 PANEL PARTS TEM 1 2 3 4 5 11 12 13 16 18 19 19A 20 21 22 24 26 28 28 32 40 42 44 48 47 48 50 61 52 53 84 68 68 69 80 81 82 70 71 72 73 74 76 DWG # POT # DESCRIPTION 8012 68012 B/W PANEL STILE 8104 88104 B/W STILE ADAPTER (FIND AND LOCKING) 1644 81844G WEATHERSTRIP, .270 X.187 WSTP 4PLY GREY 8102 88102C B/W INTERLOCK ADAPTER (LEFT AND RIGHT) 7070 67070K NEOPRENE BULB WEATHERSTRIP 8014A 88014A B/W TOP RAIL / SMALL BOTTOM RAN. 8013E 88013A B/W TALL BOTTOM RAIL 8103B 88103E B/W SNAP RAIL ADAPTER 8105 68108 BMW BACKER PLATE 8138 88136 B/W SCREW COVER 7618X2LBOLTX 5/16" X2" LAGBOLT, (STAINLESS) 8197 48197N LAGBOLT WASHER, NYLON 78X34PPTX410 #8X 3/4" PHIL PAN TEK SCREW 410 88 1896 71696K 1 1/2"W X 1"L X 3/4"H FIN SEAL DUST PLUGS 710X115PPX SCREW #10X 1 1/2" PHIL PAN 8MB 8153N 78153N TANDEM NYLON ROLLER ASSEMBLY 6153X 78163X TANDEM STAINLESS STEEL ROLLER ASSEMBLY 8022 88022 (B/W) INTERIOR BEAD 8146 88145 (B/W) 7/18 OR 9/18 LAMINATED BEAD (OGEE STYLE) 8146 88146 (B/W) 1 1/18 LAMINATED BEAD (OGEE STYLE) 8148 80148 (B/W) 916" SQUIRE BEAD 8149 88149 `B/W) 1 1/16" 10 SQUARE BEAD 8160 80160 (BMW) 7/18" SQUARE BEAD 1224 6TP247 (K) VINYL GLAZING BULB 1843 61843K FOAM FILLED NEOPRENE GLAZING BULB 1062 71052K BETTING BLOCKS 1" X 3/4" X 1/18", LAMI 8047 76047K BETRNO BLOCKS 1" X 4" X 1/8"t IO 8185 78185X GEMINI LOCK WI LONG TRIM PLATE 8184 '78184X GEMINI LOCK W/ POCKET TRIM PLATE 71032X1 FPFX 10-32 X 1" LG FLATHEAD SS SCREW W/TYPE "F" TIP 7103239 10-32 STEEL ZINC U-NUT DOW 800, 098 OR INSTANTGLAZE GLAZING SIUCONE 8168 88168 B/W INTERLOCK TRIM COVER 8176 48176 W/B CORNER ASTRAGAL SEALS 8111 88111 B/W CORNER RECEIVER ASTRAGAL 8110 88110 B/W CORNER LOCK ASTRAGAL 8112 88112 CORNER BACKER PLATE GLASS, 7/18 LAMI - OPTIONS 1,2,3,4,6 & 0 GLASS, 9/18 LAM, -OPTIONS 7,8,9,10,11 & 12 GLASS, 1 1/16 LAMI 1.0 W/3/16 CAP & 7/16 LAMI - OPTIONS 13-18 GLASS, 1 1/18 LAMI LG. W/ 3/16 CAP & 9/18 LAMI - OPTIONS 10-24 GLASS, 1 1/16 LAMI L0. WI 1/4 CAP & 7/18 LAMI - OPTIONS 25-30 GLASS, 1 1/18 LAMI 1.0 W/ 1/4 CAP & 9/16 LAMI - OPTIONS 31-38 8GD780 DOOR FRAME PARTS 7tMJ. J ITEM 100 101 102 103 104 105 108 107 Kra. DWG /MGT 8132 68132W,B 8133 60133W,B 8134 88134W,B 8135 68135W,B 8108 88108 B/W 8109 68109 B/W 8120 68120A 8118 68118A sN�t.�r t DESCRIPTION 4 TRACK JAMB 3 TRACK JAMB 2 TRACK JAMB 2 TRACK JAMB W/ SCREEN TRACK P-HOOK P-HOOK MOUNT 4TSILL ASSEMBLY 3T SILL ma IF FJC -Srr"if7e F.K. 1A"/8Hi l6Ndne NO CM4NOE MIS SHEET DON 1LE07 a.wfr/I/07 Kaftan A Cr ohrlt, .'L A13 12 41MACX CORNF,$ORENL 8EaMOOTAC71NTS PNRI OLA1 dtAY'6IL&Rt8lR OORREOTPNCOXI7EMNO,8 "now7 80D780 DOOR f=RAME PARTS CONTINUED ITEM 108 DWG A POT # DESCRIPTION 8118 �88118A 2T SILL 109 8115 88115A IMID SILL COVER 110 8117 88117A TINT-:XT SILL COVER 111 8121A 68121A W/B I4T SINGLE HEAD 112 8124A 68124A W/B 13TSINGLE HEAD 113 8127A 88127A W/B 12T SINGLE HEAD 114 8128A 68128A W/8 12T WI SCRN SINGLE HEAD 115 8140 68140A 1SILL RISER, 1 8/8" 118 117 8139 88139A ISILI. RISER,23/4° 8138 08138A 1SILL RISER. 31/2" 118 119 120 8137 88137A (SILL RISER, 41/2 8182 88182A 1SILL RISER, 51/4 8183 88183 (SILL MOUNTING STRIP 121 8119 68119A 1EXT BILL COVER WSCRN e3D7so IBC, a KIT FARTS ITEM DWG A POT # DESCRIPTION - 126 781PQA FRAME SCREW #8 X1 TYPE A TWINFASTTHREAD 126 127 1270 1178 7PAD118 710X34PPSDAX PAD, OPEN -CELL FOAM ADHESIVE (1/2 X 1 1/8) 010X3/4" TEK TIP PHIL PAN SCREW 128 853 7SDKEEP SCREEN LOCK KEEPER 129 727 41818K SCREEN KEEPER SPACER SET 180 131 132 133 134 947 1156 41722W,K,S 72087K 78X38PPAX 44432 W,B 781 PQX ROLLER ADJUSTMENT HOLE PLUG BLACK BUMPER (FRAME JAMB) #8 X3/8" PHILLIPS PAN HEAD 18-8 SS COME A LONG 8 X I" LONG COMBO SQ/PHIL SCREW 18-8 STST 136 1690 71898G 1 6/8" W X3/4" L X 7/8" H FIN SEAL DUST PLUGS 141 142 4385 71164W,K,S 78X88PPTX 143 8188 88188 4 HOLE BUMPER STOP 68 X3/8" PAN PHILLIPS TEK SCREW T'O" PANEL BRACKET —12" LONG 148 8192 88192 M INTERLOCK REINFORCEMENT 150 0157 78157K HANDLE KIT INACTIVE BLACK 151 8160 78188W HANDLE KIT IN -ACTIVE SATIN WHITE 182 8159 781598N HANDLE KIT INACTIVE SATIN NICKEL PVD 163 8177 76177B HANDLE KIT INACTIVE BRASS PVD 164 8180 78180K HANDLE KIT ACTIVE NON -KEYED BLACK 156 8161 78181W HANDLE 1CITACTIVE NON -KEYED SATO/ WHITE 158 8162 78182SN HANDLE KITACTIVE NON -KEYED SATIN NICKEL PVD 157 8178 78178E HANDLE KIT ACTIVE NON -KEYED BRASS PVD 168 8183 78163K HANDLE KIT ACTIVE KEYED BLACK 169 8184 78184W HANDLE KIT ACTIVE KEYED SATIN WHITE 180 8166 781858N HANDLE KITACTNE KEYED SATIN NICKEL PVD 181 8179 781792 HANDLE KIT ACTIVE KEYED BRASS PVD 162 8166 78186WR SECONDARY ACTUATOR KIT R.H. BLACK 163 8187 78187WR SECONDARY ACTUATOR KIT R.H. SATIN WHITE 164 8168 78168SNR SECONDARY ACTUATOR KIT R.H. SATIN NICKEL PVD 166 8180 781808 SECONDARY ACTUATOR KIT R.H. BRASS PVD 188 8189 78189KL SECONDARY ACTUATOR KIT L.H. BLACK 167 188 189 8170 8171 8181 76170WL 78171SNL 781818 SECONDARY ACTUATOR KIT LH. SATIN WHITE SECONDARY ACTUATOR KIT L.H. SATIN NICKEL PVD SECONDARY ACTUATOR KIT L.H. BRASS PVD 170 8188 78188X 1" KEEPER - 171 ftV07ECH4OLOOYDRIVE NOKONB& FL SOTS PAX B¢Y /629 NOKOMIS, FL WWt74 8187 78187X Bdir Visibly Batter 3/4" KEEPER PARTS LIST w east*Iii 666 the AMON Nolan Cade Aaespteeee N. PRODUCT RSV181° as complying with the Plodda Building Cody AwaPteao No Miami bad•Vrudua Coei ALUM. SLIDING GLASS DOOR, IMPACT ash 800780 esYr NTS Mod 21 a23 b.aaa► 8100-11 RAC B \‘‘‘ 1.YNN 14/!(y��ii No. epos J * et- STA � •• FCORIA.•N4G .: sS/O! NA.. ‘0 A. LYNN �i1LLCR. P.R. P.E.# 68706 ,608 _...I r.— .100 INTERLOCK TRIM COVER (68) MAT'L:6083-T8 DWG NO.8168 FRAME SCREW COVER (18) NAr1:6083-T8 DWG NO.8138 .857 F'+-- .782 .046 7/16' OG BEAD (28) MATL: 8083-T5 DWG NO. 8023A .082 4A09 .713 - 8)LI, RISER - 61/4" (119) MAIL: HOES-T882 DWG NO.81 .046 9/18' OG BEAD ) MATL:8083-T6 DWG NO.8145 .713 BILL RISER - 41/2" (118) MAT'L:8083-T8 DWG NO. 8137 .138 7 SILL MOUNTING STRIP (120) MATL:8083-T8 DWG NO.8183 11M6" 00A0 MAVL:6083-T6 DWG NO.8146 .713 pLL RISER - 31/2" (117) MAIL: 6083-T6 DWG NO. 8138 9/16" SO BEAD ,®(40) MATL:6063-T6 DWG NO. 8148 SILL. RISER - 2 3/4" (116) MAT I.: 8083-T8 [Li) DWG NO.8138 .713 br_ .442 965 '4) .046 INTERIOR BEAD (28) MAVL: 608346 DWG NO. 8022 1 1/16' IG BQ sA , (42) MA:DWG NO. 8146 .713 SILL RISER -16/8' (116) MDWG ATT.' NO, 8140 SIBS-T6 PRODUCT RPM he *Mg ode the Vbrtde Aott fhIN N Road By: net Dam 1a19/11 Ovid RR ix Bane 1fA4b7 NO CHANGE THIS SHEET Roam zongd4,11111EMS B0ldk40& 16 ODNNEOrf:EmmomeTONsiN:HBOM 070FX 15/1/07 .&. )of o '7 i TECHNOLOGY DRIVE WAWA R. PA. BQX1688 NaKONA R. MN 130r VW* Sett r EXTRUSIONS ALUM. SLIDING GLASS DOOR, IMPACT BOOM atix 1/2x 22 « 23 ta8100-11 1w B PRODUCT REVISED a mmpiying with the Plaid% minding Coda Aboeptenee No Pro et Control \O`0 iLYNN' ii1 * ' No. 58705 , : - 0 ' BTA ' OFFII .:(/, �'�SS�O►VA1- is v 'N' a LYPc14 Ef+. P.B. P.E.6B705 2.000 I PANEL STILE (1) MATL:8083-TO DWG NO. 8012 1.947 `+-- 1.081 .075 LOCKSTILE ADAPTER MAT'L:8063-T6 ( DWG NO.8104 .125 I�-}-►M-^ 1.793 CKERR.ATE (15) MAT'L: 600346 DWG NO.8105 .045 9.002 1.938 .100 TAU. BOTTOM RAN. - 9" (12) MAT'L:1308348 DWG NO.80138 DOUBLE INTERLOCK (14) MAT'L.: 6083-T8 DWG NO. 8101 2.026 4.966 .126 68TRAGAL (28) M�8 DWG N0810 L P-HOOK MOUNT 1.000 ® (108) MATL:6063.16 DWG NO.8109 ) - 893 2.099 ^ MID SILL CO EIS, (10p) MATL: 6063-Ti8 DWG NO. 8115 .090 1.495 1.793 ,128 .241 CORNE1I BAC$ UP PLATE (62) MATL:6088-T8 DWG NO. 8112 Lal i (4) DWG NO2 6 .090 _ A20 2A42 HMS ,104) MAT.: 6063-T6 DWG NO.8108 �`�•-�- 8.794 1 2.1RACK SILL (108) MAIL: 8083-T8 DWG NO. 8118 8.500 .110 7.205 L 5.188 1.938 TL/8Qfl0M RAIL -41/2" (11) DMATL:8063--4A76 WG NO.80 b 1.938 �-•- 1.172 .075 SNAP RAlkADAPI R (13) MAT.: 6083-T8; DWG NO.8103A .374 .140 1.300 .090 "0" PANEL BRACKET MAIL: 8063-T8 () DWG NO.8188 1 1.801 3.083 .•I-1 INTERLOCK REINFORCEMENT (148) MDWG No 8811992 CORNERJOCKASTRAGAL (61) DWG NO.8110 MAT'L:8063-T8 Lel CQRNERRECEIVER ASTRAGAL MAIL 608346 (60) DWG NO, 8111 za 2.781 1.816. '898 I , 3- RACK8iil, (107) MAT'L:808 48 DWG N0.8116 J( T SILL COVER WtSC .2EEN INT-EXT SILL COVEII, 34 A(121) DWG No. ails 1110• DWG N8O..88117 1.405 6.088 ----� 2-TRACK SINGLE.MEAD MAT'L: 608348 (113) DWG NO.8127A �- 1.18 .090 11.144 1.084 8.615 2-TRACK JAMB (102)MATL: 606348 DWG 140. 8134 3-TRACK B NATL.:6063 46 - (101) DWG NO.8133 4-TRACK JAMB (100) MATL: 808346a DWG NO.8132 4-TRACK SINGLE HEAD MArL: 6063-T8 (11) DVVG NO, 8121A 11.853 4-TRACK SILL ASSgMBLY (108) MAIL• 6O0.81263fi08 DWG N L 1A08 7.443 2-TRACK $J c LE HEAD W/ SCREEN (120) MAIL 08083 T8 DWG NO.8128A 1.405 - .090 Ir------- 8.815------� 3-TRACK SINGLE HEAD (112) MAT'L: 6063-T6 DWt3 NO.812AA 2-TRACK JAMB W/ SCREEN (1a) MATL:8063-T8 DWG NO.8135 PaoavC7 WOW. aerbinasr* seRid* Ihdlitse Cede Afiespines No -•o Rove fe awe IMMIX big* 0/19/11 MOWNi a NO CHANGE THIS SHEET "now K mMnee, F.K. Daw 1/H107 '1/07 mower 400 0ET40.11 gp4L1064104.1041088 H1. 4.T FAAMEB CORNER PAR111 DOR 1070TSGO10LO0YMAC NOKOMIS, N.30270 ploP.OB 181Y .FL34Y71 ROE 111sIbb Ileum Deackarr EXTRUSIONS ALUM. SLIDING GLASS DOOR, IMPACT 800780 1/4x 23 a 23 8100-11 18 PRODUCT R1;VISED as complying OM Qua Plotkin Building No Acceptance - ' 12 Dace 7 /. . �DIZ oottiirrr,,, ``�� N..( 4YNN 414;»4 *.. %,\GEN4• ..F.p 1i� * ' No. 58705 ...Q.% 6TAT 0 ;:4t(/� ,. A. LYNN M6LER e.E P.E.1168706 DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries, Inc. 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami —Dade County PERA —Product Control Section to be used in Miami —Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami —Dade County Product Control Section (In Miami —Dade County) and/ or the AHJ (in areas other than Miami —Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Section that this pmduet or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "HR-710" Aluminum Horizontal Sliding Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through 11 of 11, dated 02/28/2006 with the latest revision "E" dated 10/17/2011, prepared by PGT Industries, Inc., dated 02/01/2012, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series and following statement: "Miami -Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami —Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 11-0630.02 and consists of this page 1, evidene ' . g- s E- , d E.-3, as well as approval document mentioned above. The submitted documentation was reviewed bj e . Gascon, P. E. MI DARE CO NTY AP?ROYED' NED MIAMI--DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11805 SW 26t° Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.nov/Dera/ NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date. February 16, 2012 Page I PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No.'s 07-0815.09 and 06-0405.06) 2. Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, Impact', sheets 1 through 11' of 11, dated 02/28/2006 with the latest revision "E" dated 10/17/2011, prepared by PGT Industries, Inc., dated 02/01 /2012, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL--5330, dated 07/18/2007, signed and sealed by Carlos S. Rionda P. E. (Submitted under NOA No. 07-0815.09) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Type "C" sliding window, Grade 10, per FBC 2411 3.2.1, TAS 202-94 and per ASTM F 842-04 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4858, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0405.06) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Type "C" sliding window, Grade 10, per FBC 2411 3.2.1, TAS 202-94 and -per ASTM F 842-04 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4859, dated 03/08/2006, signed and sealed by Edmundo Lugaespada, P. E. (Submitted under NOA No. 06-0405.06) E — 1 Jaime D. CascoP. E. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by PGT Industries, Inc., dated 10/26/06, signed and sealed by Robert L. Clark, P. E. (Submitted under previous NOA No. 07-0815.09) 2. Complies with ASTM E1300-98/ 04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. 2. Notice of Acceptance No. 08--0206.01 issued to Solutia Inc. for their "Saflex HP Glass Interlayer" dated 04/17/2008, expiring on 04/17/2013. F. STATEMENTS 1. Statement letter of conformance and compliance with the FBC-2007 (with the 2009 supplement) and FBC-2010, dated 10/25/11, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest and independence, dated 10/25/11, signed and sealed by Anthony Lynn Miller; P. E. 3. Letter of Adoption of as his Own, the Work of another Engineer per Section 61 GI 5-27.001 of the F.B.P.E., dated 10/07/11 signed and sealed by Anthony Lynn Miller, P. E. 4.. Statement letter of no financial interest, conformance and compliance with the FBC- 2007, dated 06/29/2011, signed and sealed by Robert L. Clark, P. E. (Submitted under previous NOA No. 11-0630.02) 5. Laboratory compliance letter for Test Report No. FTL-5330, issued by Fenestration Testing Laboratory, Inc., dated 07/18/2007, signed and sealed by Carlos S. Rionda, P.E. (Submitted under previous NOA No. 07-0815.09) Jaime D. Gaseon, P. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 E-2 PGT Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 6. Laboratory compliance letter for Test Reports No.'s FTL-4858 and FTL-4859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/2006, signed and sealed by Edmund() Largaespada, P. E. (Submitted under NOA No. 06-0405.06) G. OTHERS 1. Notice of Acceptance No. 11-0630.02, issued to PGT Industries, Inc. for their Series "HR-710 Aluminum Horizontal Roller Window - L.M.I.", approved on 08/18/2011 and expiring on 12/21/2016. Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 E-3 GENERAL NOTES: IMPACT HORIZONTAL ROLLER FLANGED AND INTEGRAL FIN WINDOW 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2). FOR INSTALLATION ABOVE 30 FT, GLASS TYPES 0 THRU L MUST HAVE A TEMPERED GLASS CAP. A. 6/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER. B. 616" LAMA CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. C. 6N6" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER. D. 7116" LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER. E. 716" LAM! CONSISTING OF (1) LITE OF 3/10" ANNEALED GLASS AND (1) UTE OF 3/16" HEAT STRENGTHENED GLASS WITH AN ,090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER. F. 7/16" LAMI CONSISTING OF (2) UTES OF 3H6" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. G. 13M6" LAMA 10: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 6N6" OR 3/8" AIR SPACE AND 6/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .000 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER. H. 13/16" LAMI 10: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 6/16" OR 3/8" AIR SPACE AND 6/16" LAMI CONSISTING OF (1) UTE OF 1/6" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER. 1.13/10" LAMI 10: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 6/16" OR 3/8" AIR SPACE AND 6/16" LAMA CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. J. 13/16" LAMA 10: (1) UTE OF 1/6" OR 3H6" ANNEALED (MIN.).GLA88. 3/16" OR 1M" AIR SPACE AND 7/16" LAMI CONSISTING OF (2) UTES OP 3/16" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER. K. 13/16" LAMA 10: (1) UTE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 3/16" OR 1/4" AIR SPACE AND 716" LAMA CONSISTING OF (1) UTE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3H6" HEAT STRENGTHENED OLA88 WITH AN .090.0UPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. L.13/16" LAMA I0: (1) UTE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 3/16" OR 1/4" AIR SPACE AND 7/16" LAM! CONSISTING OF (2) UTES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. 2. CONFIGURATIONS: 24, L(Q 3. DESIGN PRESSURES: (SEE TABLES, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 4. ANCHORAGE: THE 33 1/3% STRESS INCREASE )MAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 6. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. 7. REFERENCES: TEST REPORTS FTL•4868, FTL•4869 AND FTL-0330. ELCO TEXTRON NOA: 04-0721.01, 03-0225.05 ANSVAFBPA NDS•2006 FOR WOOD CONSTRUCTION ADM•2006 ALUMINUM DESIGN MANUAL 6, THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 9. FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES 0 • L SHALL HAVE A TEMPERED I.O. GLASS CAP. BOTH THE OP AND ANCHOR QUANTITY REMAIN UNCHANGED. NNW* Dila ✓ 17H1 ilbt Aft ✓R SEYY11 . rmy F.K. 2128/006 NOA DRAWING MAP SHEET GENERAL NOTES 1 GLAZING DETAILS 2 DESIGN PRESSURES 3 ELEVATIONS 4 VERT. SECTIONS 6 HORIZ, SECTIONS 5 PARTS LIST 6 EXTRUSIONS 7 CORNER DETAIL 6 ANCHORAGE 6.11 a E IlFabw FOC2010000ECHANGE ADDED IG CAP 70 as TEMPERED ®a70FT NOTE C A0O iaaiad crr S?306 J.J. F714330 7O NOTES 78 C710. NOTE 8 7'0 CURRENT EO/T, 1070 TECHNOLOOV ORNE 1.01C00416, FL 14270 P.O. EQX 1620 NOKOMI6, P184274 GENERAL NOTES ALUM. HORIZONTAL ROLLER WINDOW, IMPACT 4r NTS book r 11 am**, 4127.10 E PRODUCT TREVISED BoilCade with du Plorlds 6/ AaepleOOF No 21 21 1/2' NOM. GLASS BITE 60,61,62 1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 6/16• NOM. 6/16" LAMINATED GLASS 21 1/2" NOM, GLASS BITE 66,67,68,69,70,71 - 1/6" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER r" 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 6/16" LAMINATED 5/16" OR 3/8" AIR SPACE 11'r OR 3/16" ANNEALED OR TEMPERED GLASS A 13/16" NOM. 13/16" LAMI IG GLASS W/ 6/16" LAMI 1J 1/2" NOM. GLASS BITE ___(63,84,86 3/16' ANNEALED OR HEAT STRENGTHENED GLASS 000 SOLUTIA OR DUPONT PVB INTERLAYER 3116" ANNEALED OR HEAT STRENGTHENED GLASS 7/16" LAMINATED a EXTERIOR INTERIOR (ALL SECTIONS) 7/16" LAMINATED GLASS 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/16" LAMINATED 3/18" OR 1/4" AIR SPACE 1/8" or 3/16" ANNEALED OR TEMPERED GLASS Qp 13/16" NOM. 13/16" LAMI IG GLASS W/ 7/16" LAMI &FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES 0 - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY TO REMAIN UNCHANGED. J.J. JR. OWES FJC Orr,eX F.K O,M 1a17/11 870/11 Waal 6Wr 2/28/06 iftwom M,Drir HOCHANGE THIS SHEET ADDED 10 CAP TORE TEMPEREDO +30P7NOTE NO *MNOE THIS SHEET 1070 TECHNOLOGY ORNE NOKOMIS. FL 94276 PA. BOX 1620 NOKOMIS, FL 34274 Vis1* Better GLAZING DETAILS 1 ALUM. HORIZONTAL ROLLER WINDOW, IMPACT error* 164710 Full Mot 2 • 11 ter 4127.10 E PRODUCT tM REVISED Itlitdl Oea6with Rogge a No ,‘ \``d\\,t111IIJi,/� 4 LYNN Ml(l !/i/i VpEN3@' ?? * " No.56705 FO• R\01' •�(9 �: 'I, Is; A. LYIG0ER, P.E. P.E.068705 TABLE 1. XOX (1/4,1/2,114) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE WINDOW HEIGHT 28" 38" 38 3/8" 48" 60 6/8" 60" 63" 84„ A,B,G,H +60.0 -60.0 +60.0 -60.0 +80.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -80.0 +60.0 -80.0 +60.0 -60.0 98" A,B,G,H +60,0 -60.0 +60.0 -60.0 +60.0 -80.0 +80.0 -60.0 +60.0 -60.0 +80.0 -80.0 +58.8 -68.8 +56.2 -56.2 106 3/8" 108" A,B,G,H A,B,G,H +80,0 +80,0 -80.0 -60.0 +80.0 +60.0 - 60.0 - 60.0 +80.0 +60.0 -80.0 -60.0 +80.0 +60.0 -60.0 -60.0 +60.0 +60.0 -80.0 -60.0 +60.0 +60.0 -60.0 - 60.0 +65.2 +54.8 -65.2 -54.6 +52.3 +51.7 -52.3 -61.7 111" A,B,G,H +80.0 -60.0 +60.0 40.0 +80.0 -60.0 +60.0 -60.0 +60.0 -60.0 +69.5 -69.6 +53.6 -63.6 +50.9 -60.9 UP TO 111" UP TO 111" C,I b,E,F, J,K,L +60.0 +75.0 -60.0 -75.0 TABLE 2. XOX (1/3,1/3,113) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE WINDOW HEIGHT ALL HEIGHTS UP TO 63" TO 86 7/18" TO 88 7/16" A,B,C, G,H,I D,E,F, J,K,L +80.0 +75.0 -60.0 -75.0 TABLE 3. cm AND XO FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE WINDOW HEIGHT 36" 38 3/8" 46„ 60 6/8" 54„ 60" 63" 80" 66" A,B,G,H A,B,G,H +75.0 +75.0 -78.0 -78.0 +76.0 +76.0 -75.0 -75.0 +75.0 +75.0 -75.0 -75.0 +76.0 +75.0 -75.0 -75.0 +75.0 +78.0 -75.0 -75.0 +75.0 +75.0 -78.0 - 75.0 +75.0 +74.2 -76.0 -74.2 7r 74" UP TO 74" A,B,G,H A,B,G,H C,D,E,F, I,J,K, L +75.0 +75.0 -75.0 -75.0 +75.0 +75.0 -75.0 -75.0 +78.0 +75.0 -75.0 -75.0 +75.0 +75.0 -78.0 -75.0 +75.0 +75.0 -75.0 -75.0 +75.0 +76.0 - 75.0 -75.0 +69.8 +88.1 489.8 -68.1 +75.0 +70.2 +65.2 +83.8 +78.0 -78.0 -70.2 POR INSTALLATION IN THE HVHZ ABOVE 90 FT, GLASS TYPES 0 - L SHALL HAVE A TEMPERED 1.0. GLASS CAP, BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED, -65.2 -83.8 -75.0 GLASS TYPES: TEST REPORT FTL-4858 (XOX), FTL-4859 (OX & XO) AND FTL-6330 A. 5/16" LAMI - (1/8" A, .090,1/8" A) B. 5/18" LAMI - (1/8" A, .090,1/8" HS) C. 5/16" LAMI -(1/8" HS, .090,1/8" HS) D. 7/18" LAMI -(3/18" A, .090, 3/16" A) E. 7/16" LAMI- (3/18" A, .090, 3/16" HS) F. 7/16" LAMI - (3/16' HS, .090, 3/16" HS) 7e"epr JJ. oar 7017/11 KMEIw: NO C4IANOE MS SHEET G. 13/16" LAMI IG-1/8" OR 3/16"A (MIN.), 5/16" OR 3/8" AIR SPACE, 5/16" LAMI- (1/8"A, .090,1/8"A) H. 13/16" LAMI IG-1/8" OR 3/18"A (MIN.), 5/18" OR 3/8" AIR SPACE, 5/16" LAMI - (1/8"A, .090,1/8"HS) 1. 13/16" LAMI IG-1/8" OR 3/16"A (MIN.), 5/16" OR 3/8" AIR SPACE, 5/16" LAMI - (1/8"HS, .090,1/8"HS) J. 13/16" LAMI IG-1/8" OR 3/16"A (MIN.), 3/18" OR 1/4" SPACE, 7/18" LAMI - (3/16"A, .090, 3/16"A) K. 13/16" LAMI IG-1/8" OR 3/16"A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16"A, .090, 3/16"HS) L 13/16" LAMI IG-1/8" OR 3/16"A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16"HS, .090, 3/18"HS) J.R. rftwir F.K FX Dim at. 4/1007 Data 2/2808 KnY .,.• J.J. ADDED 10 CAP 709E TB1PERED @ +80FT NOTE ADD INTEGRAL FNNOP710N8UPDATE ACM E17000 DP* 3/23/00 1070 TECHNOLOGY DRIVE NOKOMIS. FL 94275 P.O.0QX 1520 NOKOMIS. FL 34274 flu" VW* Netter OnelOw SIGN PRESSURES Tow ALUM. HORIZONTAL ROLLER WINDOW, IMPACT 1111710 NTS 3 r 11 Darer 4127--10 E PRODUCT REVISMO as complying with the Flodde Building Code P.E.# 55705 S u INre+e J. i. mosF.KC 27 3/W MAX. DLO VENT r-- 54 5116" MAX. DLO FIXED O X 110" MAX. WIDTH I.F. FRAME 111" MAX. WIDTH FLANGE FRAME A 57 3/8" MAX. DLO ALL FIXED LITES DETAIL B - XOX (1/4-1/2-1/4) 33 9/18" MAX. 33 LHe" MAX. —1 DLO FIXED C J DLO VENT 0 X A 56" MAX DLO ALL VENTS 62" MAX. I.F. FRAME ALL CONFIO. DON 1011741 oak SIM1 aar 4nbW 8 63" MAX. FLANGE FRAME ALL CONFIO. C 73" MAX. WIDTH I.F. FRAME --� 74" MAX. WIDTH FLANGE FRAME DETAIL A - OX OR XO 27 3/8" 27 3/8" MAX. DLO MAX. DLO VENT FIXED LW 85 7/16" MAX. WIDTH I.F. FRAME--e 7/18" MAX. WIDTH FLANGE FRAME DETAIL C - XOX (1/3-1/3-1/3) NOTE: 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. SEALANT OR GASKET AT HEAD AND SILL I.F. FRAME FLANGE FRAME VIEW D-D (FRAME CORNER CONSTRUCTION) E Rafts* C NO CANOE MS SHEET NO CHANGE THIS SHEET AND CaPo1ER Or�lp F.K own MVOS 37▪ 9106 1070 'TECHNOLOGY DRIVE NOKOMIS. FL 34276 P.O. 6QX 1629 NOKOMIS. FL 34274 ELEVATIONS ALLM HORIZONTAL ROLLER WINDOW, IMPACT awawsw NR710 NTS lbws 4 +11 YU/, W 4127-10 Mr E PRODUCTRSV148D ea Building coMplyCods h gm Hondo AccepWwe No � 4. + "NqIYNNIM/(�'''�i �� 4�� •' JCHNSF •' eF'P ' • * No.58705 �• �•` 8T T i„Lo ORIOP••' c NONA- �?'� A. L�/IWIM .Lk P.a. P.B.r 53700 J.J. rimers J.N. lima is F.K Own* F.K EXTERIOR (VERTICAL SECTION, FLANGE FRAME) One 10171 22" I/7SAT7 ONa 228/D8 E nvorata hakbnit J.J.Olosths. Is NO CHANGE TN/8SHEET NO (MANGE 7108 SHEET INTERIOR e MAX. VENT DLO EXTERIOR INTERIOR i® MAX. FIXED DLO ---i MAX. WIDTH (FLANGE FRAME) SECTION B-B (HORIZONTAL SECTION - XOX SHOWN WITH FLANGE FRAME) • Y 1-o- MAX. FIXED DLO -- MAX. VENT DLO --- MAX. WIDTH (I.F. FRAME) EXTERIOR SECTION A -A (HORIZONTAL SECTION - OX SHOWN WITH INTEGRAL FIN FRAME) SILL (VERTICAL SECTION, I.F. FRAME) ADD INTEGRAL FN7FRAW 7TE74841.IRAAD 43AND MEM. 3/29108 1070 TECHNOLOGY OnrVI NOKOMIS, FL 24278 P.O.6QX 1620 NOKO666, FL 34274 �.T Vrsibb Better HEAD (VERTICAL SECTION, I.F. FRAME) SECTIONS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Heil aWe 5 • 11 Ontaleft 4127-10 PRODUCT RBVIOED as complying with the plodda llOO Cods Accept No Miami Dodo ITEM DWG# REV DESCRIPTION MAT'L PCT# 1 2 3 4 6 4102 4025 4053 4136 A FLANGE FRAME HEAD SASH STOP (STD.) (ANTI LIFT CLIP) #8X3/4PH.PANHEAD SASH STOP COVER (SASH STOP) FLANGE FRAME SILL 6063-T6 AL 6063-T5 AL , 6063-T5 AL 6063-T6 AL 612237' 612244 7834AA 64136 7 4137 SILLADAPTOR 6063-T6 AL 64137• 8 4131 ROLLER TRACK 6063-T6 AL 64131 10 71298 WEEP HOLE COVER POLYPROP. 71298 12 1626 ADHESIVE OPEN CELL FOAM PAD 7PAD1626 13 4002 A FIANGEFRAMEJAMB 6063-T6 AL 612225 14 4134 GASKET FOR MAIN FRAME SILL JOINT 74134W/K 15 16 1155 4110 G #8 X 1.000 QUAD PN. SMS SCREEN ADAPTOR 6063-T5 AL 781PQA 64110G 17 4054 B FIXED MEETING RA IL 6063HD-T6 AL 64064A 19 21 4066 4105 WSTP.,.187 X 230, FIN SEAL SASH TOP & BOTTOM RAIL 6063-T5 AL 640660 612240 22 23 24 1683 225-1 226 WSTP.,.250 X .270 BACK, FIN SEAL ROLLER HOUSING& GUIDE BRASS ROLLER WHEELS BRASS 61683G 42112}ID 7BRWHL2 29 4128 HORIZONTAL ROLLER SASH TOP GUIDE POLYPROP. 44128N 32 33 35 4006 1235 1096 SASHMEETINGRAIL WSTP.,.170 X ,270 BACK, FIN SEAL SWEEP LATCH 6063HS-T6 AL DIE-CAST 64006 673160 71096 36 1016 #8 X .625 PH. FL SMS 7858 37 4126 SASH SIDE RAIL 6063-T5 AL 64126 38 39 1683 7070 WSTP.,.250 X.270 BACK, FIN SEAL BULB WEATHERSTRIP .187 X .275 616830 67070K 40 LLFT RAIL COVER CAP 74078"C" L OR R 41 4139 LF. FRAME HEAD 6063-T6 AL 64139 42 4140 I.F. FRAME SAL 6063-T6 AL 64140 43 4141 I.F. FRAME JAMB 6063-T6 AL 64141 50 51 52 53 1224 1225 4039 B GLAZING SILICONE, DOW 899, 995ORBQUIVAIENT VINYL GLAZING BEAD BULB (THICK) VINYL GLAZING BEAD BULB (THIN) GLAZING BEAD -5/16" 6063-T5 AL 6TP247W,K 6TP248K 64039B 54 4044 B GLAZING BEAD - 5/16" W /GRILL KIT 6063-T5 AL 644703 55 4222 A (A.AZI NGBBAD- 7/16" 6063-TS AL 64222 56 985 C GLAZING BEAD • 7/16° W/($RILL KIT 6063-T5 AL (985 59 4067 GLAZING BEAD-13/16" 6063-T5 AL 64067 60 61 62 63 64 65 GLASS, waves), JR norms F.K OuneNA F.K 5/16' LAMI (1/8" A, .090 PVB, 1/8" A) 5/16" LAM1(U8" A, .090PVB,1/8" HS) 5/16" LAMI (1/8" HS, .090 PVB, 1/8" HS) 7/16" LAMI (3/16" A, .090 PVB, 3/16" A) 7/16" LAMI (3/16" A, .090 PVB, 3/16" HS) 7/16" LAMI (3/16" IHS, ,090 PVB, 3/16" HS) oele 16H7/1 t 6/16H1 4/1607 0ow rum 66 67 68 69 70 71 72 73 74 75 76 77 90 91 DWOA GLASS' 1014 1630 REVI DESCRIPTION I MAIL I PGIW 13/16" IAMI 1G1/8"A (MINA 3/8"AIR SPACE 5/16" LAMI (1/8"A, .090 PVB, 1/8"A) 13/16" LAMI IG1/8"A (MIN.), 3/8" AIR SPACE, 5/16" LAMI (1/8"A,.090 PVB,1/8"HS) 13/16" LAMI IG1/8"A (MIN.), 3/8" AIRSPACP, 5/16" LAMI (1/8"HS, .090PVB, 1/8"HS) 13/16" IAMI I0-3/16"A (MIN.), 5✓16" AIR SPACE, 5/16" LAMI (l/8"A, .090 PVB, 1/8"A) 13/16" LAMII03/16"A (MIN.), 5/16" AIRSPACE 5/16" LAMI (I/8"A,.09OPVB,1/8"HS) 13/16' LAMIIG3/16"A (MIN.), 5/16" AIRSPACE 5/16" IAMI(1/8"HS,.090PVB, 1/8"HS) 13/16" LAMI IG1/8"A (MIN.), 1/4" AIR SPACE, 7/16" LAMI (3/16"A, .090 PVB, 3/16"A) 13/16" IAMI IG1/8"A (MIN.), 1/4" AIR SPACE, 7/16" LAM I (3/16"A, .090 PVB, 3/16'1.1S) 13/16" LAMI 1G1/8"A (MIN.), 1/4' AIR SPACE, 7/16" LAMI (3/16"HS, .090 PVB, 3/16'HS) 13/16" LAMI 10-3/16"A (MIN.), 3/16" AIRSPACE, 7/16" IAMI (3/16"A, .090 PVB 3/16"A) 13/16" LAMI IG3/16"A (MIN), 3/16' AIR SPACE 7/16' IAMI (3/16"A, .090 PVB, 3/16"HS) 13/16" LAMI IG3/16"A (MIN.), 3/16" AIR SPACE 7/16" LAMI (3/16"HS, .090 PVB, 3/16'11S) SCREEN FRAME (NOR. & VER.) SCREEN CORNER KEY W/RINGS 3105-H14 AL POLYPROP. 92 1631 SCREEN CORNER KEY Wro1JT RINGS POLYPROP. 93 1073 SCREEN SPRING ST.ST. 94 1624 SCREEN SPLINE- .135 DIA, FOAM 12N PVC 95 1635 SCREEN SPLINE- .135 DIA. HARD EM PVC 96 SCREEN 1 2.784 .082 1 .988 I.F. FRAME JAMB #4141, 8083-T6 41 IF. FRAME HEAD #4139,8083-T6 42 ww4e,." wKucav w.rOlwr NOCHANGE THIS SHEET ADDED 'WOLF TO GLASS TYPES ADD DEW 41, 42 43 NO OM J.J. 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34275 P.0.893 1528 NOKOMIS, FL 34274 P...�T V si* Bettor PARTS LIST —2710 .F. FRAME SILL #4140, 608376 CLOTH Irk ALUM. HORIZONTAL ROLLER WINDOW, IMPACT rr+e"r HR710 6 • 11 ink NTS aNqN" 4127--10 E PRODUCT REVISED as carpi:Ong with Ow Florida Bufding Coda Ma MimD� le* ‘,01l1ll,l •‘` oLL IYNN * No.58705 �'••.E(OR10P.•' A. LYP.E.t 1.W88706 P.E. .062 1. 73 73 2.710� 1 FLANGE FRAME HEAD #4102A,6083•T8 .490 1--1 A61-►1 O SASH STOP 04025, 8083•T5 21 SASH TOP & BOTTOM RAIL 64133, 8063-T5 .678 1.098 O GLAZING BEAD, 5/16" #40448,8083-T5 (USED W/ GRILL KIT) O FLANGE FRAME SILL 64138, 6083-T8 A37 .48 O HORIZ. ROLLER TRACK 04131, 6083-T6 .081 2.i 37 -�{ ++ 1.081 �— 32 SASH MTG. RAIL #4008D,0083H$-T8 —.050 .678 1.098 I+ —+IT 55 GLAZING BEAD 7/16" #4222A, 6083-T5 79 .062 37 .—.040 I .738 r1.443-•�-I O SASH STOP COVER 3. 90 #4053, 6083•T5 O FRAME SILL ADAPTER 64137,6083-T6 I�-1,403� 17 FIXED MEETING RAIL #405413,6063HD-T8 SASH SIDE RAIL 64128, 606345 .060 1.116-yam---.I O GLAZING BEAD, 7/16" #985C,8083-T6 (USED W/ GRILL KIT) F.--2.784—{ 1.383-- .062 13 FLANGE FRAME JAMB 04002A,6063-T8 Ft_ 478 1.096-�---►i 0T 53 GLAZING BEA , 5/16" #40386,6063•76 .683� .oeo 59 GLAZING BEAD. 13/16" #4067, 8063-T5 .097 -u NNNINK J.R. myt FJC Dolt • 10N7n1 DEN DAN 4ndA7 Neoialano E IbMakom RaIslora NO CHANGE 77aa SHEET NO CHANGE THIS SHEET NO CHANGE THIS SHEET aem* F.K taw CSNIMING J.J. Dam 3/23/06 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34276 P.O. SOX 1629 NOKOMIS, FL 94274 jart,o-r_ EXTRUSIONS Aft ALUM. HORIZONTAL ROLLER WINDOW, IMPACT HRTIO Hall Mod 7 + 11 FINFO0b 4127-10 E PRODUCT REVISED es emptying with rh" Florida Bonding Coda co w 4- ot4111I111//,� / cEN 4• M'. fie , No. 58705 '• STA h O • '',,S,IoNAL IE s‘. A. LYNNMLLER. P.E. P.E.# 66706 ANCHOR QUANTITIES, XOX (1/4-1/2-1/4) WINDOWS TABLE 4 NOTES: GLASS TYPES A,B,C.G,H,I GLASS TYPES D,E,F,J,K,L • ANCHOR TYPE � 2,3, WOOD 2. CONC 1, CONC 2,3, WOOD 2, coC 1, CONC 1. ANCHOR TYPES: 1 •1/4" ELCO TAPCONS 2 - 1/4" ELCO SS4 CRETE-FLEX 3 - iN2 STEEL SCREWS (05) & SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES ^ 00 CO - co 2. GLASS TYPES: �p� WINDOW SITE M HEAD & SILL HEAD & SILL HEAD 1 SILL 2 HEAD & SILL co HEAD & SILL m HEAD 181LL 4 00 A. 5/18` LAMI - (1/8" A,.090,1/8' A) 4 B. 5/16" LAMI - (1/8" A,.090, 1/8" HS) FOR INSTALLATION IN THE HVHZ ABOVE 30 F7, GLASS TYPES 0 - L SMALL HAVE A 53.125 x 38.376 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 C. 5/16" LAMI - (1/8" HS,.000, 1/8" HS) 2 D. 7/18' LAMI - (3M8" A.090, 3/18' A) TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED. 48.000 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2*1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 8 E.7/16"LAMI -(3/18"A,.090,3/16" HS) 60.626 1+C2+1+C2+,1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 F.7/16`LAMI-(3/18'H8,.090,3/16"HS) G.13/16" LAMI 10 -1/8" OR 3/16" A (MIN.), W18' OR 3/8" SPACE, W16" LAMI A,.090,1/8" A) 54.000 1+C2+1+C2+1 3 1+C2+1+C2+1 9 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 - (1/8" 3 H.13/16" LAMI IG -1/8" OR 3H6" A (MIN.), W16" OR 3/8" SPACE, 6/18" LAMI - (1/6" km, 1/8" HS) 80.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 i+C2+1+C2+1 3 1+02+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 g I. 13/16• LAMI 1G -1/8" OR 3/16" A (MIN.), 5/18' OR 3/8" SPACE, stir LAMI - (1/8• HS,.090, 1/8" HS) J. 13/16" LAMI 10 - 1/8" OR 3/16" A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI 63.000 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 - (3/16" A.090, 3/16" A) 3 K. 13/16" LAMI 10 - 1/8" OR 3/16" A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16" A,.090, 3/16" HS) 80.WDx 38.375 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+2+C2+1 2 L. 13/18" LAMI IG -1/8" OR 3/16" A (MIN.),3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16" HS,.090, 9/18` HS) 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 50.625 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1.C2+1+C2+1 3 1+C2+2+02+1 3 DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, 00 TO NEXT LARGER WINDOW IN TABLE. 64.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 HEAD 1 SILL: 101/2" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 60.000 1+C2+1+C2+1 3 1+C2r1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2r1+C2+1 3 1+03+2+C3+1 8 26 3/4" MAX. FROM CORNERS. JAMBS: 9" MAX. FROM CORNERS AND 221/2" MAX. O.C. 83.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+2+C3+1 3 TABLE KEY: 74.000x 38.376 1+C2+2+C2+1 2 1+C2+1+C2+1 2 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+02+1 2 1+C2+2+02+1 2 X Q X 48.000 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 9 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 FFC3+4+C3+11 3 1-.--ANCHOR QUANTITY PER JAMB 60.625 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 HEAD AND SILL ANCHOR QUANTITY. 64.000 1+C2+2+C2+1 9 1+C2i1+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2.1 3 1+C2+2+C2+1 3 1+03+2+C3+1 3 A CLUSTER OF (3) ANCHORS CENTERED 60.000 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C3+2+C3+1 3 ANCHHOOAR AAT R EACHERAIL PLUS V) NT OPERABLE VENT 63.000 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+03+2+C3+1 3 1+C3+2+C3+1 3 1+C2+2+C2+1 3 1+C3+2+03+1 3 PLUS (4) ANCHORS AT FIXED SECTION. 84.000x 38.378 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+3+C2+1 2 (12) ANCHORS TOTAL AT HEAD AND BILL. 48.000 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 3 (3" MIN. 0.C. ANCHOR SPACING) 50.628 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 3 54.000 1+C2+2+C2+1 3 1+02+2+C2+1 3 1+02+2+C2+1 3 1+C2+24C2+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 26 3/4"max. 80.003 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C9+2+C3+1 3 1+09+2+C3+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 -..-1 }-0-3" MIN. -1 144 1+C2+2+C2+1 9 1+C2+2+C2+1 3 1+C3+2+C3+1 3 1+C9+2+C3+1 3 1+C2+2+C2+1 3 1+Cµ3+C4+1 3 "REF 983000 ' X 0 41 X 105.375 x 38,375 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+8+02+1 2 1+C2+3+C2+1 2 1+C2+3+C2+1 2 1+C2+4+C2+1 2 7PRODUCT REVISED 48.000 1+C2+3+02+1 3 1+C2+2+C2+1 3 1+03+3+C3+1 3 1+C3+3+C3+1 3 1.C2+3+C2+1 3 1+C3.4+0341 3 MTG. RAIL, TYP.- IN complying with the Florida 50.525 1+C2+3+C2+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+03+4+C3+1 3 EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS Bo*dhy Code No 54.000 1+C8+3+03+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C4+4+04+1 3 (SHOWN IN TABLE KEY ABOVE) ii, 80.000 1+C3+3+C3+1 3 1+C2+2+C2+1 3 1+04+3+04+1 3 1+C4+3+04+1 4 1+09+3+C9+1 3 1+C4+4.C4+1 3 MianlDede 03.000 1+C3+3+C3+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 1+C4+3+C4+1 4 1+C4+3+C441 3 1+C6+4+C8+1 3 111.000x 38.376 1+C2+3+C2+1 2 1+C2+2+C2+1 2 1+C2+3+C2+1 2 1+02+3+02+1 3 1+C2+3+C2+1 2 1+C2+µC2+1 2 1283/4"MAX. "! "1 1/2 TYP. N ��'�//� 48,000 1+C2+3+C2+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C2+3+02+1 3 1+C3+4+03+1 3 9'REF. 1 1111 1 1 1 1111 i ��`�'VILYNN 60.826 1+02+3+C2+1 3 1+C2+2+C2+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C3+µC3+1 8 _ X -~ 0 X `� �%,0,...,.,...4U1 �i %\GENSF'•..ef F 54.000 1+C3+3+C3+1 3 1+C2.2+C2+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+C3+3+C3+1 3 1+CMµ0+1 3 // *' No.58705 •. 60.000 1+C3+3+03+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 1+C4+3+04+1 4 1+C3+3+C3+1 3 1+04+4+C4+1 3 MTG. RAIL, TYP.- 63.003 +03+3+C3+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 1+C4+3+C4+1 4 1+C4+3+C4+1 3 1+C5+4+C5+1 4 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS = '. " J.J. J.J.10/ E M17/11 NO CHANGE S SHEET e." "...,W... : ~0 1070+ TECHNOLOGY DFUVE ANCHORAGESPAC/N(3,XOX(1/4-1/2-1/4),'SS��NAI��G`?`` Ja 6I2ON1 ADDED IOCAP TORE TEMPERED A+WFTNOTE ,�, lime is Oak r` C s UPDATE TABLE 4. SELECT VALUES DUE TO ANCHOR DAP Aut P.O. aqx 102i ALUM. HORIZONTAL ROLLER WINDOW, IMPACT �'�i, % men Arc F.K. o*, 2/?VOS 86M.4 , J.J. 04s Y29i66 I NOKOMIS, FL 84274 I/(j(b, Deter a.+wwt HYaf6 er NTS em+ 8 0 11 om+01Y 4127-10 M E I A. LYNN MILLER, P.E. P,E.886706 ANCHOR QUANTITIES, XOX (1/3-1/3-1/3) WINDOWS TABLE 6 GLASS TYPES A,B,G,H GLASS TYPES C,D,E,F,I,J,K, L NOTES: ANCHOR TYPE 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC 1. ANCHOR TYPES: & SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES 1 - 1/4" ELCO TAPCONS 2. 1/4" ELCO SS4 CRETE-FLEX 3 -412 STEEL SCREWS (G5) WINDOW SIZE HEAD & SLL HEAD & SILL 2 HEAD 2 I m 2. GLASS TYPES: a & SILL a HEAD & SILL a HEAD & SLL z HEAD & SILL 8, 5/16" LAMI - (1/8" A,.000,1/8' HSA) FOR INSTALLATION30 TYPES O THE SHALL HAVE ABOVEA 48.000 x 38.376 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 C. 6M6' LAMI - (1/8" HS,.090,1/8" HS) TEMPERED 1.0. GLASS CAP. BOTH THE DP AND 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 D. 7/18" LAMI • (3/16" A,.090, 3/18" A) ANCHOR QUANTITY REMAIN UNCHANGED. 60.025 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 F.7/16'LAMI-(3/16"0,3I118"H) F. 7M8' LAMI - (3H6' HS,.090, 3M8' t18) 54.000 1+C2+1+C2+1 9 1+C2+1+C 2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 G.13/18' LAMI IG -1/8" OR 3/16" A (MIN.), 6/18" OR 3/8' SPACE, 5/15" LAMI - (1/8' A,.090,1/8" A) 00.000 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 H.13/16" LAMI I0 -1/8" OR 3/18" A (MIN.), vie* OR NW SPACE, 5h18" LAMI - (1/8" A,.0130,1/8' HS) 03.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+172+1 3 1+03+1+03+1 3 I. 13/18' LAMI IG -1A3' OR 3/16' A (MIN.), 6J16" OR 3$' SPACE, 6/16' LAMI - (1/8' HS,.090,1/8' HS) J.13/16" LAMI 53.125x 38.376 1+02+1+C2+1 2 1+C2.1+02+1 2 1+C2+1+(2r1 2 1+(,`2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 10 -1/8' OR 3/18" A (MIN.), 3/18' OR 1/4" SPACE, 7/18" LAMI-(3/18" A,-090, 3/1r A) 2 K. 13/18" LAMI * - 1/8" OR 3/18' A (MIN.), WC OR 1/4" SPACE, 7/1W LAMI - (3/1 W A,.003, 3/16" HS) 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 L. 13/16" LAMI I0 -1/8" OR 3/18" A (MIN.), 3716" OR 1/4" SPACE, 7/18" LAMI • (3/18` HS,.090, 3H6" HS) 60.826 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2*1 3 1+G2+1rC2+1 3 1+C2+1+C2+1 3 54.