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07/09/2008 10:38 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES Miami Shores Village Building Department 10050 N.B. 2'1 Avenue, Miami Shores, P133138 Tel: 305- 795 -2204 * Fax: 305 - 756.8972 NOTICE TO !MIAMI SHORES VILLAGE BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE r (We) have been retained by (name of owner /agent) 1`*f ,/ /-tAJ))e' (Mt to erforni Special [ns sector services under the Florida Building Code at the project ( ddress) 3ZoD NE 105 G7 ET Miami Shores, as of 7 J' /0 y (date). 1 am a registered Architect or Professional Engineer licensed in the State of Florida. PERMIT NUMBER: tI 001 /001 �� Al _22 tt nil 1 4 2008 9 BY: .. LL--'7_-_-_-::....._ ,'Special Inspector for Reinforced Unit Masonry, FBC 2122.4 Cl Special Inspector for Trusses over 35 Ft. Long or 6 Ft. High, FBC 2319.17.2.4.2 O Special Inspector for Steel Connections, FBC 2218.2 0 Special Inspector for Soil Compaction, FBC 1820.3.1 •••. ❑ Special Inspector for Precast Units & Attachments, FBC 1927.12.2 ; • • • • • • • • • • 0 Special Inspector for Pilings, FBC 1822.1.20 • • • • • •• •• • • • • © Special Inspector for •• • • • • NOTE: Please mark boxes that apply • • •••. • • • • • ••• The following individuals(s) employed by this firm or me are authorized to perform inspectons. 00i0• • • • • • 3. 1- JlO 4ZE42 2. 4. • • • •• • •• • • • • .• • • • • • 0000 • • 0000 • • •• • • • • • • • • 1, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department 1nsnector. All mandatory inspections, as required by the Florida Building Code, must be performed by Miami Shores. The building inspections must be called for all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Building Department. Further, upon completion of the work under each Building Permit, I will submit to the tvfiami Shores Building Department at the time before the final inspection the comma,, inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judg . +- substantial accordance se portions of the project outlined above meet the intent of the Florida Building Code and arc in r approved plans. ign an ' Sealed Date: JUL 0 9 2008 EngineerIArehlteet Name Z VOA/ WR 24N /A/ (Print) Address 7 JW 4Ve Phone No. 305 t4;(Gj e7 2,5 5r Florida License No: 3 7074 i' J . JUL 1 4 2000 BY: 1VRAMI -DARE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING CE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 ON MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 TitE OF A FTANCE (NOA) Jeld -Wen, Inc. 201 Evans Rd. Rantoul, IL 61866 SCOPE: 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 areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The 1V.iami -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 AHJ may iniately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserv®stbe'right • to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division tiat 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 Buildvg Cie, • including the High Velocity Hurricane Zone. •• • • • DESCRIPTION: Series "Tradition Plus" Aluminum Clad Wood Casement Window..' ... ' ..' .' APPROVAL DOCUMENT: Drawing No.W03 -93, titled `Tradition Plus Alum Clad Wgoci tai emenc.s. 4 ets 1 • • through 4 of 4, prepared by Al- Farooq Corporation, dated 10/15/03, signed and sealed by J1umgyoun gc ,•P.E., • bearing the Miami -Dade County Product Control Approval stamp with the Notice of Accdpt, cf numbef„g l • Approval date by the Miami -Dade County Product Control Division. • • • • MISSILE IMPACT RATING: Large and Small Missile Impact 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. 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 consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed py Theod re Berman, P.E. 1 t2 (iv NOA No 03- 1204.02 Lion Date: March 04, 2009 Approval Date: March 04, 2004 Page 1 Jeld -Wen. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1.- Manufacturer's die drawings and sections. 2. Drawing No.W03 -93, titled `Tradition Plus Alum Clad Wood Casement", sheets 1 through 4 of 4, prepared by Al Farooq Corporation, dated 10/15/03, signed and sealed by Humayoun Farooq, P.E. • B. TESTS 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 and TAS 202 -94 along with marked -up drawings and installation diagram of a Tradition Plus Casement Window, prepared by Stork Twin City Testing Corporation, Test Report No. TCTCWI03005, dated 09/26/03, signed and sealed by John Lee, P.E. ••••• A. CALCULATIONS 1. Anchor Calculations, ASTM- E1300 -98, and structural analysis, dated•10/1.403, prepared b y A l F a r o o q C o r p o r a t i o n , signed a n d sealed b y H u m a y o u n F a r o o q , P • • • . •••• • • • • • D. QUALITY ASSURANCE ..