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+62+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 3 DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 80.000 1+C2+1+C2+1 3 1+C2+1+62+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 69.000 1+C2+1+02+1 3 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+C8+1+C3+1 3 HEAD & SILL: 101/2' MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE 60.000x 38.375 1+C2+1+C2+1 2 1+62+1+C2+1 2 1+C2+1+C2+1 2 1+C2*1+C2+1 2 1+02+1+C2+1 2 1+C2+1+C2+1 2 263/4" MAX. FROM CORNERS JAMBS: tE MAX. FROM CORNERS 48.000 1+C2+1+C2+1 9 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+62+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 AND 221/7 MAX. O.C. 3 TABLE 50.625 1+02+1+02+1 9 1+02+1+02+1 3 1+02+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 KEY: 3 X O L( 54.000 1462+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 9 1+132+1+C2+1 3 1+C2+1+02+1 3 1+C3+1+C9+1 3 I1+C3+1+C3+11 3 I ----ANCHOR QUANTITY PER JAMB 80.000 1+01+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 63.000 1+C2+1 tC2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+0 3+1 3 1+132+1+C2+1 9 1+01+1+C8+1 3 HEAD AND SILL ANCHOR QUANTRIES 88.000 x 38.376 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 A CLUSTER OF (3) ANCHORS CENTERED ON EACH MEETING 48.000 1+C2+1+0+1 9 1+C2+1+C2+1 3 1+02+1+02+1 9 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 RAIL PLUS (1) ANCHOR AT EACH OPERABLE VENT 60.625 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2r1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 PLUS (1) ANCHORS AT FIXED SECTION. 54.000 1+C2+1+C2+1 9 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 9 1+C2+1+C2+1 3 1+C9+1+C3+1 3 (9) ANCHORS TOTAL AT HEAD AND SILL. 80.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 63.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 (3^ MIN O.0 ANCHOR SPACING) 74.000x38.376 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+62+1 2 1+C2+1+C2+1 2 1+02+1+C2+1 2 1+C2+1+C2+1 2 «-25 3/4" MAX. 48.000 1+02+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 60.826 1+C2+1K2+1 3 1+C2+1+C2+1 3 1+02+1+0+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+03+1+03+1 -1 -3" MIN I 1 1 54.000 1+02+1+02+1 3 1+62+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 9 1+02+1+02+1 3 1+03+1+03+1 3 "'REF. 3 X I I 0 I I x 60.000 1+02+1+02+1 3 1+02+1+02+1 3 1+03+1+03+1 3 1+03+1+03+1 3 1+02+1+02+1 3 1+03+1+03+1 3 63.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C9+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 9 1+C3+1+C3+1 3 PR0DIICI' REVISED the Florida04.000x 38.376 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 3 1+C2+1+C2+1 2 1+C2+1+C2+1 MTG. RAIL, TYP,- 2 1s complying with Building Code 48.000 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 I+03+1+C3+1 3 EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS AcaeP�nae Mo 60.626 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 (SHOWN IN TABLE KEY ABOVE) , 54.000 1+CD+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 9 1+C3+1+C3+1 3 1+C2+1+02+1 3 1+C3+1+C3+1 3 ro 80.000 1+02+1+02+1 3 1+02+1+02+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 4 1+C3+1+C3+1 3 1+63+1+C3+1 3 253/4" MAX. 63.000 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 4 1+03+1+03+1 3 1+C4+1+C4+1 4 1m' 88.437 x 38.376 t+C2+1+C2+1 2 1+02+1+02+1 2 1+C2+1+C2+1 2 1+02+1+02+1 3 1+C2+1+C2+1 2 1+C2+1+C2+1 2 I-+--3"MIN. 1 1/11 `LUlilli/7, �''�i 48,000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 14C2+1+02+1 3 1+03+1+C3+1 3 9"REF. X I. 444I O I- X ��`rNY LYNN 40'`10EN...wi6 50.625 1+C2+11+C2+1 3 1+62+1+C2+1 9 1+C2+1+C2+1 3 1+62+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 �,-- �`� �•' 54.000 1+02+1+02+1 3 1+C2+1+02+1 3 1+02+1+63+1 3 1+03+1+0341 3 1+02+1+02+1 3 1+09+1+03+1 1 3 - * No.58705 *' 60.000 1+02+1+02+1 3 1+02+1+02+1 3 1+03+1+03+1 63 3 1++1+03+1 4 1+C3+1+03+1 3 1+04+1+04+1 4 I"R0' 4 '- _ - : '• _ 63.000 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 4 1+C3+1+C3+1 3 1+C4+1+C4+1 4 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS = U i ~ Awige Lux >~t a Worse /dopeAtiQEs7�seti T - Newry 1 1J ••• :' [!/: '�'n0' Fco F ' a* Rerlikeu o7orecnnaoorawe ANCHORAGESPACINO,XOX(1/3-!/3-1/3) 2� ,i 0S1'''•.,RIDP.•''G,\\�� J.R. 61011 D ADDED IG CwW TO BE TEMPFRFDa+SOFT NOTE Noxo►a9. FL 3127li ,ee F.F.K 5177 MCc tPDATETABLE ASE�.ECTVALLEiSDUE 10ANICHORCAP. ADJ. PD. 646iSSG ALUM. HORIZONTAL ROLLERW!NDOW,IMPACT ''�S��N11I110"�•�• 171m114 Ode Ordellx Ode F.K.2/28AJ.J.9/6 J.J.OB I NOK(xN6, FL34274 HebbBsIMY NR71O we A7S 4Wt 9 0 11 Lr•dnw 4127-10 An E A. LYNN M LLER, P.E P.E.003706 ANCHOR QUANTITIES, XO & OX WINDOWS TABLE 6 NOTES: GLASS TYPES A,B,G,H GLASS TYPES C,D,E,F,I,J,K, L ANCHOR TYPE, 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC 1. 1 •1/4" ELCOR TS: 1 -1/4" ELCO TAPCONS 2 - 1/4" ELCO SS4 CRETE-FLEX 3.1112 STEEL SCREWS (G5) & SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES d yy d 2 0 d m 2 u� 2. GLASS TYPES: WINDOW SIZE W y H } y m µ -� a�0 a -� .9 _� S y W Q ' = "C f0 -, _d t�t= Y1 .8 2 -, A.5/1rLAMI-(1/8"A,.080,1/8'A) B. 5/1 B' LAMI - (7J8" A .090,1/8' HS) C. 6/16" LAMI - (1/8" HS,.090,1/8" HS) FOR INSTALLATKIPIINTHE HVHZABOVE 30 FT. GLASS TYPES G - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND 37.000 x 38.376 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 D. 7/18" LAMI - (3/16" A,.090, 3/18" A) E. 7/1 r LAMI - (3/18" A,090, 3M8' HS) ANCHOR QUANTITY REMAIN UNCHANGED. 48.000 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 F. 7/18" LAMI - (3/18" HS,.090, 3/18" HS) 50.825 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 G. 13/16" LAMI IG -1/8" OR 3/16• A (MIN.), 6/16" OR 318• SPACE, &16" LAMI - (1/8" A,.090,118' A) H.13/16" LAMI 10 1/8" OR 3/16" 54.000 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 - A (MIN.), 5H6" OR 3A8" SPACE, 6N 6" LAMI - (1/8° FLOW 1/B" HS) 1. 13A18' LAMI IG -1A4" OR 3/18" A (MIN.), 6N8" OR 3/8" SPACE, 5/16" LAMI - (1/8" HS,.090,1/8" HS) 60.000 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 J. 13/18" LAMI 10 - 1/8" OR 3/18" A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16" A,.090, 3/18' A) K. 13/18" 63.000 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 LAMI IG -1/8" OR 3/16* A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16" A,.090, 3/16" HS) L. 13/18" LAM, IG -118" OR 3N6" A (MIN.), 3/18" OR 1/4" SPACE, 7/16' LAMI - (3H8' HS,A90, 3M8" HS) 48.000 x 38.375 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 48.000 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 50.625 1+C2+1 3 1+02+1 3 1+03+1 3 1+02+1 3 1+C2+1 3 1+C3+1 3 54.000 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 HEAD & SILL: 11081/23/4"" MAX. ONFROM CORNERS. EACH SIOE OF MEETING RAIL CENTERLINE. MAX 60.000 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 JAMBS: 9' MAX. FROM CORNERS AND 221/2" MAX. O.C. 63.000 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 TABLE KEY: 53.125 x 38.375 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 O X 1+C2+1 2 I2,03+21 3+-ANCHOR 48.000 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 QUANTITY PER JAMB 50.625 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 HEAD AND SILL ANCHOR QUANTITIES 64.000 1+C3+1 3 1+G2+1 3 1+p+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 A CLUSTER OF (3) ANCHORS CENTERED ON THE MEETING RAIL 80.000 1+C3+1 4 1+C2+1 3 1+C3+1 3 1+0+1 4 1+C2+1 3 1+C3+1 3 PLUS (2) ANCHORS AT OPERABLE 63.000 1+C3+1 4 1+C3+1 3 1+C4+1 3 1+C3+1 4 1+C3+1 3 1+C4+1 3 VENT AND FIXED SECTION. (7) ANCHORS TOTAL 60.000 x 38.375 1+C2+1 3 1+C2+1 2 2+C2+2 2 1+C2+1' 3 1+C2+1 2 2+C2+2 2 AT HEAD AND SILL. 48.000 1+C2+1 3 1+C2+1 3 2+C3+2 3 1+C2+1 3 1+C2+1 3 2+C3+2 3 (3" MIN. O.C. ANCHOR SPACING) 50.626 1+C3+1 3 1+C2+1 3 2+C3+2 3 1+C3+1 3 1+C2+1 3 2+C3+2 3 54.000 1+C3+1 4 1+C2+1 3 2+C3+2 3 1+C3+1 4 1+C2+1 3 2+C3+2 3 �-18 3/4" MAX 60.000 1+C3+1 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+C3+1 -."I F.-3" MIN. 3 2+C4+2 4 VI 63.000 1+C3+1 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+C3+1 3 2+C4+2 4 Q 66.000 x 38.375 2+C2+2 3 1+C2+1 2 2+C2+2 3 2+C2+2 3 1+C2+1 2 2+C2+2 3 48.000 2+C2+2 4 1+C2+1 3 2+C3+2 3 2+C2+2 4 1+C2+1 3 2+C3+2 3 MTG. RAIL d omptyingUCT shs� Wrms••rathe Femid+ 50.625 2+C3+2 4 1+C2+1 3 2+C3+2 3 2+C3+2 4 1+C2+1 3 2+C3+2 3 EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS Betiding A Code 54.000 2+C3+2 4 1+C2+1 3 2+C3+2 4 2+p+2 4 1+C2+1 3 2+C3+2 4 (SHOWN IN TABLE KEY ABOVE) 60.000 2+C3+2 4 1+C3+1 3 2+C4+2 4 2+C3+2 4 1+03+1 3 2+C4+2 4 Dade 63.000 1+C3+1 4 1+C3+1 3 2+C4+2 4 2+C3+2 4 1+C3+1 3 2+C4+2 4 ----'18 3/4" MAX. 74.000 x 38.375 2+C2+2 3 2+C2+2 2 2+C2+2 3 2+C2+2 3 2+02+2 2 2+C2+2 3 - 1M• TYP If3"MIN. 11 I I ,, 48.000 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+C3+2 4 2+C2+2 3 2+C3+2 4 Rom' o,111 r1V LYNN N�ll�� 50.625 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+C3+2 4 2+C2+2 3 2+C3+2 4 I `�,` 54.000 2+C3+2 4 2+p+2 3 2+C4+2 4 2+p+2 4 2+C3+2 3 2+04+2 4 1 *'• •' 60.000 2+C3+2 4 1+p+1 3 2+C4+2 4 2+C3+2 5 2+C3+2 3 2+C4+2 4 MTG. RAIL = No. 58705 63.000 2+C3+2 4 1+C3+1 3 2+C4+2 4 2+C4+2 EXAMPLE CLUSTER W/ QTY. a *"-- 5 2+C3+2 4 _2+C4+2 5 OF (4) ANCHORS -- 0 . cr._ J.J.Mol tOH7/11 A NO CHANGE THE1SHEET °�"+� ......0�•'•. STA F� r'.!(/, , �. �_ ,�� Lam, DRIVE ANCHORAGE SPACING, OXANDXO WINDOWS <Z<, .... fLoR1oP.••' e 1 D ADDED la _ _ �no..Qx,Mo 1r nr �, """"` FJC Oak 4/Y&07 A"""" C a+aTABLE#T00. SELECT VA TANCHORCAP.API ALUM. HORIZONTAL ROLLER WINDOW, IMPACT '• S ,,,/O��N11A1L1 E0\ dsse4 EX. Ors 2128/08 MAYO, .I.1. nog a se NOKOMIS. FL 31274 yid* Barer WNW* H4710 link NTS the 10 • 11 a..yls. 4127-10 �* E A. L 'J M[LE11,1P.E. P.EA58705 MIN. 3.4 KSI I CONCRETE 1x WOOD BUCK, NOTE3 CONCRETE ANCHOR, NOTE 1 1 3/4" MIN. E.D. TYP. 2x WOOD BUCK, NOTE 3 :: NOTE 1 ji 1/4" MAX. SHIM WOOD ANCHOR, DETAIL A NOTE 2 DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS 1/4" MAX -+ SHIM WOOD ANCHOR, NOTE 2 1 3/13' MIN. 1/4" MAX. SHIM CONCRETE ANCHOR. NOTE 1 2x WOOD BUCK, NOTE 3 -J 1x WOOD BUCK, NOTE 3 DETAIL E TYPICAL FLANGE FRAME JAMB SECTIONS CONCRETE ANCHOR, NOTE 1 F i MIN. 3.4 KSI CONCRETE Nowt 6p Mix 1 3/4" MIN. E.D. TYP. DETAIL C • 2x WOOD BUCK, DETAIL D; NOTE3 TYPICAL FLANGE FRAME SILL SECTIONS b II �' II <58 SILL DETAILS A, B, C, DEXTERIOR INTERIOR >& H) •1• MIN. E.D (HEA , INTERIOR DETAIL F (JAMB DETAILS E, F 81) EXTERIOR /4 MAX. SHIM 1 3/8" MIN. NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED 1/4' ELCO TAPCONS EMBEDED 1 3/8" MIN. OR 1/4" SS4 CRETE-FLEX EMBEDED 1 3/4" MIN.. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1 3/4". FLATHEAD ANCHORS MUST BE #12 TRiMFIT HEAD. 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE #12 STEEL SCREWS (G6) OR 1/4" SS4 CRETE-FLEX WITH #12 TRIMFIT HEAD. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 1/2". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HIVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 6063-T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. 5. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE. 1 1/4" MIN. (1.6 KSI CMU) OR PER NOTE 1 (3.4 KSI CONCRETE) WOOD ANCHOR, NOTE 2 1/4' MAX. SHIM 3/8" MIN. DETAIL H (HEAD) NAILNJG .131 DIA. MIN. x 2 1/2" NAIL AT CORNERS AND 5" O.C. TYPICAL DETAILS G, H & 1. rl SEE NAILING DETAIL G (SILL) DETAIL 1 (JAMB) TYPICAL INTEGRAL FIN FRAME SECTIONS 1on7/11 NO CHANGE THIS SHEET J.R. fJC N""4e F.K. 8/2GM1 Deter • 4n647 2r1&b# C amid J.J. NO CHANGE THIS SHEET FM1 C/Ki, NOTE67OFBCisAVIF ,'CURAENfEoNO pane I 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34276 P.O. BOX 1626 NOKOMIS. R. 34274 VIi1* Better ANCHORAGE DETAILS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT we�r,s,e 4Wt HAM11 + 11 Now Half I�`IMY, 4127-10 lbw E PRODUCT RBVIsED o complying with the Florida Building Coda Acceptance No --__ 14. IIy Mi .. Product Co ,tt1111 UIi,, ``.‘,;#1 \ACENSF '•.EQ * No. 58705 sraIt) ~lV 0"o,r /ONALEI‘'� ti IYNN MILLER P.E P.E.0 56705 03/28/2011 14:31 5618650739 PAGE 02 MIAM sUELDING CODE COMPLIANCE OFFICE (ICCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCEINOA) PGT Iadusteies 1070 TecMoiogy Drive, Nokaomis. FL 34275 MIAMI-DADE COUNTY, FLORIDA METRO -DADS FLAOLER 13UILDMG 140 WEST FLAGLER STREET, Suns 1603 MIAMI. FLORIDA 33130.1563 (305) 375-2901 FAX (30S) 372-6339 www.ntiamidade.eov/inildintcede SCOPE: This NOA is being issued under the Applicable rules and regulations governing the use of conStructioa materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Ruses and Appeals (BORA) to be, used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (A1iJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division. (In Miami Dade Coonty).and/or the AHl On areas other than Miami Dade County) reserve the right to have this product or material tested far virility assurance purpose. If this product of material fails to perform in the accepted manner, the manufacturer will incur the expense of sucb testing and the AMJ nray immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of*. applicable building code. This product is approved as demised herein, and has been designed to comply with the Florida Building Code, including the Nigh Velocity Hurricane Zone. DESCRIPTION: Series "PW 701" Almmelo= )chard Widow — L.M.1. APPROVAL .DOCUMENT: Drawing No. 4359-4, titled "Aluminum Picture Window, impact", sheets I through 8 of 11, dated 7/14/03. with last revision "C" dated 03/31/10. prepared by PGT industries, signed and sealed by Anthony L. M171ev, P.E., beating the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large Missile Impact Reslslaat LABELING: Each unit shall bear a permanent label with the manufacterais name or logo, city, state and following statement "Miami -Dade County Product Control Approved". unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively effecting the performance of this product. TERMINATION of this NOA union occur alter the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section oflluis NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPEC'TlON: A copy of this entire NOA shall be provided to the user by the mamdscrirrer.or its distributors and shall be available for inspection at the job site at the request of the Building This NOA revises NOA p 08.1112.10 and consists of this page 1 and approval document mentioned above. The submitted documentation was reviewed by Carlos M. Duero, P NOA No 1 .05 Expiration Date February 19, 2014 Approval Dates September 22, 2010 Page l APPROVE ?I14 II 12112 03/28/2011 14:31 5616650739 PAGE 03 1PGT landastriea NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 4259.4, titled "Aluminum Picture Window, Impact", sheets 1 through 8 of 8, dated 7/14/03, with last revision "C" dated 03/31/10, prepared by POT industries, signed and sesled by Anthony L. Miller, P.E. B. TESTS "Submitted under NOA # 08.1112.10" 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Small Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of aluminum fixed windows of various shapes, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-3835, dated 07/18/03 and Test Report No. FI'L-3850, dated 07/31/03, both signed and sealed by Joseph Chao, P.E. C. CALCULATIONS 1. Anchor verification calculations, complying with FBC-2007, dated 08/18/10, prepared, signed and sealed by Anthony L. Miller, P.E. "Submittal wrde►NOA # 08-111210" 2. Anchor verification, comparative and structural analysis, dated 04/13/2007, prepared, signed and scaled by Robert L. Clark, P.E. 3. Glazing complies w/ ASTME-1300-02/04, D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO) E. MATERIAL CERTIFICATIONS "SNBnaitted ruler NOA 0 08-1112.10" 1. Notice of Acceptance No. 06-0216.06 issued to Sohrtia Inc. for the "Sallee II1G Clear or colored Interlayer' , expiring on 05/21/11. 2. Notice of Acceptance No. 45-I209 02 issued to E.I. DuPont DeNemonrs for "DuPont 8utacite 0) PVB", expiring on 12/11/2010. F. STATEMENTS 'Submittal under NOA 0 08-1112.10" L Statement letter of code compliance, "No change from previous approval and "No tinancial interest", dated 11-06-08 signed and sealed by Robert L. Clark, P. E. 2. Statement letter of Lab compliance, es a part of above refeenced test reports. .90/30 Carlos M. Iitrera P,E. Prsdaet Control EEamiaer NOA No 10-0504.05 Expiration Date: February lb, 2014 Approval Date: September 22, 2010 NOTES: SERIES 701 ALUMINUM FIXED WINDOW 1. 8RECn0Ns Nit ISE A CDEIVINE MS ?RCCUCr3 MAxRMIt cuRCR !PRESSURE r2PYj}townEon units stair SM2 (DEpf40U1G OR 1011F CLASS rwiO.• DErMI NE ME MPZ ARD OUANRI. Or ANCNOIf AMA21111 10 MUT tom 1IIIOM3 OLOGV PR(USUR FRW SAW s TOR 1t000 SUfSTRATEM 0R OIIW 7 r0( 1AASO N I SU1f1FM11f. me 1.Of WETSS 2 AHM0101 PTO OISWL PR0�0UCVEET moot. AEFUOEU40 N0'00 rnoA SN(tp f 4 7, 1 3*911 PRIMAL RARNGS MUM 4tSa04 LORDS USED 14 TEM PR0ROWt 410 AITRI E1300-112 1-�0p41 pppp OWL MetOSSK* LEADS 2100 ON WATtII TEST POCUSJRE pip ASII 2100-00, S-SECOND CCMMT. S. MAWS*: DR JJ-1/14 1MLS1 NI(p0A3( 1165 Ili EITT USED I4 THE Qsl04 Cr rim MOUCT. EATIN(UJ lC ON N01 i.uin p 10 SIEU SCAM. TRW OW INTO CNAt*Gl ANN OW MARL M 4NTERLMS DWI Ll_21 TPE REOURYEMS 0r THE 7WR04 MEW OWE CUAWR WON. LOWoNi �DN. CO. Or 1.4 rn►i 1AtO L4 flan worms S NAT04LS USm rat ARGUER MIL ATOMS Ilfflf S01114RN PINS. C-90 CCNCIIar MARY UM ANI) CCNCRETS *1114 YIN. NST PIA AIM! RTE. SEE SKEET 7. 1 IRESPENCEIR 7111 *0*0111S. TTL.-31143 a mR.3430 NO( 07-0121A1 (YUMCON), 07-O221LAS (COLT[-RE4$. asSl/Ar4PA E101-222 TOR MOD CO212.2nop ACM-205 Avow QESSCR WIKML 1• 1. MO MOVES MS era 0S:S10Nm / KNEED TO COUPLE VIM ME AfCARIW1ON7n IY ME moans OUWJIO CODE. C41112.1fr ENRON PCIJA2AG 111E NNIN NEEDED? MARINE ZONE ONO* a. Ma ME I190mm AT 0101 MCR014 LOCMXII 90011 DM PRODUCT g N0r rtool TO DR SL'BSIRAIG USE �SRIYS coos 011Q6. w3T RRrr1O(Hl,T MOWED TO RESAT APPLIII LOWS MOO CLCED3 'YP01AD ON TWA Ty nu N1C10r. 1. NAAR= 40011 5501N2 IS OSE0 ON ALL TOUR COMM OF Me FROM. INSTALLOSON NOMIS SNOUI0 Mt SOLED. Aa11[9/t MAW SNML 00 MA *Klhm4 SUOSTLL1t NW SNIDE CIF FIN. O'AEAME StraN0/FUSNR2 STR41f6V FON o SISTANCE Or INS►NLATRk( SAL 00 Od1t sY w; X ARUN .11/ro IETfirtr G 0 o.1.c L' MLR. TYP. 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ANCHORAGE, 41440 9RYSISS/R4TE ALUWIM1AI PICTURE WINDOW 2MAAC'T •:ayvw rrrsi7 • • 12.— 4221N re 6£L0998i9G • 2.7114 •••— a7ea• -pup air=7 oat r- on• 1.129' L INTEGRAL_ FIN FRAM d OYiG NO 6256A i 1.1175. L .tee. --1t-- 2116 LAMI CIASS $FM[) MAIL: 6063-T5 tO DWG NO. 4253 .975• a44' --•I 1— ll� .975' .aer 1_ , f i 6LAM I I.G. CLASS 3(40 -• kOWG NO. 4254 974' — INSTALL. FASTENER AVER (;5) MAIL: 6063-T5 DWG N-'). 47.24 .014• i 1---1 tJ IT--1 f7 Sae .aer --If-f LI 0 .our 27O4 FLANGED FRAM MATT : 6063-T5 DAC N0. 4253 S1d5 Whet PAM 9 DEsCNP?,DN 1 GA 5425e llteptil In A1nrd MK 111110 Web2 4253 61753 1146e46 arm bald, al lamb 7 1155 7SIP42X OR t Qua PH 5M0 ela"rdsa Val e I $cm*No Mwa 11416604 eaykrnnew imd salad or 10 4766 0426e 7110 Jai efts bad 11 4354 01254 1.1110 tow l.A. (Ines base 12 1224 51P247 ifirel bulb wlherebtp (fuel) -13- 1ZW- %9sait 14 ' Dare Celhltp NO gala; esiltrlt a puirferd 1S Dow Carriip 985 alkali ehreaafl wNad. Madr 17 r 7115' hail slats 311r 40n001e0 • .OPO OlPcnt Waits a 50163 K46p146 hfaln unl PVe teallea - 3/1 r u 111014076801 RI 141Ir tied LO. slave 2YNr heat lhelplhend wlbosd - Tiir wit DuPont 508404 a amps• • evaded • .090 Seer! KsgSetlr el abewe PUB Irdedspn • 3/10' hilt ebdp111ena0 20 4202 04252 AMdNdlal earner bay 11 71151am1 gam 31ie bat 9benpe erect - .010 OuPwll butsclte alfalfa KeipSeir Mseimum PVB inbelayar • 3115' heat eberpVaoed 22 1.111, bml 1.0. 31147' bat strebParrid cabedef welt 7111r ahem -yte' bed s1ran99rarad- .010OIIPai b4 Js or Elie Ke die heir e7 PVe Inteayar- Nit +real etreellared R" "31 10 Warm 1I air to .7acr,we 10 o.+r sfx &"bt4pr !Faro Olb 1ZD.ra1aa JIM ra ,Elva.. it Van FOM11K1fa 24)7i EXTRUSION PROFILES A P14RT8 UST AI. MdN4NY PICTURE WHOM IMPACT rwarr 1 u1e r a r`+• arr•arratr _ a .4. ,plrtrr l q7,, 6EL0598I96 1 CALCULATIONS Project: Rodriguez ResideBPY nce W CTI iVED FEB 252013 1263 NE 101 Street Miami Shores, Florida q3 Architect: Smith. Smith Design Corporation Date: 11/05/2012 All computations and written materials herein constitute original work of the engineer and may only be duplicated with the written consent. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163 STREET, SUITE 701 NORTH MIAMI BEACH, FLORIDA 33160 PHONE NO. (305) 940-3088 FAX. NO. (305) 940-3273 EB NUMBER: 0007488 PE NO. 35460 DESIGNED BY: ALI ARBAB - FL P.E. NO. 35460 • Miami Shores Village Building Department 10050 N.E. 2't Avatux, Miami Shores, Pi 3313$ Tel: 305-79S-2204 • Floc 305-756-5972 J NOTICE TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE i (We) have been retained by (name of owner/agent) J;, Ot> R4 t ci E Z, En perform Special Inspector s rvices under the Florida Budding Code at the project (add; -ass) 12a3 ueE. 10 1 4TR't= r _.MiamiShores, asof 12/2?//c. I am a registered Architect or Pmfi siorral Engineer Licensed in the State of Florida. PERMIT rNtllvlsl: 2 — 21g `Special inspector for Reinforced Unit Masonry, I7BC 2122.4 Ct Special Inspector for Trusses over 35 Ft_ Long or 6 Ft. High, FBC 2319.17.2.4.2 Special inspector for Steel Connections, FBC 2218.2 O Special Inspector for Soil Compaction, FBC 1820.3.1 O Special Inspector for Precast Units & Attachments, FBC 1927.12.2 O Special Inspector for Pilings, FBC 1822.1.20 O Special inspector for NOTE: unease mark boxes that appal► - The following individuals(s) outplayed by this firm or me are authorized to perform inspections. t. A t. l` , 3A p. • 2. Aar A4 ilki i A=eie. 3. 4. (date). f, (we) understand that a Special Inspector item log forcach breding must be displayed in a comeair locadooq as the she for reference by the Miami Shores Bm3Iin5 Department Irk All marry bspections. as required by the Florida Bm'tding Code, must bo performed by Masai Scher. The balding impcss must be called for ant mandatory hnpodiona performed by the SpeetalInspector hired bythe Ormeram kieftiplua tlbe nandopaybupeubresp by due &Wing Department Further. ni1he completion of the work teach 8aitag Permit f will Mitt t to Arc ljremi Show Bead �mt at the time heroic thdie findfindthe amipleted ikon tog limn and a sealed statew dun. to the hest of my knowledge. Wieland professional tt rthose t of the project agrmed above meet the humt of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Date: �%ZS/12"- Engineer/Architeet Name A 1-1 AM A/3 • _ I • (Print) Address 33 !0 3 )4,,6. /G3 rel +% 701 iy • M1AM1 81t qi, Fle,33140 Phone No. p 940 _ 3 e & Florida License N4: P S 3 r1-40 , S2 4S 6 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS • 3363 NE 163RD STREET SUITE 701 • N. MIAMI BEACH, FLORIDA 33160 • (305) 940-3088 • FAX (305) 940-3273 December 28, 2012 Mr. Norman Bruhn Building Director Miami Shore Village, Building & Zoning Department 10050 N.E. 2nd Ave. Miami Shores,, FL 33138 RE: Rodriguez Residence Alterations 1263 N. E. 101 Street Miami Shores, Florida Permit Number: RC-12-2195 Dear Mr. Bruhn: The followings are the responses to the Building Department comments regarding structural issues: Comment #12 - Clarifications' provided on sheet S-4 regarding splice length for columns reinforcing and reinforced masonry walls reinforcing. Comment #13 - Two special inspector form for masonry are provided. Comment #16 - Details regarding fascia and its fasteners are provided on sheet S-6. Comment #17 - Detail regarding truss bracing is provided on sheet S-3. Comment #18 - Please see sheet S-2 for new steel beam and its connections. Sincerely, Ali Arbab, P.E. For Arbab Engineering, Inc. P.E. No. 35460 Special Inspector No. 0456 AA/aa C:/AA/response to bldg dept/rodriguez2012 Permit No: 12-2195 Job Name: December 4, 2012. Building Critique Sheet Page 1 of 1 1) Provide approval from Miami Dade County HRS/DON. 2) Provide approval from Miami Dade county planning and zoning impact fees. 3) Provide all Flood criteria. This is to include all aspects of constructing a flood resistant structure. Items include venting of raised floors and garages below base flood elevation. 4) The plans must show all drainage. All water must be maintained on site. Show grading. 5) Provide all permit applications prior to any further review. 6) Provide separate permit applications for driveway, walkways, generator, pool deck and roof. 7) The plans refer to the wrong code in several Locations. 8) The plans show zoning data that reference "Miami 21". This is Miami Shores. Remove all references to other community laws. 9) - Provide soil boring report referenced on plan. 10) The minimum depth to the top of the foundation must be 8" below finished grade. The plans show the top of the foundation above finished grade. See elevation certificate. 11) The scope of work on sheet A1.1 is wrong. 12) The reinforcement splice schedule is incorrect. 13) Provide a special inspector form for masonry and soil. 14) Provide steel shop drawings. 15) Provide truss shop drawings. 16) Provide a detail for the diaphragm boundary including size and fastening. (fascia) 17) Provide a detail for permanent truss bracing including lateral restraint. 18) Page S-1 references removing existing bearing wall and replacing with a steel beam. Provide details for the steel beam. 19) The plans must show attic ventilation. 20) The insulation requirements must be on the plans and match the energy calculations. 21) Provide details of the existing stair and railings. The egress for the new addition must meet all current codes. STOPPED REVIEW 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 CRO 305-762-4859 CALCULATIONS Project: Rodriguez Residence 1263 NE 101 Street Miami Shores, Florida Architect: Smith. Smith Design Corporation Date: 11/05/2012 Additional Calculations Date: 12/28/2012 All computations and written materials herein constitute original work of the engineer and may only be duplicated with the written consent. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163 STREET, SUITE 701 NORTH MIAMI BEACH, FLORIDA 33160 PHONE NO. (305) 940-3088 FAX. NO. (305) 940-3273 EB NUMBER: 0007488 PE NO. 35460 DESIGNED BY: ALI ARBAB FL P.E. NO. 35460- ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163R° STREE I, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 ‘30,44,4 btS 14m) _Exiair- goo r b prx 3 049 4kir r (-L., -ft. 12_ 30 F .3 4 xtri; zn el Fl-' c- Ar • 5 )1./tir re IIII•M"....•••gbmd•••rmk JOB RV' OPO4VEZ 1V6' SHEET NO. CALCULATED BY CHECKED BY SCALE 1 1 OF 4 DATEAL24241/. DATE alr r dri )4 I T - u $F zxikir z 2..7% z.?' z. 3 4? le di 13 ito6 410)Lz 34t 7/2.1t/ott , .;-3 Zie /Po 4 6 3 4stihr IA to, 34T k. yr 1: 15* • Ler. 4.l 114 *4 lb4 At; t fr. qt ar r 2 7. 3 • - • 5'1 iz A • by 4 Lt. )1 C" + A W L.5)(1107))2%cyla.) 21'4E2- Cb4-.)(Z/I1200rofo)CIAll SE_ ci) 0 7e a I ZP• 6 1' .1 444r; • 4 '264-111, ,d6)2 1,44,6 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163R° STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: [305) 940-3273 5 Met. 6P..AAA JOB KOPMGVE Z. AS SHEET NO. OF 4 CALCULATED BY DATE441240# CHECKED BY DATE r SCALE '54 )L. /36A4)04 2-eog /95,a _ .5.7k3,KI1 .Nsmo 13 .7 F7t4. (L_ AeAt. .. • Fitt/. • 6.4 >,)•2- P, • 4 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163' S I HEET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 JOB SHEET NO. 3 OF 4 CALCULATED BY ika...ANIIIP ! DATE j2,.J2(.//: CHECKED BY DATE SCALE PC14 OIL 7; Eyc<cr. :..Cottle , ogfA",/ 1244040 to_Z 4 4xz-)(z SNE-s e o`O¢ • 4-X �'r0000 q'�..!}ao i , > 7, �.0 z 1°3, oak. .91t_ y44,. 4. 7w/f2,0 601,1i issv44 Ef 2- 3/4 " cp)1. y 7,40zo_ 6oIk� s, EA 01 A.w4 Ge `T. 2 v E-Pe777 ea/6- eSF-At`l ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163A° STREET, SUFTE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 JOB qpi )4.t 5Z- SHEET NO. CALCULATED BY CHECKED BY OF I DATE 1•42Gh, DATE SCALE 2L•4X+X5/1k. (el lag EA CV 095 Z-3 , Q 0 Lfl'A` pM 0, (z) 3i ".45 K• • 714 12.x) 60 vrs 714tA, ,,t'err: CnrAL P60 YT5 Th E yJ', (,,e. 4€MM) . CALCULATIONS Project: Rodriguez Residence 1263 NE 101 Street Miami Shores, Florida Architect: Smith. Smith Design Corporation Date: 11/05/2012 All computations and written materials herein constitute original work of the engineer and may only be duplicated with the written consent ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163 STREET, SUITE 701 NORTH MIAMI BEACH, FLORIDA 33160 PHONE NO. (305) 940-3088 FAX. NO. (305) 940-3273 EB NUMBER: 0007488 PE NO. 35460 DESIGNED ',BY: ALI ARBAB FL P.E. NO.- .5466 `-ems J Table of Contents 1) General Information • Design Load 2) Wind Loads • Wind load for windows and doors 3) Foundation • Spread Footing 4) Wood Trusses • Truss Uplift 5) Beam Design • 2nd Floor Beams • Roof Beams 6) Column Design 7) Reinforced Masonry Wall 8) Steel Joist & Balcony Slab Design 9) N.O.A'S 10) Geotechnical Report pages (1).1 thru (1).1 pages (2).1 thru (2).9 pages (3).1 thru (3).2 pages (4).1 thru (4).5 pages (5).1 thru (5).221 pages (6).1 thru (6).5 pages (7).1 thru (7).2 pages (8).1 thru (8).2 pages (9).1 thru (9).7 pages (10).1 thru (10).7 1) General Information Design Load Design Loads Roof Load: D.L. Roof Trusses \Sheathing 10 P.S.F. Insulation 3 P.S.F. Roof Tiles 15 P.S.F. Mech./ Elect./ Miscl, 2 P.S.F. Total D.L. 35 P.S.F. Total L.L. 30 P.S.F. Second Floor: D.L. 3" Conc. slab over metal deck (avg. 4" conc.) 48 P.S.F. Metal deck & steel joists 7 P.S.F. 'artitions 15 P.S.F. Ceiling 5 P.S.F. Floor tile 10 P.S.F. Mech./ Elect./ Miscl. 5 P.S.F. Total D.L. 90 P.S.F. Total, L.L. 40 P.S.F. Second_.Floor _Balcony: D.L. 7" Conc. slab 88 P.S.F. Tile 20 P.S.F. Mech./ Elect./ Miscl. 4 P.S.F. Total D.L. 112 P.S.F. Total L,L, 80 P.S.F. 8" masonry wall " reinforced masonry wall 60 P.S.F. 80 P.S.F. 2) Wind Loads WindToad for windows and doors All pressures shown Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Damping Ratio (beta) Alpha At Am Cc Epsilon Slope of Roof Ht: Mean Roof Ht RHt: Ridge Ht OH: Roof Overhang at 2 Bldg Length Along MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date Company Name Address City State File vocation: : 6/11/2012 : Arbab Engineering, Inc. : 3363 NE 163rd Street, #701 : North Miami Beach : Florida C:\Program Files\MECAWind\Default.wnd Project No. Designed By Description Customer Name Proj Location as Rodriguez Residence Smith. Smith Dsign Corp. Directional Procedure All Heights Building (Ch 27 Part 1) Design, with a Load Factor of .6 are Eave= based upon ASD 175.00 mph II N/A 1.00 0.01 11.50 0.09 0.11 0.15 0.13 2.07 : 12 26.33 ft 29.83 ft 1.00 ft Ridge = 28.00 ft Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Roof Area D No 0.85 700.00 ft 1.07 0.80 650.00 ft 7.00 ft 9.80 Deg = Hipped 22.83 ft = 1941.00 ft" Bldg Width Across Ridge= 79.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gusts: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)A0.167 Lzm: 1*(Zm/33)AEpsilon Q:(1/(1+0.63*((B+Ht)/Lzm)^0.63))'0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 15.80 ft = 0.17 = 592.82 ft = 0.91 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems .2..2 0, 7 L ttttttt1tt 11111411,i 1 s Kh: 2.01*(Ht/Zg)'(2/Alpha) Kht: Topographic Factor (Figure 6-4) Qh: .00256*(V)'2*I*Kh*Kht*Kd Cpww: Windward Wall Cp(Ref Fig 6-6). Roof Area Reduction Factor based on Roof Area MWFRS-Wall Pressures for Wind Normal to 28 ft Wall Cp Pressure +GCpi (psf). Leeward Wall -0.26 Side Walls -0.70 Wall Klee Kz Kzt ft -18.18 -35.21 qz Press psf +GGpi 1.14 1.00 45.43 psf 0.80 = 1941.00 ft"2 0.80 wall (Normal to Ridge) Pressure -GCpi (psf) -1.82 -18.85 Press Total -ocpi +/-GGpi Windward ' Windward Windward 29.83 1.16 20.00 1.08 10.00 1.03 1.00 1.00 1.00 46.42 43.31 41.19 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge 0.0 ft to 13.2 ft 13.2 ft to 26.3 ft 26.3 ft to 52.7 ft 52.7 ft to 79.0ft MWFRS-Wall Pressures Wall 23.39 21.27 19.83 39.75 37.63 36.19 41.57 39.45 38.01 Cp Pressure Pressure +GCpi(psf)-GCpi(psf) -0.90 -0.90 -0.50 -0.30 for Wind Normal to 79 ft Cp Pressure +GCpi (psf) -42.93 -42.93 - 27.48 - 19.76 -26.58 -26.58 -11.13 -3.41 wall (Along Ridge) Pressure -GCpi (psf) Leeward Wall -0.50 Side Walls -0.70 Wall -27.48 -11.13 -35.21 -18.85 Kiev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi +/-19Cpi Windward 29.83 1.16 1.00 46.42 23.39 39.75 50.88 Windward 20.00 1.08 1.00 43.31 21.27 37.63 48.75 Windward 10.00 1.03 1.00 41.19 19.83 36.19 47.32 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge cp Pressure Pressure +GCpi(psf)-GCpi(ps£) 0.0 ft to 13.2 ft 13.2 ft to 26.3 ft 26.3 ft to 28.0 ft -0.99 -46.34 -0.77 -38.06 -0.63 -32.35 - 29.98 - 21.70 - 16.00 9 z. 9 Date Company Address City State File MECAWind Version 2.1.0.6 Developed by MECA Enterprises, Inc. Copyright 2012 : 6/11/2012 Project No. Name : Arbab Engineering, Inc. Designed By . : 3363 NE 163rd Street, #701 Description . : North Miami Beach Customer Name : : Florida Proj Location : Location: C:\Program Fi1es\MECAWind\Default.wnd ASCE 7-10 www.mecaenterprises.com as Rodriguez Residence Smith. Smith Dsign Corp. n% 2 11. i 211 r4 2 Hip Roof 7 .:: 0 =: 27 Wind Pressure on Components and Cladding (Ch 30 Part 1) A11 pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone nan = 3 ft Description Width Span Area Zone Max Min ft ft ft*2 GCp GCp Max P Min P psf psf Roof 1 Roof 2 roof 3 Wall 4 Wall 5 3.17 3.17 3.17 3.17 3.17 3.17 3.17 3.17 3.17 3.17 Khcc:Comp. & Clad. Table 6-3 Case 1 10.0 10.0 10.0 10.0 10.0 1 0.50 -0.90 2 0.50 -1.70 3 0.50 -1.70 4 0.90 -1.10 5 0.90 -1.40 30.87 30.87 30.87 49.05 49.05 -49.05 -85.36 - 85.36 -58.13 - 71.74 = 1.14 Qhcc:.00256*VA2*Khcc*Kht*Kd = 45.43 psf 02s L_7 MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date company Name Address City State File Location: Project No. Designed By : as Description : Rodriguez Residence Customer Name : Smith. Smith Dsign Corp Proj Location : Y:\Drivez\2012 PROJECTS\RODRIGUEZ RES (JIM SMITE)\CALCULATIONS-RODR\MAIN WIND RODRIGUEZ.wnd : 6/26/2012 : Arbab Engineering, Inc. : 3363 NE 163rd Street, $701 : North Miami Beach : Florida Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = At = Am Cc Epsilon Scope of Roof Ht: Mean Roof Ht RHt: Ridge Ht OH: Roof Overhang 2 Bldg Length Along at Eave= 11.50 0.09 0.11 0.15 0.13 2.07 : 12 26.33 ft 29.83 ft 1.00 ft Ridge = 28.00 ft Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Roof Area = 700.00 ft 1.07 = 0.80 = 650.00 ft 7.00 ft = 9.79 Deg = Hipped 22.83 ft = 1941.00 ft'' Bldg Width Across Ridge= Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)"0.167 Lzm: 1*(Zm/33)AEpsilon Q:(1/(1+0.63*((B+Ht)/Lzm)"0.63))A0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 79.00 ft = 15.80 ft = 0.17 = 592.82 ft = 0.91 0.88 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems _It11 ttttttt L --4 11111 1111 r �+ •I z B Kh: 2.01*(Ht/Zg)A(2/Alpha) Kht: Topographic Factor (Figure 6-4) Qh: .00256*(V)'2*I*Kh*Kht*Kd Cpww: Windward Wall Cp(Ref Fig 6-6) Roof Area Reduction Factor based on Roof Area MWFRS-Wall Pressures for Wind Normal to 28 ft Wall Leeward Wall Side Walls Nall CP Pressure +Gcpi (psf) -0.26 -18.18 -0.70 -35.21 Slav Xz Kat ft qz psf �.G61a.y 1.14 1.00 45.,43 psf 0.80 1941.00 ft'2 0.80 wall (Normal to Ridge) Pressure -GCpi (paf) -1.82 -18.85 Press , Press Total +carpi -GCpi +/-GCpi Windward Windward Windward 29.83 20.00 10.00 1.16 1.08 1.03 1.00 1.00 1.00 46.42 23.39 43.31 21.27 41.19 19.83 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge 0.0 ft to 13.2 ft 13.2 ft to 26.3 ft 26.3 ft to 52.7 ft 52.7 ft to 79.0ft MWFRS-Wall Pressures for Wind Wall 39.75 37.63 36.19 41.57 39.45 38.01 Cp Pressure Pressure +OCpi(psf)-GCpi(psf) -0.90 -0.90 -0.50 -0.30 Normal to 79 Cp Pressure +GCpi (psf) -42.93 -42.93 -27.48 -19.76 -26.58 -26.58 -11.13 -3.41 ft wall (Along Ridge) Pressure -0)Cpi (psf) Leeward Wall -0.50 Side Walls -0.70 Wall -27.48 -11.13 -35.21 -18.85 Elev Kz Kit qz Press Press Total ft pef +GCppi -acpi +/-ocpi Windward 29.83 1.16 1.00 46.42 23.39 39.75 50.88 Windward 20.00 1.08 1.00 43.31 21.27 37.63 48.75 Windward 10.00 1.03 1.00 41.19 19.83 36.19 47.32 Note: 1) Total = Leeward GCPi + Windward GCP3 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) 0.0 ft to 13.2 ft 13.2 ft to 26.3 ft 26.3 ft to 28.0 ft -0.99 -46.34 -0.77 -38.06 -0.63 -32.35 -29.98 - 21.70 - 16.00 02. I .2- 7 MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date : 6/27/2012 Project No. Company Name : Arbab Engineering, Inc. Designed By : as Address : 3363 NE 163rd Street, #701 Description : Rodriguez Residence City : North Miami Beach Customer Name :.Smith. Smith Deign Corp. State : Florida Proj Location : File Location: Y:\Drivez\2012 PROJECTS\RODRIOUEZ RES (JIM SMITH)\CALCULATIONS-RODR\windows & doors rodriguez.wnd •1--,�2 /' �fr r 2; 1. 1. •J 2 Hip Roof 7 c 0<: 2 7 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "am = 3 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft"2 cep Gep psf psf Door 1 3.00 8.00 24.0 4 0.84 -1.03 46.32 -55.10 Door 5 16.00 7.00 112.0 4 0.73 -0.91 41.49 -49.73 Door 5 16.00 7.00 112.0 5 0.73 -1.03 41.49 -54.94 Door 6 3.00 6.67 20.0 4 0.85 -1.05 46.89 -55.73 Door 21 3.00 8.00 24.0 4 0.84 -1.03 46.32 -55.10 Door 34 3.00 8.00 24.0 4 0.84 -1.03 46.32 -55.10 Window A 1.59 5.25 9.2 4 0.90 -1.10 49.06 -58.15 Window B 4.00 5.25 21.0 4 0.85 -1.04 46.74 -55.56 Window B1 2.00 5.25 10.5 4 0.90 -1.10 48.91 -57.98 Window B2 4.00 1.50 6.0 4 0.90 -1.10 49.06 -58.15 Window B3 2.00 1.50 3.0 4 0.90 -1.10 49.06 -58.15 Window C 1.59 3.25 5.2 4 0.90 -1.10 49.06 -58.15 Window D 3.08 4.25 13.1 4 0.88 -1.08 48.22 -57.21 Window E 1.13 4.25 6.0 4 0.90 -1.10 49.06 -58.15 Window E 1.13 4.25 6.0 5 0.90 -1.40 49.06 -71.78 Window F 1.59 4.25 6.8 4 0.90 -1.10 49.06 -58.15 Window G 1.59 5.25 9.2 4 0.90 -1.10 49.06 -58.15 Window G 1.59 5.25 9.2 5 0.90 -1.40 49.06 -71.78 Window H 1.13 4.25 6.0 4 0.90 -1.10 49.06 -58.15 Window I 3.08 5.25 16.2 4 0.87 -1.06 47.55 -56.47 Window I1 6.17 2.83 17.5 4 0.86 -1.06 47.31 -56.21 Flxed J 1.00 4.17 5.8 4 0.90 -1.10 49.06 -58.15 Window K 2.25 4.25 9.6 4 0.90 -1.10 49.06 -58.15 Window L 1.59 4.25 6.8 4 0.90 -1.10 49.06 -58.15 Fixed M Window N Window 0 Window P Window P Window Q Window R Door 12 o7.9<7z.9 2.00 2.00 4.0 4 0.90 -1.10 49.06 -58.15 1.13 4.25 6.0 4 0.90 -1.10 49.06 -58.15 1.59 5.25 9.2 4 0.90 -1.10 49.06 -58.15 2.50 5.25 13.1 4 0.88 -1.08 48.21 -57.20 2.50 5.25 13.1 5 0.88 -1.36 48.21 -69.88 1.59 4.25 6.8.4 0.90 -1.10 49.06 -58.15 1.59 3.25 5.2 4 0.90 -1.10 49.06 -58.15 3.00 6.67 20.0 4 0.85 -1.05 46.89 -55.73 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*VA2*Khcc*Kht*Kd = 1.14 = 45.43 psf 3) Foundation Spread Footing ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE-163PO STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 9403088 • FAX: (305) 940-3273 JOB A O D R 1 [e LIE AE . SHEET NO. 3 , I OF 3. 2- CALCULATED BY DATE CHECKED BY DATE SCALE Rao f-LoA r 1S Xb_ ir joo�Q r It c ) 4r r [1f 6 b _. 2414- )1004 ..e ) 25x •.4 0 .. 61L/ `./A! 1 era c-).84-kb.ct. v3 jcitf r Sv �-..6etaA) n)4 I) • 5 7 VI, z -'. ®o_ __ .5b Z•S ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163AO 8I HEET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 G 4:1:00134&— 1-Tuia_ Ac_ © T KOH C PEgio tAiLAU,61. aar_. JOB fit o1)R1 fz.R SHEET NO. 3 • 2- OF 3 • Z CALCULATED BY DATE f CHECKED BY DATE SCALE 5 x fc.. , 33 Ahr y. c$ o 2 N4 4e w8 Jib rt• z 23X _b-a b4'`lfj 3 ec1 zifie o "5. f. Oft T' 4) Wood Trusses Truss Uplift ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 1414 ,zjr TIP' Inv SSES JOB A 0 R 14/.4E.= -RE• SHEET NO. CALCULATED BY CHECKED BY SCALE r I Y )ft )if opt,itcr 2-0,oe_ Act, to c, 3t.o A/4 T: e i35.3 )4; e-7fT.34 74 A5 e.04k- T.3 to 15, 4 ec'e As. jr. AAA. r OF Ct. DATE DATE t 1 A 8) 6 ir . t> um; fo uP/-'fT=tAX7 )( 17 46 5-51/. 4 66 t losv7 kfrlort-o Icer•Atztao)4 r 4/14 TiwO QiciN 071 0 )tav1r 1 c_ 6. 10 JOB RODR14IS . ARBAB ENGINEERING, INC. SHEET NO. f OF V..1---- CONSULTING ENGINEERS 3363 NE 163`' 5I HEET, SUITE 701 CALCULATED BY 11 DATE f/z N. MIAMI BEACH, FLORIDA 33160 CHECKED BY DATE J (305) 940-3088 • FAX: (305) 940-3273 SCALE ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163R° b I HEFT, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX (305) 940-3273 JOB ft 0 DA et La RE D!' SHEET NO. 5e.3 OF ki' 5— CALCULATED BY `\ DATE • .. CHECKED BY DATE SCALE ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163' b I HEET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 - JOB ftOtR 14 L 2 g ' SHEET NO. (k y OF CALCULATED BY DATE G Q� CHECKED BY DATE SCALE Z r • 11 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163' STRIA, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 JOB ftODR1C+ UE RR� SHEET NO. (f, 5 OF S/. CALCULATED BY DATE CHECKED BY DATE SCALE .cam • 5) Beam Design 2"a Floor Beams Roof Beams JOB flop/4 l G .c2 ARBAB ENGINEERING, INC. SHEET NO. CONSULTING ENGINEERS 3363 NE 163n° b I HEFT, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX (305) 940-3273 OF r oC.wl CALCULATED BY DATE CHECKED BY DATE SCALE `Tk6,Vet i0)04 :5A1 • G 2ne_ I'/„Dog• Tv, SLIM°p5T F14(4 5T1-,i yT5 1)1.-•-1. z....l•17k�, 3�C�a L I3X4 o ~ ',2- 1t =V2, - 817= 89'6x1f. 3 X 7 e• 18 4 1.c 4 v sL(L)..% r .X /2- c 0 I ,p1 T.GoE Cz: ��.�.s X ► �� . 3 t s ``.! :.._ )y�_. ) iz.;nJ_ PLATS SE 3/4 4' 71)+4.L. BoL,T 5_._O 14„ C.6- ‘777t4 n J 4. f9r p 37kiooa__. 3�40o Pt trtz 44x3tdpo = 14,4.04 >» 3,4,Dq._P7a • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163' S I HEFT, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX (305) 940-3273 it 1-SiZ-44+- =3x��Z 3___1ch .2 4 gw JOB fRo DR )V -(, 2 `RE �-- SHEET NO. 5 , 2-OF J • ae2 f CALCULATED BY DATE CHECKED BY DATE SCALE 11 LiZ-i_3 0 ,e\/ I! ARBAB ENGINEERING, INC. JOB � o DR ) � �? � �g � � L SHEET NO. 5 13 OF 5` oZ Zi CONSULTING ENGINEERS CALCULATED BY DATE 7 3363 NE 163' 5I Htt I, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 CHECKED BY DATE (305) 940-3088 • FAX: (305) 940-3273 Af 1 �! V .-.-)tI.r�P .... 3. 3ll lc�, L 3x3.� ft ir.0° -c S-x3S-)?kh SCALE LR 7 ., wig 4 Ap2/1 ciE D-0o r� L. R (3 - 7 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163m 5 I HIt I, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940,3273 ,x t)L T.-to !f2 So 8 xl ? 3i L+- I z 3 ° Aa.Gb4 $,v 24),C A -w- 001. 3k1 I`t tr. . oft: JOB itODR1C,.L ,Z.`- • SHEET NO. S' OF '2-,, 0(1q .1 CALCULATED BY DATE447 CHECKED BY DATE SCALE r _ r'. JOB 0DA�. 2 `Rg� SHEET NO. Si CALCULATED BY CHECKED BY SCALE • ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163' b (HEET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX (305) 940-3273 1 Vte r- 4 S k �� ,^J L ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163' S I HEFT, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 3 3= w11 )4 frt. lrT • 3`11 JOB 0�/Q1GL2.jig • SHEET NO. ' W OF 57 a CALCULATED BY U _ 1 DATE407J J CHECKED BY . DATE SCALE i Ok 8. R8.z 1� rzi • • 4; MARK ► SIZE INCHES - 2.11 b' W." -3 -4 1 ' 6 241‘ r4» XI Le ELEV. TOP BEAM SCHEDULE REINFORCING #3 STIRRUPS E. END A B D 3-4 3�4. 41- a- 2-S 3-S 2- 7 3-G 2-s 3-G C E NO. SPACING NCH S'•c-c. REMARKS A,¢c. y4 M ' -f 2-� 3-1" z-7 3-` _)0 )2 !vyl6 X l t" 3-6 3 3-j 1,1111S 34.-6 3-3 e-G G" C.•<- n 0414 1 0'" :. c- 2,"c • G. g" C. c. G" G• G • Arc•)+ #i,c- • A64) Y 4/: ,� A auf & A••-i • A0.4.44 6v..A NOTE: PROVIDE 5 eTIRRJP5 4 11 I2' AT SEA" iS AND CORNERS AND 45' C.C. FOR RENAINI1SG LE T1-1 OF THE TIE BE/4`1 PROVIDE 2 5 AT 11 DDEFT-1 CONE EAC1.4 FACE) FOR TO 42' DEEP BEAMS. 4 5 (2 EACH FACE) AT la FROM THE TOP AND !BOTTOM FOR BEANS BETi .E-at 42' TO E.4'. i�� 011 MARK zB_ SIZE INCHES z ELEV. TOP BEAM SCHEDULE A B D 2-? z- G z-? C E NO. SPACING INCH Robe o4 wt3)1/2- REMARKS NOTE: PROVIDE '3 STIRRIPS 4 + 12' AT .3Er4'" i5 AND CORNERS AND 48' C.C. FOR f i'1AN1NG LE TH OF T i-E TIE BEAM. PROVIDE 2 5 AT MIDDEFF }4 CONE EACH FACE) FOR 3E' TO 42' D P BE-A/-15. 4 5 (2 E,4C;-; =AGE) AT 1/3 'ROM T'r4E TOP AND BOTTOM FOR BEAMS BEETtLEEN 42' TO 54'. spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 O 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) 11-05-2012, 10:31:04 AM Page 1 J./ f-.224 spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-1 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering,' License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 .Int 0.100 0.00 0.333 0.333 0.00 LC 2 Int 14.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Reams Units: b, h, Sp (in) Ribs Beams Span Span b h Sp b h Hmin 1 0.00 0.00 0.00 8.00 24.00 0.15 2 0.00 0.00 0.00 8.00 24.00 10.50 Support Data Columns Units: cia, c2a, clb, c2b (in); Ha, Hb (ft) Supp. cla c2a Ha clb c2b Hb Red% 1 12.00 8.00 9.000 12.00 8.00 10.000 100 2 12.00 8.00 9.000 12.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 200.00 0.000 200.00 0.100 2 200.00 0.000 200.00 14.000 Dead 1 1610.00 0.000 1610.00 0.100 2 1610.00 0.000 1610.00 14.000 Live 1 480.00 0.000 480.00 0.100 2 480.00 0.000 480.00 14.000 Live/0dd 1 480.00 0.000 480.00 0.100 Live/Even 2 480.00 0.000 480.00 14.000 Live/S1 1 480.00 0.000 480.00 0.100 2 480.00 0.000 480.00 14.000 Live/S2 2 480.00 0.000 480.00 14.000 Reinforcement Criteria Slabs and Ribs 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 .#5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in 11-05-2012, 10:31:04 AM Page 2 5-/ \C412-101 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 1st Stirrup3. in There is NOT more than 12 in of concrete below top bars00 in 11-05-2012, 10:31:04 AM Page 3 [2] DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in22), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars Middle 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 Right 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 2 Left 0.67 10.49 0.500 0.249 3.206 2.576 0.106 2-#5 Middle 0.67 0.00 7.000 0.000 3.206 0.000 0.000 Right 0.67 10.48 13.500 0.249 3.206 2.576 0.106 2-#5 NOTES: *3 - Design governed by minimum reinforcement. 1 Left 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 2-#5 0.10 2 1-#5 3.10 1-#5 2.35 1-#5 3.10 1-#5 2.35 Bottom Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in22), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 0.00 0.000 0.000 3.206 0.000 0.000 2 0.67 51.62 7.000 0.592 3.206 2.576 0.531 2-#5 *3 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 1 2 2-#5 0.00 14.00 Flexural Capacity. Units: x (ft), As (in22), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -60.00 0.00 0.050 0.62 0.00 -60.00 0.00 0.100 0.62 0.00 -60.00 0.00 Z 0.000 0.62 0.62 -60.00 60.00 0.500 0.62 0.62 -60.00 60.00 1.349 0.62 0.62 -60.00 60.00 2.099 0.39 0.62 -37.94 60.00 2.349 0.23 0.62 -22.95 60.00 3.099 0.00 0.62 0.00 60.00 5.050 0.00 0.62 0.00 60.00 7.000 0.00 0.62 0.00 60.00 8.950 0.00 0.62 0.00 60.00 10.901 0.00 0.62 0.00 60.00 11.651 0.23 0.62 -22.95 60.00 11.901 0.39 0.62 -37.94 60.00 12.651 0.62 0.62 -60.00 60.00 13.500 0.62 0.62 -60.00 60.00 14.000 0.62 0.62 -60.00 60.00 *3 *3 *3 *3 *3 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in22/in) 11-05-2012, 10:31:04 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ.RESIDENCE\CALCULATIONS\2B-1.slb Span d PhiVc Start End Vu Xu Av/s 1 22.19 16.84 0.000 0.000 2 22.19 16.84 2.349 4.674 7.000 9.326 4.674 7.000 9.326 11.651 Longitudinal Beam Shear Reinforcement Details 0.00 0.000 0.0000 13.67 6.84 6.84 13.67 2.349 4.674 9.326 11.651 Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #3 5 @ 10.5 + <-- 55.8 --> + 5 @ 10.5 Beam Shear Capacity 0.0067 0.0000 0.0000 0.0067 Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp , PhiVn Vu Xu 1 22.19 16.84 0.000 0.100 2 22.19 16.84 0.000 0.750 0.750 4.674 0.0210 4.674 9.326 9.326 13.250 0.0210 13.250 14.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc 8.42 0.29 0.100 37.83 20.58 0.000 10.5 37.83 13.67 2.349 8.42 6.84 4.674 10.5 37.83 13.67 11.651 37.83 20.58 14.000 Vu Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr Mmax Dead Page 4 s, /2 7 s�dal Load Level Ie Dead+Live Mmax Ie 1 9216 2 8397 9216 Right 5582 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.001 -0.000 -0.001 2 0.031 0.020 0.051 Maximum Long-term Deflections 9216 9216 9216 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 1710 1710 1710 Dtotal 1 -0.001 2.000 -0.001 -0.002 -0.002 2 0.031 2.000 0.062 0.082 0.082 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 11.6 lb <=> 29.2 lb <=> 16.3 lb <=> 57.1 lb <=> 18.8 ft^3 <=> 0.82 lb/ft <=> 2.07 lb/ft <=> 1.16 lb/ft. <=> 4.05 lb/ft <=> 1.33 ft^3/ft <=> -0.002 0.114 1.231 lb/ft^2 3.107 lb/ft^2 1.733 lb/ft^2 6.071 lb/ft^2 2.000 ft^3/ft^2 30.36 30.36 30.36 -0.01 -12.57 31.78 9216 9216 8252 -0.01 -15.90 40.21 9216 9216 4940 [3] COLUMN.AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.s1b pt o s` /3 ,� Supp Comb/Patt P[axial] P[.spring] Mb[top] Ma[bottom] M[spring] Mb[bottom] a[top] 11-05-2012, 10:31:04 AM 1 SELF 1.42 0.00 -0.66 -0.73 0.00 0.33 Dead 11.43 0.00 -5.29 -5.88 0.00 2.65 Live/All 3.41 0.00 -1.58 -1.75 0.00 0.79 Live/Odd 0.05 0.00 0.00 0.00 0.00 -0.00 Live/Even 3.36 0.00 -1.58 -1.75 0.00 0.79 Live/S1 3.41 0.00 -1.58 -1.75 0.00 0.79 Live/S2 3.36 0.00 -1.58 -1.75 0.00 0.79 U1/All U1/Odd U1/Even U1/S1 U1/S2 0.37 2.94 0.88 -0.00 0.88 0.88 0.88 20.87 0.00 -9.66 -10.74 0.00 4.83 5.37 15.50 0.00 -7.14 -7.93 0.00 3.57 3.97 20.80 0.00 -9.66 -10.74 0.00 4.83 5.37 20.87 0.00 -9.66 -10.74 0.00 4.83 5.37 20.80 0.00 -9.66 -10.74 0.00 4.83 5.37 2 SELF 1.40 0.00 0.66 0.73 0.00 -0.33 -0.37 Dead 11.27 0.00 5.29 5.88 0.00 -2.65 -2.94 Live/All 3.36 0.00 1.58 1.75 0.00 -0.79 -0.88 Live/Odd -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/Even 3.36 0.00 1.58 1.75 0.00 -0.79 -0.88 Live/S1 3.36 0.00 1.58 1.75 0.00 -0.79 -0.88 Live/S2 3.36 0.00 1.58 1.75 0.00 -0.79 -0.88 U1/All U1/Odd U1/Even U1/S1 Ul/S2 20.58 0.00 9.66 10.74 0.00 -4.83 -5.37 15.20 0.00 7.14 7.93 0.00 -3.57 -3.97 20.58 0.00 9.66 10.74 0.00 -4.83 -5.37 20.58 0.00 9.66 .10.74 0.00 -4.83 -5.37 20.58 0.00 9.66 10.74 0.00 -4.83 -5.37 Sum SELF 2.82 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 22.70 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 6.77 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 6.72 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/S1 6.77 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 6.72 0.00 -0.00 -0.00 0.00 0.00 0.00 01/All 41.45 0.00 0.00 0.00 0.00 -0.00 -0.00 U1/Odd 30.70 0.00 0.00 0.00 0.00 -0.00 -0.00 01/Even 41.38 0.00 0.00 0.00 0.00 -0.00 -0.00 01/S1 41.45 0.00 0.00 0.00 0.00 -0.00 -0.00 U1/S2 41.38 0.00 0.00 0.00 0.00 -0.00 -0.00 [6] SEGMENTAL MOMENT AND SHEAR ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 0.00 U1 -0.00 U1 -0.01 U1 - 20.41 U1 - 15.36 U1 - 10.49 U1 - 10.49 U1 - 5.81 Ul - 1.30 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 01 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 Ul 3.02 U1 7.15 U1 11.10 U1 14.87 U1 18.45 U1 21.85 U1 25.07 U1 28.10 U1 30.95 U1 33.61 U1 36.09 U1 38.39 U1 40.50 U1 42.43 U1 44.18 U1 45.74 U1 47.12 U1 48.31 U1 49.32 U1 50.15 U1 50.79 U1 51.25 U1 51.53 U1 51.62 U1 0.00 U1 -0.15 U1 -0.29 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 Ul' 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 20.58 U1 19.85 U1 19.11 U1 19.11 U1 18.38 U1 17.64 U1 16.91 U1 16.17 U1 15.44 U1 14.70 U1 13.97 U1 13.23 U1 12.50 Ul 11.76 U1 11.03 U1 10.29 U1 9.56 U1 8.82 U1 8.09 U1 7.35 U1 6.62 U1 5.88 U1 5.15 U1 4.41 U1 3.68 U1 2.94 U1 2.21 U1 1.47 U1 0.74 U1 0.00 U1 11-05-2012, 10:31:04 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.500 13.750 14.000 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -1.29 U1 -5.80 U1 -10.48 U1 - 10.48 U1 - 15.35 U1 - 20.40 U1 51.53 U1 -0.73 U1 51.25 U1 -1.47 U1 50.80 U1 -2.20 Ul 50.15 U1 -2.94 U1 49.33 U1 -3.67 U1 48.32 U1 -4.41 U1 47.12 U1 -5.14 U1 45.74 U1 -5.88 U1 44.18 U1 -6.61 U1 42.44 U1 -7.35 U1 40.51 U1 -8.08 U1 38.39 Ul -8.82 U1 36.10 U1 -9.55 U1 33.62 U1 -10.29 U1 30.95 U1 -11.02 U1 28.10 U1 -11.76 U1 25.07 U1 -12.49 U1 21.86 U1 -13.23 U1 18.46 U1 -13.96 Ul 14.88 U1 -14.70 U1 11.11 U1 -15.43 U1 7.16 U1 -16.17 U1 3.02 U1 -16.90 U1 0.00 U1 -17.64 U1 0.00 U1 -18.37 U1 0.00 U1 -19.11 U1 0.00 U1 -19.11 Ul 0.00 U1 -19.84 U1 0.00 U1 -20.58 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 Page 6 s,/41Sdal [7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead D1ive Dtotal 1 0.000 -0.001 -0.000 -0.001 0.050 - -0.000 -0.000 -0.000 0.100 0.000 0.000 0.000 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7_250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 0.000 0.002 0.003 0.003 0.005 0.006 0.008 0.010 0.011 0.013 0.014 0.016 0.017 0.019 0.020 0.022 0.023 0.024 0.025 0.026 0.027 0.028 0.029 0.029 0.030 0.030 0.031 0.031 0.031 0.031 0.031 0.031 0.031 0.030 0.030 0.029 0.029 0.028 0.027 0.026 0.025 0.024 0.000 0.001 0.002 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 0.011 0.012 0.013 0.014 0.014 0.015 0.016 0.017 0.017 0.018 0.018 0.019 0.019 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.019 0.019 0.018 0.018 0.017 0.017 0.016 0.015 0.000 0.002 0.005 0.005 0.007 0.010 0.013 0.015 0.018 0.021 0.023 0.026 0.028 0.031 0.033 0.035 0.037 0.039 0.041 0.043 0.044 0.046 0.047 0.048 0.049 0.050 0.051 0.051 0.051 0.051 0.051 0.051 0.051 0.050 0.049 0.048 0.047 0.046 0.044 0.043 0.041 0.039 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\28-1.slb 11-05-2012, 10:31:04 AM Page 7 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.500 13.750 14.000 0.023 0.022 0.020 0.019 0.017 0.016 0.014 0.013 0.011 0.010 0.008 0.006 0.005 0.003 0.003 0.002 0.000 0.014 0.014 0.013 0.012 0.011 0.010 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.002 0.001 0.000 ' 0.037 0.035 0.033 0.031 0.028 0.026 0.023 0.021 0.018 0.015 0.013 0.010 0.007 0.005 0.005 0.002 0.000 [8] REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.050 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.100 0.01 U1/A11 0.000 0.00 U1/A11 0.000 2 0.000 20.41 01/All 0.207 0.00 01/All 0.000 0.250 15.36 U1/A11 0.155 0.00 U1/A11 0.000 0.500 10.49 01/All 0.106 0.00 U1/A11 0.000 0.500 10.49 U1/A11 0.106 0.00 U1/A11 0.000 0.750 5.81 01/All 0.058 0.00 U1/A11 0.000 1.000 1.30 U1/A11 0.013 0.00 U1/A11 0.000 1.250 0.00 U1/A11 0.000 3.02 U1/A11 0.030 1.500 0.00 U1/All 0.000 7.15 U1/A11 0.072 1.750 0.00 U1/A11 0.000 11.10 U1/A11 0.112 2.000 0.00 U1/A11 0.000 14.87 U1/A11 0.150 2.250 0.00 U1/A11 0.000 18.45 U1/A11 0.187 2.500 0.00 U1/All 0.000 21.85 U1/A11 0.221 2.750 0.00 Ul/A11 0.000 25.07 Ul/All 0.254 3.000 0.00 Ul/All 0.000 28.10 U1/A11 0.285 3.250 0.00 U1/All, 0.000 30.95 U1/All 0.315 3.500 0.00 Ul/A11 0.000 33.61 U1/A11 0.342 3.750 0.00 Ul/A11 0.000 36.09 U1/All 0.368 4.000 0.00 U1/A11 0.000 38.39 U1/A11 0.392 4.250 0.00 U1/All 0.000 40.50 U1/All 0.414 4.500 0.00 U1/A11 0.000 42.43 U1/A11 0.434 4.750 0.00 U1/A11 0.000 44.18 U1/A11 0.453 5.000 0.00 U1/All 0.000 45.74 U1/A11 0.469 5.250 0.00 Ul/All 0.000 47.12 U1/A11 0.484 5.500 0.00 U1/All 0.000 48.31 Ul/A11 0.496 5.750 0.00 U1/A11 0.000 49.32 U1/A11 0.507 6,000 0.00 U1/A11 0.000 50.15 U1/All 0.516 6.250 0.00 U1/A11 0.000 50.79 U1/A11 0.522 6.500 0.00 01/All 0.000 51.25 U1/A11 0.527 6.750 0.00 Ul/All 0.000 51.53 U1/All 0.530 7.000 0.00 U1/A11 0.000 51.62 01/All 0.531 7.250 0.00 U1/Even 0.000 51.53 U1/A11 0.530 7.500 0.00 U1/Even 0.000 51.25 U1/A11 0.527 7.750 0.00 U1/Even 0.000 50.80 Ul/A11 0.522 8.000 0.00 Ul/Even 0.000 50.15 U1/A11 0.516 8.250 0.00 U1/Even 0.000 49.33 Ul/A11 0.507 8.500 0.00 Ul/Even 0.000 48.32 Ul/A11 0.496 8.750 0.00 U1/Even 0.000 47.12 U1/A11 0.484 9.000 0.00 Ul/Even 0.000 45.74 U1/A11 0.469 9.250 0.00 U1/Even 0.000 44.18 U1/All 0.453 9.500 0.00 U1/Even 0.000 42.44 U1/All 0.434 9.750 0.00 U1/Even 0.000 40.51 U1/A11 0.414 10.000 0.00 U1/Even 0.000 38.39 U1/A11 0.392 10.250 0.00 U1/Even 0.000 36.10 U1/A11 0.368 10.500 0.00 U1/Even 0.000 33.62 U1/A11 0.343 10.750 0.00 U1/Even 0.000 30.95 U1/A11 0.315 11.000 0.00 U1/Even 0.000 28.10 Ul/All 0.286 11.250 0.00 U1/Even 0.000 25.07 U1/A11 0.254 11.500 0.00 U1/Even 0.000 21.86 U1/A11 0.221 11.750 0.00 U1/Even 0.000 18.46 Ul/A11 0.187 12.000 0.00 U1/Even 0.000 14.88 U1/A11 0.150 12.250 0.00 U1/Even 0.000 11.11 Ul/A11 0.112 spBeam v3.12 0 StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\28-1.slb 12.500 0.00 U1/Even 0.000 12.750 0.00 U1/Even 0.000 13.000 1.29 01/Even 0.013 13.250 5.80 U1/Even 0.058 13.500 10.48 U1/Even 0.106 13.500 10.48 1J1/Even 0.106 13.750 15.35 U1/Even 0.155 14.000 20.40 01/Even 0.206 7.16 U1/A11 0.072 3.02 U1/All 0.030 0.00 U1/All 0.000 0.00 U1/All 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 11-05-2012, 10:31:04 AM Page 8 .Si /41 _.3--r q spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\26-1.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-1 _ngineer: Arbab Engineering, Inc. spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.sib Project: RODRIGUEZ RESIDENCE Frame: 2B-1 -ngineer: Arbab Engineering, Inc. 480 Ib/ft 480Ib/ft CASE/PATTERN: Live/All 16 tD1b7ft 1610157ft CASE: Dead 200 Ib/ft 200 Ib/ft CASE: SELF s,/7 5',.zz1 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE \CALCULATIONS\26-1.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-1 ngineer: Arbab Engineering, Inc. .Zo Shear Diagram - kip Moment Diagram - k-ft 25.0 -0.2 -25.0 -60.0 60.0 LEGEND: Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-1 gineer: Arbab Engineering, Inc. Moment Capacity - k-ft -60.0 60.0 02/ LEGEND: — - Envelope Curve Capacity Curve - - Support Centerline Face of Support s,2 f pBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC ile: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb roject: RODRIGUEZ RESIDENCE rame: 2B-1 ngineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 40.0 -40.0 LEGEND: Envelope Curve — Capacity Curve — - Support Centerline Face of Support Critical Section czel spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-1 Engineer: Arbab Engineering, Inc. Instantaneous Deflection - in -0.051 0.051 5-,23' Si LJ LEGEND: -- Dead Load -- Live Load -- Total Deflection pBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-1 ngineer: Arbab Engineering, Inc. Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-1.slb Project: RODRIGUEZ RESIDENCE Frame: 28-1 —ngineer: Arbab Engineering, Inc. spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb 11-05-2012, 10:39:29 AM 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 0 00 00 00 00 00 0 00 00 00 00 00 0000o 00 0000000 00000 0000o 0 00 00 00 (TM) sa31s;a.1/ spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb 11-05-2012, 10:39:29 AM Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span'Loc L1 t wL wR Hmin 1 Int 0.100 0.00 0.333 0.333 0.00 LC 2 Int 7.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams b h Span Hmin 1 0.00 0.00 0.00 8.00 18.00 0.15 2 0.00 0.00 0.00 8.00 18.00 5.25 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 12.00 8.00 9.000 12.00 8.00 10.000 100 2 12.00 8.00 9.000 12.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1. 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (1b/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 150.00 0.000 150.00 0.100 2 150.00 0.000 150.00 7.000 Dead 1 1030.00 0.000 1030.00 0.100 2 1030.00 0.000 1030.00 7.000 Live 1 120.00 0.000 120.00 0.100 2 120.00 0.000 120.00 7.000 Live/Odd 1 120.00 0.000 120.00 0.100 Live/Even 2 120.00 0.000 120.00 7.000 Live/S1 1 120.00 0.000 120.00 0.100 2 120.00 0.000 120.00 7.000 Live/S2 2 120.00 0.000 120.00 7.000 Reinforcement Criteria Slabs and Ribs 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 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 Layer dist. 1.00 in 1.00 i❑ No. of legs Side cover 2 6 1st Stirrup 1.50 in 3. There is NOT more than 12 in of concrete below top bars00 in 11-05-2012, 10:39:29 AM Page 3 s .2 2� [2] DESIGN RESULTS Top Reinforcement Middle 0.67 0.00 0.000 0.181 2.339 2.576 0.000 2-#5 Right 0.67 0.00 0.000 0.181 2.339 2.576 0.000 2-#5 2 Left 0.67 0.46 0.500 0.181 2.339 2.576 0.006 2-#5 Middle 0.67 0.00 3.500 0.000 2.339 0.000 0.000 Right 0.67 0.45 6.500 0.181 2.339 2.576 0.006 2-#5 NOTES: *3 - Design governed by minimum reinforcement. 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 0.00 0.000 0.181 2.339 2.576 0.000 2-#5 Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 2-#5 0.10 2 1-#5 2.10 1-#5 1.85 --- 1-#5 2.10 1-#5 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 0.00 0.000 0.000 2.339 0.000 0.000 2 0.67 6.78 3.500 0.181 2.339 2.576 0.094 2-#5 *3 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 1 2 2-#5 0.00 7.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x ASTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -43.26 0.050 0.62 0.00 -43.26 0.100 0.62 0.00 -43.26 2 0.000 0.62 0.62 -43.26 0.500 0.62 0.62 -43.26 0.849 0.62 0.62 -43.26 1.099 0.54 0.62 -38.06 1.849 0.08 0.62 -5.62 2.099 0.00 0.62 0.00 2.600 0.00 0.62 0.00 3.500 0.00 0.62 0.00 4.400 0.00 0.62 0.00 4.901 0.00 0.62 0.00 5.151 0.08 0.62 -5.62 5.901 0.54 0.62 -38.06 6.151 0.62 0.62 -43.26 6.500 0.62 0.62 -43.26 7.000 0.62 0.62 -43.26 0.00 0.00 0.00 43.26 43.26 43.26 43.26 43.26 43.26 43.26 43.26 43.26 43.26 43.26 43.26 43.26 43.26 43.26 1.85 *3 *3 *3 *3 *3 1 Longitudinal Beam Shear Reinforcement Required spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb 11-05-2012, 10:39:29 AM Page 4 Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 16.19 12.29 0.000 0.000 2 16.19 12.29 1.849 3.500 3.500 5.151 Longitudinal Beam Shear Reinforcement Details 0.00 0.000 0.0000 2.66 1.849 0.0000 2.65 5.151 0.0000 Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) #5 --- None --- #5 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 16.19 12.29 0.000 0.100 2 16.19 12.29 0.000 7.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 6.14 0.16 0.100 6.14 5.63 0.000 Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr Mmax Dead Load Level Ie Dead+Live Mmax Ie 1 3888 2 3888 3888 Right 3888 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 -0.000 -0.000 2 0.003 0.000 0.003 Maximum Long-term Deflections 3888 3888 3888 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 866 866 866 Dtotal 1 -0.000 2.000 -0.000 -0.000 -0.000 2 0.003 2.000 0.005 0.006 0.006 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 8.4 lb <=> 14.6 lb <=> 0.0 lb <=> 23.0 lb <=> 7.1 ft^3 <=> 1.19 lb/ft <=> 2.06 lb/ft <=> 0.00 lb/ft <=> 3.25 lb/ft <=> 1.00 ft^3/ft <=> -0.000 0.008 1.784 lb/ft^2 3.085 lb/ft^2 0.000 lb/ft^2 4.869 lb/ft^2 1.500 ft^3/ft^2 17.08 17.08 17.08 -0.01 -2.25 4.98 3888 3888 3888 -0.01 -2.48 5.48 3888 3888 3888 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] • Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF 0.54 0.00 Dead 3.71 0.00 -0.14 -0.15 -0.93 -1.03 0.00 0.00 0.07 0.08 0.46 0.52 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.sib Live/A11 0.43 0.00 -0.11 -0.12 Live/Odd 0.01 0.00 0.00 0.00 Live/Even 0.42 0.00 -0.11 -0.12 Live/S1 0.43 0.00 -0.11 -0.12 Live/S2 0.42 0.00 -0.11 -0.12 U1/A11 U1/Odd U1/Even U1/S1 U1/S2 2 SELF Dead Live/All Live/Odd Live/Even Live/S1 Live/S2 U1/A11 U1/Odd U1/Even U1/S1 U1/S2 5.79 5.12 5.77 5.79 5.77 0.52 3.60 0.42 -0.00 0.42 0.42 0.42 5.63 4.96 5.63 5.63 5.63 Sum SELF 1.06 Dead 7.31 Live/All 0.85 Live/Odd 0.01 Live/Even 0.84 Live/S1 0.85 Live/S2 0.84 U1/A11 U1/Odd U1/Even U1/S1 Ul/S2 11.42 10.07 11.40 11.42 11.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.45 -1.28 -1.45 -1.45 -1.45 0.14 0.93 0.11 -0.00 0.11 0.11 0.11 1.45 1.28 1.45 1.45 1.45 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.15 1.03 0.12 -0.00 0.12 0.12 0.12 1.61 1.42 1.61 1.61 1.61 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 11-05-2012, 10:39:29 AM 5 . .5--; 0.00 0 05 2_ 0 06 0.00 -0.00 -0.00 0.00 0.05 0.06 0.00 0.05 0.06 0.00 0.05 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.73 0.64 0.73 0.73 0.73 - 0.07 - 0.46 -0.05 0.00 -0.05 -0.05 - 0.05 - 0.73 - 0.64 - 0.73 -0.73 - 0.73 - 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.81 0.71 0.81 0.81 0.81 - 0.08 - 0.52 -0.06 0.00 - 0.06 -0.06 -0.06 -0.81 - 0.71 -0.81 -0.81 - 0.81 -0.00 - 0.00 -0.00 -0.00 0.00 - 0.00 0.00 - 0.00 -0.00 -0.00 -0.00 - 0.00 [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k=ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.. 100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.500 6.750 7.000 0.00 U1 - 0.00 U1 -0.01 U1 -3.07 U1 -1.71 U1 - 0.46 U1 -0.46 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 Ul 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 - 0.45 U1 -0.45 U1 - 1.71 U1 - 3.06 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.70 U1 1.75 U1 2.71 U1 3.56 U1 4.32 U1 4.97 U1 5.52 U1 5.98 U1 6.33 U1 6.58 U1 6.73 U1 6.78 U1 6.73 U1 6.58 Ul 6.33 U1 5.98 U1 5.53 U1 4.97 U1 4.32 U1 3.57 U1 2.71 U1 1.76 U1 0.70 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 - 0.08 U1 - 0.16 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 -0.40 U1 -0.80 U1 -1.21 U1 -1.61 U1 -2.01 Ul -2.41 U1 - 2.81 U1 -3.22 Ul -3.62 U1 -4.02 Ul -4.42 U1 -4.82 U1 - 4.82 U1 - 5.23 U1 - 5.63 U1 0.00 U1 0.00 U1 0.00 U1 5.63 U1 5.23 U1 4.82 U1 4.82 U1 4.42 U1 4.02 U1 3.62 U1 3.22 U1 2.81 U1 2.41 Ul 2.01 U1 1.61 U1 1.21 U1 0.80 Ul 0.40 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb 11-05-2012, 10:39:29 AM [7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.500 6.750 7.000 -0.000 -0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.000 -0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 ,3 or [8] REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 0.00 U1/A11 0.000 0.00 U1/Odd 0.000 0.01 Ul/Odd 0.000 3.07 1.71 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U1/A11 0.042 U1/A11 0.024 U1/A11 0.006 U1/All 0.006 U1/A11 0.000 U1/A11 0.000 Ul/A11 0.000 Ul/All 0.000 U1/A11 0.000 Ul/A11 0.000 Ul/A11 0.000 U1/A11 0.000 U1/A11 0.000 U1/A11 0.000 U1/A11 0.000 U1/A11 0.000 Ul/Even 0.000 U1/Even 0.000 U1/Even 0.000 U1/Even 0.000 U1/Even 0.000 U1/Even 0.000 U1/Even 0.000 U1/Even 0.000 Ul/Even 0.000 U1/Even 0.000 0.00 U1/A11 0.000 0.00 U1/All 0.000 0.00 U1/A11 0.000 0.00 0.00 0.00 0.00 0.70 1.75 2.71 3.56 4.32 4.97 5.52 5.98 6.33 6.58 6.73 6.78 6.73 6.58 6.33 5.98 5.53 4.97 4.32 3.57 2.71 1.76 U1/A11 Ul/All U1/All U1/A11 U1/All U1/All U1/A11 U1/A11 U1/All U1/A11 U1/A11 U1/A11 U1/A11 U1/A11 U1/A11 U1/All Ul/A11 U1/All U1/All U1/A11 U1/All U1/A11 U1/A11 U1/A11 U1/A11 U1/A11 0.000 0.000 0.000 0.000 0.010 0.024 0.037 0.049 0.060 0.069 0.076 0.083 0.087 0.091 0.093 0.094 0.093 0.091 0.087 0.083 0.076 0.069 0.060 0.049 0.037 0.024 C' 4v oyneam VJ.IG U structurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\213-2.slb 11-05-2012, 10:39:29 6.250 0.00 U1/EvenPag, 6.500 0.000 0.0 Ul/Alll 0.000 !J"�/ 7 t' 0.45 Ul/Even 0.006 0.007U1/All J L 6.500 0.45 U1/Even 0.006 0.000 / 6.750 1.71 Ul/Even 0.00 Ui/All 0.000 7.000 0.023 0.00 U1/All 0.000 3.06 U1/Even 0.042 0.00 U1/A11 0.000 Y W .5--32- spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 Engineer: Arbab Engineering, Inc. spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 Engineer: Arbab Engineering, Inc. 1201b/ft 1201b/ft CASE/PATTERN: Live/All 1030 Ib7ft-1030-15/tt CASE: Dead 150 I�/�15 0 l b/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C: Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONSI2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 Engineer: Arbab Engineering, Inc. 5'-35W Jh 2Z/ Shear Diagram - kip Moment Diagram - k-ft -7.0 -0. 7.0 L .07 -3. i 61 6.78 LEGEND: -- Envelope pBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 ngineer: Arbab Engineering, Inc. Moment Capacity - k-ft -45.0 45.0 5 36.S's,aa/ LEGEND: Envelope Curve Capacity Curve — - Support Centerline Face of Support pBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 Engineer: Arbab Engineering, Inc. Beam Shear Capacity - kip -7.0 LEGEND: Envelope Curve Capacity Curve - - Support Centerline Face of Support - Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 =ngineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 7.0 2.66 -2.65 -7.0 s LEGEND: — Envelope Curve Capacity Curve — - Support Centerline Face of Support — - Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 -ngineer: Arbab Engineering, Inc. O V: 03 I N Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\2B-2.slb Project: RODRIGUEZ RESIDENCE Frame: 2B-2 ngineer: Arbab Engineering, Inc. spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb 11-05-2012, 10:49:23 AM Page 1 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 4#9. 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb 11-05-2012, 10:49:23 AM Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 2 Int 0.100 0.00 14.000 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp 0.667 0.667 0.667 0.00 LC 0.667 0.00 Beams b h Span Hmin 1 0.00 0.00 0.00 16.00 16.00 0.15 2 0.00 0.00 0.00 16.00 16.00 10.50 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 16.00 16.00 10.000 100 2 0.00 0.00 0.000 16.00 16.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 266.67 0.000 266.67 0.100 2 266.67 0.000 266.67 14.000 Dead 1 336.00 0.000 336.00 0.100 2 336.00 0.000 336.00 14.000 Live 1 240.00 0.000 240.00 0.100 2 240.00 0.000 240.00 14.000 Live/Odd 1 240.00 0.000 240.00 0.100 Live/Even 2 240.00 0.000 240.00 14.000 Live/S1 1 240.00 0.000 240.00 0.100 2 240.00 0.000 240.00 14.000 Live/S2 2 240.00 0.000 240.00 14.000 Reinforcement Criteria Slabs and Ribs 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 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [2] DESIGN RESULTS 11-05-2012, 10:49:23 AM Page 3 y.2 as Top Reinforcement 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 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-#5 Middle 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-#5 Right 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-#5 2 Left 1.33 8.41 0.667 0.318 4.100 10.576 0.132 2-4(5 Middle 1.33 0.00 7.000 0.000 4.100 0.000 0.000 --- Right 1.33 8.40 13.333 0.318 4.100 10.576 0.132 2-4(5 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-#5 0.10 2 2-#5 3.34 2-#5 3.34 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 1.33 0.00 0.000 0.000 4.100 0.000 0.000 2 1.33 13.79 7.124 0.318 4.100 10.576 0.218 2-4(5 *3 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 1 2 2-#5 0.00 14.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -38.63 0.00 0.050 0.62 0.00 -38.63 0.00 0.100 0.62 0.00 -38.63 0.00 2 0.000 0.62 0.62 -38.63 38.63 0.667 0.62 0.62 -38.63 38.63 2.339 0.62 0.62 -38.63 38.63 3.339 0.00 0.62 0.00 38.63 5.100 0.00 0.62 0.00 38.63 7.000 0.00 0.62 0.00 38.63 8.900 0.00 0.62 0.00 38.63 10.661 0.00 0.62 0.00 38.63 11.661 0.62 0.62 -38.63 38.63 13.333 0.62 0.62 -38.63 38.63 14.000 0.62 0.62 -38.63 38.63 .,ongitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s *3 *3 *3 *3 *3 1 14.19 21.54 0.000 0.000 0.00 0.000 0.0000 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb 11-05-2012, 10:49:23 AM Page 4 2 14.19 21.54 1.849 3.321 5.70 1.849 0.0000 3.321 4.792 4.07 3.321 0.0000 4.792 6.264 2.44 4.792 0.0000 6.264 7.736 0.81 6.264 0.0000 7.736 9.208 2.44 9.208 0.0000 9.208 10.679 4.07 10.679 0.0000 10.679 12.151 5.70 12.151 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span ,d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 21.54 0.000 0.100 2 14.19 21.54 0.000 14.000 Slab Shear Capacity Units: b; d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 10.77 0.11 0.100 10.77 7.75 0.000 Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Dead s V3 Load Level Dead+Live Mcr Mmax Ie Mmax Ie 1 5461 2 5461 5461 Right 5461 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 -0.000 -0.000 2 0.010 0.004 0.014 Maximum Long-term Deflections 5461 5461 5461 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 723 723 723 Dtotal 1 -0.000 2.000 -0.000 -0.000 -0.000 2 0.010 2.000 0.020 0.024 0.024 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 14.1 lb <=> 29.2 lb <=> 0.0 lb <=> 43.3 lb <=> 25.1 ft^3 <=> 1.00 lb/ft <=> 2.07 lb/ft <=> 0.00 lb/ft <=> 3.07 lb/ft <=> 1.78 ft^3/ft <=> -0.001 0.035 0.752 lb/ft^2 1.553 lb/ft^2 0.000 lb/ft^2 2.306 lb/ft^2 1.333 ft^3/ft^2 26.98 26.98 26.98 -0.00 -7.25 7.51 5461 5461 5461 -0.00 -10.14 10.50 5461 5461 5461 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt, Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Live/A11 1.89 2.39 1.70 0.00 0.00 0.00 -3.21 -4.04 -2.89 0.00 0.00 0.00 0.00 0.00 0.00 1.60 2.02 1.44 0.00 0.00 0.00 t; spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb (.64 ,,,paae 5 ol(� / Live/Odd 0.02 0.00 0.00 0.00 0.00 -0.00 0.0j Live/Even 1.68 0.00 -2.89 0.00 0.00 1.44 0.00 Live/S1 1.70 0.00 -2.89 0.00 0.00 1.44 0.00 Live/S2 1.68 0.00 -2.89 0.00 0.00 1.44 0.00 Ul/All 7.86 0.00 -13.32 0.00 U1/Odd 5.17 0.00 -8.70 0.00 U1/Even 7.82 0.00 -13.32 0.00 01/S1 7.86 0.00 -13.32 0.00 01/S2 7.82 0.00 -13.32 0.00 0.00 0.00 0.00 0.00 0.00 11-05-2012, 10:49:23 AM 6.66 4.35 6.66 6.66 6.66 0.00 0.00 0.00 0.00 0.00 2 SELF 1.87 0.00 3.21 0.00 0.00 -1.60 0.00 Dead 2.35 0.00 4.04 0.00 0.00 -2.02 0.00 Live/A11 1.68 0.00 2.89 0.00 0.00 -1.44 0.00 . Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 1.68 0.00 2.89 0.00 0.00 -1.44 0.00 Live/S1 1.68 0.00 2.89 0.00 0.00 -1.44 0.00 Live/S2 1.68 0.00 2.89 0.00 0.00 -1.44 0.00 01/All 7.75 0.00 13.32 0.00 U1/Odd 5.06 0.00 8.70 0.00 U1/Even 7.75 0.00 13.32 0.00 01/S1 7.75 0.00 13.32 0.00 01/S2 7.75 0.00 13.32 0.00 0.00 0.00 0.00 0.00 0.00 -6.66 -4.35 -6.66 -6.66 -6.66 Sum SELF 3.76 0.00 0.00 0.00 0.00 -0.00 Dead 4.74 0.00 0.00 0.00 0.00 -0.00 Live/All 3.38 0.00 0.00 0.00 0.00 -0.00 Live/Odd 0.02 0.00 0.00 0.00 0.00 -0.00 Live/Even 3.36 0.00 -0.00 0.00 0.00 0.00 Live/Sl 3.38 0.00 0.00 0.00 0.00 -0.00 Live/S2 3.36 0.00 -0.00 0.00 0.00 0.00 U1/A11 15.61 0.00 0.00 0.00 U1/Odd 10.24 0.00 0.00 0.00 Ul/Even 15.57 0.00 0.00 0.00 01/S1 15.61 0.00 0.00 0.00 01/S2 15.