• • • 1. Miami Dade Building Code Compliance Office (BCCO). • • . • B. MATERIAL CERTIFICATIONS : • : •••• • 1. Notice of Acceptance No. 03- 0417.01 issued to Cardinal L.G. for their "LaminatedVdacs• • Cardinal Sea -Storm Type B" dated 05/15/03, expiring on 12/30/07. • • • •••••• • •.. E. STATEMENTS 1. Statement letter of conformance, dated October 14, 2003, signed and sealed by Humayoun Farooq, P.E. 2. Statement letter of no financial interest, dated October 14, 2003, signed and sealed by Humayoun Farooq, P.E. F. QUALITY ASSURANCE 1. Miami Dade County Building Code Compliance Office. G. OTHER 1. Letter from the consultant stating that the product is in compliance with the Florida Building Code (FBC) E -1 Theodore Berman, P.E. Deputy Director, Product Control Division NOA No 03- 1204.02 Expiration Date: March 04, 2009 Approval Date: March 04, 2004 ••• • • • ••• • • • •• •• • • • •• •• • • • • • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • ••• • • • • • • ••• • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• ••• •• • • • •• • • • • • • • • • 10 ••• • • • • • •• DESIGN LOAD CAPACITY - PEP WINDOW D0339. 8/18" LAM. AMC MASS WIDTH HEGXT EXT ( +) TNT. ( -) 17' 88.0 80.0 20' 88.0 80.0 24' 32' . 68.0 80.0 28' (2) 68.0 80.0 30' 88.0 80.0 38' 80.0 70.0 17" 68.0 80.0 20' 88.0 80.0 24' 36' 88.0 80.0 28' (2) 68.0 80.0 30' 8&0 74.7 1 38' 62.2 62.2 17' 88.0 80.0 20' 88.0 80.0 24' 40' 88.0 80.0 28' (2) 88.0 72.0 30' 88.0 87.2 38' 56.0 88.0 17' 65.0 80.0 20' 88.0 80.0 24' 48' 68.0 80.0 28" (3) 88.0 - 80.0 30' 88.0 80.0 7 35' 88.0 70.0 17' 68.0 80.0 20' 88.0 80.0 24' 88' 88.0 80.0 28' (3) 88.0 77.1 30' 88.0 72.0 38' 80.0 80.0 17' 88.0 80.0 20' 58.0 80.0 24' 60' 88.0 80.0 28' (3) 68.0 72.0 30' . 85.0 87.2 38' 66.0 58.0 17' 68.0 80.0 20' 86.0 80.0 24' (3) 68.0 78.8 28' 88.0 57.5 30' 83.0 83.0 17' 68.0 80.0 20' 68.0 80.0 24' ( 88.0 70.0 28' 80.0 80.0 30' 58.0 88.0 () - NO. OF ANCHORS PER JANE DEEM LOAD CAPACITY - PSF WINDOW DIM. 0/18" LAM. ANN. 0LA88 WIDTH HEIGHT E%L ( +) 1NT. ( -) 17' 80.0 80.0 20' 88.0 80.0 24' 32' 88.0 80.0 28' (3) 88.0 80.0 30' 88.0 80.0 38' 88.0 80.0 17' 08.0 80.0 20' 88.0 80.0 24' 38' 88.0 80.0 28' (3) 88.0 80.0 30' 88.0 80.0 38' 08.0 80.0 17' 88.0 80.0 20' 88.0 80.0 24' 40' 88.0 80.0 28' (3) 88.0 80.0 30" 88.0 80.0 38' 08.0 80.0 17' 88.0 80.0 20' 60.0 80.0 24' 48' 08.0 50.0 28' (4) 88.0 80.0 30' 88.0 80.0 38' 88.0 80.0 17' 68.0 80.0 20' 88.0 80.0 24' 58' 68.0 80.0 28' (4) 86.0 80.0 30' 88.0 80.0 38' 68.0 78.1 17' 80.0 80.0 20' 68.0 80.0 24' pp' 68.0 80.0 28' (4) 86.0 80.0 30' . 88.0 80.0 38' 88.0 72.5 17' 58.0 80.0 20' 86A 80.0 24' 08.0 80.0 28' 88.0 80.0 30' 88.0 80.0 17' 08.0 80.0 20' 80.0 80.0 24' () 80.0 80.0 28' 88.0 130.0 30' 88.0 74.7 () - 810. OF ANCHORS PER JAMB WINDOWS GLAZED WITH LAMINATED GLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. TRADITION PLUS ALUM CLAD WOOD CASEMENT WINDOW THESE PRODUCTS CAN BE INSTALLED AS SINGLE UNRS, ALSO IN COMBINATION WITH MIAMI -DADE COUNTY APPROVED PRODUCTS USING APPROVED MULLIONS IN BETWEEN. ••• • • **__•���� • i •• DESIOQ LOAD RA1�N0•F01 WrIHX1LOS 8E iS PER CHARTS SHOWN ABOVE. • • • • • • • • • • • THIS Album ??d SIGNd1•ro CdlwLY Inmfmt AIGHNELOCRY HURRICANE ZONE OF THE 2001 FLORIDA BUILDING CODE WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOA1 TO TyE STRUCTIME. • • • • • AI�Ht R Q$4 BFy 1,0 BAMAGERU D aS Hq�✓N ON DETAILS. ANNRC�{OSUR :S L �Sp 1PACED BE BEYOND WALL D NC•0 WO, •• • • • ANCI 0RING bR LOADINtii COND IONS Nfi' I0WN•IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. TYPICAL ELEVATION 188120 0812 nu1o6 Li:1rd.. e'^wy Etyn 08. 6614a.04 mow PEt GIN. NOV 2 2003 ••• • •• • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1 1 I ja 8 1 Fravano. ng 03 -93 (sheet 1 of 4 #8 X 2'. NAILS AT 3• FROM ENDS Fe 12. 0.0. TYPICAL ANCHORS SEE ELEV. FOR SPACING 2BY WOOD BUCK s ° I:4/V 0 �tl n 0 010.10/0"‘ 0 0 • • • • ••. • •. • . • • • • • • • • SILICONE DOW 1380 •• ••• • • II PIMA I , ;! f GLAZING D1RU. • TYPICAL ANCHORS SEE ELEVS. FOR SPACING METAL STRUCTURES (4100. OR ALUM. 1/8• MIN. THICK) STEEL :Fy- 35KSIMN. ALUMINUM t 8083 —T5 MIN. 5/32' ANN. GLASS .045 PVB .007 PET SEA—STORM TYPE 8 .045 NB 5/32• ANN. GLASS 1/1r X 1/4" CONDDIM11014 TAPE • 318• X•111/2` T NAILS OR • • 1-111/4• BRAD NAILS • -/0•4• }ROM ENDS 14 8.40+ • •• • • • • • • •• • • • • • • • • • •• • WOOD BUCKS NOT BY JELD —WEN, MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS; SEE ELEV. FOR SPACING 1/4• TAPCON$ INTO 2BY WOOD BUCKS OR WOOD STRUCTURE 1 -3/8• MIN. PENETRATION INTO WOOD THRU 1BY WOOD BUCKS INTO MASONRY OR CONC. 1 -1/4' MIN. EMBED INTO MASONRY OR CONC. DIRECTLY INTO MASONRY OR CONC. 1 -1/4• MIN. EMBED INTO MASONRY OR CONC. 1/14.111 INTO APPROVED MUWONS (NO SHIM SPACE) LOCKS; SINGLE ACTUATED 2 POINT OR 3 POINT LOCK SYSTEM BY 'ASHLAND' AT LOCK STILE WITH METAL KEEPERS AT FRAME JAMB. Eno, DR. HUMAYOUN FA0000 STRUCIURES F1A. PE #16837 CAI&. x B NOV 2'0 2003 b • 1 k drawing no. W03 -93 sheet of 4 ••• • • • • ••• • • • ••• • • • • • ••• • • • • • • • •• • • • • • ••• • • • • • • •• • DADE COUNTY APPR'D MULLION SEE SEPARATE ROA WOOD BUCK 1/4' MAX. SLIM ITEM O PART NO. READ. DESCRIPTION MATERIIAL MANE. /SIIPPLLEM /REMARES 1 CA- 288/280 4 FRAME HEAD /SILL/JAMB WOOD JELD -WEN 2 CC -182 4 FRAME NOSING 6083 -T5 - 3 CA -235 1 HEAD STOP WOOD JELD -WEN 4 CA- 281 /282 AS REQD. X-JAMB (OPTIONAL) WOOD JELD -WEN 5 CA- 283/264 2 SIDE STOP WOOD JELO -WEN 8 CA -288 1 SILL COVER 'A' WOOD JELD -WEN 7 CA -238 1 SILL COVER 'B' W000 JELD -WEN 8 CA- 250/251 4 VENT WOOD JELD -WEN e - 4 VENT COVER 3108 -H18 - 10 CA- 287/288 4 GLASS STOP W000 JELD -WEN 11 - - - - JELD -WEN 12 04783 AS READ. VENT %STRIPPING POLYPROPYLENE PLASTIC PROFILES 13 03334 - BULB W'SIRIPPNG PVC AMESBURY 14 - - 13 - 1/ WOW. 2 POINT OR 3 POINT LOCK SYSTEM STEEL ASHIMD 18 - 2/ VENT KEEPERS AT LOCK LOCATIONS STEEL AT VENT 17 - 1/ VENT DUAL ARM 8070 -OEAR OPERATOR SYSTEM - TRUTH 18 - 2/ VENT SERIES 14 2848 HINGES STEEL TRUTH 19 - 3/ VENT CONCEALED INTERLOCKING SNUESER - TRUTH 20 - - - - - 21 3/16' X 1 -1/2' AS REDD. 