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 - 0.00 -0.00 - 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2 0.000 0.222 0.444 0.667 0.667 0.915 1.163 1.412 1.660 1.908 2.157 2.405 2.654 2.902 3.150 3.399 3.647 3.895 4.144 4.392 4.641 4.889 5.137 5.386 5.634 5.882 6.131 6.379 6.627 6.876 7.124 7.373 7.621 7.869 8.118 0.00 U1 - 0.00 Ul -0.01 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -0.06 Ul -0.11 U1 0.00 U1 0.00 U1 0.00 U1 -13.33 01 0.00 01 0.00 01 7.75 01 -11.63 01 0.00 01 0.00 01 7.50 01 -9.99 01 0.00 01 0.00 01 7.26 01 -8.41 01 0.00 01 0.00 01 7.01 01 -8.41 01 0.00 01 0.00 01 7.01 01 -6.70 U1 0.00 Ul 0.00 U1 6.74 U1 - 5.06 01 0.00 Ul 0.00 01 6.46 01 - 3.49 01 0.00 01 0.00 01 6.19 01 -1.99 01 0.00 01 0.00 01 5.91 01 -0.55 U1 0.00 U1 0.00 Ul 5.64 U1 0.00 01 0.81 01 0.00 01 5.36 01 0.00 01 2.11 01 0.00 01 5.09 01 0.00 U1 3.34 01 0.00 01 4.81 01 0.00 U1 4.50 Ul 0.00 Ul 4.54 Ul 0.00 U1 5.60 U1 0.00 Ul 4.26 U1 0.00 01 6.62 01 0.00 01 3.99 01 0.00 U1 7.58 U1 0.00 U1 3.71 Ul 0.00 01 8.46 01 0.00 01 3.44 01 0.00 01 9.28 01 0.00 01 3.16 01 0.00 01 10.04 01 0.00 01 2.89 01 0.00 01 10.72 01 0.00 01 2.61 01 0.00 01 11.33 01 0.00 01 2.34 01 0.00 01 11.88 01 0.00 01 2.06 01 0.00 U1 12.36 01 0.00 01 1.79 01 0.00 01 12.77 01 0.00 01 1.51 Ul 0.00 U1 13.11 01 0.00 01 1.24 01 0.00 01 13.38 01 0.00 01 0.96 Ul 0.00 01 13.59 01 0.00 U1 0.69 01 0.00 01 13.72 01 0.00 01 0.41 01 0.00 01 13.79 01 0.00 01 0.14 01 0.00 01 13.79 01 -0.14 01 0.00 01 0.00 01 13.72 01 -0.41 01 0.00 01 0.00 Ul 13.59 Ul -0.69 U1 0.00 U1 0.00 U1 13.38 U1 -0.96 U1 0.00 Ul 0.00 01 13.11 01 -1.24 01 0.00 01 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb 11-05-2012, 10:49:23 AM Page 6 8.366 8.614 8.863 9.111 9.359 9.608 9.856 10.105 10.353 10.601 10.850 11.098 11.346 11.595 11.843 12.092 12.340 12.588 12.837 13.085 13.333 13.333 13.556 13.778 14.000 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -0.55 U1 -1.98 U1 -3.49 U1 -5.06 U1 -6.70 U1 -8.40 U1 -8.40 U1 -9.99 U1 - 11.63 U1 - 13.32 Ul 12.77 U1 12.36 U1 11.88 U1 11.33 U1 10.72 U1 10.04 Ul 9.28 U1 8.47 U1 7.58 U1 6.62 U1 5.60 Ul 4.50 Ul 3.34 U1 2.11 U1 0.82 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 _0.00 U1 0.00 U1 - 1.51 Ul - 1.79 U1 -2.06 U1 -2.34 U1 -2.61 U1 - 2.89 U1 - 3.16 Ul -3.44 U1 - 3.71 U1 -3.99 U1 -4.26 Ul - 4.54 Ul - 4.81 U1 - 5.09 U1 - 5.36 U1 -5.64 U1 - 5.91 U1 - 6.19 U1 -6.46 U1 - 6.74 U1 -7.01 U1 -7.01 U1 -7.26 U1 -7.50 U1 - 7.75 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 [7) SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 0.050 0.100 2 0.000 0.222 0.444 0.667 0.667 0.915 1.163 1.412 1.660 1.908 2.157 2.405 2.654 2.902 3.150 3.399 3.647 3.895 4.144 4.392 4.641 4.889 5.137 5.386 5.634 5.882 6.131 6.379 6.627 6.876 7.124 7.373 7.621 7.869 8.118 8.366 8.614 8.863 9.111 9.359 9.608 9.856 10.105 10.353 10.601 10.850 -0.000 -0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.004 0.005 0.005 0.006 0.006 0.007 0.007 0.007 0.008 0.008 0.009 0.009 0.009 0.009 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.009 0.009 0.009 0.009 0.008 0.008 0.007 0.007 0.007 0.006 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.003 0.003 0.003 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.003 0.002 -0.000 -0.000 0.000 0.000 0.000 0.001 0.002 0.002 0.002 0.003 0.004 0.004 0.005 0.006 0.006 0.007 0.008 0.008 0.009 0.010 0.010 0.011 0.011 0.012 0.012 0.013 0.013 0.013 0.014 0.014 0.014 0.014 0.014 0.014 0.014 0.014 0.014 0.014 0.013 0.013 0.013 0.012 0.012 0.011 0.011 0.010 0.010 0.009 0.008 11-05-2012, 10:49:23 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb 11.098 11.346 11.595 11.843 12.092 12.340 12.588 12.837 13.085 13.333 13.333 13.556 13.778 14.000 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.001 0.000 0.000 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.008 0.007 0.006 0.006 0.005 0.004 0.004 0.003 0.002 0.002 0.002 0.001 0.000 0.000 Page 7 s1�6 f 0a [8] REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.050 0.00 U1/Odd 0.000 0.00 U1/A11 0.000 0.100 0.01 U1/Odd 0.000 0.00 U1/All 0.000 2 0.000 13.33 Ul/A11 0.210 0.00 U1/A11 0.000 0.222 11.63 01/All 0.184 0.00 01/All 0.000 01444 9.99 U1/A11 0.157 0.00 U1/A11 0.000 0.667 8.41 U1/A11 0.132 0.00 U1/A11 0.000 0.667 8.41 U1/A11 0.132 0.00 U1/A11 0.000 0.915 6.70 U1/A11 0.105 0.00 U1/A11 0.000 1.163 5.06 U1/All 0.079 0.00 U1/All 0.000 1.412 3.49 U1/A11 0.055 0.00 Ul/A11 0.000 1.660 1.99 U1/A11 0.031 0.00 01/All 0.000 1.908 0.55 01/All 0.009 0.00 U1/A11 0.000 2.157 0.00 Ul/A11 0.000 0.81 U1/A11 0.013 2.405 0.00 U1/All 0.000 2.11 U1/All 0.033 2.654 0.00 U1/All 0.000 3.34 U1/All 0.052 2.902 0.00 U1/All 0.000 4.50 U1/All 0.071 3.150 0.00 U1/All. 0.000 5.60 U1/All 0.088 3.399 0.00 U1/A11 0.000 6.62 U1/A11 0.104 3.647 0.00 U1/A11 0.000 7.58 01/All 0.119 3.895 0.00 U1/A11 0.000 8.46 Ul/All 0.133 4.144 0.00 Ul/All 0.000 9.28 U1/A11 0.146 4.392 0.00 U1/All 0.000 10.04 Ul/A11 0.158 4.641 0.00 01/All 0.000 10.72 U1/A11 0.169 4.889 0.00 Ul/All 0.000 11.33 U1/All 0.179 5.137 0.00 Ul/A11 0.000 11.88 U1/All 0.187 5.386 0.00 U1/A11 0.000 12.36 U1/A11 0.195 5.634 0.00 U1/A11 0.000 12.77 U1/A11 0.202 5.882 0.00 Ul/All 0.000 13.11 U1/All 0.207 6.131 0.00 U1/A11 0.000 13.38 U1/All 0.211 6.379 0.00 Ul/All 0.000 13.59 U1/A11 0.215 6.627 0.00 01/All 0.000 13.72 Ul/A11 0.217 6.876 0.00 U1/A11 0.000 13.79 U1/A11 0.218 7.124 0.00 U1/Even 0.000 13.79 U1/A11 0.218 7.373 0.00 U1/Even 0.000 13.72 U1/All 0.217 7.621 0.00 U1/Even 0.000 13.59 U1/A11 0.215 7.869 0.00 U1/Even 0.000 13.38 U1/A11 0.211 8.118 0.00 U1/Even 0.000 13.11 Ul/All 0.207 8.366 0.00 U1/Even 0.000 12.77 U1/A11 0.202 8.614 0.00 U1/Even 0.000 12.36 U1/All 0.195 8.863 0.00 Ul/Even 0.000 11.88 U1/All 0.187 9.111 0.00 U1/Even 0.000 11.33 U1/A11 0.179 9.359 0.00 U1/Even 0.000 10.72 U1/A11 0.169 9.608 0.00 01/Even 0.000 10.04 U1/A11 0.158 9.856 0.00 U1/Even 0.000 9.28 U1/A11 0.146 10.105 0.00 U1/Even 0.000 8.47 U1/A11 0.133 10.353 0.00 U1/Even 0.000 7.58 U1/A11 0.119 10.601 0.00 U1/Even 0.000 6.62 Ul/All 0.104 10.850 0.00 U1/Even 0.000 5.60 U1/A11 0.088 11.098 0.00 U1/Even 0.000 4.50 U1/A11 0.071 11.346 0.00 U1/Even 0.000 3.34 U1/A11 0.052 11.595 0.00 U1/Even 0.000 2.11 U1/A11 0.033 11.843 0.00 U1/Even 0.000 0.82 U1/All 0.013 12.092 0.55 U1/Even 0.009 0.00 U1/All 0.000 12.340 1.98 U1/Even 0.031 0.00 Ul/A11 0.000 12.588 3.49 U1/Even 0.055 0.00 U1/A11 0.000 12.837 5.06 U1/Even 0.079 0.00 U1/A11 0.000 11-05-2012, 10:49:23 AM spBeam v3.12 © StructurePoint • Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb 13.085 13.333 13.333 13.556 13.778 14.000 6.70 U1/Even 0.105 8.40 U1/Even 0.132 8.40 U1/Even 0.132 9.99 U1/Even 0.157 11.63 U1/Even 0.183 13.32 U1/Even 0.210 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 Ul/A11 0.000 Page 8 . i � 2 2/ LE WS,02D2/ spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 ngineer: Arbab Engineering, Inc. X pBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 ngineer: Arbab Engineering, Inc. ,S-.31‘7 240 Ib/ft 336 lb/tt 240 Ib/ft CASE/PATTERN: Live/All 336 Ib/ft CASE: Dead 266.667 lb/ft 266.667 Ib/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 gineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft 8.0 7.75 -0. -8.0 -7.7 -14.0 _13.33 -0. 14.0 -13.5 13.79 S. 7 LEGEND: Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 ngineer: Arbab Engineering, Inc. Moment Capacity - k-ft -40.0 40.0 ssz� 1;Z1/ LEGEND: — Envelope Curve -- Capacity Curve — - Support Centerline --- Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 ngineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 12.0 1.5.70 -5.70\ -12.0 LEGEND: ---- Envelope Curve — Capacity Curve -- - Support Centerline Face of Support Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 gineer: Arbab Engineering, Inc. c 0 Cl 0 c c m cc -0.014 0.014 LEGEND: Dead Load - Live Load -- Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 igineer: Arbab Engineering, Inc. 0 10 NI 11 2-#5(40.1) Flexural and Transverse Reinforcement pBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:'Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-1 ngineer: Arbab Engineering, Inc. 5' fV L 11-05-2012, 11:02:34 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) Page 1 S/56. ff/024"2/ spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information Filename: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 3 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 11-05-2012, 11:02:34 AM Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 2 Int 3 Int 0.100 11.000 11.000 0.00 0.00 0.00 Ribs and Longitudinal Beams 0.667 0.667 0.667 0.667 0.667 0.667 Units: b, h, Sp (in) Ribs Beams Span b h Sp b 0.00 LC 0.00 0.00 h Span Hmin 1. 0.00 0.00 0.00 16.00 16.00 0.15 2 0.00 0.00 0.00 16.00 16.00 7.14 3 0.00 0.00 0.00 16.00 16.00 7.14 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 16.00 16.00 10.000 100 2 0.00 0.00 0.000 16.00 16.00 10.000 100 3 0.00 0.00 0.000 16.00 16.00 10.000 100 Boundary Conditions Units: Kz (kip/in);.Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed 3 0 0 Fixed Fixed oad Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft),La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 266.67 0.000 266.67 0.100 2 266.67 0.000 266.67 11.000 3 266.67 0.000 266.67 11.000 Dead 1 670.00 0.000 670.00 0.100 2 670.00 0.000 670.00 11.000 3 670.00 0.000 670.00 11.000 Live 1 480.00 0.000 460.00 0.100 2 480.00 0.000 480.00 11.000 3 480.00 0.000 480.00 11.000 Live/Odd 1 480.00 0.000 460.00 0.100 3 480.00 0.000 480.00 11.000 Live/Even 2 480.00 0.000 480.00 11.000 Live/S1 1 480.00 0.000 460.00 0.100 2 480.00 0.000 480.00 11.000 Live/S2 2 480.00 0.000 480.00 11.000 3 480.00 0.000 480.00 11.000 Live/S3 3 480.00 0.000 480.00 11.000 Reinforcement Criteria Slabs and Ribs 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. spBeam v3.12 ©,StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 11-05-2012, 11:02:34 AM Beams Top bars Bottom bars Stirrups Min Max Min Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. s%s1 Page 3 [2] DESIGN RESULTS Top Reinforcement 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 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-45 -Middle 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-45 Right 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-45 2 Left 1.33 4.95 0.667 0.318 4.100 10.576 0.078 2-45 Middle 1.33 0.00 5.500 0.000 4.100 0.000 0.000 --- Right 1.33 16.28 10.333 0.342 4.100 10.576 0.258 2-45 3 Left 1.33 16.28 0.667 0.343 4.100 10.576 0.258 2-45 Middle 1.33 0.00 5.500 0.000 4.100 0.000 0.000 --- Right 1.33 4.95 10.333 0.318 4.100 10.576 0.078 2-45 NOTES: *3 - Design governed by minimum reinforcement. op Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 2 2-#5 2.59 2-#5 0.10 2-#5 4.33 3 2-#5 4.33 2-#5 2.59 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 1.33 0.00 0.000 0.000 4.100 0.000 0.000 21.33 13.05 5.128 0.318 4.100 10.576 0.206 2-#5 *3 3 1.33 13.05 5.872 0.318 4.100 10.576 0.206 2-45 *3 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 1 2 2-#5 0.00 11.00 3 2-#5 0.00 11.00 exural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ *3 *3 *3 *3 *3 *3 *3 1 0.000 0.62 0.00 -38.63 0.00 0.050 0.62 0.00 -38.63 0.00 0.100 0.62 0.00 -38.63 0.00 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 11-05-2012, 11:02:34 AM Page 4 2 0.000 0.62 0.62 -38.63 38.63 0.667 0.62 0.62 -38.63 38.63 1.593 0.62 0.62 -38.63 38.63 2.593 0.00 0.62 0.00 38.63 4.050 0.00 0.62 0.00 38.63 5.500 0.00 0.62 0.00 38.63 6.672 0.00 0.62 0.00 38.63 6.950 0.17 0.62 -10.91 38.63 7.672 0.62 0.62 -38.63 38.63 10.333 0.62 0.62 -38.63 38.63 11.000 0.62 0.62 -38.63 38.63 3 0.000 0.62 0.62 -38.63 38.63 0.667 0.62 0.62 -38.63 38.63 3.328 0.62 0.62 -38.63 38.63 4.050 0.17 0.62 -10.91 38.63 4.328 0.00 0.62 0.00 38.63 5.500 0.00 0.62 0.00 38.63 6.950 0.00 0.62 0.00 38.63 8.407 0.00 0.62 0.00 38.63 9.407 0.62 0.62 -38.63 38.63 10.333 0.62 0.62 -38.63 38.63 11.000 0.62 0.62 -38.63 38.63 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 14.19 21.54 0.000 0.000 0.00 0.000 0.0000 2 14.19 21.54 1.849 3.309 6.02 1.849 0.0000 3.309 4.770 3.25 3.309 0.0000 4.770 6.230 2.62 6.230 0.0000 6.230 7.691 5.38 7.691 0.0000 7.691 9.151 8.15 9.151 0.0000 14.19 21.54 1.849 3.309 8.15 1.849 0.0000 3.309 4.770 5.38 3.309 0.0000 4.770 6.230 2.62 4.770 0.0000 6.230 7.691 3.25 7.691 0.0000 7.691 9.151 6.02 9.151 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None 2 #5 --- None 3 #5 --- None Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Avis Sp PhiVn Vu Xu 1 14.19 21.54 0.000 0.100 10.77 0.19 0.100 2 14.19 21.54 0.000 11.000 10.77 11.64 11.000 3 14.19 21.54 0.000 11.000 10.77 11.64 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 --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr 5--,1/45'r_5"-, 42/ Load Level Dead Dead+Live Mcr Mmax Ie Mmax Ie 1 5461 5461 Right 5461 723 26.98 -0.00 5461 2 5461 5461 Left 5461 723 26.98 -4.95 5461 Middle 5461 723 26.98 6.05 5461 Right 5461 723 26.98 -11.69 5461 -0.01 -7.49 9.14 -17.68 5461 5461 5461 5461 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 11-05-2012, 11:02:34 AM Page 5 3 5461 5461 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 2 0.004 3 0.004 -0.000 0.002 0.002 -0.000 0.007 0.007 Maximum Long-term Deflections 5461 723 26.98 -11.69 5461 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 723 Dtotal 1 -0.000 2.000 2 0.004 2.000 3 0.004 2.000 Material Takeoff -0.000 0.009 0.009 -0.000 0.011 0.011 -0.000 0.011 0.011 Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 29.1 lb 45.9 lb 0.0 lb 75.0 lb 39.3 ft^3 <=> 1.32 lb/ft 2.08 lb/ft 0.00 lb/ft 3.39 lb/ft 1.78 ft^3/ft -0.000 0.015 0.015 0.987 lb/ft^2 1.557 lb/ft^2 0.000 ib/ft^2 2.544 lb/ft^2 1.333 ft^3/ft^2 26.98 6.05 5461 -17.69 5461 9.15 5461 5461 5`• �o J1 01011 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Live/All Live/Odd Live/Even Live/S1 Live/S2 Live/S3 U1/A11 ' U1/Odd U1/Even U1/S1 Ul/S2 U1/S3 2 SELF Dead Live/All Live/Odd Live/Even Live/S1 Live/S2 Live/S3 U1/A11 Ul/Odd Ul/Even U1/s1 U1/S2 U1/S3 3 SELF Dead Live/A11 Live/Odd • Live/Even Live/S1 Live/S2 Live/S3 1.32 3.31 2.37 -0.17 2.54 2.59 2.33 -0.22 9.36 5.29 9.63 9.70 9.28 5.21 3.28 8.25 5.91 2.95 2.95 2.95 5.91 2.95 23.29 18.56 18.56 18.56 23.29 18.56 1.29 3.25 2.33 2.54 - 0.22 - 0.22 2.33 2.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.41 - 3.54 - 2.53 0.55 - 3.08 -3.08 -2.54 0.55 - 9.99 -5.05 -10.87 -10.87 - 9.99 - 5.06 -0.00 - 0.00 - 0.00 - 2.30 2.30 2.30 -0.00 -2.30 - 0.00 - 3.69 3.68 3.68 -0.00 - 3.69 1.41 3.54 2.54 3.08 - 0.55 - 0.55 2.54 3.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 1.77 1.27 -0.27 1.54 1.54 1.27 -0.27 4.99 2.53 5.43 5.43 5.00 2.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.15 0.00 -1.15 0.00 -1.15 0.00 0.00 0.00 1.15 0.00 0.00 0.00 1.84 0.00 -1.84 0.00 -1.84 0.00 0.00 0.00 1.84 0.00 -0.70 0.00 -1.77 0.00 -1.27 0.00 -1.54 0.00 0.27 0.00 0.27 0.00 -1.27 0.00 -1.54 0.00 U1/All U1/Odd 9.17 9.52 0.00 0.00 9.99 0.00 10.87 0.00 0.00 0.00 -5.00 0.00 -5.44 0.00 11-05-2012, 11:02:34 AM spBeamv3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb U1/Even U1/S1 U1/S2 U1/S3 5.10 5.10 9.17 9.52 0.00 5.06 0.00 5.06 0.00 9.99 0.00 10.87 0.00 0.00 0.00 0.00 5-4/(7 ✓ /Jiaga/ 0.00 -2.53 0.00 -` ' 0.00 -2.53 0.00 0.00 -5.00 0.00 0.00 -5.44 0.00 Sum SELF 5.89 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 14.81 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 10.61 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 5.33 0.00 1.33 0.00 0.00 -0.66 0.00 Live/Even 5.28 0.00 -1.33 0.00 0.00 0.66 0.00 Live/S1 5.33 0.00 -1.33 0.00 0.00 0.66 0.00 Live/S2 10.56 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S3 5.28 0.00 1.33 0.00 0.00 -0.66 0.00 U1/All U1/Odd Ul/Even U1/S1 Ul/S2 U1/S3 41.81 33.36 33.29 33.36 41.74 33.29 0.00 0.00 0.00 2.13 0.00 -2.12 0.00 -2.12 0.00 0.00 0.00 2.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -1.07 1.06 1.06 -0.00 -1.06 0.00 0.00 0.00 0.00 0.00 0.00 [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb v+ (kip) Comb 1 0.000 0.050 0.100 0.00 U1 -0.00 U1 -0.01 U1 2 0.000 -10.87 U1 0.222 -8.81 U1 0.444 -6.83 U1 0.667 -4.95 U1 0.667 -4.95 U1 0.915 -2.96 U1 1.162 -1.09 U1 1.410 0.00 U1 1.658 0.00 U1 1.906 0.00 Ul 2.154 0.00 U1 2.402 0.00 Ul 2.650 0.00 U1 2.897 0.00 U1 3.145 0.00 U1 3.393 0.00 U1 3.641 0.00 U1 3.889 0.00 U1 4.137 0.00 U1 4.385 0.00 U1 4.632 0.00 U1 4.880 0.00 U1 5.128 0.00 U1 5.376 0.00 U1 5.624 0.00 U1 5.872 0.00 U1 6.120 0.00 U1 6.368 0.00 U1 6.615 0.00 U1 6.863 0.00 U1 7.111 0.00 U1 7.359 0.00 U1 7.607 0.00 U1 7.855 0.00 U1 8.103 -0.65 U1 8.350 -1.68 U1 8.598 -2.77 U1 8.846 -3.94 U1 9.094 -5.18 U1 9.342 -6.91 U1 9.590 -9.08 U1 9.838 -11.36 U1 10.085 -13.76 U1 10.333 -16.28 U1 10.333 -16.28 U1 10.556 -18.63 U1 10.778 -21.08 Ul 11.000 -23.62 U1 0.00 01 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.11 U1 1.05 U1 2.60 U1 4.04 U1 5.36 U1 6.57 U1 7.70 U1 8.76 U1 9.70 U1 10.52 U1 11.23 U1 11.83 U1 12.30 U1 12.66 U1 12.91 U1 13.03 U1 13.05 U1 12.94 U1 12.72 U1 12.38 U1 11.93 U1 11.36 U1 10.68 U1 9.87 U1 8.96 U1 7.92 U1 6.77 U1 5.50 U1 4.12 Ul 2.62 U1 1.01 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -0.09 U1 -0.19 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -0.11 U1 -0.39 U1 -0.67 U1 -1.00 U1 -1.47 Ul - 1.94 Ul -2.41 U1 -2.88 U1 -3.35 U1 - 3.82 U1 - 4.29 U1 - 4.76 U1 -5.22 Ul - 5.69 U1 -6.16 U1 - 6.63 U1 -7.10 U1 - 7.57 U1 -8.04 U1 - 8.51 Ul -8.98 U1 - 9.45 U1 - 9.91 U1 - 10.38 U1 -10.38 U1 - 10.80 U1 - 11.22 U1 -11.64 U1 0.00 U1 0.00 U1 0.00 U1 9.52 U1 9.10 U1 8.67 U1 8.25 U1 8.25 U1 7.79 U1 7.32 U1 6.85 U1 6.38 U1 5.91 U1 5.44 U1 4.97 U1 4.50 U1 4.03 U1 3.56 U1 3.10 U1 2.63 U1 2.16 U1 1.69 U1 1.22 U1 0.75 U1 0.28 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 'U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 01 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 3 0.000 0.222 0.444 0.667 -23.62 U1 - 21.08 U1 -18.63 U1 - 16.28 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 11.64 U1 11.22 U1 10.80 U1 10.38 U1 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 11-05-2012, 11:02:34 AM 0.667 0.915 1.162 1.410 1.658 1.906 2.154 2.402 2.650 2.897 3.145 3.393 3.641 3.889 4.137 4.385 4.632 4.880 5.128 5.376 5.624 5.872 6.120 6.368 6.615 6.863 7.111 7.359 7.607 7.855 8.103 8.350 8.598 8.846 9.094 9.342 9.590 9.838 10.085 10.333 10.333 10.556 10.778 11.000 -16.28 Ul - 13.76 U1 - 11.36 U1 -9.08 U1 - 6.91 U1 -5.18 U1 -3.94 U1 - 2.77 U1 -1.68 U1 - 0.65 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -1.09 U1 -2.96 Ul -4.95 U1 - 4.95 U1 - 6.83 U1 -8.80 U1 -10.87 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 1.01 U1 2.62 U1 4.12 U1 5.50 Ul 6.77 U1 7.92 U1 8.96 U1 9.87 U1 10.68 U1 11.36 U1 11.93 U1 12.39 U1 12.72 Ul 12.94 U1 13.05 U1 13.04 U1 12.91 U1 12.66 U1 12.30 U1 11.83 U1 11.23 U1 10.52 U1 9.70 U1 8.76 U1 7.70 U1 6.57 U1 5.36 Ul 4.04 Ul 2.61 U1 1.05 U1 0.11 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 Ul 0.00 U1 0.00 U1 0.00 U1, 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul -0.28 U1 -0.75 U1 -1.22 U1 - 1.69 U1 -2.16 U1 - 2.63 U1 -3.10 U1 -3.56 Ul -4.03 Ul -4.50 U1 - 4.97 U1 - 5.44 U1 -5.91 Ul - 6.38 Ul -6.85 Ul -7.32 U1 -7.78 U1 -8.25 U1 - 8.25 U1 -8.67 U1 - 9.09 U1 -9.52 U1 10.38 Ul 9.91 U1 9.45 U1 8.98 U1 8.51 U1 8.04 U1 7.57 U1 7.10 U1 6.63 U1 6.16 U1 5.69 U1 5.22 U1 4.76 U1 4.29 U1 3.82 U1 3.35 U1 2.88 U1 2.41 U1 1.94 U1 1.47 U1 1.00 U1 0.67 U1 0.39 U1 0.11 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 s--, ‘,2(rY"-idoll [7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 -0.000 0.050 -0.000 0.100 0.000 2 0.000 0.222 0.444 0.667 0.667 0.915 1.162 1.410 1.658 1.906 2.154 2.402 2.650 2.897 3.145 3.393 3.641 3.889 4.137 4.385 4.632 4.880 5.128 5.376 5.624 5.872 6.120 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.003 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 - 0.000 - 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 -0.000 -0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.002 0.002 0.003 0.003 0.003 0.004 0.004 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.007 0.007 0.007 0.007 0.007 0.007 0.006 0.006 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 11-05-2012, 11:02:34 AM Page 8 6.368 0.004 0.002 6.615 0.004 0.002 6.863 0.004 0.002 7.111 0.003 0.002 7.359 0.003 0.002 7.607 0.003 0.001 7.855 0.003 0.001 8.103 0.002 0.001 8.350 0.002 0.001 8.598 0.002 0.001 8.846 0.002 0.001 9.094 0.001 0.001 9.342 0.001 0.001 9.590 0.001 0.000 9.838 0.001 0.000 10.085 0.000 0.000 10.333 0.000 0.000 10.333 0.000 0.000 10.556 0.000 0.000 10.778 0.000 0.000 11.000 0.000 0.000 3 0.000 0.222 0.444 0.667 0.667 0.915 1.162 1.410 1.658 1.906 2.154 2.402 2.650 2.897 3.145 3.393 3.641 3.889 4.137 4.385 4.632 4.880 5.128 5.376 5.624 5.872 6.120 6.368 6.615 6.863 7.111 7.359 7.607 7.855 8.103 8.350 8.598 8.846 9.094 9.342 9.590 9.838 10.085 10.333 10.333 10.556 10.778 11.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.001 0.000 0.001 0.001 0.001 0.001 0.002 0.001 0.002 0.001 0.002 0.001 0.002 0.001 0.003 0.001 0.003 0.001 0.003 0.002 0.003 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.004 0.002 0.003 0.002 0.003 0.002 0.003 0.001 0.003 0.001 0.002 0.001 0.002 0.001 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.006 0.006 0.005 0.005 0.005 0.004 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.004 0.004 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.007 0.007 0.007 0.007 0.007 0.007 0.006 0.006 0.006 0.006 0.005 0.005 0.005 0.004 0.004 0.003 0.003 0.003 0.002 0.002 0.001 0.001 0.001 0.000 0.000 5; C3 .5--,-oza j (8) REQUIRED REINFORCEMENT -ngitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 U1/A11 0.000 0.00 Ul/A11 0.000 0.050 0.00 U1/Odd 0.000 0.00 U1/All 0.000 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 0.100 0.01 U1/Odd 0.000 0.00 U1/All 0.000 2 0.000 10.87 U1/A11 0.171 0.00 U1/S1 0.000 0.222 8.81 U1/A11 0.139 0.00 U1/S1 0.000 0.444 6.83 U1/A11 0.107 0.00 U1/S1 0.000 0.667 4.95 Ui/All 0.078 0.00 U1/S1 0.000 0.667 4.95 U1/All 0.078 0.00 U1/S1 0.000 0.915 2.96 01/All 0.047 0.00 01/S1 0.000 1.162 1.09 U1/A11 0.017 0.11 Ul/S1 0.002 1.410 0.00 U1/A11 0.000 1.05 U1/S1 0.016 1.658 0.00 U1/A11 0.000 2.60 U1/81 0.041 1.906 0.00 U1/All 0.000 4.04 U1/S1 0.063 2.154 0.00 U1/A11 0.000 5.36 U1/S1 0.084 2.402 0.00 U1/A11 0.000 6.57 01/S1 0.103 2.650 0.00 U1/All 0.000 7.70 U1/S1 0.121 2.897 0.00 01/All 0.000 8.76 U1/S1 0.138 3.145 0.00 U1/All 0.000 9.70 U1/S1 0.153 3.393 0.00 U1/A11 0.000 10.52 U1/S1 0.166 3.641 0.00 U1/All 0.000 11.23 U1/S1 0.177 3.889 0.00 01/All 0.000 11.83 U1/S1 0.187 4.137 0.00 U1/All 0.000 12.30 U1/S1 0.194 4.385 0.00 U1/A11 0.000 12.66 111/S1' 0.200 4.632 0.00 U1/S3 0.000 12.91 U1/S1 0.204 4.880 0.00 U1/S3 0.000 13.03 01/S1 0.206 5.128 0.00 U1/S3 0.000 13.05 U1/A11 0.206 5.376 0.00 U1/S2 0.000 12.94 U1/All 0.204 5.624 0.00 U1/S2 0.000 12.72 U1/A11 0.201 5.872 0.00 Ul/S2 0.000 12.38 U1/A11 0.195 6.120 0.00 U1/S2 0.000 11.93 01/All 0.188 6.368 0.00 1J1/S2 0.000 11.36 U1/A11 0.179 6.615 0.00 Ul/S2 0.000 10.68 U1/A11 0.168 6.863 0.00 U1/S2 0.000 9.87 01/All 0.156 7.111 0.00 Ul/S2 0.000 8.96 Ul/A11 0.141 7.359 0.00 U1/S2 0.000 7.92 U1/A11 0.125 7.607 0.00 U1/S2 0.000 6.77 01/All 0.106 7.855 0.00 Ul/S2 0.000 5.50 U1/A11 0.087 8.103 0.65 U1/S2 0.010 4.12 U1/A11 0.065 8.350 1.68 U1/S2 0.026 2.62 U1/A11 0.041 8.598 2.77 U1/S2 0.044 1.01 U1/A11 0.016 8.846 3.94 Ul/S2 0.062 0.00 U1/A11 0.000 9.094 5.18 U1/S2 0.081 0.00 Ul/A11 0.000 9.342 6.91 U1/52 0.109 0.00 U1/A11 0.000 9.590 9.08 U1/S2 0.143 0.00 Ul/All 0.000 9.838 11.36 U1/S2 0.179 0.00 U1/A11 0.000 10.085 13.76 U1/S2 0.217 0.00 U1/A11 0.000 10.333 16.28 U1/S2 0.258 0.00 U1/A11 0.000 10.333 16.28 U1/S2 0.258 0.00 U1/A11 0.000 10.556 18.63 U1/S2 0.295 0.00 01/All 0.000 10.778 21.08 Ul/S2 0.334 0:00 Ul/All 0.000 11.000 23.62 U1/S2 0.375 0.00 U1/All 0.000 3 0.000 23.62 U1/All 0.375 0.00 U1/S2 0.000 0.222 21.08 U1/A11 0.335 0.00 U1/S2 0.000 0.444 18.63 U1/A11 0.295 0.00 U1/S2 0.000 0.667 16.28 U1/All 0.258 0.00 U1/S2 0.000 0.667 16.28 U1/All 0.258 0.00 U1/S2 0.000 0.915 13.76 U1/A11 0.217 0.00 U1/S2 0.000 1.162 11.36 01/A11 0.179 0.00 U1/S2 0.000 1.410 9.08 Ul/A11 0.143 0.00 U1/S2 0.000 1.658 6.91 U1/A11 0.109 0.00 U1/S2 0.000 1.906 5.18 01/A11 0.081 0.00 U1/52 0.000 2.154 3.94 U1/All 0.062 0.00 U1/S2 0.000 2.402 2.77 U1/A11 0.044 1.01 01/S2 0.016 2.650 1.68 U1/A11 0.026 2.62 U1/S2 0.041 2.897 0.65 U1/A11 0.010 4.12 U1/S2 0.065 3.145 0.00 U1/A11 0.000 5.50 U1/S2 0.087 3.393 0.00 U1/All 0.000 6.77 Ul/S2 0.107 3.641 0.00 U1/A11 0.000 7.92 U1/S2 0.125 3.889 0.00 U1/A11 0.000 8.96 U1/S2 0.141 4.137 0.00 U1/A11 0.000 9.87 U1/S2 0.156 4.385 0.00 U1/A11 0.000 10.68 Ul/S2 0.168 4.632 0.00 U1/A11 0.000 11.36 U1/S2 0.179 4.880 0.00 01/All 0.000 11.93 U1/S2 0.188 5.128 0.00 U1/A11 0.000 12.39 U1/S2 0.195 5.376 0.00 Ul/All 0.000 12.72 U1/S2 0.201 5.624 0.00 U1/A11 0.000 12.94 U1/S2 0.204 5.872 0.00 U1/A11 0.000 13.05 U1/Even 0.206 6.120 0.00 U1/Odd 0.000 13.04 U1/Even 0.206 6.368 0.00 U1/Odd 0.000 12.91 U1/Even 0.204 6.615 0.00 U1/Odd 0.000 12.66 U1/All 0.200 6.863 0.00 Ul/Odd 0.000 12.30 U1/A11 0.194 7.111 0.00 U1/Odd 0.000 11.83 Ul/A11 0:187 7.359 0.00 U1/Odd 0.000 11.23 U1/A11 0.177 7.607 0.00 U1/Odd 0.000 10.52 U1/A11 0.166 7.855 0.00 U1/Odd 0.000 9.70 U1/A11 0.153 11-05-2012, 11:02:34 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb 11-05-2012, 11:02:34 AM Page 10 8.103 8.350 8.598 8.846 9.094 9.342 9.590 9.838 10.085 10.333 10.333 10.556 10.778 11.000 0.00 U1/Odd 0.000 0.00 Ul/Odd 0.000 0.00 U1/0dd 0.000 0.00 U1/Odd 0.000 0.00 U1/Odd 0.000 0.00 U1/Odd 0.000 0.00 U1/Odd 0.000 1.09 U1/Odd 0.017 2.96 U1/Odd 0.046 4.95 U1/Odd 0.078 4.95 U1/Odd 0.078 6.83 U1/Odd 0.107 8.80 U1/Odd 0.139 10.87 U1/Odd 0.171 8.76 U1/All 0.138 7.70 U1/A11 0.121 6.57 Ul/All 0.103 5.36 U1/A11 0.084 4.04 Ul/All 0.063 2.61 U1/A11 0.041 1.05 U1/All 0.017 0.11 U1/A11 0.002 0.00 Ul/All 0.000 0.00 U1/All 0.000 0.00 U1/All 0.000 0.00 Ul/All 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 56‘ 1 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 ngineer: Arbab Engineering, Inc. /X Y Z s`- ‘7 S7O / spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 ngineer: Arbab Engineering, Inc. s6/ f / 460 lb/ 801b/f480Ib/ft 480 Ib/ft b701b7ft 670Ib7ft CASE/PATTERN: Live/All 670 Ib/ft CASE: Dead 266.667 lb/1166.667 Ib/ft 266.667 Ib/ft CASE: SELF spBeam.v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 Engineer: Arbab Engineering, Inc. b701b7ft 670Ib7ft CASE/PATTERN: Live/All 670 Ib/ft CASE: Dead 266.667 lb/1166.667 Ib/ft 266.667 Ib/ft CASE: SELF spBeam.v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 Engineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft 12.0 52 -0.1 -12.0 11.64 -25.0 0.87 25.0. 13.05 -23.6223.62 1 1 1 13.05 -10. 71 LEGEND: ---- Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 Engineer: Arbab Engineering, Inc. Moment Capacity - k-ft -40.0 40.0 LEGEND: - --- Envelope Curve - - Capacity Curve - Support Centerline Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 Engineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 12.0 i i 8.15 16.02 i\ i i -6.02 ,\ 8.15 , i v i -12.0 S,7/0f',ZZ� LEGEND: Envelope Curve Capacity Curve — - Support Centerline - Face of Support - Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE ,Frame: LRB-2 AND 3 Engineer: Arbab Engineering, Inc. Instantaneous Deflection - in 0.007 LEGEND: --- Dead Load Live Load Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 Engineer:.Arbab Engineering, Inc. L 1 0 O U O N Ir7 Flexural and Transverse Reinforcement 5.73V saa/ spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-2 AND 3.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-2 AND 3 ngineer: Arbab Engineering, Inc. 11-05-2012, 11:20:47 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb 5. 7 Ky J'Page 1 /aa� 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsjBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy fyt Es 60 ksi, Bars are not epoxy -coated 60 ksi 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint 11-05-2012, 11:20:47 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Page 2 Span Data S Slabs Units: Li, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 0.100 0.00 0.333 0.333 0.00 LC 2 Int 6.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Beams Span b h Sp b h Span Hmin 1 0.00 0.00 0.00 8.00 16.00 0.15 2 0.00 0.00 0.00 8.00 16.00 4.50 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: c1a, c2a, clb, c2b (in); Ha, Hb (ft) Suppcia c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 100 2 0.00 0.00 0.000 12.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz. Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE Ul 1.200 1.200 1.600 Line Loads Units: Wa, Wb (ib/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 133.33 0.000 133.33 0.100 2 133.33 0.000 133.33 6.000 Dead 1 180.00 0.000 180.00 0.100 2 180.00 0.000 180.00 6.000 Live 1 150.00 0.000 150.00 0.100 2 150.00 0.000 150.00 6.000 Live/Odd 1 150.00 0.000 150.00 0.100 Live/Even 2 150.00 0.000 150.00 6.000 Live/S1 1 150.00 0.000 150.00 0.100 2 150.00 0.000 150.00 6.000 Live/S2 2 150.00 0.000 150.00 6.000 Reinforcement Criteria Slabs and Ribs Top bars Bottom bars Min Max Min Max •Bar Size #5 #5 05 #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 08 #5 #8 #3 05 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in 11-05-2012, 11:20:47 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. Page 3 s�.7�rf;aaf [2) DESIGN RESULTS Top Reinforcement 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 0.00 0.000 0.159 2.050 2.576 0.000 2-45 Middle 0.67 0.00 0.000 0.159 2.050 2.576 0.000 2-45 Right 0.67 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 2 Left 0.67 0.00 0.500 0.159 2.050 2.576 0.000 Middle 0.67 0.00 3.000 0.000 2.050 0.000 0.000 Right 0.67 0.00 5.500 0.000 2.050 0.000 0.000 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details 2-#5 Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 2-#5 0.10 2 1-#5 1.68 1-#5 1.68 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 0.00 0.000 0.000 2.050 0.000 0.000 2 0.67 2.15 3.000 0.159 2.050 2.576 0.034 2-45 *3 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 1 2 2-#5 0.00 6.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -37.68 0.00 0.050 0.62 0.00 -37.68 0.00 0.100 0.62 0.00 -37.68 0.00 2 0.000 0.62 0.62 -37.68 37.68 0.500 0.62 0.62 -37.68 37.68 0.682 0.62 0.62 -37.68 37.68 1.682 0.00 0.62 0.00 37.68 2.250 0.00 0.62 0.00 37.68 3.000 0.00 0.62 0.00 37.68 3.750 0.00 0.62 0.00 37.68 5.500 0.00 0.62 0.00 37.68 6.000 0.00 0.62 0.00 37.68 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s *3 *3 *3 *3 1 14.19 10.77 0.000 0.000 0.00 0.000 0.0000 11-05-2012, 11:20:47 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb 2 14.19 10.77 1.682 4.318 Longitudinal Beam Shear Reinforcement Details 0.81 1.682 0.0000 Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1. 14.19 10.77 0.000 0.100 2 14.19 10.77 0.000 6.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 5.38 0.06 0.100 5.38 1.85 0.000 Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr Dead Mmax Page 9 s 72r Load Level Dead+Live Ie Mmax Ie 1 2 2731 2731 2731 Right 2731 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 -0.000 -0.000 2 0.001 0.000 0.001 Maximum Long-term Deflections 2731 2731 2731 650 650 650 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 -0.000 2.000 -0.000 -0.000 -0.000 2 0.001 2.000 0.001 0.002 0.002 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 3.7 lb <=> Bottom Bars: 12.5 lb <=> Stirrups: 0.0 lb <=> Total Steel: 16.2 lb <_> Concrete: 5.4 ft^3 <=> 0.61 lb/ft <=> 2.05 lb/ft <=> 0.00 lb/ft <=> 2.66 lb/ft <=> 0.89 ft^3/ft <=> -0.000 0.002 0.914 lb/ft^2 3.078 lb/ft^2 0.000 lb/ft^2 3.992 lb/ft^2 1.333 ft^3/ft^2 13.49 13.49 13.49 - 0.00 - 0.32 1.09 2731 2731 2731 -0.00 -0.47 1.62 2731 2731 2731 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead ' Live/All Live/Odd Live/Even Live/S1 Live/S2 0.41 0.56 0.47 0.02 0.45 0.47 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.13 -0.18 - 0.15 0.00 - 0.15 - 0.15 -0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.00 0.09 .0.00 0.08 0.00 -0.00 0.00 0.08 0.00 0.08 0.00 0.08 0.00 U1/A11 1.91 0.00 -0.62 0.00 0.00 0.31 0.00 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb 11-05-2012, 11:20:47 AM 6-- % U1/Odd 1.19 Ul/Even 1.89 U1/S1 1.91 U1/S2 1.89 0.00 0.00 0.00 0.00 - 0.38 0.00 -0.62 0.00 -0.62 0.00 - 0.62 0.00 0.00 0.00 0.00 0.00 0.19 0.31 0.31 0.31 0.00 0.00 0.00 2 SELF 0.40 0.00 0.13 0.00 0.00 -0.07 0.00 Dead 0.54 0.00 0.18 0.00 0.00 -0.09 0.00 Live/All 0.45 0.00 0.15 0.00 0.00 -0.08 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 0.45 0.00 0.15 0.00 0.00 -0.08 0.00 Live/S1 0.45 0.00 0.15 0.00 0.00 -0.08 0.00 Live/S2 0.45 0.00 0.15 0.00 0.00 -0.08 0.00 Ul/All 1.85 U1/Odd 1.13 U1/Even 1.85 U1/S1 1.85 U1/S2 1.85 0.00 0.00 0.00 0.00 0.00 0.62 0.00 0.38 0.00 0.62 0.00 0.62 0.00 0.62 0.00 0.00 0.00 0.00 0.00 0.00 - 0.31 0.00 -0.19 0.00 -0.31 0.00 - 0.31 0.00 - 0.31 0.00 Sum SELF 0.81 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 1.10 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 0.91 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.01 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 0.90 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 0.91 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 0.90 0.00 -0.00 0.00 0.00 0.00 0.00 U1/All 3.76 Ul/Odd 2.32 U1/Even 3.73 U1/S1 3.76 U1/S2 3.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 P 5- 5 [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 0.000 0.00 01 0.00 01 0.00 01 0.00 01 0.050 -0.00 01 0.00 01 -0.03 01 0.00 01 0.100 -0.00 U1 0.00 Ul -0.06 U1 0.00 U1 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.500 5.750 6.000 -0.62 01 0.00 01 0.00 01 1.85 01 -0.18 01 0.00 01 0.00 01 1.69 01 0.00 01 0.22 01 0.00 01 1.54 01 0.00 U1 0.22 U1 0.00 Ul 1.54 U1 0.00 01 0.59 01 0.00 01 1.39 01 0.00 31 0.92 01 0.00 01 1.23 01 0.00 01 1.21 01 0.00 01 1.08 01 0.00 01 1.46 01 0.00 01 0.92 01 0.00 01 1.67 01 0.00 01 0.77 01 0.00 01 1.84 01 0.00 01 0.62 01 0.00 01 1.98 U1 0.00 01 0.46 01 0.00 01 2.07 01 0.00 01 0.31 01 0.00 U1 2.13 U1 0.00 Ul 0.15 Ul 0.00 U1 2.15 U1 0.00 Ul 0.00 U1 0.00 U1 2.13 U1 -0.15 Ul 0.00 U1 0.00 U1 2.07 Ul -0.31 U1 0.00 U1 0.00 01 1.98 U1 -0.46 01 0.00 01 0.00 01 1.84 01 -0.62 01 0.00 01 0.00 01 1.67 01 -0.77 01 0.00 01 0.00 01 1.46 01 -0.92 01 0.00 01 0.00 U1 1.21 Ul -1.08 U1 0.00 U1 0.00 Ul 0.92 U1 -1.23 U1 0.00 U1 0.00 01 0.59 01 -1.39 01 0.00 01 0.00 U1 0.23 01 -1.54 01 0.00 01 0.00 01 0.23 01 -1.54 01 0.00 01 - 0.18 U1 0.00 U1 -1.69 U1 0.00 U1 - 0.62 U1 0.00 U1 -1.85 Ul 0.00 U1 [7]'SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0:000 0.050 0.100 - 0.000 - 0.000 0.000 -0.000 -0.000 0.000 -0.000 -0.000 0.000 11-05-2012, 11:20:47 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.sib 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.500 5.750 6.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 [8] REQUIRED REINFORCEMENT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 Page 6 s- 7? s--/0101 Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 01/All 0.000 0.00 U1/A11 0.000 0.050 0.00 Ul/All 0.000 0.00 U1/A11 0.000 0.100 0.00 U1/A11 0.000 0.00 01/All 0.000 2 0.000 0.62 U1/A11 0.010 0.00 U1/A11 0.000 0.250 0.18 U1/A11 0.003 0.00 U1/A11 0.000 0.500 0.00 U1/A11 0.000 0.22 U1/A11 0.004 0.500 0.00 U1/A11 0.000 0.22 U1/A11 0.004 0.750 0.00 U1/A11 0.000 0.59 U1/A11 0.009 1.000 0.00 Ul/All 0.000 0.92 U1/A11 0.014 1.250 0.00 Ul/A11 0.000 1.21 U1/A11 0.019 1.500 0.00 Ul/All 0.000 1.46 U1/A11 0.023 1.750 0.00 U1/A11 0.000 1.67 U1/A11 0.026 2.000 0.00 U1/A11 0.000 1.84 U1/All 0.029 2.250 0.00 U1/A11 0.000 1.98 U1/A11 0.031 2.500 0.00 Ul/A11 0.000 2.07 U1/A11 0.033 2.750 0.00 U1/A11 0.000 2.13 U1/A11 0.033 3.000 0.00 Ul/A11 0.000 2.15 U1/All 0.034 3.250 0.00 U1/Even 0.000 2.13 U1/A11 0.033 3.500 0.00 Ul/Even 0.000 2.07 U1/A11 0.033 3.750 0.00 Ul/Even 0.000 1.98 01/A11 0.031 4.000 0.00 U1/Even 0.000 1.84 U1/All 0.029 4.250 0.00 U1/Even 0.000 1.67 U1/A11 0.026 4.500 0.00 01/Even 0.000 1.46 U1/A11 0.023 4.750 0.00 U1/Even 0.000 1.21 U1/A11 0.019 5.000 0.00 01/Even 0.000 0.92 U1/A11 0.014 5.250 0.00 Ul/Even 0.000 0.59 U1/A11 0.009 5.500 0.00 U1/Even 0.000 0.23 U1/All 0.004 5.500 0.00 01/Even 0.000 0.23 Ul/A11 0.004 5.750 0.18 U1/Even 0.003 0.00 U1/All 0.000 6.000 0.62 U1/Even 0.010 0.00 UI/All 0.000 Ss/e10 6/s -;aa1 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 Engineer: Arbab Engineering, Inc. spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 Engineer: Arbab Engineering, Inc. 5,42 150 Ib/ft 150 Ib/ft CASE/PATTERN: Live/All �1801b/ff1801b7ft CASE: Dead 133.333 tt25.333 Ib/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 ngineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft 2.0 ,1 85 -0. -2.0 -2.5 2.5 LEGEND: -- Envelope 5V36/ spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 Thgineer: Arbab Engineering, Inc. Moment Capacity - k-ft -40.0 40.0 LEGEND: -- Envelope Curve --- Capacity Curve — - Support Centerline — Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 ngineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 6.0 -6.0 495- s;aa / LEGEND: Envelope Curve — Capacity Curve — Support Centerline Face of Support -- Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 :ngineer: Arbab Engineering, Inc. Instantaneous Deflection - in -0.001 0.001 5-76,/�s,aa LEGEND: Dead Load — Live Load -- Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 Engineer: Arbab Engineering, Inc. ) Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-4.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-4 Tngineer: Arbab Engineering, Inc. 11-05-2012, 11:27:48 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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 t'o 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. Page 1 J '2Z� ,[1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reihforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 47 0.88 0.60 2.04 #8 1.00 0.79 2.67 49 1.13 1.00 3.40 410 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 418 2.26 4.00 13.60 11-05-2012, 11:27:48 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 0.100 0.00 0.333 0.333 0.00 LC 2 Int 7.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Beams Span b h Sp b h Span Hmin 1 0.00 0.00 0.00 8.00 16.00 0.15 2 0.00 0.00 0.00 8.00 16.00 5.25 Support Data Columns Units: cia, c2a, clb, c2b (in); Ha, Hb (ft) Supp cia c2a Ha clb c2b Hb Red% 1. 0.00 0.00 0.000 12.00 8.00 10.000 100 2 0.00 0.00 0.000 12.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (1b/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 133.33 0.000 133.33 0.100 2 133.33 0.000 133.33 7.000 Dead 1 350.00 0.000 350.00 0.100 2 350.00 0.000 360.00 7.000 Live 1 90.00 0.000 90.00 0.100 2 90.00 0.000 90.00 7.000 Live/Odd 1 90.00 0.000 90.00 0.100 Live/Even 2 90.00 0.000 90.00 7.000 Live/S1 1 90.00 0.000 90.00 0.100 2 90.00 0.000 90.00 7.000 Live/S2 2 90.00 0.000 90.00 7.000 Reinforcement Criteria Slabs and Ribs 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 S� ? Page 2 2-1/ Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in spoeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb 11-05-2012, 11:27:48 AM Page 3 Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in. There is NOT more than 12 in of concrete below top bars. -$o f ` �2/ [2] DESIGN RESULTS Top Reinforcement 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 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 Middle 0.67 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 Right 0.67 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 2 Left 0.67 0.00 0.500 0.159 2.050 2.576 0.000 2-#5 Middle 0.67 0.00 3.500 0.000 2.050 0.000 0.000 --- Right 0.67 0.00 6.500 0.000 2.050 0.000 0.000 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-#5 0.10 2 1-#5 1.68 1-#5 1.68 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 0.00 0.000 0.000 2.050 0.000 0.000 2 0.67 3.36 3.500 0.159 2.050 2.576 0.053 2-1(5 *3 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 1 2 2-#5 0.00 7.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -37.68 0.00 0.050 0.62 0.00 -37.68 0.00 0.100 0.62 0.00 -37.68 0.00 2 0.000 0.62 0.62 -37.68 37.68 0.500 0.62 0.62 -37.68 37.68 0.682 0.62 0.62 -37.68 37.68 1.682 0.00 0.62 0.00 37.68 2.600 0.00 0.62 0.00 37.68 3.500 0.00 0.62 0.00 37.68 4.400 0.00 0.62 0.00 37.68 6.500 0.00 0.62 0.00 37.68 7.000 0.00 0.62 0.00 37.66 -.ongitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s *3 *3 *3 1 14.19 10.77 0.000 0.000 0.00 0.000 0.0000 2 14.19 10.77 1.682 3.500 1.33 1.682 0.0000 3.500 5.318 1.33 5.318 0.0000 11-05-2012, 11:27:48 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 10.77 2 14.19 10.77 Slab Shear Capacity 0.000 0.100 0.000 7.000 Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 5.38 0.07 0.100 5.38 2.56 7.000 Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr Mmax Dead Load Level Page 4 s:azl Ie Dead+Live Mmax Ie 1 2 2731 2731 2731 Right 2731 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 2 0.002 -0.000 0.000 -0.000 0.002 Maximum Long-term Deflections 2731 2731 2731 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 650 650 650 Dtotal 1 -0.000 2.000 -0.000 2 0.002 2.000 0.004 Material Takeoff -0.000 -0.000 0.004 0.004 Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 3.7 lb 14.6 lb 0.0 lb 18.3 lb 6.3 ft^3 <=> 0.52 lb/ft 2.06 lb/ft 0.00 lb/ft 2.58 lb/ft 0.89 ft^3/ft -0.000 0.006 0.785 lb/ft^2 3.085 lb/ft^2 0.000 lb/ft^2 3.870 lb/ft^2 1.333 ft^3/ft^2 13.49 13.49 13.49 -0.00 -0.74 2.25 2731 2731 2731 -0.00 -0.88 2.66 2731 2731 2731 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial) P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring) Mb[bottom] Ma[top] 1 SELF Dead Live/All Live/Odd Live/Even Live/S1 Live/S2 0.48 1.27 0.32 0.01 0.32 0.32 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.20 -0.54 - 0.14 0.00 - 0..14 -0.14 -0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.27 0.07 -0.00 0.07 0.07 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U1/A11 2.62 U1/Odd 2.12 0.00 0.00 -1.11 0.00 - 0.89 0.00 0.00 0.00 0.55 0.00 0.44 0.00 11-05-2012, 11:27:48 AM spBeam v3.12 0 StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb U1/Even 2.61 U1/S1 2.62 U1/S2 2.61 0.00 0.00 0.00 - 1.11 0.00 - 1.11 0.00 -1.11 0.00 0.00 0.00 0.00 s~�%2 0.55 0.55 0.55 a,g,e ,2_1 0.00 0.00 0.00 2 SELF 0.47 0.00 0.20 0.00 0.00 -0.10 0.00 Dead 1.25 0.00 0.54 0.00 0.00 -0.27 0.00 Live/All 0.31 0.00 0.14 0.00 0.00 -0.07 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 0.31 0.00 0.14 0.00 0.00 -0.07 0.00 Live/S1 0.31 0.00 0.14 0.00 0.00 -0.07 0.00 Live/02 0.31 0.00 0.14 0.00 0.00 -0.07 0.00 U1/All 2.56 U1/Odd 2.06 U1/Even 2.56 U1/S1 2.56 U1/S2 2.56 0.00 0.00 0.00 0.00 0.00 1.11 0.00 0.89 0.00 1.11 0.00 1.11 0.00 1.11 0.00 0.00 0.00 0.00 0.00 0.00 - 0.55 - 0.44 -0.55 -0.55 -0.55 0.00 0.00 0.00 0.00 0.00 Sum SELF 0.95 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 2.52 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 0.64 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.01 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 0.63 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Si 0.64 0.00 0.00 0.00 0.00 -0.00 0.00 Live/52 0.63 0.00 -0.00 0.00 0.00 0.00 0.00 U1/All 5.18 Ul/Odd 4.17 U1/Even 5.17 U1/S1 5.18 U1/S2 5.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 - 0.00 -0.00 - 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2' 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.500 6.750 7.000 0.00 U1 -0.00 U1 -0.00 U1 -1.11 U1 -0.49 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -0.49 Ul -1.11 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.08 U1 0.08 Ul 0.60 U1 1.08 U1 1.51 U1 1.90 U1 2.24 U1 2.54 U1 2.79 U1 3.00 U1 3.16 U1 3.27 U1 3.34 U1 3.36 U1 3.34 U1 3.27 Ul 3.16 U1 3.00 U1 2.80 U1 2.55 U1 2.25 U1 1.91 U1 1.52 Ul 1.09 U1 0.61 U1 0.08 U1 0.08 U1 0.00 U1 0.00 U1 0.00 U1 -0.04 U1 -0.07 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 - 0.18 Ul - 0.36 U1 - 0.54 Ul - 0.73 U1 - 0.91 Ul -1.09 U1 - 1.28 U1 -1.46 U1 -1.64 U1 -1.83 U1 -2.01 U1 -2.19 Ul -2.19 U1 -2.38 U1 -2.56 U1 0.00 U1 0.00 U1 0.00 U1 2.55 U1 2.37 U1 2.19 U1 2.19 U1 2.00 U1 1.82 U1 1.64 U1 1.46 U1 1.28 U1 1.10 U1 0.91 U1 0.73 U1 0.55 U1 0.37 U1 0.19 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 [7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 -0.000 -0.000 -0.000 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb 11-05-2012, 11:27:48 AM 5-' 9- Page 6 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.500 6.750 7.000 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0:002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 [8) REQUIRED REINFORCEMENT ongitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt 1 0.000 0.050 0.100 0.00 0.00 0.00 As Bottom Mu Comb/Patt As U1/A11 U1/A11 Ul/A11 0.000 0.000 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 Ui/All 0.000 2 0.000 1.11 U1/A11 0.017 0.00 01/All 0.000 0.250 0.49 U1/All 0.008 0.00 U1/A11 0.000 0.500 0.00 01/All 0.000 0.08 U1/A11 0.001 0.500 0.00 Ul/A11 0.000 0.08 U1/A11 0.001 0.750 0.00 U1/A11 0.000 0.60 U1/A11 0.009 1.000 0.00 Ul/A11 0.000 1.08 Ul/A11 0.017 1.250 0.00 U1/A11 0.000 1.51 U1/A11 0.024 1.500 0.00 Ul/All 0.000 1.90 U1/All 0.030 1.750 0.00 01/All 0.000 2.24 U1/A11 0.035 2.000 0.00 Ul/A11 0.000 2.54 U1/All 0.040 2.250 0.00 Ul/A11 0.000 2.79 Ul/All 0.044 2.500 0.00. U1/All 0.000 3.00 U1/All 0.047 2.750 0.00 U1/A11 0.000 3.16 U1/A11 0.050 3.000 0.00 U1/All 0.000 3.27 U1/A11 0.051 3.250 0.00 U1/All 0.000 3.34 U1/All 0.053 3.500 0.00 01/All 0.000 3.36 U1/A11 0.053 3.750 0.00 U1/Even 0.000 3.34 Ul/A11 0.053 4.000 0.00 U1/Even 0.000 3.27 U1/A11 0.051 4.250 0.00 U1/Even 0.000 3.16 U1/A11 0.050 4.500 0.00 U1/Even 0.000 3.00 U1/A11 0.047 4.750 0.00 U1/Even 0.000 2.80 U1/All 0.044 5.000 0.00 U1/Even 0.000 2.55 U1/A11 0.040 5.250 0.00 Ul/Even 0.000 2.25 U1/A11 0.035 5.500 0.00 U1/Even 0.000 1.91 Ul/All 0.030 5.750 0.00 Ul/Even 0.000 1.52 U1/A11 0.024 6.000 0.00 U1/Even 0.000 1.09 U1/All 0.017 6.250 0.00 U1/Even 0.000 0.61 U1/A11 0.010 6.500 0.00 Ul/Even 0.000 0.08 U1/A11 0.001 6.500 0.00 U1/Even 0.000 0.08 U1/A11 0.001 6.750 0.49 Ul/Even 0.008 0.00 Ul/All 0.000 7.000 1.11 U1/Even 0.017 0.00 U1/A11 0.000 z Y spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 ngineer: Arbab Engineering, Inc. z spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 ngineer: Arbab Engineering, Inc. 90lb/ft 90Ib/ft CASE/PATTERN: Live/All 350 BM Ib/ft 3601b/tt CASE: Dead 133.333 lb:33.333 Ib/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 ngineer: Arbab Engineering, Inc. Shear Diagram - ki Moment Diagram - k-ft 3.0 -3.0 -3.5 3.5 - .11 -1.1 1' 3.36 LEGEND: --- Envelope z spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 ngineer: Arbab Engineering, Inc. Moment Capacity - k-ft -40.0 t_ 40.0 LEGEND: Envelope Curve Capacity Curve — - Support Centerline Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 :ngineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 6.0 -6.0 LEGEND: -- Envelope Curve -- Capacity Curve — - Support Centerline Face of Support Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 Engineer: Arbab Engineering, Inc. Instantaneous Deflection - in 0.002 LEGEND: Dead Load --- Live Load -- Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 ngineer: Arbab Engineering, Inc. s'. 0 N Flexural and Transverse Reinforcement t9(r Zz f spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-5.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-5 ngineer: Arbab Engineering, Inc. 11-05-2012, 02:19:33 PM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.sib 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 O 00 00 00 (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright ©°1992-2010, 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. [1] INPUT ECHO Page. 1 1- z2/ General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.sib Project: RODRIGUEZ RESIDENCE Frame: LRB-6 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs1Beams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 11-05-2012, 02:19:33 PM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Span Data Slabs Units: Ll, wL, wR (ft); t, Hmin (in) Span Loc L1 t ,wL wR Hmin 1 Int 0.100 0.00 0.667 0.667 0.00 LC 2 Int 12.000 0.00 0.667 0.667 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Beams Span b h Sp b h Span Hmin 1 0.00 0.00 0.00 16.00 16.00 0.15 2 0.00 0.00 0.00 16.00 16.00 9.00 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 16.00 16.00 10.000 100 2 0.00 0.00 0.000 16.00 16.00 10.000 100 Boundary Conditions Units:,Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 . 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 266.67 0.000 266.67 0.100 2 266.67 0.000 266.67 12.000 Dead 1 140.00 0.000 140.00 0.100 2 140.00 0.000 140.00 12.000 Live 1 120.00 0.000 120.00 0.100 2 120.00 0.000 120.00 12.000 Live/Odd 1 120.00 0.000 120.00 0.100 Live/Even 2 120.00 0.000 120.00 12.000 Live/S1 1 120.00 0.000 120.00 0.100 2 120.00 0.000 120.00 12.000 Live/S2 2 120.00 0.000 120.00 12.000 Reinforcement Criteria Slabs and Ribs 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 Page 2 3,/°3 .I' 2 L/ Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. 11-05-2012, 02:19:33 PM 6-e//� Page 3 oT" j~, 2i 2./ [2] DESIGN RESULTS Top Reinforcement 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 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-05 Middle 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-45 Right 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-45 2 Left 1.33 3.19 0.667 0.318 4.100 10.576 0.050 2-45 Middle 1.33 0.00 6.000 0.000 4.100 0.000 0.000 --- Right 1.33 3.19 11.333 0.318 4.100 10.576 0.050 2-45 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-#5 0.10 2 2-#5 2.84 2-#5 2.84 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 1.33 0.00 0.000 0.000 4.100 0.000 0.000 2 1.33 6.47 6.124 0.318 4.100 10.576 0.102 2-45 *3 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 1 2 2-#5 0.00 12.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -38.63 0.00 0.050 0.62 0.00 -38.63 0.00 0.100 0.62 0.00 -38.63 0.00 2 0.000 0.62 0.62 -38.63 38.63 0.667 0.62 0.62 -38.63 38.63 1.841 0.62 0.62 -38.63 38.63 2.841 0.00 0.62 0.00 38.63 4.400 0.00 0.62 0.00 38.63 6.000 0.00 0.62 0.00 38.63 7.600 0.00 0.62 0.00 38.63 9.159 0.00 0.62 0.00 38.63 10.159 0.62 0.62 -38.63 38.63 11.333 0.62 0.62 -38.63 38.63 12.000 0.62 0.62 -38.63 38.63 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s *3 *3 *3 *3 *3 1 14.19 21.54 0.000 0.000 0.00 0.000 0.0000 11-05-2012, 02:19:33 PM spBeam v3.12 © StructurePoint • Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb 2 14.19 21.54 1.849 3.233 4.616 6.000 7.384 8.767 3.233 4.616 6.000 7.384 8.767 10.151 Longitudinal Beam Shear Reinforcement Details 2.82 1.88 0.94 0.94 1.88 2.82 1.849 3.233 4.616 7.384 8.767 10.151 Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 21.54 0.000 0.100 2 14.19 21.54 0.000 12.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span- b d Vratio PhiVc Vu 10.77 0.07 0.100 10.77 4.08 0.000 Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr Mmax Dead Load Level Page 4 Zl Dead+Live Ie Mmax Ie 1 5461 2 5461 5461 Right 5461 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000-0.000 -0.000 2 0.004 0.001 0.005 Maximum Long-term Deflections 5461 5461 5461 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 723 723 723 Dtotal -0.000 2.000 -0.000 -0.000 -0.000 0.004 2.000 0.008 0.009 0.009 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 12.1 lb <=> 25.0 lb <=> 0.0 lb <=> 37.1 lb <=> 21.5 ft^3 <=> 1.00 lb/ft <=> 2.07 lb/ft <=> 0.00 lb/ft <=> 3.07 lb/ft <_> 1.78 ft^3/ft <=> -0.000 0.013 0.748 lb/ft^2 1.552 lb/ft^2 0.000 lb/ft^2 2.299 lb/ft^2 1.333 ft^3/ft^2 26.98 26.98 26.98 -0.00 -3.45 3.87 5461 5461 5461 - 0.00 - 4.46 5.01 5461 5461 5461 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Live/A11 Live/Odd 1.63 0.85 0.73 0.01 0.00 0.00 0.00 0.00 -2.26 -1.19 -1.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.13 0.59 0.51 -0.00 0.00 0.00 0.00 0.00 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb 11-05-2012, 02:19:33 PM 5// 0v1 Page Live/Even 0.72 0.00 -1.02 0.00 0.00 0.51 .00 Live/S1 0.73 0.00 -1.02 0.00 0.00 0.51 0.00 Live/S2 0.72 0.00 -1.02 0.00 0.00 0.51 0.00 01/All 4.15 0.00 -5.76 0.00 0.00 01/Odd 3.00 0.00 -4.13 0.00 0.00 U1/Even 4.13 0.00 -5.76 0.00 0.00 U1/S1 4.15 0.00 -5.76 0.00 0.00 U1/S2 4.13 0.00 -5.76 0.00 0.00 2 SELF 1.60 0.00 2.26 0.00 0.00 -1.13 0.00 Dead 0.84 0.00 1.19 0.00 0.00 -0.59 0.00 Live/All 0.72 0.00 1.02 0.00 0.00 -0.51 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 0.72 0.00 1.02 0.00 0.00 -0.51 0.00 Live/S1 0.72 0.00 1.02 0.00 0.00 -0.51 0.00 Live/S2 0.72 0.00 1.02 0.00 0.00 -0.51 0.00 U1/All 4.08 U1/Odd 2.93 U1/Even 4.08 U1/S1 4.08 U1/S2 4.08 0.00 0.00 0.00 0.00 0.00 5.76 0.00 4.13 0.00 5.76 0.00 5.76 0.00 5.76 0.00 0.00 0.00 0.00 0.00 0.00 2.88 0.00 2.07 0.00 2.88 0.00 2.88 0.00 2.88 0.00 -2.88 0.00 -2.07 0.00 -2.88 0.00 -2.88 0.00 - 2.88 0.00 Sum SELF 3.23 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 1.69 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 1.45 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.01 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 1.44 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 1.45 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 1.44 0.00 -0.00 0.00 0.00 0.00 0.00 U1/All 8.23 U1/Odd 5.92 U1/Even 8.21 U1/S1 8.23 U1/S2 6.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 - 0.00 0.00 -0.00 0.00 - 0.00 0.00 61 SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2 0.000 0.222 0.444 0.667 0.667 0.915 1.163 1.411 1.659 1.907 2.155 2.403 2.651 2.899 3.147 3.395 3.643 3.891 4.140 4.388 4.636 4.884 5.132 5.380 5.628 5.876 6.124 6.372 6.620 6.868 7.116 7.364 7.612 7.860 8.109 8.357 0.00 01 0.00 01 0.00 01 0.00 01 - 0.00 U1 0.00 U1 -0.03 U1 0.00 U1 -0.00 U1 0.00 U1 -0.07 U1 0.00 U1 - 5.76 01 0.00 01 0.00 01 4.08 01 - 4.87 01 0.00 01 0.00 01 3.93 01 - 4.02 01 0.00 01 0.00 01 3.78 01 - 3.19 01 0.00 01 0.00 01 3.63 01 - 3.19 U1 0.00 U1 0.00 U1 3.63 Ul -2.31 01 0.00 U1 0.00 01 3.46 01 - 1.48 01 0.00 01 0.00 U1 3.29 01 -0.68 01 0.00 01 0.00 01 3.12 01 0.00 U1 0.07 01 0.00 01 2.95 01 0.00 01 0.78 01 0.00 01 2.78 01 0.00 01 1.45 01 0.00 01 2.61 01 0.00 01 2.08 01 0.00 U1 2.45 01 0.00 01 2.67 01 0.00 01 2.28 01 0.00 U1 3.21 Ul 0.00 Ul 2.11 U1 0.00 01 3.71 01 0.00 01 1.94 01 0.00 Ul 4.17 U1 0.00 U1 1.77 U1 0.00 01 4.59 01 0.00 01 1.60 01 0.00 01 4.97 01 0.00 01 1.43 01 0.00 U1 5.30 U1 0.00 Ul 1.27 U1 0.00 U1 5.60 U1 0.00 U1 1.10 Ul 0.00 01 5.85 01 0.00 01 0.93 01 0.00 01 6.06 01 0.00 01 0.76 01 0.00 Ul 6.22 U1 0.00 U1 0.59 Ul 0.00 U1 6.35 01 0.00 U1 0.42 01 0.00 U1 6.43 U1 0.00 U1 0.25 Ul 0.00 U1 6.47 U1 0.00 Ul 0.08 U1 0.00 U1 6.47 U1 -0.08 U1 0.00 Ul 0.00 01 6.43 01 -0.25 01 0.00 01 0.00 01 6.35 01 -0.42 01 0.00 01 0.00 01 6.22 01 -0.59 01 0.00 01 0.00 U1 6.06 01 -0.76 01 0.00 01 0.00 01 5.85 01 -0.93 01 0.00 01 0.00 01 5.60 01 -1.10 01 0.00 01 0.00 01 5.30 01 -1.26 01 0.00 01 0.00 U1 4.97 Ul -1.43 U1 0.00 U1 0.00 U1 4.59 U1 -1.60 U1 0.00 Ul 11-05-2012, 02:19:33 PM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb 8.605 8.853 9.101 9.349 9.597 9.845 10.093 10.341 10.589 10.837 11.085 11.333 11.333 11.556 11.778 12.000 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -0.68 U1 - 1.48 U1 -2.31 U1 - 3.19 U1 -3.19 U1 -4.01 U1 -4.87 Ul -5.76 U1 [7] SEGMENTAL DEFLECTIONS 4.17 U1 3.71 U1 3.21 U1 2.67 U1 2.08 U1 1.45 U1 0.78 U1 0.07 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 - 1.77 Ul -1.94 U1 -2.11 U1 -2.28 U1 -2.45 U1 -2.61 U1 - 2.78 U1 - 2.95 U1 -3.12 U1 - 3.29 U1 -3.46 U1 - 3.63 U1 - 3.63 U1 -3.78 U1 -3.93 U1 - 4.08 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 0.050 0.100 2 0.000 0.222 0.444 0.667 0.667 0.915 1.163 1.411 1.659 1.907 2.155 2.403 2.651 2.899 3.147 3.395 3.643 3.891 4.140 4.388 4.636 4.884 5.132 5.380 5.628 5.876 6.124 6.372 6.620 6.868 7.116 7.364 7.612 7.860 8.109 8.357 8.605 8.853 9.101 9.349 9.597 9.845 10.093 10.341 10.589 10.837 11.085 11.333 11.333 11.556 11.778 12.000 -0.000 -0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.003 0.003 0.003 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.004 0.004 0:004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.000 -0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0:001 0.001 0.001 0.001 0.000 0.000 0.000 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb 11-05-2012, 02:19:33 PM 7o1 Page 7 [8] REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.050 0.00 U1/Odd 0.000 0.00 U1/A11 0.000 0.100 0.00 U1/Odd 0.000 0.00 U1/A11 0.000 2 0.000 5.76 U1/A11 0.091 0.00 U1/A11 0.000 0.222 4.87 U1/A11 0.077 0.00 U1/A11 0.000 0.444 4.02 U1/A11 0.063 0.00 Ul/All 0.000 0.667 3.19 U1/A11 0.050 0.00 U1/A11 0.000 0.667 3.19 Ul/A11 0.050 0.00 U1/A11 0.000 0.915 2.31 Ul/A11 0.036 0.00 U1/A11 0.000 1.163 1.48 Ul/All 0.023 0.00 U1/A11 0.000 1.411 0.68 U1/A11 0.011 0.00 U1/A11 0.000 1.659 0.00 U1/A11 0.000 0.07 U1/A11 0.001 1.907 0.00 U1/A11 0.000 0.78 U1/A11 0.012 2.155 0.00 U1/A11 0.000 1.45 U1/A11 0.023 2.403 0.00 Ul/All 0.000 2.08 U1/A11 0.033 2.651 0.00 U1/A11 0.000 2.67 U1/A11 0.042 2.899 0.00 Ul/All 0.000 3.21 01/A11 0.050 3.147 0.00 U1/A11 0.000 3.71 U1/A11 0.058 3.395 0.00 U1/All 0.000 4.17 U1/A11 0.066 3.643 0.00 U1/A11 0.000 4.59 U1/All 0.072 3.891 0.00 U1/A11 0.000 4.97 U1/A11 0.078 4.140 0.00 U1/A11 0.000 5.30 Ul/A11 0.083 4.388 0.00 U1/A11 0.000 5.60 01/All 0.088 4.636 0.00 U1/A11 0.000 5.85 01/All 0.092 4.884 0.00 Ul/A11 0.000 6.06 U1/A11 0.095 5.132 0.00 U1/All 0.000 6.22 Ul/A11 0.098 5.380 0.00 U1/A11 0.000 6.35 U1/A11 0.100 5.628 0.00 U1/A11 0.000 6.43 Ul/All 0.101 5.876 0.00 U1/A11 0.000 6.47 U1/A11 0.102 6.124 0.00 Ul/Even 0.000 6.47 U1/A11 0.102 6.372 0.00 U1/Even 0.000 6.43 U1/A11 0.101 6.620 0.00 U1/Even 0.000 6.35 U1/A11 0.100 6.868 0.00 Ul/Even 0.000 6.22 U1/All 0.098 7.116 0.00 U1/Even 0.000 6.06 U1/A11 0.095 7.364 0.00 U1/Even 0.000 5.85 U1/A11 0.092 7.612 0.00 U1/Even 0.000 5.60 U1/A11 0.088 7.860 0.00 U1/Even 0.000 5.30 Ul/A11 0.083 8.109 0.00 U1/Even 0.000 4.97 U1/A11 0.078 8.357 0.00 U1/Even 0.000 4.59 U1/All 0.072 8.605 0.00 Ul/Even 0.000 4.17 U1/A11 0.066 8.853 0.00 U1/Even 0.000 3.71 Ul/All 0.058 9.101 0.00 U1/Even 0.000 3.21 U1/A11 0.050 9.349 0.00 U1/Even 0.000 2.67 U1/A11 0.042 9.597 0.00 Ul/Even 0.000 2.08 U1/A11 0.033 9.845 0.00 U1/Even 0.000 1.45 U1/A11 0.023 10.093 0.00 U1/Even 0.000 0.78 U1/A11 0.012 10.341 0.00 Ul/Even 0.000 0.07 U1/A11 0.001 10.589 0.68 U1/Even 0.011 0.00 Ul/A11 0.000 10.837 1.48 U1/Even 0.023 0.00 U1/A11 0.000 11.085 2.31 U1/Even 0.036 0.00 U1/All 0.000 11.333 3.19 Ul/Even 0.050 0.00 Ul/All 0.000 11.333 3.19 U1/Even 0.050 0.00 U1/A11 0.000 11.556 4.01 01/Even 0.063 0.00 U1/A11 0.000 11.778 4.87 Ul/Even 0.077 0.00 Ul/A11 0.000 12.000 5.76 U1/Even 0.091 0.00 U1/A11 0.000 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-6 ngineer:-Arbab Engineering, Inc. /X Y Z spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-6 ngineer: Arbab Engineering, Inc. 1201b/ft 1 1201b/ft 1 •1 CASE/PATTERN: Live/All 1401b/ft 1401b/ft 266.66TI6/ft 266.667 Ib7ft CASE: Dead CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONS\LRB-6.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-6 ngineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft 4.5 4,08 -4.5 N -4. -7.0 7.0 .76 -5.76 i 6.47 LEGEND: — Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-6 ngineer: Arbab Engineering, Inc. Moment Capacity - k-ft -40.0 40.0 LEGEND: -- Envelope Curve — Capacity Curve — Support Centerline — Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-6 '"ngineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 12.0 2.82 -2.82'i -12.0 LEGEND: --- Envelope Curve -- Capacity Curve - Support Centerline Face of Support Critical Section spBeam.v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-6 ngineer: Arbab Engineering, Inc. Instantaneous Deflection - in -0.005 0.005 LEGEND: -- Dead Load Live Load Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-6 ngineer: Arbab Engineering, Inc. s;//6s zz( 10 N Flexural and Transverse Reinforcement pBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-6.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-6 ngineer: Arbab Engineering, Inc. 11-05-2012, 05:17:10 PM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. Page 1 zL/ [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c 4 4 ksi Ec = 3834.3 3834.3 ksi fr 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 .0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 11-05-2012, 05:17:10 PM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUE2 RESIDENCE\CALCULATIONS\LRB-7.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Li t wL wR Hmin 1 Int 2 Int 0.100 0.00 18.000 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b •h Sp 0.333 0.333 0.333 0.00 LC 0.333 0.00 Beams b h Span Hmin 1 0.00 0.00 0.00 8.00 30.00 0.15 2 0.00 0.00 0.00 8.00 30.00 13.50 Support Data Columns Units.: cia, c2a, cib, c2b (in); Ha, Hb (ft) Supp cla c2a Ha cib c2b Hb Red% 1 0.00 0.00 0.000 18.00 8.00 10.000 100 2 0.00 0.00 0.000 18.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 250.00 0.000 250.00 0.100 2 250.00 0.000 250.00 18.000 Dead 1 180.00 0.000 180.00 0.100 2 180.00 0.000 180.00 6.000 Live - 1 150.00 0.000 150.00 0.100 2 150.00 0.000 150.00 6.000 Live/Odd 1 150.00 0.000 150.00 0.100 Live/Even 2 150.00 0.000 150.00 6.000 Live/S1 1 150.00 0.000 150.00 0.100 2 150.00 0.000 150.00 6.000 Live/S2 2 150.00 0.000 150.00 6.000 Reinforcement Criteria Slabs and Ribs 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 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. 11-05-2012, 05:17:10 PM Page 3 (S7,7Ste- Z Z/ [2] DESIGN RESULTS Top Reinforcement 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 0.00 0.000 0.316 4.073 2.576 0.000 2-#5 Middle 0.67 0.00 0.000 0.316 4.073 2.576 0.000 2-#5 Right 0.67 0.00 0.000 0.316 4.073 2.576 0.000 2-#5 2 Left 0.67 1.76 0.750 0.316 4.073 2.576 0.014 2-4(5 Middle 0.67 0.00 9.000 0.000 4.073 0.000 0.000 --- Right 0.67 2.31 17.250 0.316 4.073 2.576 0.018 2-4(5 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-#5 0.10 2 2-#5 3.85 2-#5 4.10 Bottom Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span. Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 7. 0.67 0.00 0.000 0.000 4.073 0.000 0.000 2 0.67 11.60 7.500 0.316 4.073 2.576 0.092 2-#5 *3 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 1 2 2-#5 0.00 18.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -76.74 0.00 0.050 0.62 0.00 -76.74 0.00 0.100 0.62 0.00 -76.74 0.00 2 0.000 0.62 0.62 -76.74 76.74 0.750 0.62 0.62 -76.74 76.74 2.849 0.62 0.62 -76.74 76.74 3.849 0.00 0.62 0.00 76.74 6.525 0.00 0.62 0.00 76.74 9.000 0.00 0.62 0.00 76.74 11.475 0.00 0.62 0.00 76.74 13.901 0.00 0.62 0.00 76.74 14.901 0.62 0.62 -76.74 76.74 17.250 0.62 0.62 -76.74 76.74 18.000 0.62 0.62 -76.74 76.74 _,ongitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s *3 *3 *3 *3 *3 1 28.19 21.39 0.000 0.000 0.00 0.000 0.0000 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb 11-05-2012, 05:17:10 PM 2 28.19 21.39 3.099 6.049 9.000 11.951 6.049 9.000 11.951 14.901 2.68 0.69 1.30 2.18 3.099 6.049 11.951 14.901 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None Beam Shear Capacity 0.0000 0.0000 0.0000 0.0000 Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 28.19 21.39 0.000 2 28.19 21.39 0.000 Slab Shear Capacity 0.100 18.000 Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 10.70 0.08 10.70 5.02 Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr 0.100 0.000 Dead Load Level Page 4 Dead+Live Mmax Ie Mmax Ie 1 18000 18000 Right 2 18000 18000 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 -0.000 -0.000 2 0.007 0.001 0.007 Maximum Long-term Deflections 18000 18000 18000 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 2853 2853 2853 Dtotal 1 -0.000 2.000 -0.000 -0.000 -0.000 2 0.007 2.000 0.013 0.014 0.014 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 16.8 lb <=> 37.5 lb <=> 0.0 lb <=> 54.3 lb <=> 30.2 ft^3 <=> 0.93 lb/ft <=> 2.07 lb/ft <=> 0.00 lb/ft <=> 3.00 lb/ft <=> 1.67 ft^3/ft <=> [3],COLUMN AXIAL FORCES AND MOMENTS -0.000 0.020 1.391 lb/ft^2 3.112 lb/ft^2 0.000 lb/ft^2 4.503 lb/ft^2 2.500 ft^3/ft^2 47.43 47.43 47.43 -0.00 -3.65 8.29 18000 18000 18000 - 0.00 - 4.24 9.31 18000 18000 18000 Units:. P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Live/All Live/Odd Live/Even Live/SI 2.28 0.93 0.78 0.02 0.76 0.78 0.00 0.00 0.00 0.00 0.00 0.00 - 2.95 - 0.70 - 0.58 0.00 - 0.58 -0.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.48 0.35 0.29 -0.00 0.29 0.29 0.00 0.00 0.00 0.00 0.00 0.00 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Live/S2 0.76 0.00 -0.58 0.00 U1/A11 5.10 0.00 -5.31 0.00 Ul/Odd 3.88 0.00 -4.38 0.00 Ul/Even 5.07 0.00 -5.31 0.00 01/S1 5.10 0.00 -5.31 0.00 U1/S2 5.07 0.00 -5.31 0.00 11-05-2012, 05:17:10 PM 0.00 0.29 0.00 0.00 0.00 0.00 0.00 2.66 2.19 2.66 2.66 2.66 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 2.25 0.00 2.95 0.00 0.00 -1.48 0.00 Dead 0.16 0.00 0.40 0.00 0.00 -0.20 0.00 Live/All 0.14 0.00 0.34 0.00 0.00 -0.17 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 0.14 0.00 0.34 0.00 0.00 -0.17 0.00 Live/S1 0.14 0.00 0.34 0.00 0.00 -0.17 0.00 Live/S2 0.14 0.00 0.34 0.00 0.00 -0.17 0.00 01/All 3.11 0.00 4.56 0.00 0.00 -2.28 0.00 Ul/Odd 2.90 0.00 4.03 0.00 0.00 -2.01 0.00 01/Even 3.11 0.00 4.56 0.00 0.00 -2.28 0.00 U1/S1 3.11 0.00 4.56 0.00 0.00 -2.28 0.00 01/S2 3.11 0.00 4.56 0.00 0.00 -2.28 0.00 Sum SELF 4.53 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 1.10 0.00 -0.30 0.00 0.00 0.15 0.00 Live/All 0,92 0.00 -0.25 0.00 0.00 0.12 0.00 Live/Odd 0.01 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 0.90 0.00 -0.25 0.00 0.00 0.12 0.00 Live/S1 0.92 0.00 -0.25 0.00 0.00 0.12 0.00 Live/S2 0.90 0.00 -0.25 0.00 0.00 0.12 0.00 Ul/All 8.21 0.00 -0.75 0.00 Ul/Odd 6.77 0.00 -0.35 0.00 Ul/Even 8.19 0.00 -0.75 0.00 U1/S1 8.21 0.00 -0.75 0.00 U1/S2 8.19 0.00 -0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.38 0.18 0.38 0.38 0.38 0.00 0.00 0.00 0.00 0.00 [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2 0.000 0.250 0.500 0.750 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 0.00 U1 -0.00 U1 - 0.00 U1 - 5.32 Ul -4.09 U1 -2.90 U1 - 1.76 U1 -1.76 U1 -0.84 U1 - 0.04 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.37 U1 1.37 U1 2.31 U1 3.21 U1 4.07 U1 4.88 U1 5.63 U1 6.35 U1 7.01 Ul 7.63 U1 8.20 U1 8.72 U1 9.20 U1 9.63 U1 10.01 U1 10.34 U1 10.63 U1 10.87 U1 11.06 U1 11.21 U1 11.32 U1 11.41 U1 11.49 U1 11.54 U1 11.58 U1 11.60 U1 11.60 U1 11.58 U1 11.54 U1 11.48 U1 11.41 U1 11.31 U1 0.00 U1 -0.04 U1 -0.08 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 5.02 U1 0.00 U1 4.83 U1 0.00 U1 4.64 U1 0.00 U1 4.45 U1 0.00 U1 4.45 U1 0.00 U1 4.27 U1 0.00 U1 4.08 U1 0.00 U1 3.89 U1 0.00 U1 3.70 U1 0.00 U1 3.51 U1 0.00 U1 3.32 U1 0.00 U1 3.13 U1 0.00 U1 2.94 Ul 0.00 U1 2.75 U1 0.00 U1 2.56 U1 0.00 U1 2.38 U1 0.00 U1 2.19 U1 0.00 U1 2.00 U1 0.00 U1 1.81 U1 0.00 U1 1.62 U1 0.00 Ul 1.43 U1 0.00 U1 1.24 U1 0.00 U1 1.09 U1 0.00 U1 0.96 U1 0.00 U1 0.83 U1 0.00 U1 0.70 U1 0.00 U1 0.63 U1 0.00 U1 0.55 U1 0.00 U1 0.48 U1 0.00 U1 0.40 U1 0.00 U1 0.33 U1 0.00 U1 0.25 U1 - 0.04 U1 0.18 U1 - 0.11 U1 0.10 U1 -0.19 U1 0.03 U1 -0.26 U1 0.00 U1 -0.34 U1 0.00 U1 -0.41 U1 0.00 U1 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb 11-05-2012, 05:17:10 PM 9.250 0.00 01 11.20 01 -0.49 01 0.00 01 9.500 0.00 01 11.07 01 -0.56 01 0.00 01 9.750 0.00 01 10.92 01 -0.64 01 0.00 01 10.000 0.00 01 10.75 01 -0.71 01 0.00 01 10.250 0.00 01 10.56 01 -0.79 01 0.00 01 10.500 0.00 01 10.35 01 -0.86 01 0.00 01 10.750 0.00 01 10.13 01 -0.94 01 0.00 01 11.000 0.00 01 9.89 01 -1.01 01 0.00 01 11.250 0.00 01 9.62 01 -1.09 01 0.00 01 11.500 0.00 01 9.34 01 -1.16 01 0.00 01 11.750 0.00 01 9.04 01 -1.24 01 0.00 01 12.000 0.00 01 8.72 01 -1.31 01 0.00 01 12.250 0.00 01 8.38 01 -1.39 01 0.00 01 12.500 0.00 01 8.03 01 -1.46 01 0.00 01 12.750 0.00 01 7.65 01 -1.54 01 0.00 01 13.000 0.00 01 7.26 01 -1.61 01 0.00 01 13.250 0.00 Ul 6.84 01 -1.69 01 0.00 01 13.500 0.00 01 6.41 01 -1.76 01 0.00 01 13.750 0.00 01 5.96 01 -1.84 01 0.00 01 14.000 0.00 01 5.49 01 -1.91 01 0.00 01 14.250 0.00 01 5.00 01 -1.99 01 0.00 01 14.500 0.00 01 4.50 01 -2.06 01 0.00 01 14.750 0.00 01 3.97 01 -2.14 01 0.00 01 15.000 0.00 01 3.43 01 -2.21 01 0.00 01 15.250 0.00 01 2.87 01 -2.29 01 0.00 01 15.500 0.00 01 2.28 01 -2.36 01 0.00 01 15.750 0.00 01 1.73 01 -2.44 01 0.00 01 16.000 0.00 01 1.17 01 -2.51 01 0.00 01 16.250 0.00 01 0.58 01 -2.59 01 0.00 01 16.500 -0.23 U1 0.00 01 -2.66 01 0.00 01 16.750 -0.91 01 0.00 01 -2.74 01 0.00 01 17.000 -1.60 01 0.00 01 -2.81 01 0.00 01 17.250 -2.31 01 0.00 01 -2.89 01 0.00 01 17.250 -2.31 01 0.00 01 -2.89 01 0.00 01 17.500 -3.04 01 0.00 Ul -2.96 01 0.00 01 17.750 -3.79 01 0.00 01 -3.04 01 0.00 01 18.000 -4.56 01 0.00 01 -3.11 U1 0.00 01 (� ,Pfaagge 6 7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 0.050 0.100 2 0.000 0.250 0.500 0.750 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 -0.000 -0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 -0.000 -0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.003 0.003 0.003 0.003 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 11-05-2012, 05:17:10 PM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.250 17.500 17.750 18.000 0.006 0.007 0.007 0.007 0.007 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.005 0.005 0.005 0.005 0.005 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 [8] REQUIRED REINFORCEMENT 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.006 0.006 0.006 0.006 0.006 0.006 0.005 0.005 0.005 0.005 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 /.2.3 Page 7 24/ Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 U1/All 0.000 0.00 U1/All 0.000 0.050 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.100 0.00 U1/A11 0.000 0.00 U1/A11 0.000 2 0.000 5.32 U1/A11 0.042 0.00 U1/A11 0.000 0.250 4.09 U1/A11 0.032 0.00 U1/All 0.000 0.500 2.90 U1/A11 0.023 0.00 U1/A11 0.000 0.750 1.76 U1/A1l 0.014 0.00 U1/A11 0.000 0.750 1.76 U1/A11 0.014 0.00 U1/A11 0.000 1.000 0.84 U1/A11 0.007 0.00 01/All 0.000 1.250 0.04 U1/All 0.000 0.37 U1/A11 0.003 1.500 0.00 U1/A11 0.000 1.37 U1/All 0.011 1.750 0.00 U1/A11 0.000 2.31 01/All 0.018 2.000 0.00 U1/A11 0.000 3.21 U1/A11 0.025 2.250 0.00 U1/All 0.000 4.07 U1/All 0.032 2.500 0.00 U1/A11 0.000 4.88 U1/All 0.038 2.750 0.00 U1/A11 0.000 5.63 U1/A11 0.044 3.000 0.00 U1/A11 0.000 6.35 U1/All 0.050 3.250 0.00 U1/A11 0.000 7.01 U1/A11 0.055 3.500 0.00 U1/A11 0.000 7.63 U1/All 0.060 3.750 0.00 U1/A11 0.000 8.20 U1/A11 0.065 4.000 0.00 U1/A11 0.000 8.72 Ul/All 0.069 4.250 0.00 U1/A11 0.000 9.20 U1/All 0.073 4.500 0.00 U1/All 0.000 9.63 Ul/A11 0.076 4.750 0.00 01/All 0.000 10.01 U1/All 0.079 5.000 0.00 U1/All 0.000 10.34 U1/A11 0.082 5.250 0.00 01/All 0.000 10.63 U1/Odd 0.084 5.500 0.00 U1/All 0.000 10.87 U1/Odd 0.086 5.750 0.00 U1/A11 0.000 11.06 U1/Odd 0.088 6.000 0.00 U1/A11 0.000 11.21 U1/Odd 0.089 6.250 0.00 U1/A11 0.000 11.32 U1/Odd 0.090 {i. spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb 6.500 0.00 01/All 0.000 11.41 U1/Odd 0.090 6.750 0.00 Ul/All 0.000 11.49 U1/Odd 0.091 7.000 0.00 Ul/All 0.000 11.54 U1/Odd 0.091 7.250 0.00 Ul/A11 0.000 11.58 U1/Odd 0.092 7.500 0.00 Ul/A11 0.000 11.60 Ul/Odd 0.092 7.750 0.00 U1/Even 0.000 11.60 U1/Odd 0.092 8.000 0.00 Ul/Even 0.000 11.58 U1/Odd 0.092 8.250 0.00 Ul/Even 0.000 11.54 U1/Odd 0.091 8.500 0.00 Ul/Even 0.000 11.48 U1/A11 0.091 8.750 0.00 Ul/Even 0.000 11.41 Ul/A11 0.090 9.000 0.00 U1/Even 0.000 11.31 U1/A11 0.090 9.250 0.00 U1/Even 0.000 11.20 U1/All 0.089 9.500 0.00 Ul/Even 0.000 11.07 U1/All 0.088 9.750 0.00 U1/Even 0.000 10.92 U1/A11 0.086 10.000 0.00 01/Even 0.000 10.75 U1/All 0.085 10.250 0.00 Ul/Even 0.000 10.56 Ul/All 0.084 10.500 0.00 U1/Even 0.000 10.35 U1/A11 0.082 10.750 0.00 U1/Even 0.000 10.13 U1/A11 0.080 11.000 0.00 U1/Even 0.000 9.89 U1/A11 0.078 11.250 0.00 U1/Even 0.000 9.62 U1/A11 0.076 11.500 0.00 U1/Even 0.000 9.34 U1/A11 0.074 11.750 0.00 Ul/Even 0.000 9.04 U1/All 0.071 12.000 0.00 U1/Even 0.000 8.72 U1/A11 0.069 12.250 0.00 01/Even 0.000 8.38 U1/A11 0.066 12.500 0.00 U1/Even 0.000 8.03 U1/A11 0.063 12.750 0.00 U1/Even 0.000 7.65 U1/All 0.060 13.000 0.00 U1/Even 0.000 7.26 U1/All 0.057 13.250 0.00 U1/Even 0.000 6.84 U1/A11 0.054 13.500 0.00 Ul/Even 0.000 6.41 U1/A11 0.051 13.750 0.00 U1/Even 0.000 5.96 U1/A11 0.047 14.000 0.00 U1/Even 0.000 5.49 U1/A11 0.043 14.250 0.00 Ul/Even 0.000 5.00 U1/A11 0.040 14.500 0.00 U1/Even 0.000 4.50 U1/A11 0.036 14.750 0.00 U1/Even 0.000 3.97 U1/A11 0.031 15.000 0.00 Ul/Even 0.000 3.43 U1/All 0.027 15.250 0.00 U1/Even 0.000 2.87 U1/A11 0.023 15.500 0.00 U1/Even 0.000 2.28 U1/A11 0.018 15.750 0.00 U1/Even 0.000 1.73 U1/A11 0.014 16.000 0.00 01/Even 0.000 1.17 U1/A11 0.009 16.250 0.00 U1/Even 0.000 0.58 U1/All 0.005 16.500 0.23 U1/Even 0.002 0.00 U1/A11 0.000 16.750 0.91 U1/Even 0.007 0.00 U1/A11 0.000 17.000 1.60 Ul/Even 0.013 0.00 U1/A11 0.000 17.250 2.31 U1/Even 0.018 0.00 U1/A11 0.000 17.250 2.31 U1/Even 0.018 0.00 U1/A11 0.000 17.500 3.04 U1/Even 0.024 0.00 U1/All 0.000 17.750 3.79 U1/Even 0.030 0.00 U1/A11 0.000 18.000 4.56 U1/Even 0.036 0.00 U1/A11 0.000 11-05-2012, 05:17:10 PM Page 8 sdb27s' Z 2 ( 9 t L IJ spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: CAArbab RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 :ngineer: Arbab Engineering, Inc. spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 Engineer: Arbab Engineering, Inc. 150 Ib/ft50 Ib/ft I CASE/PATTERN: Live/All 180 Ib/ft80 Ib/ft 250-1b7ft I CASE: Dead 25tTlb/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C: Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 ngineer: Arbab Engineering, Inc. Moment Diagram - k-ft 6.0 02 -0. -6.0 -3.1 -12.0 12.0 LEGEND: — Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 ngineer: Arbab Engineering, Inc. Moment Capacity - k-ft -80.0 80.0 LEGEND: Envelope Curve Capacity Curve -- - Support Centerline Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 igineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 12.0 -12.0 LEGEND: -- Envelope Curve — Capacity Curve — - Support Centerline -- Face of Support - - Critical Section au spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 :ngineer: Arbab Engineering, Inc. Instantaneous Deflection - in -0.007 0.007 51/3/ LEGEND: Dead Load — - Live Load --- Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 ngineer: Arbab Engineering, Inc. r,/3aS70 U O Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-7.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-7 ngineer: Arbab Engineering, Inc. spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb 11-05-2012, 05:29:55 PM Page 1 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) /33 spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever Flddr'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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abs1Beams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb 11-05-2012, 05:29:55 PM Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Li t wL wR Hmin 1 Int 0.100 0.00 0.667 0.667 0.00 LC 2 Int 11.000 0.00 0.667 0.667 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Span b h Sp Beams Span b h Hmin 1 0.00 0.00 0.00 16.00 16.00 0.15 2 0.00 0.00 0.00 16.00 16.00 8.25 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 16.00 16.00 10.000 100 2 0.00 0.00 0.000 16.00 16.