'T' NAILS - AT 4' FROM ENDS & 8' 0.0. TYPICAL ANCH SEE ELEV. FOR SPA LNG • .74. #8 X 2' NAILS AT 3' FROM ENDS & 12' O.C. EXTERIOR DI. CPO. • •• ••• • • • ••• • • • • • VEM WIDTH . a . . 0 • • • • • • • • • WINDOW WIDTH•• • • • • • • • •. • • • •.• • • • • • • • • • • Enpn OR. H05T IIMAU LING FA0 0 OAS. 3B',Te�57 NOV 2003' ••• • • • • ••• • • • • ••• • • • • • • • ••• • • • • • • • •• •• • • • • • • ••• • • • • • • • • • •• •• NO V 1 a 41 4 N i o i 1 8 drawing no. W03 -93 (cheat 3 of 4 ••• • • • • ••• • • ••• • • • .• • • • •. • • • • • • • . • • ••• • • • • • • • • • • • • ••• • • • ••• • • • • • •. • • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • MI . • ••• • • •• ••• •• • • ... • • • • • • • •• ••• • • • • • •• 2.244 1.993 250 .� 25 r�,i�l� .784 .967 FRAME NOSING .500 2.016 .469 .491 O HEAD STOP .375 2.015 2.094 1176 SIDE STOP 1.907 —d1 HEAD /SILL/JAMB X-JAMB .702 .703 1 _ .605 230 .317 12 VENT WEATHERSTRIP 341 .375 BULB WEATHERSTRIP 281 GLASS STOP 206 219 .358 VENT COVER 1.469 1.382 2294 .496 .563 .991 .688 .© SILL COVER 'A' 7 SILL COVER 'B' SASH AND OTHER WOOD COMPONENTS TO SE WHITE PINE OR PONDEROSA PINE. STAPLES X 1-1/8. 2 PER CORNER FRAME CORNERS SEALED WITH DOW CORNING 1199 SILICONE. FRAME NOSING CORNER VENT CORNER •• ••• • • • • •. •• • • • • • • • • • •• ••• •• • • _w xyL•yj% • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • ••• • -• CORNER LOCK 1/2' X 1 -5/8' -STAPLES 4 PER CORNER 1 I n i 1 � %��� 110 FRAME CORNER Eign OR. %WOLIN rAR000 VIALIClURES CAN. 3530 OV2Q2003 a drawing no. W03 -93 (shoat 4ot 4 ) ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • • •• •• BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION • MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) Jeld -Wen 201 Evans Road Rantoul, IL 61866 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by the -BCCO and accepted by the Building Code and Product Review Committee ( BCPRC) 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 BCCO (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. BCPRC reserves the right to revoke this acceptance, if it is determined by BCCO 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 Flenda iipildin.gtd including the High Velocity Hurricane Zone. • • • • DESCRIPTION: Tradition Plus Unclipped Mullions • APPROVAL DOCUMENT: Drawing No. M04 -01, titled "Tradition Plus Unclipped MuMon,,.sheetsltiluOl gh 3 of 3, prepared by AL- Farooq Corporation, dated 01/26 /04 with revision `B" on 01/21/054 Win; �i and se: led by Tlumayoun Farooq, P.E., bearing the Miami -Dade County Product Control Revision stamp.' tU J 1e Notice ee • Acceptance number and expiration date by the Miami -Dade County Product Control Divisica.. • MISSILE IMPACT RATING: Large and Small Missile Impact • • • • • LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,Aily d,,$state an., • 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 the 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 # 04- 1122.04 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Herminio F. Gonzalez, P.E., Director, BCCO ilvji 41410 of NOA No 05- 0223.01 Expiration Date: January 27, 2010 Approval Date: April 28, 2005 Page 1 Jel -Wen, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. M04 -01, titled "Tradition Plus Unclipped Mullion," Sheets 1 through 3 of 3, prepared by AL- Farooq Corporation, dated 01/26/04 with revision `B" on 01/21/05, signed and sealed by Humayoun Farooq, P.E. B TESTS 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 32.1 and TAS 202 -94 Along with installation diagram of a mulled window assemblies, prepared by Architectural Testing, Test Report No.AT- 52440.01 - 201 -44, dated 07/27 - 30/04,• • signed and sealed by Steven M. Urich, P.E. . • •••• • "Submitted under NOA # 04-1122.04" • • • ••• • • C. CALCULATIONS: 1. Anchor Calculations, ASTM -E 1300, and structural analysis, sealed by Humayooun Farooq, PE dated 10 /25/04. "Submitted under NOA # 04- 1122.04" D. E. F. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO MATERIAL CERTIFICATIONS 1. None • • preitat sign&i aa$. • • •• •• • •. • • • • • • • •• • .• • • • • •• • • •.•. • • •••• .. • • . • •• • STATEMENTS 1. Statement letter of conformance and no financial interest, 05/10/04, signed and sealed by Eric S. Nielsen, P.E. "Submitted under NOA # 04-1122.04" G. 01 HER 1. Letter from the consultant stating that the product is in compliance with the Florida Building Code (FBC) E -.1 Herminio F. Gonzalez, P.E. Director, Building Code Compliance NOA No 05- 0223.01 Expiration Date: January 27, 2010 Approval Date: Aprn 28, 2005 L .500 .500 L .500 1 OR 2 ANCHORS AT EACH SIDE OF MULLS SEE SHEET 2 1.507 2' FOR CAPACITY WINDOW ANCHORS SEE SEPARATE NOA FOR QUANTMESS & SPACING 8656 .784 Ui WINDOW FRAME OPERATING CASEMENT FIXED CASEMENT AWNING 0 .836 1— JL .856 WINDOW FRAME SPANDREL FDCED WINDOW FRAME RADIUS FIXED 1.901 .365 .373 4E3 Q FRAME NOSING OPERATING CASEMENT FIXED 1ASEMENT G ■ /i :-- /i TRADITI N PLUS OPFAA7Mi� aTIENT AMONG SPANDREL FIXED O RADIUS FIXED O .