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 -1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 266.67 0.000 266.67 0.100 2 266.67 0.000 266.67 11.000 Dead 1 340.00 0.000 340.00 0.100 2 340.00 0.000 340.00 11.000 Live 1 240.00 0.000 240.00 0.100 2 240.00 0.000 240.00 11.000 Live/Odd 1 240.00 0.000 240.00 0.100 Live/Even 2 240.00 0.000 240.00 11.000 Live/S1 1 240.00 0.000 240.00 0.100 2 240.00 0.000 240.00 11.000 Live/S2 2 240.00 0.000 240.00 11.000 Reinforcement Criteria Slabs and Ribs 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 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in 5pBeamv3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [2] DESIGN RESULTS Top Reinforcement 11-05-2012, 05:29:55 PM Page 3 S`i/3S S7(2°2- 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 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-#5 Middle 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-45 Right 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-#5 2 Left 1.33 3.88 0.667 0.318 4.100 10.576 0.061 2-#5 Middle 1.33 0.00 5.500 0.000 4.100 0.000 0.000 --- Right 1.33 3.88 10.333 0.318 4.100 10.576 0.061 2-#5 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-#5 0.10 2 '2-#5 2.84 2-#5 2.84 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 1.33 0.00 0.000 0.000 4.100 0.000 0.000 2 1.33 9.10 5.624 0.318 4.100 10.576 0.143 2-#5 *3 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 1 2 2-#5 0.00 11.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -38.63 0.00 0.050 0.62 0.00 -38.63 0.00 0.100 0.62 0.00 -38.63 0.00 2 0.000 0.62 0.62 -38.63 38.63 0.667 0.62 0.62 -38.63 38.63 1.840 0.62 0.62 -38.63 38.63 2.840 0.00 0.62 0.00 38.63 4.050 0.00 0.62 0.00 38.63 5.500 0.00 0.62 0.00 38.63 6.950 0.00 0.62 0.00 38.63 8.160 0.00 0.62 0.00 38.63 9.160 0.62 0.62 -38.63 38.63 10.333 0.62 0.62 -38.63 38.63 11.000 0.62 0.62 -38.63 38.63 ,ongitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s *3 *3 *3 *3 *3 1 14.19 21.54 0.000 0.000 0.00 0.000 0.0000 11-05-2012, 05:29:55 PM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb 2 14.19 Longitudinal Beam 21.54 1.849 3.309 4.06 1.849 0.0000 3.309 4.770 2.44, 3.309 0.0000 4.770 6.230 0.81 4.770 0.0000 6.230 7.691 2.44 7.691 0.0000 7.691 9.151 4.06 9.151 0.0000 Shear Reinforcement Details Units: spacing &.distance (in). Span Size Stirrups (2 legs each unless otherwise noted) Beam 1 #5 --- None --- 2 #5 --- None --- Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 21.54 2 14.19 21.54 Slab Shear Capacity 0.000 0.100 0.000 11.000 Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 10.77 0.11 0.100 10.77 6.12 0.000 Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr Mmax Dead .7/36 Load Level Page 4 zzl Dead+Live Ie Mmax Ie 1 2 5461 5461 5461 Right 5461 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 2 0.004 -0.000 0.002 -0.000 0.006 Maximum Long-term Deflections 5461 5461 5461 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l 723 723 723 Dtotal 1 -0.000 2.000 -0.000 2 0.004 2.000 0.009 Material Takeoff -0.000 -0.000 0.010 0.010 Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 12.1 lb 22.9 lb 0.0 lb 35.0 lb 19.7 ft^3 1.09 lb/ft 2.07 lb/ft 0.00 lb/ft 3.15 lb/ft 1.78 ft^3/ft <=> -0.000 0.015 0.815 lb/ft^2 1.550 lb/ft^2 0.000 lb/ft^2 2.365 lb/ft^2 1.333 ft^3/ft^2 26.98 26.98 26.98 -0.00 -4.21 4.97 5461 5461 5461 -0.00 -5.87 6.93 5461 5461 5461 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Live/All Live/Odd Live/Even 1.49 1.90 1.34 0.02 1.32 0.00 0.00 0.00 0.00 0.00 - 1.85 - 2.36 - 1.66 0.00 -1.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.92 1.18 0.83 -0.00 0.83 0.00 0.00 0.00 0.00 0.00 ) spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License IDE 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.sib 11-05-2012, 05:29:55 PM Live/S1 1.34 Live/S2 1.32 0.00 0.00 -1.66 0.00 -1.66 0.00 0.00 0.00 01/All 6.23 0.00 -7.71 0.00 0.00 U1/Odd 4.12 0.00 -5.04 0.00 0.00 U1/Even 6.19 0.00 -7.71 0.00 0.00 U1/S1 6.23 0.00 -7.71 0.00 0.00 U1/S2 6.19 0.00 -7.71 0.00 0.00 0.83 0.83 0.00 0.00 3.85 0.00 2.52 0.00 3.85 0.00 3.85 0.00 3.85 0.00 2 SELF 1.47 0.00 1.85 0.00 0.00 -0.92 0.00 Dead 1.87 0.00 2.36 0.00 0.00 -1.18 0.00 Live/A11 1.32 0.00 1.66 0.00 0.00 -0.83 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 1.32 0.00 1.66 0.00 0.00 -0.83 0.00 Live/S1 1.32 0.00 1.66 0.00 0.00 -0.83 0.00 Live/S2 1.32 0.00 1.66 0.00 0.00 -0.83 0.00 U1/A11 6.12 0.00 7.71 0.00 0.00 -3.85 0.00 U1/Odd 4.00 0.00 5.05 0.00 0.00 -2.52 0.00 01/Even 6.12 0.00 7.71 0.00 0.00 -3.85 0.00 01/S1 6.12 0.00 7.71 0.00 0.00 -3.85 0.00 01/S2 6.12 0.00 7.71 0.00 0.00 -3.85 0.00 Sum SELF 2.96 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 3.77 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 2.66 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.02 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 2.64 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 2.66 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 2.64 0.00 -0.00 0.00 0.00 0.00 0.00 U1/A11 12.34 U1/Odd 8.12 U1/Even 12.30 U1/S1 12.34 U1/S2 12.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 -0.00 0.00 - 0.00 0.00 -0.00 0.00 - 0.00 0.00 (6) SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2 0.000 0.222 0.444 0.667 0.667 0.915 1.162 1.410 1.658 1.906 2.154 2.402 2.650 2.897 3.145 3.393 3.641 3.889 4.137 4.385 4.632 4.880 5.128 5.376 5.624 5.872 6.120 6.368 6.615 6.863 7.111 7.359 7.607 7.855 8.103 8.350 8.598 0.00 U1 -0.00 U1 - 0.01 Ul -7.71 U1 -6.38 U1 -5.10 U1 - 3.88 U1 - 3.88 Ul -2.58 U1 -1.35 U1 -0.19 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.90 U1 1.93 U1 2.88 U1 3.77 U1 4.59 U1 5.34 U1 6.03 U1 6.64 U1 7.19 U1 7.67 U1 8.08 U1 8.42 U1 8.69 U1 8.90 U1 9.03 U1 9.10 U1 9.10 U1 9.03 U1 8.90 U1 8.69 U1 8.42 Ul 8.08 U1 7.67 U1 7.19 U1 6.64 U1 6.03 U1 5.34 U1 4.59 U1 3.77 U1 0.00 U1 -0.06 U1 -0.11 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 6.12 U1 0.00 U1 5.87 U1 0.00 U1 5.62 U1 0.00 U1 5.37 U1 0.00 U1 5.37 U1 0.00 U1 5.10 U1 0.00 U1 4.82 Ul 0.00 U1 4.55 U1 0.00 U1 4.27 U1 0.00 U1 4.00 U1 0.00 U1 3.72 01 0.00 U1 3.45 U1 0.00 U1 3.17 U1 0.00 U1 2.89 U1 0.00 U1 2.62 U1 0.00 U1 2.34 U1 0.00 U1 2.07 U1 0.00 U1 1.79 U1 0.00 U1 1.52 U1 0.00 U1 1.24 U1 0.00 U1 0.96 U1 0.00 U1 0.69 U1 0.00 U1 0.41 U1 0.00 U1 0.14 U1 - 0.14 U1 0.00 Ul -0.41 Ul 0.00 U1 - 0.69 U1 0.00 U1 -0.96 U1 0.00 U1 - 1.24 U1 - 1.52 U1 - 1.79 U1 -2.07 U1 -2.34 U1 - 2.62 U1 - 2.89 U1 - 3.17 U1 - 3.45 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 11-05-2012, 05:29:55 PM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb 8.846 9.094 9.342 9.590 9.838 10.085 10.333 10.333 10.556 10.778 11.000 0.00 U1 0.00 U1 0.00 U1 - 0.19 Ul - 1.35 U1 -2.58 Ul - 3.88 U1 -3.88 U1 -5.10 U1 -6.38 U1 -7.71 U1 2.89 Ul 1.93 U1 0.90 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 - 3.72 U1 -4.00 Ul -4.27 U1 - 4.55 U1 - 4.82 U1 - 5.10 U1 -5.37 U1 -5.37 U1 -5.62 U1 -5.87 U1 -6.12 Ul [� % p J (Page 6 0.00 U1 -5;/J e 2 Z/ 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 [7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 -0.000 0.050 -0.000 0.100 0.000 2 0.000 0.22.2 0.444 0.667 0.667 0.915 1.162 1.410 1.658 1.906 2.154 2.402 2.650 2.897 3.145 3.393 3.641 3.889 4.137 4.385 4.632 4.880 5.128 5.376 5.624 5.872 6.120 6.368 6.615 6.863 7.111 7.359 7.607 7.855 8.103 8.350 8.598 8.846 9.094 9.342 9.590 9.838 10.085 10.333 10.333 10.556 10.778 11.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.003 0.003 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8] REQUIRED REINFORCEMENT - 0.000 - 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.003 0.003 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.005 0.005 0.005 0.005 0.004 0.004 0.004 0.004 0.003 0.003 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.000 0.000 Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span, x Mu Comb/Patt As Bottom Mu Comb/Patt As spBeam v3.12 © StructurePoint 11-05-2012, 05:29:55 PM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.sib Page 7 1 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 /3/ 0.050 0.00 U1/Odd 0.000 0.00 U1/A11 0.000 0.100 0.01 U1/Odd 0.000 0.00 Ul/All 0.000 2 0.000 7.71 U1/A11 0.121 0.00 Ul/A11 0.000 0.222 6.38 Ul/A11 0.100 0.00 U1/A11 0.000 0.444 5.10 U1/A11 0.080 0.00 U1/A11 0.000 0.667 3.88 U1/A11 0.061 0.00 U1/A11 0.000 0.667 3.88 U1/A11 0.061 0.00 U1/A11 0.000 0.915 2.58 U1/A11 0.041 0.00 U1/All 0.000 1.162 1.35 U1/All 0.021 0.00 U1/A11 0.000 1.410 0.19 U1/A11 0.003 0.00 U1/A11 0.000 1.658 0.00 U1/A11 0.000 0.90 U1/A11 0.014 1.906 0.00 U1/A11 0.000 1.93 Ul/All 0.030 2.154 0.00 Ul/A11 0.000 2.88 U1/A11 0.045 2.402 0.00 U1/A11 0.000 3.77 U1/A11 0.059 2.650 0.00 U1/A11 0.000 4.59 U1/A11 0.072 2.897 0.00 U1/A11 0.000 5.34 U1/A11 0.084 3.145 0.00 U1/A11 0.000 6.03 Ul/A11 0.095 3.393 0.00 U1/A11 0.000 6.64 U1/All 0.104 3.641 0.00 U1/A11 0.000 7.19 U1/A11 0.113 3.889 0.00 U1/All 0.000 7.67 Ul/A11 0.121 4.137 0.00 U1/All 0.000 8.08 U1/All 0.127 4.385 0.00 U1/All 0.000 8.42 U1/A11 0.133 4.632 0.00 U1/A11 0.000 8.69 U1/A11 0.137 4.880 0.00 U1/A11 0.000 8.90 U1/A11 0.140 5.128 0.00 U1/A11 0.000 9.03 U1/A11 0.142 5.376 0.00 U1/A11 0.000 9.10 U1/A11 0.143 5.624 0.00 U1/Even 0.000 9.10 U1/A11 0.143 5.872 0.00 U1/Even 0.000 9.03 U1/A11 0.142 6.120 0.00 Ul/Even 0.000 8.90 U1/All 0.140 6.368 0.00 U1/Even 0.000 8.69 U1/A11 0.137 6.615 0.00 U1/Even 0.000 8.42 U1/All 0.133 6.863 0.00 Ul/Even 0.000 8.08 U1/All 0.127 7.111 0.00 U1/Even 0.000 7.67 U1/A11 0.121 7.359 0.00 U1/Even 0.000 7.19 U1/A11 0.113 7.607 0.00 U1/Even 0.000 6.64 Ul/A11 0.104 7.855 0.00 U1/Even 0.000 6.03 U1/A11 0.095 8.103 0.00 Ul/Even 0.000 5.34 U1/All 0.084 8.350 0.00 U1/Even 0.000 4.59 U1/A11 0.072 8.598 0.00 U1/Even 0.000 3.77 Ul/All 0.059 8.846 0.00 Ul/Even 0.000 2.89 U1/A11 0.045 9.094 0.00 U1/Even 0.000 1.93 Ul/A11 0.030 9.342 0.00 U1/Even 0.000 0.90 U1/A11 0.014 9.590 0.19 U1/Even 0.003 0.00 U1/A11 0.000 9.838 1.35 U1/Even 0.021 0.00 U1/A11 0.000 10.085 2.58 U1/Even 0.040 0.00 U1/A11 0.000 10.333 3.88 U1/Even 0.061 0.00 U1/A11 0.000 10.333 3.88 U1/Even 0.061 0.00 U1/A11 0.000 10.556 5.10 U1/Even 0.080 0.00 U1/A11 0.000 10.778 6.38 U1/Even 0.100 0.00 U1/A11 0.000 11.000 7.71 Ul/Even 0.121 0.00 U1/A11 0.000 I`, 2,V X spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSILRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 Engineer: Arbab Engineering, Inc. ‘s i/�/ s', z2 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 ngineer: Arbab Engineering, Inc. 240 Ib/ft 240 Ib/ft CASE/PATTERN: Live/All 340 /tt 340 Ib/ft CASE: Dead 266.667 Ib/ft 266.667 Ib/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONS\LRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 Engineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft -7.0 -10.0 -0. 10.0 r7 .71 -7. 11 9.10 LEGEND: — Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 ngineer: Arbab Engineering, Inc. Moment Capacity - k-ft -40.0 40.0 s /Np 5'; La/ LEGEND: — Envelope Curve Capacity Curve - - Support Centerline Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSILRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 Engineer: Arbab Engineering, Inc. Beam Shear Capacity - kip LEGEND: Envelope Curve — Capacity Curve — - Support Centerline - Face of Support Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 r-ngineer: Arbab Engineering, Inc. Instantaneous Deflection - in -0.006 0.006 LEGEND: — Dead Load Live Load Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 ingineer: Arbab Engineering, Inc. Flexural and Transverse Reinforcement 11) spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-8.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-8 ngineer: Arbab Engineering, Inc. 11-07-2012, 08:45:25 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.sib J , / W S�P\age 1 zz� 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000'o 00 00 00 (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of,supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsiBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 '3834.3 ksi fr = 0.47434 0.47434 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 03 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb 11-07-2012, 08:45:25 AM Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Li t wL wR Hmin 1 Int 0.100 0.00 0.667 0.667 0.00 LC 2 Int 11.000 0.00 0.667 0.667 0.00 Rib's' and Longitudinal Beams Units: b, h, Sp (in) Ribs Beams Span b h Sp b h Span Hmin 1 0.00 0.00 0.00 16.00 16.00 0.15 2 0.00 0.00 0.00 16.00 16.00 8.25 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 16.00 16.00 10.000 100 2 0.00 0.00 0.000 16.00 16.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case. SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span. Wa La Wb Lb SELF 1 266.67 0.000 266.67 0.100 2 266.67 0.000 266.67 11.000 Dead 1 1120.00 0.000 1120.00 0.100 2 1120.00 0.000 1120.00 11.000 Live 1 800.00 0.000 800.00 0.100 2 800.00 0.000 800.00 11.000 Live/Odd 1 800.00 0.000 800.00 0.100 Live/Even 2 800.00 0.000 800.00 11.000 Live/S1 1 800.00 0.000 800.00 0.100 2 800.00 0.000 800.00 11.000 Live/52 2 800.00 0.000 800.00 11.000 Reinforcement Criteria Slabs and Ribs Top bars Min Max Bottom bars 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 s(*fe5:dz( Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in spBeam v3.12 p StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. 11-07-2012, 08:45:25 AM Page 3 /5 2 2-2/ [2] DESIGN RESULTS Top Reinforcement 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 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-#5 Middle 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-#5 .,Right 1.33 0.00 0.000 0.318 4.100 10.576 0.000 2-#5 2 Left 1.33 10.27 0.667 0.318 4.100 10.576 0.162 2-#5 Middle 1.33 0.00 5.500 0.000 4.100 0.000 0.000 --- Right 1.33 10.27 10.333 0.318 4.100 10.576 0.162 2-#5 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-#5 0.10 2 2-#5 2.84 2-#5 2.84 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 1.33 0.00 0.000 0.000 4.100 0.000 0.000 2 1.33 24.10 5.624 0.510 4.100 10.576 0.383 2-#5 *3 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 1 2 2-#5 0.00 11.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -38.63 0.00 0.050 0.62 0.00 -38.63 0.00 0.100 0.62 0.00 -38.63 0.00 2 0.000 0.62 0.62 -38.63 38.63 0.667 0.62 0.62 -38.63 38.63 1.840 0.62 0.62 -38.63 38.63 2.840 0.00 0.62 0.00 38.63 4.050 0.00 0.62 0.00 38.63 5.500 0.00 0.62 0.00 38.63 6.950 0.00 0.62 0.00 38.63 8.160 0.00 0.62 0.00 38.63 9.160 0.62 0.62 -38.63 38.63 10.333 0.62 0.62 -38.63 38.63 11.000 0.62 0.62 -38.63 38.63 ongitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Avis *3 *3 *3 *3 *3 1 14.19 21.54 0.000 0.000 0.00 0.000 0.0000 11-07-2012, 08:45:25 AM spBeam.v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.sib 2 14.19 21.54 1.849 3.309 10.75 1.849 0.0000 3.309 4.770 6.45 3.309 0.0000 4.770 6.230 2.15 4.770 0.0000 6.230 7.691 6.45 7.691 0.0000 7.691 9.151 10.75 9.151 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity Page 4 cd5-7(5r5e01 01 Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 21.54 2 14.19 21.54 Slab Shear Capacity 0.000 0.100 0.000 11.000 Units: b, d (in), Xu (ft), PhiVc, Span b d Vratio Vu(kip) PhiVc Vu 10.77 0.29 0.100 10.77 16.19 0.000 Xu 1'--- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Load Level Mcr Mmax Dead Ie Dead+Live Mmax Ie 1 2 5461 5461 5461 Right 5461 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 -0.000 -0.000 2 0.010 0.006 0.015 Maximum Long-term Deflections 5461 5461 5461 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 723 723 723 Dtotal 1 -0.000 2.000 -0.000 2 0.010 2.000 0.020 Material Takeoff -0.001 -0.001 0.025 0.025 Reinforcement in the Direction of Analysis Top Bars: 12.1 lb Bottom Bars: 22.9 lb Stirrups: 0.0 lb Total Steel: 35.0 lb Concrete: 19.7 ft^3 <=> 1.09 lb/ft <=> 2.07 lb/ft <=> 0.00 lb/ft <=> 3.15 lb/ft <=> 1.78 ft^3/ft <=> -0.001 0.035 0.815 lb/ft^2 1.550 lb/ft^2 0.000 lb/ft^2 2.365 lb/ft^2 1.333 ft^3/ft^2 26.98 26.98 26.98 -0.01 -9.62 11.35 5461 5461 5461 -0.01 -15.16 17.90 5461 5461 5461 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Live/All Live/Odd Live/Even 1.49 6.27 4.48 0.08 4.40 0.00 0.00 0.00 0.00 0.00 - 1.85 - 7.76 -5.54 0.00 -5.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.92 3.88 2.77 -0.00 2.77 0.00 0.00 0.00 0.00 0.00 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb Live/S1 4.48 0.00 -5.54 0.00 Live/S2 4.40 0.00 -5.55 0.00 01/All 16.49 0.00 -20.40 0.00 -U1/Odd 9.45 0.00 -11.53 0.00 U1/Even 16.36 0.00 -20.40 0.00 01/S1 16.49 0.00 -20.40 0.00 01/52 16.36 0.00 -20.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 1.47 0.00 1.85 0.00 0.00 Dead 6.16 0.00 7.76 0.00 0.00 Live/All 4.40 0.00 5.55 0.00 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 Live/Even 4.40 0.00 5.55 0.00 0.00 Live/S1 4.40 0.00 5.55 0.00 0.00 Live/S2 4.40 0.00 5.55 0.00 0.00 01/All 16.19 0.00 20.41 0.00 0.00 U1/Odd 9.15 0.00 11.53 0.00 0.00 01/Even. 16.19 0.00 20.41 0.00 0.00 01/S1 16.19 0.00 20.41 0.00 0.00 U1/S2 16.19 0.00 20.41 0.00 0.00 Sum SELF 2.96 0.00 0.00 0.00 0.00 Dead 12.43 0.00 0.00 0.00 0.00 Live/All 8.88 0.00 0.00 0.00 0.00 Live/Odd 0.08 0.00 0.00 0.00 0.00 Live/Even 8.80 0.00 -0.00 0.00 0.00 Live/S1 8.88 0.00 0.00 0.00 0.00 Live/S2 8.80 0.00 -0.00 0.00 0.00 Ul/A11 32.68 0.00 0.01 0.00 0.00 01/Odd 18.60 0.00 0.01 0.00 0.00 01/Even 32.55 0.00 0.00 0.00 0.00 01/S1 32.68 0.00 0.01 0.00 0.00 U1/S2 32.55 0.00 0.00 0.00 0.00 11-07-2012, 08:45:25 AM 2.77 2.77 10.20 5.76 10.20 10.20 10.20 - 0.92 -3.88 -2.77 0.00 - 2.77 - 2.77 - 2.77 - 10.20 -5.77 - 10.20 - 10.20 - 10.20 - 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 - 0.00 -0.00 Page 5 o-Ot2/ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2 0.000 0.222 0.444 0.667 0.667 0.915 1.162 1.410 1.658 1.906 2.154 2.402 2.650 2.897 3.145 3.393 3.641 3.889 4.137 4.385 4.632 4.880 5.128 5.376 5.624 5.872 6.120 6.368 6.615 6.863 7.111 7.359 7.607 7.855 8.103 8.350 8.598 0.00 U1 -0.00 U1 -0.01 U1 -20.42 U1 -16.89 U1 - 13.51 U1 - 10.27 U1 -10.27 U1 -6.84 U1 - 3.58 U1 - 0.51 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 2.39 U1 5.10 U1 7.63 U1 9.99 U1 12.16 01 14.15 U1 15.96 U1 17.58 U1 19.03 U1 20.30 U1 21.38 U1 22.29 U1 23.01 U1 23.55 U1 23.91 U1 24.10 U1 24.10 U1 23.91 U1 23.55 U1 23.01 U1 22.29 U1 21.38 U1 20.30 U1 19.03 U1 17.59 U1 15.96 U1 14.15 U1 12.16 U1 9.99 U1 0.00 U1 -0.15 U1 -0.29 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 -0.36 U1 -1.09 U1 - 1.82 Ul -2.55 U1 - 3.28 U1 -4.01 U1 - 4.74 U1 - 5.47 U1 -6.20 U1 -6.93 U1 - 7.66 U1 - 8.39 U1 -9.12 U1 0.00 U1 0.00 U1 0.00 U1 16.19 U1 15.54 U1 14.88 U1 14.23 U1 14.23 Ul 13.50 U1 12.77 U1 12.04 U1 11.31 U1 10.58 U1 9.85 U1 9.12 Ul 8.39 U1 7.66 U1 6.93 Ul 6.20 U1 5.47 U1 4.74 U1 4.01 U1 3.28 U1 2.55 U1 1.83 U1 1.10 U1 0.37 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 11-07-2012, 08:45:25 AM spBeam v3.12 © StructurePoint Licensed to:'Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb 8.846 9.094 9.342 9.590 9.838 10.085 10.333 10.333 10.556 10.778 11.000 0.00 U1 0.00 U1 0.00 U1 -0.50 U1 - 3.58 U1 - 6.83 U1 - 10.27 U1 - 10.27 U1 -13.50 U1 - 16.88 U1 -20.41 U1 7.64 U1 5.11 U1 2.39 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -9.85 Ul - 10.58 U1 -11.31 U1 - 12.04 U1 - 12.77 U1 - 13.50 U1 -14.23 U1 - 14.23 U1 - 14.88 U1 - 15.54 U1 -16.19 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 Page 6 Lr,i53 S%z,�� [7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 -0.000 ' -0.000 -0.000 0.050 -0.000 -0.000 -0.000 0.100 0.000 0.000 0.000 2 0.000 0.222 0.444 0.667 0.667 0.915 1.162 1.410 1.658 1.906 2.154 2.402 2.650 2.897 3.145 3.393 3.641 3.889 4.137 4.385 4.632 4.880 5.128 5.376 5.624 5.872 6.120 6.368 6.615 6.863 7.111 7.359 7.607 7.855 8.103 8.350 8.598 8.846 9.094 9.342 9.590 9.838 10.085 10.333 10.333 10.556 10.778 11.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.001 0.003 0.002 0.003 0.002 0.004 0.002 0.005 0.003 0.005 0.003 0.006 0.003 0.006 0.004 0.007 0.004 0.007 0.004 0.008 0.005 0.008 0.005 0.009 0.005 0.009 0.005 0.009 0.005 0.009 0.005 0.010 0.006 0.010 0.006 0.010 0.006 0.010 0.006 0.010 0.006 0.010 0.006 0.009 0.005 0.009 0.005 0.009 0.005 0.009 0.005 0.008 0.005 0.008 0.005 0.007 0.004 0.007 0.004 0.006 0.004 0.006 0.003 0.005 0.003 0.005 0.003 0.004 0.002 0.003 0.002 0.003 0.002 0.002 0.001 0.001 0.001 0.001 0.001, 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.002 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 0.011 0.012 0.012 0.013 0.014 0.014 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.014 0.014 0.013 0.012 0.012 0.011 0.010 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.002 0.001 0.001 0.000 8] REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 11-07-2012, 08:45:25 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb 1 0.000 0.00 U1/A11 0.000 0.00 Ul/A11 0.000 0.050 0.00 U1/Odd 0.000 0.00 U1/A11 0.000 0.100 0.01 U1/Odd 0.000 0.00 01/A11 0.000 2 0.000 20.42 Ui/All 0.324 0.00 01/All 0.000 0.222 16.89 U1/A11 0.267 0.00 01/All 0.000 0.444 13.51 U1/A11 0.213 0.00 U1/A11 0.000 0.667 10.27 U1/A11 0.162 0.00 01/All 0.000 0.667 10.27 U1/A11 0.162 0.00 U1/A11 0.000 0.915 6.84 01/A11 0.108 0.00 U1/A11 0.000 1.162 3.58 U1/A11 0.056 0.00 U1/A11 0.000 1.410 0.51 U1/A11 0.008 0.00 01/All 0.000 1.658 0.00 01/All 0.000 2.39 Ul/A11 0.037 1.906 0.00 U1/A11 0.000 5.10 U1/A11 0.080 2.154 0.00 Ul/A11 0.000 7.63 U1/A11 0.120 2.402 0.00 U1/A11 0.000 9.99 U1/A11 0.157 2.650 0.00 Ul/All 0.000 12.16 U1/A11 0.192 2.897 0.00 U1/A11 0.000 14.15 U1/A11 0.224 3.145 0.00 U1/A11 0.000 15.96 Ul/A11 0.252 3.393 0.00 U1/A11 0.000 17.58 Ul/A11 0.278 3.641 0.00 U1/A11 0.000 19.03 U1/All 0.302 3.889 0.00 U1/A11 0.000 20.30 U1/A11 0.322 4.137 0.00 U1/A11 0.000 21.38 U1/A11 0.339 4.385 0.00 U1/A11 0.000 22.29 U1/A11 0.354 4.632 0.00 U1/A11 0.000 23.01 1J1/A11 0.366 4.880 0.00 Ul/All 0.000 23.55 01/All 0.374 5.128 0.00 U1/A11 0.000 23.91 U1/A11 0.380 5.376 0.00 U1/A11 0.000 24.10 01/All 0.383 5.624 0.00 01/Even 0.000 24.10 U1/A11 0.383 5.872 0.00 U1/Even 0.000 23.91 01/All 0.380 6.120 0.00 U1/Even 0.000 23.55 U1/A11 0.374 6.368 0.00 01/Even 0.000 23.01 U1/A11 0.366 6.615 0.00 U1/Even 0.000 22.29 U1/A11 0.354 6.863 0.00 U1/Even 0.000 21.38 Ul/A11 0.339 7.111 0.00 U1/Even 0.000 20.30 U1/A11 0.322 7.359 0.00 01/Even 0.000 19.03 01/All 0.302 7.607 0.00 U1/Even 0.000 17.59 U1/A11 0.278 7.855 0.00 Ul/Even 0.000 15.96 Ul/All 0.252 8.103 0.00 01/Even 0.000 14.15 Ul/A11 0.224 8.350 0.00 U1/Even 0.000 12.16 U1/All 0.192 8.598 0.00 01/Even 0.000 9.99 U1/A11 0.157 8.846 0.00 01/Even 0.000 7.64 Ul/All 0.120 9.094 0.00 Ul/Even 0.000 5.11 U1/A11 0.080 9.342 0.00 U1/Even 0.000 2.39 U1/A11 0.038 9.590 0.50 U1/Even 0.008 0.00 U1/A11 0.000 9.838 3.58 U1/Even 0.056 0.00 U1/A11 0.000 10.085 6.83 01/Even 0.107 0.00 U1/All 0.000 10.333 10.27 U1/Even 0.162 0.00 U1/A11 0.000 10.333 10.27 01/Even 0.162 0.00 U1/A11 0.000 10.556 13.50 U1/Even 0.213 0.00 U1/A11 0.000 10.778 16.88 U1/Even 0.267 0.00 U1/A11 0.000 11.000 20.41 01/Even 0.324 0.00 U1/A11 0.000 Page 7 5 /$3e1. 22J spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C: Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 'ngineer: Arbab Engineering, Inc. spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 Engineer: Arbab Engineering, Inc. 800 Ib/ft 800 Ib/ft CASE/PATTERN: Live/All 1'I21b/tt 1'I20Ib/tt CASE: Dead 266.667 lb/ft 266.667 Ib/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 Engineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft -18.0 LEGEND: Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C;1Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONSIRB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 Engineer: Arbab Engineering, Inc. Moment Capacity - k-ft 40.0 spBeam v3.12: Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 rngineer: Arbab Engineering, Inc. S-1,P7(7 oLLI LEGEND: — Envelope Curve Capacity Curve - - Support Centerline — Face of Support • 9 .5`//‘1' LEGEND: -- Envelope Curve Capacity Curve — Support Centerline Face of Support Critical Section -18.0 of spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 —ngineer: Arbab Engineering, Inc. Instantaneous Deflection - in -0.015 1i lil 0.015 LEGEND: Dead Load — Live Load Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONSIRB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 '-ngineer: Arbab Engineering, Inc. 2 s N Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Arbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONS\t.RB-9.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-9 Engineer: Arbab Engineering, Inc. 11-07-2012, 08:51:59 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.slb 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) Page 1 576.3 2z/ spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs(Beams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 #5 0.63 0.31 1.04 #6 0.75 0.44 #7 0.88 0.60 2.04 #8 1.00 0.79 #9 1.13 1.00 3.40 #10 1.27 1.27 #11 1.41 1.56 5.31 #14 1.69 2.25 #18 2.26 4.00 13.60 0.67 1.50 2.67 4.30 7.65 11-07-2012, 08:51:59 AM Page 2 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.sib Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 0.100 0.00 0.667 0.667 0.00 LC 2 Int 5.000 0.00 0.667 0.667 0.00 Ribs and Longitudinal Beams. Units: b, h, Sp (in) Ribs Span b h Sp Beams b h Span Hmin 1 0.00 0.00 0.00 16.00 16.00 0.15 2 0.00 0.00 0.00 16.00 16.00 3.75 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 16.00 16.00 10.000 100 2 0.00 0.00 0.000 16.00 16.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 2 Load Data 0 0 Load Cases and Combinations 0 Fixed Fixed 0 Fixed Fixed Case SELF Dead Live Type DEAD DEAD LIVE U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 266.67 0.000 266.67 0.100 2 266.67 0.000 266.67 5.000 Dead 1 280.00 0.000 280.00 0.100 2 280.00 0.000 280.00 5.000 Live 1 240.00 0.000 240.00 0.100 2 240.00 0.000 240.00 5.000 Live/Odd 1 240.00 0.000 240.00 0.100 Live/Even 2 240.00 0.000 240.00 5.000 Live/S1 1 240.00 0.000 240.00 0.100 2 240.00 0.000 240.00 5.000 Live/S2 2 240.00 0.000 240.00 5.000 Reinforcement Criteria Slabs and Ribs Min Max Min Max Top bars Bottom bars { 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 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LPB-11_sjb Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [2] DESIGN RESULTS 11-07-2012, 08:51:59 AM Fa9Q Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars l.Left 1.33 0.00 0.000 0.318 Middle 1.33 0.00 0.000 0.318 Right 1.33 0.00 0.000 0.318 2 Left 1.33 0.00 0.667 0.318 Middle 1.33 0.00 2.500 0.000 Right 1.33 0.00 4.333 0.000 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details 4.100 4.100 4.100 4.100 4.100 4.100 10.576 10.576 10.576 10.576 0.000 0.000 0.000 0.000 0.000 2-#5 2-#5 2-#5 0.000 2-#5 0.000 0.000 Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 2-#5 0.10 2 2-#5 1.85 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 1.33 0.00 0.000 0.000 4.100 0.000 0.000 2 1.33 2.16 2.622 0.318 4.100 10.576 0.034 2-4(5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom .Rar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 2 2-#5 0.00 5.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot• PhiMn- PhiMn+ 1 0.000 0.62 0.00 0.050 0.62 0.00 0.100 0.62 0.00 2 0.000 0.62 0.62 0.667 0.62 0.62 0.849 0.62 0.62 1.849 0.00 0.62 1.950 0.00 0.62 2.500 0.00 0.62 3.050 0.00 0.62 4.333 0.00 0.62 5.000 0.00 0.62 - 38.63 - 38.63 -38.63 -38.63 - 38.63 - 38.63 0.00 0.00 0.00 0.00 0.00 0.00 ngitudinal Beam Shear Reinforcement Required 0.00 0.00 0.00 38.63 38.63 38.63 38.63 38.63 38.63 38.63 38.63 38.63 Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Avis (in^2/in) Span'• d PhiVc Start End Vu Xu Av/s *3 *3 *3 *3 1 14.19 21.54 0.000 0.000 0.00 0.000 0.0000 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.sib 2 14.19 21.54 1.849 3.151 0.68 1.849 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None 2 #5 --- None Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 21.54 0.000 0.100 10.77 0.10 0.100 2 14.19 21.54 0.000 5.000 10.77 2.60 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 --- Deflections Section properties Units: Ig, Icr, Ie'(in"4), Mcr, Mmax (k-ft) Ie,avg Span. Dead ,Dead+Live Zone Ig Icr Mcr Dead Mmax 11-07-2012, 08:51:59 AM Load Level Ie Page 4 Dead+Live Mmax Ie 1 2 5461 5461 5461 Right 5461 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 2 0.000 -0.000 0.000 -0.000 0.000 Maximum Long-term Deflections 5461 5461 5461 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 723 723 723 Dtotal 1 -0.000 2.000 2 0.000 2.000 Material Takeoff. -0.000 0.000 -0.000 -0.000 0.001 0.001 Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 4.1 lb <=> 10.4 lb <_> 0.0 lb <_> 14.5 lb <=> 9.1 ft^3 <=> 0.80 lb/ft <=> 2.05 lb/ft <=> 0.00 lb/ft <=> 2.84 lb/ft <=> 1.78 ft^3/ft <=> -0.000 0.001 0.598 lb/ft^2 1.534 lb/ft"2 0.000 lb/ft^2 2.132 lb/ft^2 1.333 ft^3/ft^2 26.98 26.98 26.98 -0.00 -0.57 1.13 • 5461 5461 5461 -0.00 -0.82 1.63 5461 5461 5461 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Live/All Live/Odd Live/Even Live/S1 Live/S2 0.69 0.73 0.62 0.02 0.60 0.62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.28 - 0.29 - 0.25 0.00 -0.25 -0.25 - 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.14 0.15 0.12 -0.00 0.13 0.12 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U1/All 2.70 0.00 -1.08 0.00 0.00 0.54 0.00 11-07-2012, 08:51:59 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.slb U1/Odd 1.74 U1/Even 2.67 U1/Si 2.70 U1/S2 2.67 0.00 0.00 0.00 0.00 - 0.68 0.00 - 1.08 0.00 - 1.08 0.00 -1.08 0.00 Page 5 0.00 0.34 0.00 0.54 V 0.00 0.00 0.54 0.00 0.00 0.54 0.00 2 SELF 0.67 0.00 0.28 0.00 0.00 -0.14 Dead 0.70 0.00 0.29 0.00 0.00 -0.15 Live/All 0.60 0.00 0.25 0.00 0.00 -0.12 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 Live/Even 0.60 0.00 0.25 0.00 0.00 -0.13 Live/S1 0.60 0.00 0.25 0.00 0.00 -0.12 Live/S2 0.60 0.00 0.25 0.00 0.00 -0.13 U1/A11 2.60 U1/Odd 1.64 U1/Even 2.60 Ul/S1 2.60 Ul/S2 2.60 0.00 0.00 0.00 0.00 0.00 1.08 0.00 0.68 0.00 1.08 0.00 1.08 0.00 1.08 0.00 0.00 0.00 0.00 0.00 0.00 -0.54 - 0.34 -0.54 -0.54 -0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 1.36 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 1.43 0.00 0.00 0.00 0.00 -0.00 0.00 Live/A11 1.22 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.02 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 1.20 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 1.22 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 1.20 0.00 -0.00 0.00 0.00 0.00 0.00 Ul/A11 5.30 U1/Odd 3.38 U1/Even 5.27 Ul/S1 5.30 U1/S2 5.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 - 0.00 - 0.00 -0.00 - 0.00 0.00 0.00 0.00 '0.00 0.00 [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 0.00 U1 - 0.00 U1 - 0.01 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 -0.05 U1 0.00 U1 -0.10 Ul 0.00 U1 2 0.000 -1.09 01 0.00 01 0.00 01 2.60 01 0.222 -0.53 01 0.00 01 0.00 01 2.37 Ul 0.444 -0.03 01 0.00 01 0.00 01 2.14 01 0.667 0.00 U1 0.42 01 0.00 01 1.91 01 0.667 0.00 01 0.42 01 0.00 01 1.91 01 0.911 0.00 01 0.85 U1 0.00 01 1.65 01 1.156 0.00 01 1.23 01 0.00 01 1.40 01 1.400 0.00 01 1.54 01 0.00 01 1.14 01 1.644 0.00 01 1.78 01 0.00 01 0.89 U1 1.889 0.00 01 1.97 01 0.00 01 0.64 01 2.133 0.00 01 2.10 01 0.00 U1 0.38 01 2.378 0.00 01 2.16 01 0.00 Ul 0.13 01 2.622 0.00 01 2.16 01 -0.13 01 0.00 01 2.867 0.00 01 2.10 01 -0.38 U1 0.00 01 3.111 0.00 01 1.97 01 -0.64 01 0.00 01 3.356 0.00 01 1.79 01 -0.89 01 0.00 01 3.600 0.00 01 1.54 01 -1.14 01 0.00 01 3.844 0.00 U1 1.23 01 -1.40 01 0.00 01 4.089 0.00 01 0.85 01 -1.65 01 0.00 U1 4.333 0.00 01 0.42 01 -1.91 01 0.00 01 4.333 0.00 01 0.42 01 -1.91 01 0.00 01 4.556 -0.03 01 0.00 01 -2.14 01 0.00 01 4.778 -0.53 01 0.00 01 -2.37 U1 0.00 01 5.000 -1.08 01 0.00 01 -2.60 01 0.00 01 [7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 -0.000 -0.000 -0.000 0.050 -0.000 -0.000 -0.000 0.100 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 0.222 0.000 0.000 0.000 0.444 0.000 0.000 0.000 11-07-2012, 08:51:59 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.slb 0.667 0.667 0.911 1.156 1.400 1.644 1.889 2.133 2.378 2.622 2.867 3.111 3.356 3.600 3.844 4.089 4.333 4.333 4.556 4.778 5.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 s,Af' Page 6 aa./ [8) REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 U1/All 0.000 0.00 U1/All 0.000 0.050 0.00 Ul/Odd 0.000 0.00 Ul/All 0.000 0.100 0.01 U1/Odd 0.000 0.00 U1/All 0.000 2 0.000 1.09 01/All 0.017 0.222 0.53 U1/All 0.008 0.444 0.03 U1/A11 0.001 0.667 0.00 U1/A11 0.000 0.667 0.00 U1/All 0.000 0.911 0.00 U1/A11 0.000 1.156 0.00 U1/A11 0.000 1.400 0.00 U1/A11 0.000 1.644 0.00 U1/A11 0.000 1.889 0.00 U1/All 0.000 2.133 0.00 U1/A11 0.000 2.378 0.00 Ul/A11 0.000 2.622 0.00 U1/Even 0.000 2.867 0.00 U1/Even 0.000 3.111 0.00 Ul/Even 0.000 3.356 0.00 U1/Even 0.000 3.600 0.00 Ul/Even 0.000 3.844 0.00 Ui/Even 0.000 4.089 0.00 U1/Even 0.000 4.333 0.00 U1/Even 0.000 4.333 0.00 U1/Even 0.000 4.556 0.03 U1/Even 0.000 4.778 0.53 U1/Even 0.008 5.000 1.08 U1/Even 0.017 0.00 U1/All 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.42 U1/A11 0.007 0.42 Ul/All 0.007 0.85 U1/A11 0.013 1.23 U1/A11 0.019 1.54 U1/A11 0.024 1.78 Ul/A11 0.028 1.97 Ul/All 0.031 2.10 U1/A11 0.033 2.16 U1/A11 0.034 2.16 Ul/A11 0.034 2.10 U1/A11 0.033 1.97 U1/All 0.031 1.79 U1/A11 0.028 1.54 U1/A11 0.024 1.23 U1/A11 0.019 0.85 U1/A11 0.013 0.42 U1/All 0.007 0.42 U1/A11 0.007 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:IArbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSILRB-10 AND LRB-11.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. /X spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. 240 Ib/ff240 Ib/ t CASE/PATTERN: Live/All 28015/f28015/tt CASE: Dead 266.667168f567 Ib/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft -3.0 LEGEND: Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Arbab\PROJECTSIRODRIGUEZ RESIDENCEICALCULATIONSILRB-10 AND LRB-11.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. Moment Capacity - k-ft 40.0 S-,/Z� s'e> LEGEND: — Envelope Curve Capacity Curve - - Support Centerline Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\ArbabIPROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSILRB-10 AND LRB-11.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. 3'-/77/1 LEGEND: Envelope Curve — Capacity Curve - - Support Centerline — Face of Support - Critical Section -12.0 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-10 AND LRB-11.s&b Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. Instantaneous Deflection - in -0.000 11 0.000 LEGEND: Dead Load — Live Load Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Arbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSILRB-10 AND LRB-11.sib Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. U O O tD 10 N Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONS\LRB-10 AND LRB-11.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-10, LRB-11 Engineer: Arbab Engineering, Inc. 11-07-2012, 08:59:23 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.sib 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 O 00 00 00 (TM) Page 1 / 7y oLZ, spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [11 INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.sib Project: RODRIGUEZ RESIDENCE Frame: LRB-12 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs(Beams Columns we = • 150 150 lb/ft3 f'c 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.sib 11-07-2012, 08:59:23 AM Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1.Int 0.100 0.00 0.333 0.333 0.00 LC 2 Int 8.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Beams Span b h Sp b h Span Hmin 1 0.00 0.00 0.00 8.00 16.00 0.15 2 0.00 0.00 0.00 8.00 16.00 6.00 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 10.000 100 2 0.00 0.00 0.000 12.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE Ui 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 133.33 0.000 133.33 2 133.33 0.000 133.33 Dead 1 660.00 0.000 660.00 2 660.00 0.000 660.00 Live 1 360.00 0.000 360.00 2 360.00 0.000 360.00 Live/Odd 1 360.00 0.000 360.00 Live/Even 2 360.00 0.000 360.00 Live/S1 1 360.00 0.000 360.00 2 360.00 0.000 360.00 Live/S2 2 360.00 0.000 360.00 Reinforcement Criteria Slabs and Ribs 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 0.100 8.000 0.100 8.000 0.100 8.000 0.100 8.000 0.100 8.000 8.000 Stirrups Min Max Min Max Min Max Bar Size . #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 Reinf ratio 0.14 5.00 0.14 5.00 Cover 1.50 1.50 in #3 6.00 #5 18.00 in s)/71/2s,aal spBeam v3.12 CO StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.slb 11-07-2012, 08:59:23 AM Page 3 Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [2] ,DESIGN RESULTS 3;777 ri2j Top Reinforcement 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 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 Middle 0.67 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 Right 0.67 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 2 Left 0.67 0.42 0.500 0.159 2.050 2.576 0.007 2-#5 Middle 0.67 0.00 4.000 0.000 2.050 0.000 0.000 Right 0.67 0.42 7.500 0.159 2.050 2.576 0.007 2-4(5 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-#5 0.10 2 1-#5 1.93 1-#5 1.68 --- 1-#5 1.93 1-#5 1.68 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 0.00 0.000 0.000 2.050 0.000 0.000 2 0.67 8.94 4.000 0.188 2.050 2.576 0.142 2-4(5 *3 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 1 2 2-#5 0.00 8.