—�. TRADITION PLUS -- TRADITION PINS 11 OPERATING CASEMENT OPERATING CASEMENT f 1 _ FIXED CASSINT __ FACED CASENENT N AWNING AWNING _ SPANDREL FIXED SPANDREL FIXED — RADIUS FIXED £._ RADIUS FACED 1 — , _' / WIDTH (Wt) T wIDTH (W2) 1 OR 2 ANCHORS AT BACH 310E OF MULLS FOR CAPM2tY2 SEE SHEET J_ FRAME NOSING SPANDREL FACED FRAME NOSING RADIUS FIXED .373 WIDTH (W) W1 + W2 2 EMS 4 .363 0 SIDE STOP OPERATING CASEMENT FIXED CASEMEM AWNING SIDE STOP SPANDREL FIXED SIDE STOP RADIUS FACED 111011UCT SWUM +. . T T.TTGk! .0I 1.300 3.753 E40 0 .730 ALUMINUM FILLER COMMON TO ALL Oldie INSTRUCTIONS; USE MULLION /ANCHOR LOAD CHART AS FOLLOWS. STEP 1 DDE DESIGN LOAD REQUIRED FOR ARTICULAR OPENING. MEL2 USE COMMON TO NULUON AS PER PRODUCT APPROVAL USING CHART SELECT ANCHORS WITH DES10N .5117.-.3 RATING MORE THAN 101E DESIGN LOADS SPECIFIED N STEP 1 ABOVE. CAPACITY OF WINDOW AND SELECTED MUWON Ste$ AANN30OR Nun EQUAL OR EXCEED REQUIRED TRADITION PLUS UNCLIPPED WOOD MULLION WINDOW FRAME MEMBER INCLUDED MULLION SYSTEM IS RATED FOR LARGE MISSILE IMPACT. DESIGN LOAD RATING FOR THIS MUWON TO BE AS PER CHART. • SHOWN ON SHEET 2. APPROyAL APPLIES TO TWO OR MORE WINDOWS MULLED TOGETHER IN ANY COMBINATIONS OF TRADITION PLUS SPANDREL OR RADIUS FIXED WINDOWS AND OF FDCED/OPERATNG CASEMENT OR AWNING WINDOWS. SEE SEPARATE NOA FOR WINDOW ANCHORS AND DESIGN LOADS CAPACITY. LOWER DESIGN PRESSURE WILL APPLY TO ENTIRE SYSTEM. 1 OR 2 ANCHORS AT EACH SIDE OF MULLS SEE SHEET 2 FOR CAPACITY IRADITNGN PLUS RADIUS FIXED 1 I SRADd N PLUS OPERATINO'CASEMENT FIXED CASFICENT AWNING SPANDREL FOXED RADIUS FOX® THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS TNEAORIDA gUILD1g0 OVE WCLUDfy(i HIGH VELOCITY HURRICANE ZW • • • • • • • • ALL GLAZING•P ODU US MUST MEET THE APPLICABLE 0 IIDA 8 QU I.E DS ETC. ATER INFILTRATION, RC�p WOOD BUCKS BY. OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE TO BASE 1&J.L O cip COVERING ST MOMS, TILE ETC.). ANCHORIIQO EON S iHANRHOSg SHC�IIO IC TFtSE DETAILS QQIITTII • ARE NOT �RT•OF� APAR • • • • • • A 33% INCREASE IM ALLOWABLE• STRES, IS USED•IR flESTGR OF ANCHORS. ••• • • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MUWON SPAN Engn DR. TURFS. OCS CAIN.' EEB O 4 IO15 . . — — g TRADITI N PLUS OPFAA7Mi� aTIENT AMONG SPANDREL FIXED O RADIUS FIXED I I I 11 f 1 I g N PldJ9 OPEPA�CASEMENT FlXESD CASEMENT AWNING SPANDREL F8ED RADIUS FIXED — / Y — FRAME NOSING SPANDREL FACED FRAME NOSING RADIUS FIXED .373 WIDTH (W) W1 + W2 2 EMS 4 .363 0 SIDE STOP OPERATING CASEMENT FIXED CASEMEM AWNING SIDE STOP SPANDREL FIXED SIDE STOP RADIUS FACED 111011UCT SWUM +. . T T.TTGk! .0I 1.300 3.753 E40 0 .730 ALUMINUM FILLER COMMON TO ALL Oldie INSTRUCTIONS; USE MULLION /ANCHOR LOAD CHART AS FOLLOWS. STEP 1 DDE DESIGN LOAD REQUIRED FOR ARTICULAR OPENING. MEL2 USE COMMON TO NULUON AS PER PRODUCT APPROVAL USING CHART SELECT ANCHORS WITH DES10N .5117.-.3 RATING MORE THAN 101E DESIGN LOADS SPECIFIED N STEP 1 ABOVE. CAPACITY OF WINDOW AND SELECTED MUWON Ste$ AANN30OR Nun EQUAL OR EXCEED REQUIRED TRADITION PLUS UNCLIPPED WOOD MULLION WINDOW FRAME MEMBER INCLUDED MULLION SYSTEM IS RATED FOR LARGE MISSILE IMPACT. DESIGN LOAD RATING FOR THIS MUWON TO BE AS PER CHART. • SHOWN ON SHEET 2. APPROyAL APPLIES TO TWO OR MORE WINDOWS MULLED TOGETHER IN ANY COMBINATIONS OF TRADITION PLUS SPANDREL OR RADIUS FIXED WINDOWS AND OF FDCED/OPERATNG CASEMENT OR AWNING WINDOWS. SEE SEPARATE NOA FOR WINDOW ANCHORS AND DESIGN LOADS CAPACITY. LOWER DESIGN PRESSURE WILL APPLY TO ENTIRE SYSTEM. 1 OR 2 ANCHORS AT EACH SIDE OF MULLS SEE SHEET 2 FOR CAPACITY IRADITNGN PLUS RADIUS FIXED 1 I SRADd N PLUS OPERATINO'CASEMENT FIXED CASFICENT AWNING SPANDREL FOXED RADIUS FOX® THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS TNEAORIDA gUILD1g0 OVE WCLUDfy(i HIGH VELOCITY HURRICANE ZW • • • • • • • • ALL GLAZING•P ODU US MUST MEET THE APPLICABLE 0 IIDA 8 QU I.E DS ETC. ATER INFILTRATION, RC�p WOOD BUCKS BY. OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE TO BASE 1&J.L O cip COVERING ST MOMS, TILE ETC.). ANCHORIIQO EON S iHANRHOSg SHC�IIO IC TFtSE DETAILS QQIITTII • ARE NOT �RT•OF� APAR • • • • • • A 33% INCREASE IM ALLOWABLE• STRES, IS USED•IR flESTGR OF ANCHORS. ••• • • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MUWON SPAN Engn DR. TURFS. OCS CAIN.' EEB O 4 IO15 . . DESIGN LOAD CAPACITY - PSF (EXTERIOR & INTERIOR) DESIGN LOAD CAPACITY - PBF (EXTERIOR & INTERIOR) - DESIGN LOAD CAPACITY - PEN (EXTERIOR & INTERIOR) WINDOW DIMS. 1 ANCHOR AT EACH SIDS OF MUM 2 ANCHORS AT EACH BIDE OF MULL WINDOW DIME. 1 ANCHOR AT EACH EMIT OF MOIL. 2 ANCHORS AT EACH SIDE OF MOfd. WINDOW DIMS. 1 ANCHOR AT EACH SIDE OF MULL 2 ANCHORS AT EACH 810E OF MOLL mom (W) ma SPAN mom (w) mull SPAN am{ (6) muu. spAN 17' 20' 24' 28' 30' 33' 38" 40' 48' 58' 60" 04' 72' 40' 100.0 100.0 17' 20' 24' 28" 30" 33' 38' 40' 48" 58' 60' 84' 72' - 84' 100.0 100.0 17' 20' 24" 28" 30' 33' 38• 40" 48' • 90' 78.9 100.0 100.0 100.0 98.7 100.0 68.8 85.8 100.0 100.0 85.4 100.0 68.9 72.0 100.0 100.0 78.1 100.0 50.1 82.3 100.0 100.0 72.5 100.0 47.4 683 100.0 100.0 88.0 100.0 43.9 53.7 100.0 ` 100. 