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -37.68 0.00 0.050 0.62 0.00 -37.68 0.00 0.100 0.62 0.00 -37.68 0.00 2 0.000 0.62 0.62 -37.68 37.68 0.500 0.62 0.62 -37.68 37.68 0.682 0.62 0.62 -37.68 37.68 0.932 0.54 0.62 -33.17 37.68 1.682 0.08 0.62 -4.92 37.68 1.932 0.00 0.62 0.00 37.68 2.950 0.00 0.62 0.00 37.68 4.000 0.00 0.62 0.00 37.68 5.050 0.00 0.62 0.00 37.68 6.068 0.00 0.62 0.00 37.68 6.318 0.08 0.62 -4.92 37.68 7.068 0.54 0.62 -33.17 37.68 7.318 0.62 0.62 -37.68 37.68 7.500 0.62 0.62 -37.68 37.68 8.000 0.62 0.62 -37.68 37.68 *3 *3 *3 *3 *3 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.slb 11-07-2012, 08:59:23 AM Page 4 Span d PhiVc Start End Vu Xu Av/s 1 14.19 10.77 0.000 0.000 0.00 2 14.19 10.77 1.682 3.227 4.773 3.227 4.773 6.318 Longitudinal Beam Shear Reinforcement Details 3.54 1.18 3.54 0.000 0.0000 1.682 3.227 6.318 Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None 2 #5 --- None Beam Shear Capacity 0.0000 0.0000 0.0000 Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 10.77 0.000 0.100 2 14.19 10.77 0.000 8.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 5.38 0.15 0.100 5.38 6.11 0.000 Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr Dead Mmax Load Level Ie Dead+Live Mmax Ie 1 2731 2 2731 2731 Right 2731 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal .1. -0.000 -0.000 -0.000 2 0.005 0.002 0.007 Maximum Long-term Deflections 2731 2731 2731 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 650 650 650 Dtotal 1 -0.000 2.000 -0.000 -0.000 -0.000 2 0.005 2.000 0.009' 0.012 0.012 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 7.7 lb <=> 16.7 lb <=> 0.0 lb <=> 24.4 lb <=> 7.2 ft^3 <=> 0.96 lb/ft <=> 2.06 lb/ft <=> 0.00 lb/ft <=> 3.02 lb/ft <=> 0.89 ft^3/ft <=> -0.001 0.016 1.435 lb/ft^2 3.090 lb/ft^2 0.000 lb/ft^2 4.525 lb/ft^2 1.333 ft^3/ft^2 13.49 13.49 13.49 - 0.00 - 1.71 4.64 2731 2731 2731 - 0.01 - 2.48 6.75 [3] COLUMN AXIAL FORCES AND MOMENTS 2731 2731 2731 Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial) P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top) 1 SELF Dead Live/A11 0.55 2.71 1.48 0.00 0.00 0.00 - 0.29 -1.42 - 0.77 0.00 0.00 0.00 0.00 0.00 0.00 0.14 0.71 0.39 0.00 0.00 0.00 spBeam v3.12 © StructurePoint 11-07-2012, 08:59:23 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC /�/ C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.slb ,p/ r--- P g_ Live/Odd 0.04 0.00 0.00 0.00 0.00 -0.00 0.00 •(� Live/Even 1.44 0.00 -0.77 0.00 0.00 0.39 0.00 Live/S1 1.48 0.00 -0.77 0.00 0.00 0.39 0.00 Live/S2 1.44 0.00 -0.77 0.00 0.00 0.39 0.00 U1/All 6.27 U1/Odd 3.96 U1/Even 6.21 U1/S1 6.27 U1/S2 6.21 0.00 0.00 0.00 0.00 0.00 - 3.28 0.00 - 2.04 0.00 - 3.28 0.00 -3.28 0.00 - 3.28 0.00 0.00 0.00 0.00 0.00 0.00 1.64 0.00 1.02 0.00 1.64 0.00 1.64 0.00 1.64 0.00 2 SELF 0.53 0.00 0.29 0.00 0.00 -0.14 0.00 Dead 2.64 0.00 1.42 0.00 0.00 -0.71 0.00 Live/All 1.44 0.00 0.77 0.00 0.00 -0.39 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 1.44 0.00 0.77 0.00 0.00 -0.39 0.00 Live/S1 1.44 0.00 0.77 0.00 0.00 -0.39 0.00 Live/S2 1.44 0.00 0.77 0.00 0.00 -0.39 0.00 Ul/All 6.11 U1/Odd 3.81 U1/Even 6.11 U1/S1 6.11 U1/S2 6.11 0.00 0.00 0.00 0.00 0.00 3.28 0.00 2.05 0.00 3.28 0.00 3.28 0.00 3.28 0.00 0.00 0.00 0.00 0.00 0.00 -1.64 0.00 - 1.02 0.00 -1.64 0.00 -1.64 0.00 -1.64 0.00 Sum SELF 1.08 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 5.35 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 2.92 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.04 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 2.88 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 2.92 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 2.88 0.00 -0.00 0.00 0.00 0.00 0.00 U1/All 12.38 U1/Odd 7.77 U1/Even 12.32 U1/S1 12.38 U1/S2 12.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 - 0.00 0.00 - 0.00 0.00 -0.00 0.00 -0.00 0.00 [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750, 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.500 7.750 8.000 0.00 U1 0.00 01 0.00 01 0.00 U1 - 0.00 U1 0.00 U1 -0.08 U1 0.00 U1 -0.01 U1 0.00 U1 -0.15 U1 0.00 U1 -3.29 U1 0.00 U1 0.00 U1 6.11 Ul -1.81 01 0.00 01 0.00 01 5.73 01 - 0.42 01 0.00 01 0.00 01 5.35 01 -0.42 01 0.00 01 0.00 01 5.35 01 0.00 01 0.87 01 0.00 01 4.97 01 0.00 01 2.06 01 0.00 01 4.58 U1 0.00 01 3.16 01 0.00 111 4.20 01 0.00 U1 4.16 Ul 0.00 U1 3.82 U1 0.00 01 5.07 01 0.00 01 3.44 01 0.00 01 5.88 01 0.00 01 3.06 01 0.00 Ul 6.60 U1 0.00 01 2.67 01 0.00 01 7.22 01 0.00 01 2.29 01 0.00 01 7.74 01 0.00 01 1.91 01 0.00 01 8.17 01 0.00 31 1.53 01 0.00 01 8.51 01 0.00 01 1.15 01 0.00 01 8.75 01 0.00 01 0.76 01, 0.00 01 8.89 01 0.00 01 0.38 U1 0.00 01 8.94 01 0.00 01 0.00 01 0.00 U1 8.89 U1 -0.38 Ul 0.00 U1 0.00 01 8.75 01 -0.76 U1 0.00 01 0.00 01 8.51 01 -1.15 01 0.00 01 0.00 01 8.18 01 -1.53 01 0.00 01 0.00 U1 7.75 U1 -1.91 U1 0.00 Ul 0.00 01 7.22 01 -2.29 01 0.00 U1 0.00 01 6.60 01 -2.67 01 0.00 01 0.00 01 5.88 01 -3.06 01 0.00 01 0.00 U1 5.07 01 -3.44 U1 0.00 01 0.00 01 4.16 01 -3.82 01 0.00 01 0.00 U1 3.16 U1 -4.20 U1 0.00 Ul 0.00 U1 2.06 01 -4.58 01 0.00 01 0.00 01 0.87 01 -4.97 01 0.00 01 - 0.42 U1 0.00 U1 -5.35 U1 0.00 U1 -0.42 U1 0.00 U1 -5.35 U1 0.00 U1 -1.80 U1 0.00 U1 -5.73 U1 0.00 U1 -3.28 U1 0.00 U1 -6.11 U1 0.00 U1 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.sib 11-07-2012, 08:59:23 AM Page 6 [7] SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 0.000 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.500 7.750 8.000 - 0.000 - 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.002 0.002 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.004 0.004 0.004 0.004 0.003 .0.003 0.003 0.002 0.002 0.001 0.001 0.001 0.000 0.000 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 - 0.000 - 0.000 0.000 0.000 0.001 0.001 0.001 0.002 0.003 0.003 0.004 0.004 0.005 0.005 0.006 0.006 0.006 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.006 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.001 0.001 0.001 0.000 [8] REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.050 0.00 Ul/A11 0.000 0.00 U1/All 0.000 0.100 0.01 U1/A11 0.000 0.00 U1/A11 0.000 2 0.000 3.29 01/All 0.052 0.00 U1/A11 0.000 0.250 1.81 U1/A11 0.028 0.00 U1/A11 0.000 0.500 0.42 U1/A11 0.007 0.00 Ul/All 0.000 0.500 0.42 U1/A11 0.007 0.00 01/All 0.000 0.750 0.00 Ul/All 0.000 0.87 U1/A11 0.014 1.000 0.00 U1/A11 0.000 2.06 U1/A11 0.032 1.250 0.00 U1/All 0.000 3.16 Ul/All 0.050 1.500 0.00 U1/A11 0.000 4.16 U1/A11 0.066 1.750 0.00 U1/A11 0.000 5.07 U1/A11 0.080 2.000 0.00 U1/A11 0.000 5.88 U1/A11 0.093 2.250 0.00 U1/A11 0.000 6.60 U1/A11 0.104 2.500 0.00 U1/A11 0.000 7.22 U1/All 0.114 2.750 0.00 U1/All 0.000 7.74 U1/A11 0.122 3.000 0.00 U1/All 0.000 8.17 U1/All 0.129 3.250 0.00 U1/A11 0.000 8.51 U1/A11 0.135 3.500 0.00 U1/All 0.000 8.75 U1/All 0.139 3.750 0.00 U1/All 0.000 8.89 U1/A11 0.141 4.000 0.00 U1/All 0.000 8.94 01/A11 0.142 4.250 0.00 U1/Even 0.000 8.89 U1/A11 0.141 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.slb 11-07-2012, 08:59:23 AM 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.500 7.750 8.000 0.00 U1/Even 0.000 0.00 U1/Even 0.000 0.00 U1/Even 0.000 0.00 U1/Even 0.000 0.00 U1/Even 0.000 0.00 01/Even 0.000 0.00 U1/Even 0.000 0.00 U1/Even 0.000 0.00 U1/Even 0.000 0.00 U1/Even 0.000 0.00 U1/Even 0.000 0.00 Ul/Even 0.000 0.42 Ul/Even 0.007 0.42 U1/Even 0.007 1.80 U1/Even 0.028 3.28 U1/Even 0.052 8.75 U1/A11 0.139 8.51 U1/A11 0.135 8.18 Ul/All 0.129 7.75 Ul/A11 0.122 7.22 U1/A11 0.114 6.60 Ul/A11 0.104 5.88 U1/A11 0.093 5.07 U1/A11 0.080 4.16 U1/A11 0.066 3.16 U1/A11 0.050 2.06 U1/All 0.032 0.87 U1/A11 0.014 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.00 Ul/All 0.000 0.00 U1/A11 0.000 [- j� ]Page 7 X spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.sIb Project: RODRIGUEZ RESIDENCE Frame: LRB-12 Engineer: Arbab Engineering, Inc. i 5-Very .5', ea a., 5774y 01 .2 z spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-12 Engineer: Arbab Engineering, Inc. 360Ib/ft 3601b/ft I 1 I I I I CASE/PATTERN: Live/All bb0-Ib/ft 660Ib/tt CASE: Dead 133.333 Ib/ft 33.333 Ib/ft f I I I CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Arbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSILRB-12.sIb Project: RODRIGUEZ RESIDENCE Frame: LRB-12 ngineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft 7.0 -0.1 -7.0 11 -6.1 1 -9.0 -0. 29 -3.2188 LEGEND: — Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25OFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSILRB-12.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-12 gineer: Arbab Engineering, Inc. Moment Capacity - k-ft -40.0 40.0 LEGEND: Envelope Curve - Capacity Curve - - Support Centerline — Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONS\LRB-12.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-12 -ngineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 7.0 5-; /ifp LEGEND: Envelope Curve Capacity Curve — - Support Centerline Face of Support Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-12 —ngineer: Arbab Engineering, Inc. Instantaneous Deflection - in 0.007 LEGEND: -- Dead Load — Live Load — Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-12 ngineer: Arbab Engineering, Inc. Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\LRB-12.slb Project: RODRIGUEZ RESIDENCE Frame: LRB-12 ngineer: Arbab Engineering, Inc. spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb 11-07-2012, 09:06:05 AM Page 1 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 000000o 00000 00000 0 00 00 00 (TM) -rt/7027 spBeam v3.12 (TM) A.Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1] INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabsIBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi-. Ec 3834.3 3834.3 ksi fr = 0.47434 0.47434 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 #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 010 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.sib 11-07-2012, 09:06:05 AM Page 2 Span Data Slabs Units; L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 0.100 0.00 0.333 0.333 0.00 LC 2 Int 7.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Beams Span b h Sp b h _Span_ Hmin 1 0.00 0.00 0.00 8.00 16.00 0.15 2 0.00 0.00 0.00 8.00 16.00 5.25 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 9.000 100 2 0.00 0.00 0.000 12.00 8.00 9.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed. 2 0 0 Fixed Fixed Load Data Load Cases and Combinations Case SELF Dead. Live Type DEAD DEAD LIVE 01 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 133.33 0.000 133.33 0.100 2 133.33 0.000 133.33 7.000 Dead 1 170.00 0.000 170.00 0.100 2 170.00 0.000 170.00 7.000 Live 1 150.00 0.000 150.00 0.100 2 150.00 0.000 150.00 7.000 Live/Odd 1 150.00 0.000 150.00 0.100 •Live/Even 2 150.00 0.000 150.00 7.000 Live/S1 1 150.00 0.000 150.00 0.100 2 150.00 0.000 150.00 7.000 Live/S2 2 150.00 0.000 150.00 7.000 Reinforcement Criteria Slabs and Ribs 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 Bar spacing 1.00 18.00 1.00 18.00 Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in #3 6.00 #5 18.00 in spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. 11-07-2012, 09:06:05 AM Page 3 J ;/91��s a,z1 [2] DESIGN RESULTS Top Reinforcement 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 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 Middle 0.67 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 Right 0.67 0.00 0.000 0.159 2.050 2.576 0.000 2-#5 2 Left 0.67 0.00 0.500 0.159 2.050 2.576 0.000 2-#5 .Middle 0.67 0.00 3.500 0.000 2.050 0.000 0.000 Right 0.67 0.00 6.500 0.000 2.050 0.000 0.000 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-#5 0.10 2 1-#5 1.68 1-#5 1.68 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 0.00 0.000 0.000 2.050 0.000 0.000 2 0.67 2.72 3.500 0.159 2.050 2.576 0.043 2-415 *3 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 1" 2 2-#5 0.00 7.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -37.68 0.00 0.050 0.62 0.00 -37.68 0.00 0.100 0.62 0.00 -37.68 0.00 2 0.000 0.62 0.62 -37.68 37.68 0.500 0.62 0.62 -37.68 37.68 0.682 0.62 0.62 -37.68 37.68 1.682 0.00 0.62 0.00 37.68 2.600 0.00 0.62 0.00 37.68 3.500 0.00 0.62 0.00 37.68 4.400 0.00 0.62 0.00 37.68 6.500 0.00 0.62 0.00 37.68 7.000 0.00 0.62 0.00 37.68 ngitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Avis *3 *3 *3 *3 1 14.19 10.77 0.000 0.000 0.00 0.000 0.0000 2 14.19 10.77 1.682 3.500 1.10 1.682 0.0000 3.500 5.318 1.10 5.318 0.0000 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb 11-07-2012, 09:06:05 AM Page 4 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity J%i?,Pr.702,k, Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 14.19 10.77 0.000 2 14.19 10.77 0.000 Slab Shear Capacity 0.100 7.000 Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 5.38 0.06 0.100 5.38 2.11 0.000 Xu 1 --- Not 2 - Not Deflections checked --- checked --- Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Load Level Mcr Mmax Dead Dead+Live Ie Mmax Ie 1 2 2731 2731 2731 Right 2731 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 2 0.001 -0.000 -0.000 0.001 0.002 Maximum Long-term Deflections 2731 2731 2731 Time dependant factor for -sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 650 650 650 Dtotal 1 -0.000 2 0.001 Material Takeoff 2.000 -0.000 2.000 0.002 -0.000 -0.000 0.003 0.003 Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Conbfete: 3.7 lb 14.6 lb 0.0 lb 18.3 lb 6.3 ft^3 <=> 0.52 lb/ft 2.06 lb/ft 0.00 lb/ft 2.58 lb/ft 0.89 ft^3/ft <=> <=> -0.000 0.004 0.785 lb/ft^2 3.085 lb/ft"2 0.000 lb/ft^2 3.870 lb/ft"2 1.333 ft^3/ft^2 13.49 13.49 13.49 -0.00 -0.49 1.37 2731 2731 2731 -0.00 -0.74 2.04 2731 2731 2731 [3) COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Live/All Live/Odd Live/Even Live/S1 Live/S2 0.48 0.61 0.54 0.02 0.53 0.54 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.22 -0.27 - 0.24 0.00 -0.24 - 0.24 -0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 0.14 0.12 -0.00 0.12 0.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U1/All Ul/Odd 2.17 1.33 0.00 0.00 - 0.98 0.00 -0.59 0.00 0.00 0.00 0.49 0.00 0.29 0.00 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb Ul/Even 2.15 0.00 -0.98 0.00 0.00 01/S1 2.17 0.00 -0.98 0.00 0.00 U1/S2 2.15 0.00 -0.98 0.00 0.00 2 SELF 0.47 0.00 0.22 0.00 0.00 Dead 0.59 0.00 0.27 0.00 0.00 Live/All 0.52 0.00 0.24 0.00 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 Live/Even 0.52 0.00 0.24 0.00 0.00 Live/S1 0.52 0.00 0.24 0.00 0.00 Live/S2 0.52 0.00 0.24 0.00 0.00 U1/A11 2.11 Ul/Odd 1.27 Ul/Even 2.11 U1/S1 2.11 U1/S2 2.11 0.00 0.00 0.00 0.00 0.00 0.98 0.00 0.59 0.00 0.98 0.00 0.98 0.00 0.98 0.00 0.00 0.00 0.00 0.00 0.00 11-07-2012, 09:06:05 AM 0.49 0.49 0.49 Page 5 s:a02f 0.00 0.00 0.00 -0.11 0.00 -0.14 0.00 - 0.12 0.00 0.00 0.00 - 0.12 0.00 -0.12 0.00 -0.12 0.00 -0.49 0.00 -0.29 0.00 - 0.49 0.00 -0.49 0.00 - 0.49 0.00 Sum SELF 0.95 0.00 0.00 0.00 0.00. -0.00 0.00 Dead 1.21 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 1.06 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.02 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 1.05 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 1.06 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 1.05 0.00 -0.00 0.00 0.00 0.00 0.00 01/All 4.29 0.00 0.00 0.00 0.00 -0.00 0.00 01/Odd 2.61 0.00 0.00 0.00 0.00 -0.00 0.00 01/Even 4.26 0.00 0.00 0.00 0.00 -0.00 0.00 U1/S1 4.29 0.00 0.00 0.00 0.00 -0.00 0.00 U1/S2 4.26 0.00 0.00 0.00 0.00 -0.00 0.00 [6) SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.500 6.750 7.000 0.00 01 0.00 01 0.00 01 0.00 01 - 0.00 U1 0.00 U1 -0.03 U1 0.00 U1 - 0.00 U1 0.00 U1 -0.06 U1 0.00 U1 -0.98 01 0.00 01 0.00 01 2.11 01 - 0.47 01 0.00 01 0.00 01 1.96 01 0.00 01 0.00 01 0.00 01 1.81 01 0.00 01 0.00 01 0.00 01 1.81 01 0.00 01 0.44 01 0.00 01 1.66 01 0.00 01 0.83 01 0.00 01 1.51 01 0.00 01 1.19 01 0.00 01 1.36 01' 0.00 01 1.51 01 0.00 01 1.21 01 0.00 01 1.80 01 0.00 01 1.06 01 0.00 01 2.04 01 0.00 01 0.91 01 0.00 Ul 2.25 U1 0.00 U1 0.76 U1 0.00 01 2.42 01 0.00 01 0.60 01 0.00 01 2.55,U1 0.00 01 0.45 01 0.00 01 2.65 01 0.00 01 0.30 01 0.00 01 2.70 01 0.00 01 0.15 01 0.00 01 2.72 01 0.00 01 0.00 01 0.00 01 2.70 01 -0.15 01 0.00 01 0.00 01 2.65 01 -0.30 01 0.00 01 0.00 01 2.55 01 -0.45 01 0.00 01 0.00 01 2.42 01 -0.60 01 0.00 01 0.00 U1 2.25 Ul -0.75 U1 0.00 U1 0.00 01 2.04 01 -0.91 01 0.00 01 0.00 01 1.80 01 -1.06 01 0.00 01 0.00 01 1.51 01 -1.21 01 0.00 01 0.00 01 1.19 01 -1.36 01 0.00 01 0.00 U1 0.83 U1 -1.51 Ul 0.00 U1 0.00 U1 0.44 Ul -1.66 U1 0.00 U1 0.00 01 0.00 01 -1.81 01 0.00 01 0.00 01 0.00 01 -1.81 01 0.00 U1 - 0.47 U1 0.00 U1 -1.96 U1 0.00 U1 - 0.98 U1 0.00 Ul -2.11 U1 0.00 U1 ,7) SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 -0.000 -0.000 -0.000 11-07-2012, 09:06:05 AM spBeani v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.500 6.750 7.000 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0:000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 ff/92 Page 6 01,1.1 [8] REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Span x Mu Comb/Patt As Bottom Mu Comb/Patt As 1 0.000 0.00 U1/A11 0.000 0.00 Ul/All 0.000 0.050 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.100 0.00 U1/A11 0.000 0.00 U1/A11 0.000 2 0.000 0.98 U1/A11 0.015 0.00 U1/A11 0.000 0.250 0.47 U1/All 0.007 0.00 U1/A11 0.000 0.500 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.500 0.00 U1/A11 0.000 0.00 U1/All 0.000 0.750 0.00 U1/A11 0.000 0.44 U1/A11 0.007 1.000 0.00 U1/A11 0.000 0.83 U1/A11 0.013 1.250 0.00 U1/A11 0.000 1.19 U1/A11 0.019 1.500 0.00 01/All 0.000 1.51 U1/A11 0.024 1.750 0.00 U1/A11 0.000 1.80 U1/A11 0.028 2.000 0.00 U1/All 0.000 2.04 U1/A11 0.032 2.250 0.00 Ul/All 0.000 2.25 U1/A11 0.035 2.500 0.00 Ul/All 0.000 2.42 U1/A11 0.038 2.750 0.00 U1/A11 0.000 2.55 Ul/A11 0.040 3.000 0.00 Ul/A11 0.000 2.65 U1/A11 0.042 3.250 0.00 U1/A11 0.000 2.70 U1/A11 0.042 3.500 0.00 Ul/A11 0.000 2.72 U1/All 0.043 3.750 0.00 U1/Even 0.000 2.70 U1/A11 0.042 4.000 0.00 U1/Even 0.000 2.65 U1/All 0.042 4.250 0.00 U1/Even 0.000 2.55 U1/A11 0.040 4.500 0.00 Ul/Even 0.000 2.42 Ul/All 0.038 4.750 0.00 U1/Even 0.000 2.25 U1/A11 0.035 5.000 0.00 U1/Even 0.000 2.04 Ul/All 0.032 5.250 0.00 Ul/Even 0.000 1.80 U1/A11 0.028 5.500 0.00 Ul/Even 0.000 1.51 U1/A11 0.024 5.750 0.00 U1/Even 0.000 1.19 U1/All 0.019 6.000 0.00 U1/Even 0.000 0.83 U1/A11 0.013 6.250 0.00 U1/Even 0.000 0.44 U1/A11 0.007 6.500 0.00 U1/Even 0.000 0.00 U1/A11 0.000 6.500 0.00 U1/Even 0.000 0.00 U1/A11 0.000 6.750 0.47 U1/Even 0.007 0.00 U1/All 0.000 7.000 0.98 U1/Even 0.015 0.00 U1/A11 0.000 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab1PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONS\RB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 —ngineer: Arbab Engineering, Inc. T, /99s aa,/ spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C: Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. 1501b/ft 1501b/ft CASE/PATTERN: Live/All 170 Ib/ft 170- b/tt CASE: Dead 133.333 Ib/1133.333 Ib/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 rngineer: Arbab Engineering, Inc. Moment Diagram - k-ft 2.5 711 -0. -2.11 -2.5 -3.0 3.0 LEGEND: -- Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. Y • co 0 a f0 0 m E 0 -40.0 40.0 LEGEND: — Envelope Curve — Capacity Curve — - Support Centerline — Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Nrbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSIRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 rngineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 6.0 111 -6.0 i; - i s-- 4203 s a,aj LEGEND: Envelope Curve Capacity Curve - - Support Centerline Face of Support - Critical Section spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. Instantaneous Deflection - in -0.002 1I 0.002 LEGEND: Dead Load — Live Load — Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:IArbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSIRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Arbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSIRB-1.slb Project: RODRIGUEZ RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. 11-07-2012, 09:13:39 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb 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 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) Page 1 ii"020cr ;1- spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, 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. [1) INPUT ECHO General Information File name: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever 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 NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabslBeams Columns we 150 150 lb/ft3 f'c 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy fyt Es 60 ksi, Bars are not epoxy -coated 60 ksi 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 , 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb 11-07-2012, 09:13:39 AM Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 0.100 0.00 0.333 0.333 0.00 LC 2- Int 16.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Beams Span b h Sp b h Span Hmin 1 0.00 0.00 0.00 8.00 24.00 0.15 2 0.00 0.00 0.00 8.00 24.00 12.00 Support Data Columns Units: cla, c2a, cib, c2b (in); Ha, Hb (ft) Supp cla c2a Ha cib c2b Hb Red% 1 0.00 0.00 0.000 12.00 8.00 9.000 100 2 0.00 0.00 0.000 12.00 8.00 9.000 100 Boundary Conditions Units: Kz (kip/.in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations. Case SELF Dead Live Type DEAD DEAD LIVE 01 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 200.00 0.000 200.00 0.100 2 200.00 0.000 200.00 1-6.000 Dead 1 460.00 0.000 460.00 0.100 2 460.00 0.000 460.00 16.000 Live 1 390.00 0.000 390.00 0.100 2 390.00 0.000 390.00 16.000 Live/Odd 1 390.00 0.000 390.00 0.100 Live/Even 2 390.00 0.000 390.00 16.000 Live/S1 1 390.00 0.000 390.00 0.100 2 390.00 0.000 390.00 16.000 Live/S2 2 390.00 0.000 390.00 16.000 Reinforcement Criteria Slabs and Ribs 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 Bar spacing 1.00 18.00 1.00 18.00 Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in #3 6.00 #5 18.00 in spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [2] DESIGN RESULTS 11-07-2012, 09:13:39 AM Page 3 s-, 2il r j Top Reinforcement 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 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 Middle 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 Right 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 2 Left 0.67 3.81 0.500 0.249 3.206 2.576 0.038 2-#5 Middle 0.67 0.00 8.000 0.000 3.206 0.000 0.000 --- Right 0.67 3.81 15.500 0.249 3.206 2.576 0.038 2-#5 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-#5 0.10 2 1-4(5 2.85 1-4(5 2.35 1-4(5 2.85 1-4(5 2.35 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 0.00 0.000 0.000 3.206 0.000 0.000 2 0.67 36.02 8.000 0.489 3.206 2.576 0.367 2-4(5 *3 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 1 2 2-#5 0.00 16.00 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.62 0.00 -60.00 0.00 0.050 0.62 0.00 -60.00 0.00 0.100 0.62 0.00 -60.00 0.00 2 0.000 0.62 0.62 -60.00 60.00 0.500 0.62 0.62 -60.00 60.00 1.349 0.62 0.62 -60.00 60.00 1.849 0.46 0.62 -45.35 60.00 2.349 0.16 0.62 -15.36 60.00 2.849 0.00 0.62 0.00 60.00 5.750 0.00 0.62 0.00 60.00 8.000 0.00 0.62 0.00 60.00 10.250 0.00 0.62 0.00 60.00 13.151 0.00 0.62 0.00 60.00 13.651 0.16 0.62 -15.36 60.00 14.151 0.47 0.62 -45.35 60.00 14.651 0.62 0.62 -60.00 60.00 15.500 0.62 0.62 -60.00 60.00 16.000 0.62 0.62 -60.00 60.00 *3 *3 *3 *3 *3 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) spBeam v3.12 © StwucturePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Span ' 'd • PhiVc Start End V Xu Av/s u 1 ' 22.19 .2 16.84 0.000 0.000 0.00 0.000 0.0000 22.19 .16.84 2.349 4.609 6.8.70 9.130 - 11.391 Longitudinal Beam 4.609 8.00 2.349 0.0000 6.870 4.80 4.609 0.0000 9.130 1.60 6.870 0.0000 11.391 4.80 11.391 0.0000 13.651 8.00 13.651 0.0000 Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) 1 #5 --- None 2 #5 --- None Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu 1 2 Slab Shear 22.19 16.84 0.000 22.19 16.84 0.000 Capacity 0.100 16.000 Units: b, d (in), Xu .(ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu 8.42 0.14 0.100 8.42 11.33 0.000 1 --- Not checked --- '2--- Not checked --- Deflections Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr Dead Mmax 11-07-2012, 09:13:39 AM Page 4 S'. 020 Load Level Ie Dead+Live Mmax le 1 2 9216 9216 9216 Right 9216 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 -0.000 -0.000 -0.001 2 0.021 0.012 0.033 Maximum Long-term Deflections 9216 9216 9216 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 1710 1710 1710 Dtotal 1 -0.000 2 0.021 Material Takeoff 2.000 -0.001 2.000 0.042 -0.001 -0.001 0.054 0.054 Reinforcement in the Direction of Analysis Top Bars: Bottom Bars: Stirrups: Total Steel: Concrete: 11.1 lb 33.4 lb 0.0 lb 44.4 lb 21.5 ft^3 0.69 lb/ft 2.07 lb/ft 0.00 lb/ft 2.76 lb/ft 1.33 ft^3/ft <=> -0.001 0.075 1.030 lb/ft^2 3.110 lb/ft^2 0.000 lb/ft^2 4.139 lb/ft^2 2.000 ft^3/ft^2 30.36 30.36 30.36 -0.00 -4.33 16.79 9216 9216 9216 - 0.01 - 6.90 26.71 9216 9216 9216 3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] P[spring] Joint Far Ends Mb[top] Ma[bottom) M[spring] Mb[bottom] Ma[top] 1 SELF 1.62 0.00 -1:31 0.00 0.00 0.66 0.00 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb 11-07-2012, 09:7.3:39 AM 1(', a/o Dead 3.73 0.00 -3.02 0.00 0.00 1.51 5.00 Live/All 3.16 0.00 -2.56 0.00 0.00 1.28 0.00 Live/Odd 0.04 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 3.12 0.00 -2.56 0.00 0.00 1.28 0.00 Live/S1 3.16 0.00 -2.56 0.00 0.00 1.26 0.00 Live/S2 3.12 0.00 -2.56 0.00 0.00 1.28 0.00 ) oZcage 01/A11 11.47 0.00 -9.29 0.00 0.00 4.65 0.00 U1/Odd 6.48 0.00 -5.20 0.00 0.00 2.60 0.00 01/Even 11.41 0.00 -9.29 0.00 0.00 4.65 0.00 01/S1 11.47 0.00 -9.29 0.00 0.00 4.65 0.00 01/S2 11.41 0.00 -9.29 0.00 0.00 4.65 0.00 2 SELF 1.60 0.00 1.31 0.00 0.00 -0.66 0.00 Dead 3.68 0.00 3.02 0.00 0.00 -1.51 0.00 Live/All 3.12 0.00 2.56 0.00 0.00 -1.28 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 ..Live/Even 3.12 0.00 2.56 0.00 0.00 -1.28 0.00 Live/S1 3.12 0.00 2.56 0.00 0.00 -1.28 0.00 Live/S2 3.12 0.00 2.56 0.00 0.00 -1.28 0.00 01/All 11.33 0.00 9.29 0.00 0.00 -4.65 0.00 U1/Odd 6.34 0.00 5.20 0.00 0.00 -2.60 0.00 U1/Even 11.33 0.00 9.29 0.00 0.00 -4.65 0.00 01/S1 11.33 0.00 9.29 0.00 0.00 -4.65 0.00 01/S2 11.33 0.00 9.29 0.00 0.00 -4.65 0.00 Sum SELF 3.22 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 7.41 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 6.28 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.04 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 6.24 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 6.28 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 . 6.24 0.00 -0.00 0.00 0.00 0.00 0.00 01/All 22.80 0.00 0.00 0.00 0.00 -0.00 0.00 U1/Odd 12.81 0.00 0.00 0.00 0.00 -0.00 0.00 U1/Even 22.74 0.00 0.00 0.00 0.00 -0.00 0.00 U1/S1 22.80 0.00 0.00 0.00 0.00 -0.00 0.00 U1/S2 22.74 0.00 0.00 0.00 0.00 -0.00 0.00 [6] SEGMENTAL MOMENT AND SHEAR ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comb 1 0.000 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6:000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 0.00 01 0.00 01 0.00 01 0.00 01 - 0.00 U1 0.00 Ul -0.07 U1 0.00 U1 - 0.01 U1 0.00 U1 -0.14 U1 0.00 U1 - 9.30 01 0.00 01 0.00 01 11.33 01 - 6.51 01 0.00 01 0.00 01 10.97 01 - 3.81 01 0.00 01 0.00 01 10.62 01 - 3.81 01 0.00 01 0.00 01 10.62 01 - 1.20 01 0.00 01 0.00 01 10.27 01 0.00 U1 1.32 01 0.00 01 9.91 01 0.00 01 3.76 01 0.00 01 9.56 01 0.00 01 6.10 01 0.00 01 9.20 01 0.00 U1 8.36 131 0.00 U1 8.85 Ul 0.00 01 10.53 01 0.00 01 8.50 01 0.00 01 12.61 01 0.00 01 8.14 01 0.00 01 14.60 01 0.00 Ul 7.79 01 0.00 01 16.50 01 0.00 01 7.43 01 0.00 01 18.31 01 0.00 01 7.08 01 0.00 01 20.04 01 0.00 01 6.73 U1 0.00 01 21.68 01 0.00 Ul 6.37 01 0.00 U1 23.23 01 0.00 01 6.02 01 0.00 01 24.69 01 0.00 01 5.66 01 0.00 U1 26.06 01. 0.00 01 5.31 01 0.00 U1 27.34 01 0.00 01 4.96 01 0.00 01 28.54 01 0.00 01 4.60 01 0.00 01 29.64 01 0.00 01 4.25 01 0.00 01 30.66 01 0.00 01 3.89 01 0.00 Ul 31.59 01 0.00 01 3.54 01 0.00 01 32.43 01 0.00 01 3.19 01 0.00 01 33.18 01 0.00 01 2.83 01 0.00 01 33.85 01 0.00 01 2.48 01 0.00 01 34.42 01 0.00 01 2.12 01 0.00 01 34.91 01 0.00 01 1.77 01 0.00 U1 35.31 01 0.00 01 1.42 01 0.00 01 35.62 01 0.00 01 1.06 01 0.00 Ul 35.84 01 0.00 01 0.71 01 0.00 01 35.97 01 0.00 01 0.35 01 11-07-2012, 09:13:39 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb 8.000 0.00 01 36.02 01 0.00 01 8.250 0.00 01 35.97 01 -0.35 01 8.500 0.00 01 35.84 01 -0.71 01 8.750 0.00 U1 35.62 01 -1.06 01 9.00.0 0.00 01 35.31 01 -1.42 01 9.250 0.00 01 34.91 01 -1.77 01 9.500 0.00 U1 34.42 01 -2.12 01 9.750 0.00 01 33.85 01 -2.48 01 10.000 0.00 01 33.18 01 -2.83 01 10.250 0.00 U1 32.43 01 -3.19 01 10.500 0.00 01 31.59 01 -3.54 01 10.750 0.00 Ul 30.66 01 -3.89 01 11.000 0.00 01 29.64 01 -4.25 01 11.250 0.00 01 28.54 01 -4.60 01 11.500 0.00 01 27.34 01 -4.96 01 11.750 0.00 01 26.06 01 -5.31 01 12.000 0.00 Ul 24.69 01 -5.66 01 12.250 0.00 01 23.23 01 -6.02 01 12.500 0.00 01 21.68 01 -6.37 01 12.750 0.00 01 20.04 01 -6.73 01 13.000 0.00 01 18.32 01 -7.08 01 13.250 0.00 01 16.50 01 -7.43 01 13.500 0.00 01 14.60 01 -7.79 01 13.750 0.00 01 12.61 01 -8.14 01 14.000 0.00 Ul, 10.53 Ul -8.50 U1 14.250 0.00 01 8.36 01 -8.85 01 14.500 0.00 01 6.10 01 -9.20 01 14.750 0.00 01 3.76 01 -9.56 01 15.000 0.00 01 1.33 01 -9.91 01 15.250 -1.20 01 0.00 01 -10.27 01 15.500 -3.81 01 0.00 01 -10.62 01 15.500 -3.81 01 0.00 01 -10.62 01 15.667 -5.60 01 0.00 01 -10.86 01 15.833 -7.43 01 0.00 01 -11.09 01 16.000 -9.29 01 0.00 01 -11.33 01 [7] SEGMENTAL DEFLECTIONS 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 Page s-. 02// ,r-.a pt6.1 Units: x (ft), D (in) Span x Ddead Dlive Dtotal 1 0.000 0.050 0.100 2 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 -0.000 -0.000 0.000 0.000 0.001 0.002 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.010 0.010 0.011 0.012 0.013 0.014 0.015 0.015 0.016 0.017 0.017 0.018 0.018 0.019 0.019 0.020 0.020 0.020 0.020 0.021 0.021 0.021 0.021 0.021 0.021 - 0.000 - 0.000 0.000 0.000 0.001 0.001 0.001 0.002 0.002 0.003 0.003 0.004 0.005 0.005 0.006 0.006 0.007 0.007 0.008 0.008 0.009 0.009 0.009 0.010 0.010 0.010 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 -0.001 -0.000 0.000 0.000 0.002 0.003 0.003 0.005 0.006. 0.008 0.009 0.011 0.012 0.014 0.015 0.017 0.018 0.019 0.021 0.022 0.023 0.024 0.025 0.026 0.027 0.028 0.029 0.030 0.030 0.031 0.032 0.032 0.032 0.033 0.033 0.033 0.033 0.033 0.033 11-07-2012, 09:13:39 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.500 15.667 15.833 16.000 0.021 0.020 0.020 0.020 0.020 0.019 0.019 0.018 0.018 0.017 0.017 0.016 0.015 0.015 0.014 0.013 0.012 0.011 0.010 0.010 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.002 0.001 0.001 0.000 0.012 0.012 0.012 0.012 0.012 0.011 0.011 0.011 0.010 0.010 0.010 0.009 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.001 0.000 0.000 0.033 0.032 0.032 0.032 0.031 0.030 0.030 0.029 0.028 0.027 0.026 0.025 0.024 0.023 0.022 0.021 0.019 0.018 0.017 0.015 0.014 0.012 0.011 0.009 0.008 0.006 0.005 0.003 0.003 0.002 0.001 0.000 5f0902,/ Page 7 [8] REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) Top Bottom Span x Mu Comb/Patt As Mu Comb/Patt As 1 0.000 0.00 01/All 0.000 0.00 U1/A11 0.000 0.050 0.00 U1/A11 0.000 0.00 U1/A11 0.000 0.100 0.01 U1/A11 0.000 0.00 U1/A11 0.000 2. . 0.000 0.250 0.500 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750. 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 9.30 U1/A11 0.094 0.00 U1/A11 0.000 6.51 U1/A11 0.065 0.00 U1/All 0.000 3.81 U1/A11 0.038 0.00 U1/A11 0.000 3.81 U1/A11 0.038 0.00 U1/A11 0.000 1.20 Ul/A11 0.012 0.00 Ul/A11 0.000 0.00 U1/A11 0.000 1.32 U1/A11 0.013 0.00 U1/A11 0.000 3.76 U1/A11 0.038 0.00 U1/A11 0.000 6.10 U1/A11 0.061 0.00 U1/A11 0.000 8.36 U1/A11 0.084 0.00 1J1/A11 0.000 10.53 U1/All 0.106 0.00 U1/A11 0.000 12.61 U1/A11 0.127 0.00 U1/All 0.000 14.60 Ul/All 0.147 0.00 U1/A11 0.000 16.50 U1/A11 0.167 0.00 U1/A1.1 0.000 18.31 Ul/All 0.185 0.00 Ul/All 0.000 20.04 U1/A11 0.203 0.00 Ul/A11 0.000 21.68 U1/A11 0.220 0.00 U1/A11 0.000 23.23 U1/A11 0.235 0.00 U1/A11 0.000 24.69 U1/All 0.250 0.00 U1/A11 0.000 26.06 U1/A11 0.264 0.00 U1/A11 0.000 27.34 U1/A11 0.278 0.00 U1/A11 0.000 28.54 U1/A11 0.290 0.00 U1/All 0.000 29.64 Ul/A11 0.301 0.00 U1/A11 0.000 30.66 U1/A11 0.312 0.00 Ul/A11 0.000 31.59 U1/A11 0.322 0.00 U1/A11 0.000 32.43 U1/A11 0.330 0.00 U1/A11 0.000 33.18 01/All 0.338 0.00 U1/A11 0.000 33.85 U1/A11 0.345 0.00 U1/A11 0.000 34.42 U1/A11 0.351 0.00 U1/A11 0.000 34.91 U1/All 0.356 0.00 U1/A11 0.000 35.31 U1/A11 0.360 0.00 U1/A11 0.000 35.62 U1/A11 0.363 0.00 U1/A11 0.000 35.84 U1/All 0.366 0.00 U1/All 0.000 35.97 U1/A11 0.367 0.00 U1/A11 0.000 36.02 U1/A11 0.367 0.00 U1/Even 0.000 35.97 U1/All 0.367 0.00 U1/Even 0.000 35.84 Ul/All 0.366 11-07-2012, 09:13:39 AM spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb 8.750 0.00 U1/Even 0.000 35.62 U1/A11 0.363 9.000 0.00 U1/Even 0.000 35.31 U1/A11 0.360 9.250 0.00 U1/Even 0.000 34.91 U1/A11 0.356 9.500 0.00 U1/Even 0.000 34.42 Ul/A11 0.351 9.750 0.00 U1/Even 0.000 33.85 U1/A11 0.345 10.000 0.00 U1/Even 0.000 33.18 U1/A11 0.338 10.250 0.00 U1/Even 0.000 32.43 U1/A11 0.330 10.500 0.00 U1/Even 0.000 31.59 U1/A11 0.322 10.750 0.00 U1/Even 0.000 30.66 U1/A11 0.312 11.000 0.00 U1/Even 0.000 29.64 U1/A11 0.301 11.250 0.00 U1/Even 0.000 28.54 U1/All 0.290 11.500 0.00 U1/Even 0.000 27.34 U1/All 0.278 11.750 0.00 Ul/Even 0.000 26.06 U1/A11 0.264 12.000 0.00 U1/Even 0.000 24.69 U1/A11 0.250 12.250 0.00 U1/Even 0.000 23.23 U1/A11 0.235 12.500 0.00 U1/Even 0.000 21.68 U1/A11 0.220 12.750 0.00 U1/Even 0.000 20.04 U1/All. 0.203 13.000 0.00 U1/Even 0.000 18.32 U1/A11 0.185 13.250 0.00 U1/Even 0.000 16.50 U1/A11 0.167 13.500 0.00 U1/Even 0.000 14.60 U1/A11 0.147 13.750 0.00 U1/Even 0.000 12.61 U1/A11 0.127 14.000 0.00 U1/Even 0.000 10.53 U1/A11 0.106 14.250 0.00 U1/Even 0.000 8.36 U1/A11 0.084 14.500 0.00 U1/Even 0.000 6.10 U1/A11 0.061 14.750 0.00 U1/Even 0.000 3.76 U1/A11 0.038 15.000 0.00 U1/Even 0.000 1.33 U1/A11 0.013 15.250 1.20 U1/Even 0.012 0.00 U1/A11 0.000 15.500 3.81 U1/Even 0.038 0.00 U1/A11 0.000 15.500 3.81 U1/Even 0.038 0.00 Ul/A11 0.000 15.667 5.60 U1/Even 0.056 0.00 Ul/A11 0.000 15.833 7.43 U1/Even 0.075 0.00 U1/A11 0.000 16.000 9.29 U1/Even 0.094 0.00 U1/A11 0.000 Page 8 a /J s5.d.2,/ 01)1 Iz Y spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 :ngineer: Arbab Engineering, Inc. z spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 ngineer: Arbab Engineering, Inc. 6 3901b/ft 390Ib/ft 1 CASE/PATTERN: Live/All 460-1b/ft 4601b/ft CASE: Dead 200 lb/ft 2001b/ft CASE: SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 -ngineer: Arbab Engineering, Inc. Shear Diagram - kip Moment Diagram - k-ft -40.0 40.0 LEGEND: — Envelope spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 ngineer: Arbab Engineering, Inc. S-,27I Moment Capacity - k-ft 60.0 LEGEND: Envelope Curve Capacity Curve — - Support Centerline Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 Engineer: Arbab Engineering, Inc. Beam Shear Capacity - kip 12.0 -12.0 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: CAArbab RODRIGUEZ RESIDENCE\CALCULATIONS\RB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 ngineer: Arbab Engineering, Inc. s, a /?' s. f LEGEND: — Envelope Curve Capacity Curve - - Support Centerline — Face of Support Critical Section Instantaneous Deflection - in -0.033 -1i I I i " /% 0.033 LEGEND: — Dead Load — Live Load Total Deflection spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSIRB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 ngineer: Arbab Engineering, Inc. U O N Flexural and Transverse Reinforcement a.a/1.as/ spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\RODRIGUEZ RESIDENCEICALCULATIONSIRB-2.slb Project: RODRIGUEZ RESIDENCE Frame: RB-2 ngineer: Arbab Engineering, Inc. 6) Column Design ' ARBAB ENGINEERING, INC. JOB -Ret 14 )e4-# SHEET NO. CONSULTING ENGINEERS CALCULATED BY 3363 NE 163m 6 i 111:t1,, SUITE 701 SCALE N. MIAMI BEACH. FLDRIDA 331130 CHECKED BY DATE (305) 940-3088 • FAX: (305) 940-3273 OF _.L4. 2. . . : . . , . ,..' . IA:As ,3 )cz, 4,6 54t. 3 - 40 F = 46 ksi Y COLUMNS ‚IUSquare structural tubing Allowable loads in kips concentric Nominal Size 111 3 x 3 Thickness % % %6 ill 3/i6 %6 1/4 4116 WL/11. 21.63 17.27 14.83 1211 9.42 10.58 8.81 6.87 Fy - 46 ksi Effective length In feet KL with respect to radius of gyration 0 2 3 4 . 5 6 7 8 10 . 11 12_ _ 176 168 162 156 150 143 135 126 117 108 98 87 75 65 57 ; f 50 ' 44 39 35 32 29 26 24 140 134 130 126 121 115 110 103 97 89 82 . 74 65 57 49 43 38 34 31 28 25 23 21 19 120 115 112 108 104 ' 100 • 95 90 8.4 la) 72 NMI 58 51 44 39 .34 31 28 25 23 - 21_8 19 99 95 92 89 86 83 79 75 ,70 65-'' 60 • 55. 40 43- 38 33- 29 26 24 21 19 16 15 14 76 73 71 69 67 " 64 61 . 58 55 51. 47 43 39 35 ,..30 ' .