84.3 100.0 41.1 49.8 • 100.0 100.0 80.5 100.0 38.1 453 100.0 100.0 55.5 100.0 33.6 39.4 100.0 100.0 82.9 100.0 17' 20' 24' 28' 30• 33' 38• 40' 40' 98' 71.6 82.8 100.0 100.0 s22 100.0 62.0 70.4 100.0 100.0 62.0 100.0 .52.9 59.1 100.0 100.0 52.0 100.0 48.4 61.1 17' 20' 24" 28' 30• 33' 38' 40' 48' 58' 80' 84' 72" 48" - 100.0 100.0 17' 20' 24' 28' 30' 33' 38" 40' 48' 58" 60" 84' 72" 98.7 100.0 43.9 48.0 100.0 100.0 85.9 100.0 40.8 44.0 100.0 100.0 74.0 100.0 37.9 40.7 100.0 100.0 85.8 100.0 35.1 37.1 100.0 100.0 82.3 100.0 30.8 32.0 100.0 100.0 58.2 100.0 INTERIOR COVER NNTERIDR C 98.7 100.0 54.8 100.0 85.1 100.0 51.2 83.3 92.5 100.0 48.3 823 - 923 100.0 43.2 _ 78.1 92.5 100.0 42.3 74.0 92.5 100.0 41.8 72.8 92.5 100.0 17' 20' 24" 26' 30' 33' 38' 40' 48' 58' 78" 90.2 100.0 OPTIONAL OPTIONAL 17' 20' 24" 28' 30' 33' 38' 40' 48' 58' 60' &1' 72' 56" 100.0 100.0 78.4 67,3 100.0 100.0 0 100.0 100.0 59.5 97.0 100.0 100.0 �\, �%� ��(' �� /rr ' ' 90.8 100.0 58.4 91.3 88.6 100.0 62.8 84.1 i �I `• A 81.7 100.0 49.3 78.2 77.9 100.0 46.9 71.9 74.0 100.0 41.1 83.0 ,� 88.4 100.0 38.1 573 r7 A ��� 68.0 100.0 17' 20' 24' 28' 30' 33' 38' 40' 48' 54" 63. 100.0 0 I ''� `� 68.0 100.0 72. 100.0 © j 08.0 100.0 61.7 88.9 68.0 100.0 54.4 77.1 17' 20" 24' 26' 30' 33' 36" 40" 48' 58" 80' ea" 72' 80• 100.0 100.0 51.5 72.5 0 -V 100.0 100.0 47.8 85.8 92.5 100.0 44.8 •• 811s• • • L ,,,_ 2 -2: Fl 82.7 100.0 41.8 ,ALUMINUM • 68.7 A 5.: • - .r 0' SPANDREL FIXED 78.9 100.0 37.0 • 49., • • • • 0 ' ' _ a i; ..�,1j 74.2 100.0 O •• • •• ••• •• •• 703 100.0 CHART ABOVE SHOWS k ULWION & MULINOM ANIIHOR CAPA€ITIES • • • • • REFER TO WINDOW NOA S tO V IFS; W6)1dbw QAPAGME% • • THE LESSER VALUE WIL! /�'PlY.• • • •• • • • • • • • • • • e • r•-; . 0&8 100.0 61.7 100.0 59.5 100.0 692 100.0 592 100. 592 100.0 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •8 • • • •• •• ••• • • • ••• • • INTERIOR COVER OPTIONAL ALUMINUM FILLER Milk FBMED 4 20D5 drawing no. M04 -01 (sheet 2 o 3 ••• • • • ••• • • • •• •• • • • •• •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • ••• . • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• ••• •• • • • •• • • • • • • • • • •• ••• • • • • • •s HEAD & SILL ANCHORS FOR MULLED WINDOWS W /OUT MULIJON CI IP 2BY WOOD BUCK 1Br WOOD BUCK 1/4 TENS WOOD BUCKS NOT BY JELD —WEN, MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. ITEM # PART NO. BEAD. DESCRIPTION MATERIAL MANF. /SOPPLIBB/RENARK$ 1 DA- 259/280 AS READ. WINDOW FRAME (OPER./FlX. CASMT. & AWNING) WOOD JEL0 —WEN 2 CO-182 AS READ. FRAME NOSING (OPER.//FVL CASMT & AWNINO) 8083 —T8 3 CA- 253 1264 AS READ. SIDE STOP (OPER/FlR. CASMT. & AWNING) W000 JELD —WEN IA SP -19 AS READ. WINDOW FRAME (SPANDREL FIX) WOOD JELD —WEN 2A PAI -094 AS READ. FRAME NOSING (SPANDREL FIX.) 8083 —T5 — 3A SP-21 AS READ. SIDE STOP (SPANDREL FIX.) WOOD JELD —WEN 1B RT-10 AS READ. WINDOW FRAME (RADIUS FIX.) WOOD 45L8 —WEN 28 PAI -093 AS READ. FRAME NORDIC (RADIUS FIX.) 5063 -75 — JB SP-21 AS READ. SIDE STOP (RADIUS FIX.) W000 JELD —WEN 4 — AS REOD. MULL F01ER WMJNUM — •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• MULLIONS CONTAINING FRAME MEMBER maw earam ` SEE WINDOW APPROVAL FOR FASTENER SAS AND SPACING • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • Ri • • • • • • •• • DMA& • • • • ••• • •••• ••••••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • drawing no. M04 -01 • •• •• • It • •• •• • • • • • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • ••• • • • • • • ••• • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • •• ••• •• • • • •• • • • • • • • • • •• ••• • • • • • •• [ FLORIDA ENERGY EFFICIENCY CODE FOR FORM 600C-04R BUILDING CONSTRUCTION Residential Limited Applications Prescriptive Method C APPENDIX 13-D Small Additions, Renovations Building System Compliance wiM Method C of SO-Chapter 6 of the Ronda Energy Efficiency Cone may he demonstrated by the use of Form 600C-04 for additions 01 6110 square feet or less, site-Installed components of manufactured homes, and renovations to single- and multipie-family residences..kiternative methods are provided for additions by use of Form 60013-04 or 600A-04. SOUTH 789 PROJECT NAME: AND ADDRESS: 1'- 9=1 f:Ar, MILDER -*As. tos peta ramie ; OFFICE: 1/11 I 5 OWNER: PERROT NC.: Cree55 MEI• CUMATE ZONE: 7 ri JURISDICTION NO.: SMALL ADDITIONS TO EXISTING RESIDENCES (600 square feet or less of conditioned area). Prescriptive requirements In Tables 6C-1, 6C-2, and 6C-3 apply only to the components of the addition, not to the existng building. Space heating, cooling, and water heating equipment efficiency levels must be met only when equipment Is Installed specifically to sewe the addition or is being Installed in conjunction with the addition construction. Components separating uncorittitioned spaces from conditioned spaces must meat the prescribed minimum insulation levels. RENOWITIONS (Residential buildings undergoing renovations costing more than 30% of the assessed value of the building), Prescriptive requirements in Tables 6C-1 and 6C-2 apply only to the components and equipment being renovated or replaced. MANUFACTURED HOMES AND BUILDINGS. Only site-instatied components end features are covered by this form. BUILDING SYSTEMS Comply when complete new system Is InstMed. 1. Renovatia New System or anolectured Houle 2. Single-family ed or Multiple-family attached 3. If MultIple-famlly-No. of units cowered by this submission 4. Conditioned floor area (sq. ft.) 5. Predominant eave overhang (ft.) 6. Glass type and area: a. Clear glass b. Tint, film or solar screen 7. Percentage of glass to floor area 8. Floor type and Insulation: a. Slab-on-grade (R-value) b. Wood, raised (R-value) c. Wood, common (R-value) d. Concrete, raised (R-value) e. Concrete, common (R-value) 9. Wall type and Insulation: a. Exterior: 1. Masonry (Insulation R-value) 2. Wood frame (Insulation R-value) 1. Masonry (Insulation R-value) 2. Wood frame (Insulation R-value) c. Marriage Walls of Multiple Units" (Yes/No) 10. Ceiling type and insulation: a. Under attic (Insu)ation R-value) b. Single assembly (Insulation R-value) 11. Cooling system* (Types: central, room unit, package terminal A.C., gas, existing, none) 12. Heating system* (Types: heat pump, elec. strip, natural gas, LP-gas, gas h.p., room or PTAC, existing, none) 13. Air distribution system* a. Backflow damper or single package systems(' (Yes/No) b. Ducts on marriage walls adequately sealed* (Yes/No) 14. Hot water system: (Types: elec., natural gas, other, existing, none) Pertains to manufactured homes with siteinstalled components. b. Adjacent Please Print 1. 2. 3. i(es 5. 0 Single Pane Double Pane 6a. sq ft. 6b. sq. ft. 7. 33 % sq. ft. set it Se R= 4 3'5 lin. ft. lib. R= sq. ft. 8c. R= 8d. R= • • q. lb:- ftft 8e. R= • 0 -.----• • . sq... it • • . 4, . Sta-1 9a-2 R =_____• R = ........ : 246:4 ft WI ireiri • • sit ft. 9b-1 R=, 9b-2 R A • 9c. • scl- 1111 • oto. • • • • •••••• •••• • • • • • • •••• 10a. Ft telsaas scl. 8- 10b. • • • • 11. Tiflis:. • SEERFEER: 12. Type: HSPF/COP/AFUE: 13a. 1.6% 13b. tLI,A 14. Type: EF: C1) • • • CK ••••• • ••••• • 00000 •• • • • • • • • • • • • • • • • SIFF- • ••■•■•••••■•■• I hereby certify that the plans am: specMcations covered bythe calculation are In compliance with Review of plans and specifications covered by this caicu the Florida Energy Code. PREPARED BY: 01 hereby A ce SENT rtifY •.n 101 A .■ Energy Code. Before construction is completed, this gcorance with Section 653.908, F.S. NME: Sita BUILDING OFFICIAL: ice with thii Florida Energy Code: DATE: 4/ 6 1XATE: FLORIDA BUILDING CODE - BUILDING n Indicates compliance with the Florida ng will be inspected for compliance in 13-D.37R • ••• • • • • ••• •• •• • • • • II • • • ••• • • • • • •• • • •.. • • •• • • • • ••• . . • • • • • • •• • • • • • ••• • • • • • • • • • •• ••• • • • • • •• .. • • • • • • • • • ••..,.• •• OOOOOOOO • •• ••• • • • APPENDIX 13 -D • Climate Zones 7,8,9 TABLE 6C -1: PRESCRIPTIVE REQUIREMENTS FOR SMALL ADDITIONS (EMI S. F. aaa Less), RENOVATIONS TO tXISTNG OUIOIJNGS AND SITE- INSTALLED COMPONENTS OF MANUFACTURED H0 MINIMUM i 2NSULPTION INSULATION COMPONENT u) z 0 Concrete Block Frame, 2' x 4' Frame, 2' x 6' Common, Frame Common, Masonry Under Attic Single Assembly; Enclosed Frame Metal Pans Single Assembly; Open Common, Frame R -5 R -11 R -19 R -11 R-3 9-30 R -19 9-13 R -10 R -11 INSTALLED re re S Slab -on -grade Raised Wool Raised Concrete Common, Frame In unconditioned space p In conditioned space No Minimum R -11 R -5 R -11 R -6 No minimum TABLE 6C -2: PRESCRIPTIVE REQUIREMENTS FOR GLASS ARFA8 IN ADDITIONS ONLY l EQUIPMENT MINIMUM EFFICIENCY INSTALLED EFFICIENCY COOLING Central NC - Split - Single Pkg. Room unit or PTAC SEER =13.0° SEER =13.0* EER = 8.5° SEER = C 3� SEER = EER = Exterior Windows & Doors $ 2 re, a e) Electric Resistancq ANY HSPF = 7.7' HSPF = 7.7° COP = 2.7' AFUE _ .78 AFUE = .78 HSPF = Heat pump - Split - Single Pkg. Room unit or PTHP Gas; natural or propane Fuel Oil HSPF = HSPF /COP e- AFUE _ AFUE _ Double 41 is Electric Resistance Gas; natural or LP Fuel Oil EF = .92 EF = .59 EF =.54 EF = 0 Gv EF = EF= OH -SHGC See Table 13 -607.1 Maximum percentage glass to floor area allowed is selected by type, overhang length, and solar heat gain coefficient Maximum % _ led % _ 310 ••••• CHEER GLASS TYPE, OVERHANG, AND SOLAR HEAT GAIN COEFFICIENT REQUIRED FOR GLASS PERCENTAGE ALLOWED SECTION UPTO20% UPTO30% UPTO40% UPTO50% • • • • Exterior Windows & Doors 806.1 Single • Double Single Double Single Double Single Double 41 is OH -SHGC 608.1 OH -SHGC OH -SHGC OH -SHGC OH -SHGC OH -SHGC OH -SHGC OH -SHGC - 1'-•87 0' -.75 Water Heaters 0' -.78 2' -.87 1' -.75 0' -.57 1'-.78 0' -.61 3' -.87 2' -.75 1' -.57 2' -.78 1' -.61 0' -.44 4' -.87 3' -.75 2' -.57 1' -.39 0' - .30 3' 2' 1' 0' -.78 -.61 -.44 -.35 612.1 Get certified SHGC from the manufacturer or use defaults: Single clear SHGC =.75, double clear SHGC = .66, and single tint SHGC = .64 Showier Heads TABLE 6C-3 MINIMUM REQUIREMENTS FOR ALL PACKAGES • • • • • e • • • • ••••• CHEER COMPONENTS SECTION • REQUIREMENTS • • • ...