-- 27 24 21 19 17 16 14 13 12 11 86 80 77 73 68 63 57 51 44 37. 31 26 22 , 19r 16 14 13 71 67 64 61 57 53 49 44 . 38 33 ) 27 23 19 17 15 13 11 10 56 53 50 48 45 42 39 35 31 27 221 . 19 16 14 12 11 9 8 13 14' 15 16 17 18 19 20 21 22 23 24 25 • . . Propert es 7• .0;•••<1.(ir."7.-27-- . / (in.4) r (in.) BIBending +, ffactor . 6.36 12.3 1.39 1.04 . 1_83 5.08 10.7 1.45 0.949 • - 1.59 4.36 9.58 1.48 0.910 1.43 - .22 1.51 0.874 1.22 . 2.7Y 6.59 '1.54 0.840 0.983 3.11 3.58 1.07 1.30 0.533 2_59 3.16 1.10 1.23 0.470 2.02 2.60 1.13 1.17 0.387. '-' Tabulated values of a must be multiplied by 106. Note: Hey line indicates K1Ir of 200. - AMERICAN INSTITUTE OF STEEL CONSTRUCTION . , . • PROJECT RODRIGUEZ-RESIDENCE hPAGE : £,; 2' G . s' CLIENT . SMITH;&~SMI`f HFp�r�+t�~'� t; ; DESIGN BY : AA`:. JOB NO.: kTIE'COLF! DATE : G11%2/2012. I REVIEW BY : Concrete Column :Design Based on AC1318-05 NPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc' = 4 • ksi REBAR YIELD STRESS fy = . 60 ksi COLUMN DIMENSIONS c„ = `8 in Cy = 12 in FACTORED AXIAL LOAD Pu = 43 k FACTORED MAGNIFIED MOMENT Mu x = 1 ft-k Mu,y = 4.3 ft-k FACTORED SHEAR LOAD vu,x = 0 k Vu,y = 0 k COLUMN VERT. REINF. 2 ,. # 5 at x dir. (Total 4 # 5) 2 # 5 atydir. SHEAR REINF. 1 legs,# 3 - @ 8 in o.c., x dir. 1 legs,# 3 @ 8 in o.c., y dir. ANALYSIS 250 Pn (k) 0 10 Mn (ft-k) 15 20 0 003 STRAIN DIAGRAM 0.85 fc' FORCE DIAGRAM THE COLUMN DESIGN IS ADEQUATE. 2 (0.85 f,) eo= , Ec=57K Ec fc Es = 29000kvi O. 85f.,L2( 6l -( Z , for 0<5c<so2 0.85f� , for sc>so ssEs , for es sy .fs= fy for ss>sy 4 Pn (kips) $ Mn (ft-kips) AT AXIAL LOAD ONLY 206 0 AT MAXIMUM LOAD 206 9 AT 0 % TENSION 153 17 AT 25 % TENSION 120 19 AT 50 % TENSION 94 19 ATEt=0.002 55 18 AT BALANCED CONDITION 52 17 ATct=0.005 0 15 AT FLEXURE ONLY 0 15 CHECK FLEXURAL & AXIAL CAPACITY Mu = (Mu x2 + Mu y2 )05 = 4.41476 ft-k, (combined bending load.) 0 = 76.91 ° , (the direction of combined load.) Pmax =0.80 4) [ 0.85 fc' (Ag - Ast) + fy Asti = 206.2 kips., (at max axial load, ACI 318-05, Sec. 10.3.6.2) where 4) = 0.65 (ACI 318-05, Sec.9.3.2.2) Ag = 96 in2. Ast = 1.24 in2. > Pu [Satisfactory] a = CbR, = 4 in (at balanced strain condition, ACI 10.3.2) = 0.48 + 83 Et = 0.652 (ACI 318-02, Fig. R9.3.2) where Cb = d Ec / (Ec + Es) = 5 in Et = 0.002069 Cc = 0.003 d = 7.8841 in, (ACI 7.7.1) = 0.85 ( ACI 318-02, Sec. 10.2.7.3 ) 4) Mn = 0.9 Mn = 15 ft-kips @ Pn = 0, (ACI 318-05, Sec. 9.3.2) ,& Et,max = 0.004, (ACI 318-05, Sec. 10.3.5) 4) Mn = 17 ft-kips @ Pu = 43 kips > Mu [Satisfactory] Pmax = 0.08 (ACI 318-05, Section 10.9) Pprovd = 0.013 Pmin = 0.01 (ACI 318-05, Section 10.9) [Satisfactory] CHECK SHEAR CAPACITY (ACI 318-02 Sec. 11.1.1, 11.3.1, & 11.5.6.2) 4) Vn = 4) (Vs + Vc) (ACI 318-05 Sec. 11.1.1) > Vu [Satisfactory] PROJECT RODRIGUEZ RESIDENCE sr CLIENT SMITH SMITH , f€ , JOB NO ;T E CDL DATE : !11%2l2012 r PAGE : b.} ti if] DESIGN BY : REVIEW BY : Concrete Column Design Based on ACI 318-05 where b = 0.75 (ACI 318-02 Sec. 9.3.2.3) Smax Smin f = 40 ksi d A0 A„ Vc = 2 (fc' )05A° VS = MIN (d fy Av / s , 4Vc) 4) Vn x 9.81 78.5 0.11 9.9 5.4 11 y 5.81 69.8 0.11 8.8 3.2 9 8 (ACI 318-05, Section 10.16.8.5) 1 (ACI 318-05, Section 7.10.4.3) Sprovd = 8 in [Satisfactory] PROJECT RODRIGUEZ'RESIDENCE' `t CLIENT SMITH SMITH 14 tr. JOB NO.: DATE : ,11%2/2012 -; - Concrete Column Design. Based on ACI 318-05 NPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc' = 4 ksi REBAR YIELD STRESS fy = 60 ksi COLUMN DIMENSIONS cx = 8 in cy = 26 in FACTORED AXIAL LOAD Pu = 15 k FACTORED MAGNIFIED MOMENT Mux = 1 ft-k Mu•y = 1.5 ft-k FACTORED SHEAR LOAD Vu,x = 0 k Vu,y = 0 k COLUMN VERT. REINF. 2 # 7 at x dir. (Total 4 # 7) 2 # 7 at y dir. SHEAR REINF. . 1 legs,# 3 • @ 8 in o.c., x dir. 1 legs,# 3 @ 8 in o.c., y dir. ANALYSIS Pn (k) 500 450 - 400 - 350 - 300 - 250 - 200 - 150 - 100 - 50 - 0 0 20 40 60 . 80 100 Mn (ft-k) CHECK FLEXURAL & AXIAL CAPACITY Mu = ( M„ x2 + Mu y2 )0.5 = 1.80279 ft-k, (combined bending load.) 0.003 STRAIN DIAGRAM PAGE : DESIGN BY : A!A REVIEW BY : ' .. 0.85 fc' t--1 FORCE DIAGRAM THE COLUMN DESIGN IS ADEQUATE. 2 (0.85 j,) so = Fc = 57 jc !i s = 29000kri rc Ir ( lI I( lIz j _ 0.85j�.121 E/—1 so/ ] , jor O<s<so 0.85jc , for g.>50 55E, , for es 5 sy j,= fy for es>sy 6•5 4) Pn (kips) 41 Mn (ft-kips) AT AXIAL LOAD ONLY 438 0 AT MAXIMUM LOAD 438 46 AT 0 % TENSION 387 64 AT 25 % TENSION 315 80 AT 50 % TENSION 252 88 AT c t = 0.002 163 90 AT BALANCED CONDITION 158 90 AT c t = 0.005 39 85 AT FLEXURE ONLY 0 67 0 = 56.31 ° , (the direction of combined load.) Pmax =0.80 4 [ 0.85 fc' (Ag - Ast) + fy Asti = 438.4 kips., (at max axial Toad, ACI 318-05, Sec. 10.3.6.2) where 4) = 0.65 (ACI 318-05, Sec.9.3.2.2) As = 208 in2. Ast = 2.40 in2. a = Cbat = 9 in (at balanced strain condition, ACI 10.3.2) 4p = 0.48 + 83 Et =s 0.652 (ACI 318-02, Fig. R9.3.2) where Cb = d Ec / (Ec + Es) = 11 in > Pu [Satisfactory] Et = 0.002069 Cc = 0.003 d = 17.872 in, (ACI 7.7.1) Rt = 0.85 ( ACI 318-02, Sec. 10.2.7.3 ) 4) Mn = 0.9 Mn = 67 ft-kips @ Pn = 0, (ACI 318-05, Sec. 9.3.2) ,& &t,max = 0.004, (ACI 318-05, Sec. 10.3.5) 4)Mn= Pmax Pmin 74 ft-kips @ Pu = 15 kips = 0.08 (ACI 318-05, Section 10.9) Pprovd 0.01 (ACI 318-05, Section 10.9) CHECK SHEAR CAPACITY (ACI 318-02 Sec. 11.1.1, 11.3.1, & 11.5.6.2) 4) Vu = 4) (Vs + Vc) (ACI 318-05 Sec. 11.1.1) > Vu [Satisfactory] > Mu = 0.012 [Satisfactory] [Satisfactory] PROJECT RODRIGUEZ'RESIDENCE t' CLIENT JOB NO.. ;COLS 4.' :; DATE : r1.1/2/2012 Concrete Column Design Based on ACI 318-05 where Smax Smin f = 40 ksi PAGE C., S 4; 6 DESIGN BY AA` REVIEW BY ,i d A0 Av Vc = 2 (fc )0 5Ao VS = MIN (d fy Av / s , 4V,) 4) Vn x 23.69 190 0.11 24.0 13.0 28 y 5.69 148 0.11 18.7 3.1 16 = 8 (ACI 318-05, Section 10.16.8.5) = 1 (ACI 318-05, Section 7.10.4.3) Sprovd 8 in [Satisfactory] 7) Reinforced Masonry. Wall PROJECT : RODRIGUEZ12ES1DENCE° CLIENT : SMITH & SMITH JOB NO.: • . ;Ivi WAL15 10/31/2012 PAGE : ) I I <7 7. 2- DESIGN BY : AA REVIEW BY : CONCRETE MASONRY DESIGN CONCRETE MASONRY DESIGN V = 136 mph 175 mph ultimate Importance ( I ) = 1.00 Category = 11 Exposure = D L = 158.00 ft Length of Building B= 108.011ft Mean Roof Height = 28.34 ft Mean Roof height Pitch = 3.00/12 O = 14.04° z = 28.34 Kz = 0.70 Kd = 1 Kzt = 1 GCPi = +/-0.18 3 Reinf. Spacing Wall Height Eff. Wind Area GCp + Zone 4&5 GCp - Zone 4 GCp - Zone 5 2.00 ft 10.00 ft 20.00 ft2 0.950 -1.052 -1.310 :=clh q= 33.17psf Zone 4+P= Zone 4 - P = Zones+P= Zone 5 - P = 48.77 psf 52.84 psf 48.77 psf 65.02 psf Enclosed = 0.18, Partially Open = 0.55 ------------------- ----- •----- Masonry Wall Calculation -_-• -- dhar = #5 Bar Diameter s = 24.00 h Bar Spacing hwall = 10.00 ft Floor Height Zone = 5 Location for Wiudload w = 65.02 psf Wind Load P = 3158 lbs/ft Gravity Load into Wall Steel Properties Es = 2.90E+07 psi : EM = Fy = 6t)090.011 psi I. fM = Fs = 24000.00 psi ' Fb = hmasomy = dmasonry tfaceshell ^^- The width of compression block is the lesser of the following bl = 24.00 in fill cell spacing b2 = 48.00 in 6 x wall thickness b3 = 72.00 in maximum as allowed by code dements Properties Concrete Masonry Properties 1.4 E+06 psi modulus of elasticity of masonry, Section 1.8.2.2.1 1500.09 psi net area compressive strength of concrete masonry 500.00 psi allowable compressive stress in masonry due to bending/axial loading 8.00 in Overall depth of section for nominal 8" masonry. 4.00 in Bar is to be placed at the center of wall 1.25 in Nominal thickness of faceshell 30.0 in2 Net area considered for loading, face shells mortared, per foot basis b = 24.00 in The width of the compression block allowed bi= 12.00 in = 1.95 in4 Ai = 15.0 in2 ho = 3.38 in ?Al = 351 psi FA2 = 1470 psi Physical Properties 71, - J Cr-'1 •• MN. a ON MI ggi Maim MO MISS lig Mg mom s• so Ammo to As ',Volts to mom •• at to 'ammo to to moo es to &ma a. MM. Wis Ng man i• goon ( per ft of wall ) I2 = 345.63 in4 A2 = 30.0 in2 r= 3.39 m hwall / r= 35.35 FA = 351.09 psi hwaWr < 99 I i i , PROJECT : 'IRITEL`RE5IDENCE CLIENT . SMiTH'& 5MfTH JOB NO.: DATE : PAGE : 1 DESIGN BY : AA REVIEW BY : CONCRETE 'MASONRYDESIGN IM ---------•- • WI MOM -• -• • - •�MM••Masomycalc_lations - •-- n=21.48 Es/EM b = 24.00 in The width of the compression block allowed = #5 Bar Diameter Ab„= 0.31 in2 Bar Area rho = 0.003196 Ratio of Area of steel to uncracked section k= 0.308197 k x d,„,s= 1.23 in Location of neutral axis fio,u outside face of Block j = 0.89727 j x d,,o= 3.59 inch Distance between tension & Compression forces ME ---- OR -• MOM •- MO! MOOR-•-MIR ---• - --- -M----MOOR---••---------------.. Determination of Maximum Moment CASE 1 CASE 2 CASE 3 Case = 1 Choose 1, 2 or 3 MMAX = 19506 ft.in P = 3157.501bs per ft -------•----•-MOO MOOR--• MOM -•--- FOR.-108-----•---- --._.. -• Acting Stress_ • •�••�•�••�•'-AllowableStresa ---�••�OR��.MO�ORV fs 17.71 ksi 1.33Fs 32.00 ksi OK!! fA + fa 473 psi 1.33Fb 666.67 psi OK!! fA 105.25 psi 133FA 468.11 psi OK!! -------MOOR---MOOR-----•�..IMM..MIO.. IMMI-. MM-- OR -------•MOOR---------.. ' Gravity Load into Wall Calculation ----------MOMO.-MOOR--OR---�.. ••=1-ORS.-FOR.- -----• Item WidthTR,R Unit Load Total Load High Roof 12.50 11 65.00 psf 812.50 lbs/ft Item Height Unit Load Total Load 3rd floor wall 0.00 11 0 00 psf 0.00 lbs/l) Item Height Unit Load Total Load 3rd floor slab 0.00 ft 0.00 Ills 0.001hs/t1 Item WidthTR,R Unit Load Total Load 2nd Floor Slab 12.50 11 130.00 psf 1625.00 1hs/11 Item WidthTR,R Unit Load Total Load 2nd floor wall 9.00 Il. 80.00 psf 720.00 lhs/il Item Height Unit Load Total Load 1st Floor Wall 0.00 11 0.00 psf 0.00 ihs/11 Item Height Unit Load Total Load Floor Point Load 0.00 ft 0.00 lbs 0.00 lbs/ft P = 3157.50 lbs/ft 8) Steel Joist Design. Balcony Slab Design 2 a 2 2 2 2 2 2 a 2 K-SERIES ECONOMY TABLE --9 golmtcL9Iz s - 1 o llt/) 2 Joist Designation 14K6 18K5 22K4 161<6 20K5 241<4 181<6 161<7 22K5 20K6 18K7 221<6 20K7 241<5 22K7 24K6 Depth On). 14 18 22 16 20 24 18 16 22 20 1 18 22 1 20 24 22 24 Approx. Wt. 7.7 7.7 8.0 8.1 8.2 8.4 8.5 8.6 8.8 8.9 9.0 9.2 9.3 9.3 9.7 9.7 SIbs./ft pan (ft) 14 550 550 15 550 507 16 550 550 550 , 467 550 550 17 550 550 550 443 526 526 18 550 550 550 550 550 550 408 550 490 550 490 550 19 550 550 550 550 550 550 383 523 455 523 455 523 '-20 525 550 550 550 550 550 550 550 550 347 490 426 550 490 426 550 490 550 21 475 550 548 550 550 550 550 550 550 299 460 405 520 460 406 520 460 520 22 432 518 550 498 550 550 550 550 550 550 550 550 550 259 414 548 351 490 438 385 548 490 438 548 490 548 23 395 473 518 455 529 . 516 507 550 550 550 550 550 550 226 362 491 307 451 393 339 518 468 418 518 468 518 24 362 434 475 418 485 520 473 465 536 528 526 550 550 550 550 550 199 318 431 269 396 516 345 298 483 430 382 495 448 544 495 544 25 400 438 384 446 479 435 428 493 486 485 537 541 540 550 550 1.334 1 175 281 381 238 350 456 305 263 427 380 337 464 421 511 474 520 26 auB 369 404 355 412. 442 402 395 455 449 448 496 500 499 550 543 156 249 338 211 310 405 271 233 379 337 299 411 373 453 454 493 27 285 342 374 329 382 410 372 366 422 416 415 459 463 462 512 503 139. 222 301 188 ` 277 361 241 208 337 301 267 367 333 404 406 439 28 265 318 348 306 355 381 346 340 392 386 385 427 430 429 475 467 124 199 270 168 248 323 216 186 302 269 239 328 298 362 364 393 29 296 324 285 330 354 322 317 365 360 359 398 401 400 443 435 179 242 151 •223 290 194 167 272 242 215 295 268 325 327 354 30 276 302 266 308 331 301 296 341 336 335 371 374 373 413 406 161 219 137 201 - 262 175 151 245 218 194 266 242 293 295 319 31 258 283 249 289 310 281 277 319 314 313 347 350 349 387 380 146 198 124 182 237 158 137 222 198 175 241 219 266 267 289 32 242 265 233 271 290 264 259 299 295 294 326 328 327 363 357 132 180 112 165 215 144 124 201 179 159 219 199 241 242 262 33 228 249 254 273 248 281 277 276 306 309 308 • 341 335 121. 164 150 196 131 183 . 163 145 199 181 220 221 239 34 214 235 -239' 257 233 265 261 260 288 290 290 321 315 110 149 137 179 120 167 149 132 182 165 201 202 218 35 202 221 226 242 220 249 246 245 272 274 273 303 297 101 137 126 164 110 153 137 121 167 151 184 185 200 36 191 209 213 229 208 .236 232 232 257 259 258 286 281 92 126 ' 115 150 . 101 .141 125 111 153 139 169 169 183 37 198,, 202 216 223 220 243 245 244 271 266 116 106 138 130 115 141 128 155 156 169 38 187 191' 205 211 208 230 232 ' 231 256 252 107 98. 128 119 - 106 130 118 . 143 144 156 39 178 181 195 200 198 218 220 219 243 239 98 90 118 110 . 98 120 109 '132 133 144 40 169 172 185 190 188 207 209 208 231 227 91 84 109 102 91 111 101 122 123 '133 41 161 176 181 197 198 220 216 85 101 95 .103 114 114 '124 42 153 .168 173 188 189 209 206 79 94 88 96 106 106 -115 43 .146 160 165 . 179 180 200 196 73 88 82 89 98 . 99 107 44 139 - 153 157 171 172 191 187 68 82 1 76 83 92 92 100 45 146 1164 179 f 76 I 86 93 46 139 157 171 Jf 71' 80 37 47 133 150 164 67 75. 82 1 48 128 63 144 70 157 77 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS (L i`,1� DATE 3363 NE 163' STREET SUITE 701 CALCULATED BY ar N. MIAMI BEACH, FLORIDA 33160 CHECKED BY DATE 1305) 940-3088 • FAX: (305) 940-3273 JOB RVbQthisz Ate►• SHEET NO. 8, Z OF �• JB,4r.co'( 4t-46 ,it .s.r. So 15• f: or c 47 K it' 1 2- I C. SCALE T k^f 31 (�' C'owc sz-A,43 we Is + OW' c. c.%w,• ; 4' 6.4. B or. 14F )A)) N.O.A.'s BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries, Inc. 1055 E. 29 Street Hialeah, Florida 33013 SCOPE: MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2901 PAX (305) 372-6339 www.nniamidade.gov/buildingcode This NOA is being issued under the applicable rules and regulations governing the use of construction materials, The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other arcas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AIIJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hun-icane Zone. DESCRIPTION: Series NVSNP, NV/NVTH, NVIIC, NVSTA and NVHTA Steel Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/04, with last revision dated 07/05/09, prepared by Nu-Vue Industries, .Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE .IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Harty portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA # 04-0510.03 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. ML4mH3A0 OUNTY APPROVED NOA No. 09-0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/04, with last revision dated 07/05/09, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS `Submitted under NOA # 04 0510.03" Test reports on wood connectors per ASTM and sealed by C. R. Caudel, P.E. Report No. Wood Connector 1. PT # 03-4482 NVSNP3 2. PT # 03-4625 NVHCL/R 3. PT # 04-4641 NVSTA-24H 4. PT # 04-4698 NVTH24 5. PT # 03-4590 NVTH26/NV458 6. PT # 04-4642 NVHTA-24H 7. PT # 03-4543 NVTH2O/NV358 D1761 by Product Direction Downward Up& Sideways Up& Sideways Up& Sideways Sideways Up& Sideways Up& Sideways Testing, Inc., signed Date 09/15/03 01/21/04 03/17/04 04/15/04 12/31/03 03/22/04 12/19/03 C. CALCULATIONS 1. Report of Design Capacities, dated 06/30/09, sheets 1 through 12 of 12, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 04-0510.03" 2. Report of Design Capacities dated 04/27/04, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E - 1 Carlos M.'Utrera, P.E. Product Control Examiner NOA No. 09-0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. None. y F. STATEMENT 1. Statement letter of code conformance, no financial interest and no change ofproduct, dated 07/08/09, issued, signed and sealed by Vipin N. Tolat, P.E. G. OTHER 1. Notice of Acceptance No. 04-0510.03, issued to Nu-Vue Industries, Inc., approved on 12/23/04 and expiring on 12/23/09. E -2 of Carlo M. Utrcra, P.E. Product Control Examiner NOA No. 09-0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Supporting Tuse op te bottom chord Hole pattern le mirror Imoge of the opp site side Product Code NVSNP3 Holes ifs' dia. TABLE 1 SKEWED NAIL PLATE Steel Gauge 18 Fastener Schedule Each End (6)adx1)S' Supported Truss Tap d bottom chord Allowable Loads (Ibs) Gravity Uplift 594 594 For Uplift, use wo NVSNP3, one at top chord and one at bottom chord of the supporting and supported Trusses In compliance with section 2321.7 of the FBC. NVSNP3 Installation Notes: 1. Use 6 ncil holes in each flange, 2. Do not bend nail plate more than once. 3. Supporting member shall be in the acute angle side with other flange behind the end of supported member (see sketch.) General Notes: 1. Steel shell conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating .of G 60 per ASTM A525. 2. Allowable loads are based on Latest Editions of National Desing specifications (NDS) for wood construction and Florida Building Code (FBC). 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS and have been reduced for Penetration Depth factor. 5. Allowable loads for wind uplift have been increased by a duration factor of 1.6 for anchors into wood only, Load values shown are, without 33% steel stress increase. 6. Allowable loads for more than o single connection cannot be added together. A design load which is divided Into components in the direction given must be evaluated as follows: Actual Uplift pA,ctuo L A� pp{{ ZZ Allowable Uplift + Allowoble L1 + Allowable <=1.0 7. Allowable loads are based on 1X" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shah comply with FBC. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in VIPIN N. TOLAT, PE (CIVIL) FL REG. d 12847 16129 LANTERN CREEK LANE HOUSTON, TX 77086 accordance with ASITdl6t,$. a amplyis aka *a Ralik Wide@ Cade Imo. N. Nu — Vu a laduetrle4, Ino. • a it zli9. • 1063-1059 Zest 28 Street Hialeah, Florid& 33013 Phone: (306) 894-0387 Ter. (308) 594-0395 SKEWED NAIL PLATE DWG #: NU-5 Sheet: 1 of 4 Date: APRIL 15, 2064 Revisions: duly 6, 2008 TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 18G seat Total No, Total No. of Fasteners of Fasteners In 2 Straps in Seat 10d x 3" 10d x 3" Notes: 1. Mintmum embedment into concrete 4". 2. Ness are necesary In strops oad meat to achieve design loads. 3. See Note 6 (Sheet 1) for combined load. 4. Nage through chords shall not force the truss plate on the opposite side. Set D.2a1'3 t• f5n 1/e'a.. 1w,, 2 ply Met itV3Se 3 NY Mat NV46e 4' Mm. Conent. Emb 4 net Allowable Loads (Ibs) 1�t7 NVTH Truss plate required to transfer load to bottom chord Reinforcements Required TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly 14G Strap Dimension Product Product H Code Code (inches) NV458-12 NV0416 12 NV458-14 NVTH18 14 NV458-16 NVfH2O 16 NV458-20 NVTH24 20 NV458-22 NVrH26 22 NV458-24 NV1H28 24 NV458-26 NV458-32 NV458-44 Concrete Tie Beam or Tle Beam formed with Concrete f81ed Masonry. NVrH30 26 NVTH36 32 NVTH48 44 Total No. of Fasteners in 2 Strops 10d x 3" 10 12 Total No. of Fasteners in Seat 10d x 3" 8 8 8 Allowable Loads (Ibs) Uplift 2245 2525 2806 It• L2 2783 2078 3t31 3479 2338 2597 VIPIN N. ECLAT, PE (CIVIL) FL. REG. !i 12847 15123 LANTERN CREEK LANE HOUSTON, T% 77088 14 16 8 8 3066 3367 Ws- 18G Seat Detail ' NV358 and NV458 riujouerfavisvo ✓ar ode Aber ^mrrd No iced! ! 3827 4175 2857 3117 Nu — Vu a Industries, Inc, 4 P1104111 Omani 1053-1059 Eaet 29 Street Hialeah, Florida 33013 Phone: (305) 694-0397 Fax: (305) 694-0398 1 `> NV358 do NV458 WITH DOUBLE NUTS STRAPS DWG #: Sheet: Date: Resialana: NU-5 2 of 4 APRII, 16, 2004 July 6, 2009 NVHCL Yot a.2ae•x 1' H Truss plate required tc transfer Icad to bottom chord MIN, 4`MiN. 4" EMB. EMB_ NVTH 1' Crossa� TABLE 5 HURRICANE CLIPS Gauge Fasteners 10d x 1)4' Allowable Loads lbs Header bottomNVHCR atom 1—a aeteo Peron el to wall For- Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC N VHCR L1 Perpendicular to wall L2 Reinforcements Required Concrete Tie Beorn or TIo Beam formed with concrete filled masonry H Length (in) 12 NVTH-16 NYTHS 212 14 NVTH-18 NVTHS 214 16 NVTH-20 NVTHS 216 18 NV1H-22 NVTHS 218 20 NVTH-24 NVTHS 220 22 NVTH-26 NVTHS 222 24 NVTH-25 NVTHS 224 18 26 NVTH-30 NVTHS 226 18 14 32 NVTH-36 NVTHS 232 18 14 44 NVTH-48 NVTHS 244 18 14 TABLE 4 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS Produ ct Code Truss plate required to transfer load to bottom chord tPRQDfCTRL•VIst•D Nelda Cods ��)rM>fe Accepteem pedme Camel Gouge Gouge seat strap 18 14 18 14 18 14 18 14 18 14 18 14 VIM N. TOLAT, PE (CIVIL) FL. REG. Ij 12847 16123 LANTERN CREEK LANE HOUSTON, TX 77068 14 o. o as eners In Strop 10dx1.5"' 5 6 7 8 9 10 11 12 13 Maximum Uplift 1032 1222 1275 1329 1383 1437 1490 1544 1598 Alio able Load L1 560 671 783 783 783 783 783 783 783 NVTH, NVTHS Nu— V u e Indueta-les, Inc. L2 abs) 525 630 735 735 735 735 735 735 735 1059-1059 East 29 Street Hialeah, Florida 93019 Phone: (306) 894-0387 Fax•. (305) 894-0395 NVTH / NVTHS ANCHORS d< NVHC HURRICANE CLIPS DWG #: Sheet: Bete: Revisions: NU-5 3 of 4 1E'80, to, 2004 July 5, 2009 TABLE 6 NVSTA-Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G seat Assembly 14G Strop Dimension, Product Product H Code Code (inches) NVSTA-12H NVTH16 NVSTA-1411 NVTH18 NVSTA-16H NVTH2O NVSTA-20H NVTH24 NVSTA- 22H NVTH26 NVSTA-24H NVTH28 NVSTA-26H NVTH30 NVSTA-32H NVTH36 NVSTA-44H NV11148 1Y� 12 14 16 20 22 24 28 32 44 4" M. Concrete Embedment Total No. of Fasteners in Strap 10 d x 11 rZ " 5 6 7 NVSTA 12H throght 44H Total No. of Fasteners in 20 GA. Seat 10d x 6 8 6 Slot 0.203'X 1' Pin 'dia. Tress plate required to .transfer u141R to bottom chord. Reinforced Concrete +- tie beam Min, 215 Tap & bottom Allowable Loads (ibs) 1Yi t'4 " th 4' Min. Concrete Embedmenl. UPLIFT Truss plats p�I rhtransfer uplift to Bottomomchord TABLE 7 NVHTA-Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 20G seat Total No. Total No. of of Fasteners Fasteners in In two Straps 20 GA. Seat 10dx1N2" 10dx1XJ' NVrITA-12H NVTHI6 12 10 6 1772 2078 7090 1450 NVHrA-1411 NVTH18 12 6 1994 2338 1181 1831 14 14 6 2215 2598 1312 1812 16 16 8 2437 Z858 1444 1994 NN1TA-20H 141/1H24 18 g 2658 3117 1575 2175 Assembly Product Code 14G Strap Dimension Product H Code (inches) NVHTA-16H NVTH2O NM1TA-22H NVHTA-24H NNiTA-26H NVriA-32H NVHTA-44H NVHTA 12H throght 44H NVTH28 NVTH28 NVTH30 NVTH36 NVTH48 Reinforced Concretem, M tie bealn, 245 Top & bottom 20 22 24 26 32 44 Allowable Loads (ibs) Uplift Uplift s L1 L2 s Notes: 1. Nails are necessary in strops and seat to achieve, desing loads. 2. See note 6, *heat 1 for combined loading, 3. Naffs through chords shall not force the truss plates, 4. For general notes, see sheet 1, 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based an min. 2500 psi concrete. PRODUCTcemeliefe wide tie Mae& ibreingise Til:'VL4,tS/ Asespreee FYiik- thoessOmni V1PXN N. TOLAT, PE (CIVIL) FL REC. # 12847 16123 LANTERN CREEK LANE HOUSTON, TX 77088 a5 1-4S 842:1 S.1210i2df S 20 CA.of Nu— Vu a Industries, Inc. 1063-1059 East e9 Street Hialeah, Florida 95013 Phone: f306) 694-0397 Paz (305) 694-0898 NVSTA & NYHTA HEAVY DUTY ANCHORS 1nTH SE4T DWG f: Sheet: Date: Revisions: NU-5 4 of 4 APRL ie. 2004 July 5, 2009 10) Geotechnical Report • • • • • • • • August 21, 2012 Miami Skyline Construction Corp. 1263 NE 1015t Street Miami Shores, FL 33138 RE: Subsurface Investigation Proposed Additions 1263 NE 101" Street Miami Shores, FL 33138 7450 Griffin Road, Suite 140 Davie, FI. 33314 Tel: 954-584-6115 Far: 954-581-2415 E-mail: ppcana4Jsoilprobe,net In accordance with your request and authorization, Soilprobe Engineering & Testing, Inc. has completed subsurface exploration and geotechnical studies at the above referenced project site. We explored the general subsurface conditions in order to evaluate their suitability for supporting the proposed residential additions, and to provide recommendations for site preparation and foundation design. Our work included standard penetration test (SPT) borings and engineering analyses. This report describes our explorations and tests, reports their findings, and presents our recommendations developed from the investigation. Our report has been prepared specifically for this project. It is intended for the exclusive use of Miami Skyline Construction Corp. their representatives and/or assigns. Our work has used methods and procedures consistent with local foundation engineering practices. No other warranty, expressed or implied, is made. We do not guarantee project performance in any respect, only that our work meets normal standards of professional care. It is in our understanding that the proposed construction will consist of new additions located at front and east side of existing house. The attached plot plan present the existing and proposed construction layout and approximate location of our soil tests. The addition structures will consist of conventional poured in place concrete and concrete masonry unit (CMU). The bearing walls will be supported by shallow continuous footings pored monolithically with slab on grade. The geotechnical recommendations presented in this report are based on the available project information, proposed building location and the assumed data described in this report. If any of the noted information is incorrect, please inform this office, so that we may amend the recommendations presented in this report as appropriate. The subsurface conditions at the site were explored with two engineering borings advanced to depths of 12 and 14 feet below existing ground surface. Samples of the in place materials were recovered at frequent intervals with a standard 24 inches split barrel sampler driven into the ground with a 140-pound hammer falling 30 inches. Miami Skyline Construction Corp. 1263 NE 1015` Street August 21, 2012 Page 2 of 3 This work was perfonned on August 15, 2012 following closely the procedures recommended in ASTM Method D-1586. Detailed subsurface conditions encountered at the location and depth explored is presented in the attached log. Our drillers examined the soil recovered from the SPT sampler and maintained a soil log. Soil samples were inspected and classified using nomenclature consistent with the Unified Soil Classification System (USCS). Soil stratification, shown on the boring log, is based on examination of recovered soil samples and drillers interpretation in the field. It indicates only the approximate boundaries between soil types. The actual transitions between the adjacent soil strata may be gradual and indistinct. A review of boring logs revealed a layer of topsoil approximately 12 inches thick followed, to depths varying from 2.00 to 3.00 feet by layered sand. Below these layers, and continuing to the end of exploration depth, the soil consisted of sandy sandstone and limestone. Standard penetration resistance, N- value, recorded during the test indicated soil condition as loose in the upper 2.00 to 3.00 feet and in a medium dense to dense condition at deeper locations. The water table measured at the time of test was found at an approximately depth of 6.00 feet below prevailing grade. Fluctuations in ground water level should be anticipated throughout the year due to seasonal variations in rainfall, drainage and other factors. The groundwater level measured at the time of test is not intended to define a linut or ensure that future seasonal fluctuations in groundwater levels will not vary from this level. We recommend that the Contractor determine the actual water table at the time of the construction to determine groundwater impact on his construction procedures. Based on our observations, results of boring, and evaluation of the existing soil conditions, it is our opinion that the soil at the site is generally suitable to support the proposed structures on conventional shallow foundations. However, densification of the existing loose sub -soils included the added fill is required; if they are to support the shallow foundations, in order to avoid excessive settlements that may be detrimental to the structure. The following site preparation procedures are recommended prior to the installation of the foundations: 1. Clear and grub the proposed construction areas plus a perimeter of minimum three feet outside the foundation limits removing topsoil, vegetation and roots. The thickness of the surfacing topsoil with roots to be removed is expected to be approximately 12 inches, 2. Level and compact the addition areas with a light, 2.5 ton (Ingersoll Rand DD-23) self propelled vibratory roller of Wacker BPU 3345A vibratory plate or equivalent in order to density the existing loose sandy fill to a minimum 95% of maximum dry density as determined by ASTM Method D- 1557. During compacting operation the sandy soil shall have moisture content close to the optimum of approximately 10%. Field density tests shall verify compacting effort prior placing any additional fill. Miami Skyline Construction Corp. 1263 NE 101:t Street August 21, 2012 Page. 3 of 3 3. Bring the addition pads to the design grades using clean sand or sand rock mixture fill, free of organic or other deleterious materials, by placing the soil in layers not exceeding 12 inches in loose thickness. Compact each layer to a minimum 95% of maximum dry density prior placing the next lift of fill or concrete. It is our opinion that the addition pads installed as specified above will provide an allowable bearing capacity of 2,500 PSF. In all cases were vibrato -compaction is utilized, care must be taken to prevent damages to the nearby structures. Monitor the adjacent structures for induced vibrations and adjust the compacting operation as needed to prevent any damages to this building. Any modification to the above -recommended procedures should be approved by Soilprobe Engineering &Testing, Inc. Further, in order to verify compliance with these specifications and document construction procedures used and actual conditions encountered, we recommend that Soilprobe Engineering & Testing, Inc. be retained to test the compacting effort on this project. This office does not accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the foundation if not engaged to provide construction observation, testing and certification for this project. Due to the fact that soils are generally, naturally deposited material under variable conditions, it must be understood that major subsurfacediscontinuity may occur within short distances. It is unlikely that the test used for this investigation revealed all subsurface conditions. Our office does not warrant or imply that the datacollected on our log of boring are indicative of the subsurface features; except the Iocation where borings were taken. If variant or unusual soil conditions are found during construction, please notify this office for further evaluation. It was a pleasure to have had the opportunity to perform this investigation for you, and we hope that you will call on us if we may be of further service. Sincerely, SO t ' ' : t E ENGINEERING & TESTING, INC. EANA, PE. 4 Enc. Soil Log Location sketch JOG OF BORING CLIENT: PROJECT: LOCATION: 3.00 400 1.00 10.00 11.00 12.00 JOB F: MIAMI SKYLINE CONSTRUCTION, CORP. 1263 NE 1013TSTREET MIAMI SHORES, FL SEE ATTACHED LOCATION SKETCH 15 13 11 10 9 12 11 10 14'-0" TYPE of SAMPLE: Cohesionless Density: D—disturbed (2)—Penetrometer 0.10 Loose U.L.- Undist, Liner 10-30 Medium S.T. — Shelby tube 30-50 Dense S.S. — Sample Spoon 50+ Very dense R.0 Ronk Core Grass Dark sand Brown sand Tan yellowish sandy and porous sandstone and limestone End of Test 14'-0" Sheet: Date: Date started: Date com • feted: Driller s : to.o� 1ofI 8/15/12 8/15/12 8/15/12 PP/MF DESCRIPTION; Soil type, color, texturo, and consistency. Notes on drilling conditions. Cohesive C.orsisterey: 0-4 Soft 4-8 Medium Sliff 8-15 Stiff 15 30Yery Stiff 30+ Hand 140Lb. WT. Hammer x30"fall onrsampler 1? LOG OF BORING JOB #: Bonn : CLIENT: MJAMI SKYLINE CONSTRUCTION, CORP. PROJECT: 1263 NE 101" STREET, MIAMI SHORES, FL LOCATION: SEE ATTACHED LOCATION SKETCH 11 13 11 10 9 I4 14 16 16 15 TYPE of SAMPLE: D — disturbed (2) — Penetrometer U.L.- Undist. Liner S.T. — Shelby tube S.S. — Sample Spoon RC- Rock Care 1'-0" 2'-0" 3'-0" 4'-4" 6'-0" 12'-0" Cohesioaless Density: 0.10 Loose 10 30 Medium 30-50 Dense 50+ Very dense Grass Dark sand Grey sand Brown sand Tan reddish sand w/sandstone fragments Sheet Datc: Date started: Date completed: Driller (s): IO, J- - f iD • ) 10 I 8/15/12 8/15/12 8/15/12 PP/MF DESCRIPTION: Soil type, color, texture, and consistency. Notes on drilling conditions. Tan sandy and porous sandstone and limestone End of Test 12'-0" Cohesive Con stcttey: 0-4 Soft 4-8 Medium Stiff 8-15 Stiff 15-30 VeryStiff 30+- Hard 140 Lb. PVT. Hammer x 30" fall on 2" sampler (o[ of to, -Aug 01 12 01:31p Smith & Smith Design Corp 305E1929669 p.2 �- -- COUSINS. SU.RYEYO.RS-.. &._ A$SP T� , .1NC. • •��, �Ml Sti# E�b'�-xs-- ! 1 1[ i _ 3921. SW 47TH AVENUE, SL tE Van /CLIENT .: DAVIE, FLORIDA 33314 • CERTIFICATE OF AUTHORIZATION : LB # 6448 cuttou RODRIGUEZ %�--� PHONE (954) 689 7766 ' FAX (954) 689-7799 - . - LOT 3 BLOCK 185 SIR d LOT 4 BLOCK 135 SKETCH OF SURVEY 0.2' u1RK-FENCE 100.00' •01 M 36.9' CONCRETE POOL DECK LOT 5 ' BLOCK'185 la do 13 ed` 14.0' reiiiiri�i.3.f • .11l COLON FIP (4 N r 23.G 2 STORY CBS RESIDENCE FLOOR ELEVAIIOII z 9.90' SECOND FL ELEV = 19.70' [[i %'„ . 15 a CONCRETE ,SSA• NCE SIR OFFSET SOUTH ,..._. 0.1' 20 S6' #(-' (_. 1 .. a2p STEPS • 1 ' 19,9' i i 0 a 2 100.00' 14.5' CONCRETE WALK 1.8CONCRETE CURB 'tt OUT1ER• WATER METER ASPHALT Sokt. lest— Loc.Mi"i4r.1 SI Tr-F{ l26'3 N - t0SC cott66t- kl kM! {d $t 'Yt' 0 ci 2t2 Co ) • • • • • 7450 Griffin Road fl140 Davie, F!. 33314 Tel: 954-584-6115 Fax:954-584-2862 E-mail: eana c offprobe net APPENDIX SUBSURFACE EXPLORATION INFORMATION Our borings describe subsurface conditions only at the locations drilled and at the time drilled. They provide no information about subsurface conditions below the bottom of the boreholes. At locations not explored, subsurface conditions that differ from those observed in the borings may exist and should be anticipated. The groundwater depth shown on ow- boring logs is the water level the driller(s) observed in the borehole when it was drilled. These water levels may have been influenced by the drilling procedures. An accurate determination of groundwater level requires tong -term observation of suitable monitoring wells. The absence of a groundwater level on certain logs indicates that no groundwater data is available. It does not mean that no groundwater will be encountered at that boring location. ,Standard Penetration Test. Borines The Standard Penetration Test (SPT) is a widely accepted method of testing foundation in place. The N-value obtained from the test has been correlated empirically with various soil properties. These empirical correlations allow satisfactory estimates to be made of how the soil Is likely to behave when subjected to foundation loads. Tests are usually performed in the borehole, at intervals of five feet. In addition, our Firm performs tests continuously in the interval directly below the expected foundation -bearing grade where the soil will be most highly stressed. boreholes where SPT will be performed are drilled with a truck mounted SIMCO 2800 drill -rig. The boreholes are advanced by rotary drilling with a winged bit that makes a hole about seven inches in diameter. After the borehole has been advanced to the depth where a SPT will be performed, the soil sampler used to run the test is attached the end of drill rods and lowered to the bottom of the borehole. The testing procedure used conforms closely to the methods recommended in ASTM D-1586. The sampler has a split -barrel 24 inches long and an outside diameter of 2.0 inches. It is driven into the ground below the bottom of the borehole using a hammer that weights 140 pounds and falls freely 30 inches. The driller records the number of hammer blows needed to advance the sampler the second and third six=inches increments. The total number of blows required to advance the sampler the second and the third six -inches increments constitutes the test results; that is N-Value at the depth. The test is completed after the sampler has been driven not more than 24 inches or when refusal is encountered, whichever occurs first. Refusal occurs_ when.100 hammer blows advance the sampler six inches or less. After the test is completed, the sampler is removed from the borehole and opened. The driller examines and classifies the soil recovered by the sampler. He places representative soil specimen from each test in closed jars or plastic bags and takes them to our laboratory. In the laboratory, additional evaluations and tests are performed, if needed. Jar samples are retained in our laboratory for thirty days, then discarded unless our clients request otherwise. Rand Auger Derbies Hand auger borings are used if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 6 feet) depth, or when access is not available for our truck -mounted or portable muunted drill -rigs. A three inches diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately six inches increments and its content emptied for inspection. Sometimes posthole diggers are used, especially in the upper three feet or so. The soil samples obtained are described and representative samples put in jars or plastic bags and transported to the laboratory for further classification and testing, if necessary.