• Exterior Joints & Cracks 606.1 •••••• • • • To be caulked, gasketed, weather - stripped or otherwise sealed. • • • • • • • • • Exterior Windows & Doors 806.1 Max. 0.3 ctm/sq.f . window area; .5 cbNsq f . door area. • • Sole & Top Plates P 606.1 • •-• • • •••• Sole plates and penetrations through top plates of exterior walls must be sealed. • • • • • • • • • • v • R• 8(x.1 000e with Type IC raged h no penetrations (two alternatives allowed). •••••• 41 is Multistory Houses 608.1 Alr barrier on perimeter of floor cavity between floors. • • • • • • • • •••• • • • • lei', ►�'• Exhaust Fans 606.1 Exhaust fans vented to unconditioned space shall have dampers, except for con bum IPr•otsr9®s with integral ust • ductwork. • �xha Combustion Heating 608.1 Combustion space and water • • heating systems must be provided with outside combystron au, except to•rgract wept • • • •••• • • r• Water Heaters 612.1 Comply with efficiency requirements In Table 612.1.ABC.3.2. Switch or clearly marked drcuitirteaker.ege oPcutof (gas) must be provided. External or built-in heat trap required for vertical pipe risers. • • • • 01 • 7 ,/ Swimming Pools & Spas 612.1 Spas & heated pools moat have covers (except solar heated). Noncommercial pools must have a pump timer. Gas spa & pool heaters must have minimum thermal efficiency of 78%. i !p, Hot Water Pipes 612.1 Insulation is required for hot water circulating system (Including heat recovery units). Showier Heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 psig. y� HVAC Duct Construction, Insulation & Installation 610.1 All ducts, fittings, mechanical equipment and plenum chambers shag be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section 610.1. Ducts In attics must be Insulated to a minimum of R-6. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. GENERAL DIRECTIONS: 1. On Table 6C -1 indicate the R -value of the insulation being added to each component and the efficiency levels of the equipment installed. All R- values and efficiencies installed must meet or exceed the minimum values listed. Components and equipment neither being added nor renovated may be left blank. 2. ADDMONS ONLY. Determine the percentage of new glass to conditioned floor area in the addition as follows.'Potal the areas of all glass windows, sliding glass doors and glass door panels. Double the area of all nonvertical roof glass and add it to the previous total. When glass in existing exterior wags is being removed or enclosed by the addition, an amount equal to the total area of this glass may be subtracted from the total glass area Divide the adjusted glass area total by the conditioned floor area of the addition. Multiply by 100 to get the percent. Find the largest glass percentage under which your calculated per enrage fails on Table 6C-2. Prescriptives are given by the type of glass (single or double pane) and the overhang (01-1) paired with a solar heat gain coefficient (SHGC). Fora given glass type to comply overhang, the minimme solar heat overhang and gain gain coefficient coefficient requirements on Table 6602. nevi glass In the previously In meat the requirement for one 01the ongto sin the in the addition do not have you indicated. The overhang (OH) distance Is measured perpendicularly from the face of the glass to a point directly wider the outermost edge of the overhang. P glass percentage 9oN 3. RENOVATIONS ONLY Replacement glass needs to meet the following requirements. Any glass typs and solar heat gain coefficient may be used for glass areas which are under at least a 2 -foot overhang and whose lowest edge does not extend further than 8 feet from the overhang. Glass areas timing renovated that do not meet this criteria must be either stngte -pane tinted, double -pana clear or double-pane tinted. 4. BUILDING SYSTEMS. Comply when new system is installed for system Installed. 5. Complete the Information requested on the top half of page 1. 6 Read 'Minimum Requirements far Small Additions and Renovations; Table 60-3, and check all applicable Items. 7. Read, sign and date the 'Owner /Agent' certification statement on page 1. 13 -D.38R FLORIDA BUILDING CODE -- BUILDING • ••. • • • ••• •• •• • •• •• • • • • • • • • • • • • • • • ••• • • • • • • •t. • • • .. • • • • • • .•. • • . • • • • • •• • • • • ••• • • ••• • • • • • • • • • • • • • • • •. ..• o •. o • • • ..• • .• • • • • ••• .• • •• RIGHT -J LOAD AND EQUIPMENT SUMMARY File name: cook For cook residence 360 ne 105 of miami shores fl 33138 By: gustavo solano pe 7410 sw 48 st miami fl 33155 Job # cook addition Wthr Miami AP_ (S ) Zone Entire House WINTER DESIGN CONDITIONS SUMMER DESIGN CONDITIONS Outside db: Inside db: Design TD: 47 DegF 70 Deg F 23 Deg F Outside db: Inside db: Design TD: Daily Range Rel. Hum. : Grains Water 5808 FL 90 Deg F 75 Deg F 15 Deg F L 50 % 56 gr HEATING SUMMARY SENSIBLE COOLING EQUIP LOAD SIZINC Bldg. Heat Loss 46107 Btuh Structure 50817 Btuh Ventilation Air 0 CFM Ventilation 0 Btuh Vent Air Loss 0 Btuh Design Temp. Swing 3.0 Deg F Design Heat Load 46107 Btuh Use Mfg. Data n Rate/Swing Mint 0.95 INFILTRATION Total Sens Equip Load • $8276 • %W... . • • .... •••••• Method Simplified LATENT COOLING EQTJ�[;••,OAD SIC'. • Construction Quality Average ...:.. • • ' •••••• ..... Fireplaces 0 Ventilation Gains •...1840 Btiih . •.... '.... • 0. HEATING COOLING Infiltration •.....57 75 •$�uii ••••• . • Area (sq.ft.) 2 671 2 671 Tot Latent Equip Load • • •.. •7 615 l�fu'h' ••••• •Volume (cu ft.} 22704 22704 '••• ••.... • Air Changes/Hour 0.7 0.4 Total Equip Load • • • • • 55892 Biuh • • Equivalent CFM 2 65 152 ••••• . ... • • •. . • • • •••• • HEATING EQUIPMENT SUMMARY COOLING EQUIPMENT SUMMARY.'. • • • • • • Make Make Model Model Type Type Efficiency / HSPF Heating Input Heating Output Heating Temp Rise Actual Heating Fan Htg Air Flow Factor Space Thermostat 0.00 COP/EER/SEER 0 Btuh Sensible Cooling 0 Btuh Latent Cooling 0 Deg F Total Cooling 2718 CFM Actual Cooling Fan 0.059 CFM/Btuh Clg Air Flow Factor MANUAL J: 7th Ed. •• • 0.00 0 Btuh 0 Btuh 0 Btuh 2718 CFM 0.053 CFM/Btuh Load Sens Heat Ratio 87 RIGHT -J: VI 3.0.13 S/N 12221 Printout certified by ACCA to meet all requirements of Manual Form J ••'• • •• .. • • 00• 0 • • 00 00 •• • • • • • • • • ... • • • • • • • • 4100 • .1• • • .. • • • • . • • • • • • • • • • ••• • • • • • • • • • • • • •• • • •• * .•• •. ••• • • •.• • • • • • • • • • • • • • • • • • • • • • •• • ' • • • •• cook Job# cook addition Zone: Entire House 5808 Printout certified by ACCA to meet all requirements of Manual J Form r- Gragavosom04-2:1,2,T; IrlasruLisTBsTTTEcrvz i+^+llv J. n.nru. KKitll -J: 3 V 13 S/N 1Z221 1 NameofRoom Entire House ac -1 2 Running Ft Exposed Wall 216.0 Ft 216.0 Ft Ft Ft 3 Room Dimensions, Ft 0.0 t 2671 x 1.0 Ft x Ft x Ft. 4 Ceiings,Ft ConditOption 8.5 d 8.5 heat /cool TYPE OF CST HMI Area Btuh Ana Btuh Area Btuh Area Btuh EXPOSURE NO. Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg 5 Comm a 14B n: o 0 0 0 0 n7 0 0 0 0 0 2.2 1836 ea.e "ae 1836 Exposed b 0.0 0 0 Walls and c 0.0 0 0 • Partitions d 0.0 0 'o 0 e 0.0 0 0 *"°• a f 0.0 0 ° 0 6 Windows and a 1C 26.6 " 229 6070 6"0" 229 6070 x •gi@ GlassDoors b 9C 27.8 " 126 3507 126 3507 Heating c 1C 26.6 0 0 0 0 d 0.0 .e 0 0' 0 0 e 0.0 ** 0 0 .»" 0 0 f 0.0 0 0 0 0 7 Windows and North 27.0 72 ° 1944 72 '1944 e Glass Doors NE/NW 0.0 0 0 0 e 0 Cooling ENT 85.0 121 ' 10243 121 10243 SE/SW 0.0 0 0 0 0 South 44.0 162 7128 162 r 7128 "* Horn 0.0 0 0 0 0 • 8 Othe ors rdo a 10D 10.6 10.4 40 423 416 40 423 416 b 0.0 0.0 0 0 0 0 0 0 9 Net a 14B 3.3 2.2 1442 4774 3176 1442 4774 3176 ••• • • • • Exposed b 0.0 0.0 0 0 0 0 0 0 • • •••• �••••• Wallsand c 0.0 0.0 0 0 0 0 0 0 •• • •••• • • Partitions d 0.0 0.0 0 0 0 0 0 0 •••i •• • •• • • • e 0.0 0.0 0 0 0 0 0 0 •••••• • • • f 0.0 0.0 0 0 0 0 0 0 • • •••• • • •••••• • • • 10 Ceilings a 16D 1.2 1.9 2671 3256 4955 2671 3256 4955 •••••• •• •• •••• ••i••• • b 18B c 1.7 0.0 2.5 0.0 0 0 0 0 0 0 0 0 0 0 0 0 •••• • •• •• • ••• • •••••• • • • • •••• •• • •••• • • 11 Floors a 22A 18.6 0.0 0 0 0 0 0 0 • ••• •••• • b 20A 7.2 5.4 2671 19167 14434 2671 19167 14434 •• • °••••• •••••• c 0.0 0.0 0 0 0 0 0 0 •• • 12 Infiltration a 17.0 6.3 395 6715 2502 395 6715 2502 13 Subtot Btuh Loss= 6+$., +11 +12 43912 *55* **** 43912 *' 14 Duct Btu i Loss 5% 2196 5% 2196 % c•"'fl' % 15 TotalBtuhLoss =13+14 46107 ' 46107 s 16 Int. Gaim: People@ 300 8 2400 8 wmm 2400 . Appl. @ 1200 1 ' 1200 1 1200 17 SubtotRSHGain =7 +5.. +12 +16 48397 48397 *' 18 DuctBtuhGain 5% 2420 5 °/ a 2420 % % 'xs"°°' 19 Total RSHGain= (17+1$)5PLF 1.00 a 50817 1.00 '�"' 50817 tea. 20 CFM Air Required 2718 2 718 "'""� III 2718 2718 '""' Printout certified by ACCA to meet all requirements of Manual J Form r- Gragavosom04-2:1,2,T; IrlasruLisTBsTTTEcrvz 41046 • • .. • • • • • •• • • • 00 00 '. • • • • • • • • • • • • 000 • • • • • • • • • • .1• • • .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . ..• • • •.. • 00 000 • • • • • 5450 Griffin Road Davie, Fl. 33314 Tel: 954 - 584 -6115 & 584 -6880 Fax: 954 - 584-2862 E -mail: soilprobe@arch- engr.com April 23, 2004 RE: Subsurface Investigation Proposed Addition 360 NE 105th Street Miami Shores, FL 33138 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 addition, 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 devel� from the investigation. ...... • ' ..e exclusive use. of'•' • • Our report has been prepared specifically for this project. It is intended • • • �r•�l} Gordon B. Loader, Architect their representatives and/or assigns. Our work•Itas used.rpethods procedures consistent with local foundation engineering practices. No othef'warranty; •axpfessecl • implied, is made. We do not guarantee project performance in any respect, o�yr. chat ouit+ork meefs•.• normal standards of professional care. ......... .. • • • •.•• ••S.:.. It is in our understanding that the proposed development will consist of additiobs affront aad•west side of • existing residence. The structures will consist of conventional poured in place concret 'atfd concrete. masonry unit (CMU). The bearing walls will be supported by shallow continuous and isolated footings designed for an allowable soil bearing capacity of 2,500 PSF. The subsurface conditions at the site were explored with three (3), engineering borings advanced to a depth of fourteen feet below the existing ground surface. Our representatives selected the test locations in field within the area of proposed additions as shown in the attached logs. 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. This work was performed on April 14, 2004, following closely the procedures recommended in ASTM Method D -1586. Detailed subsurface conditions encountered at the locations and depths explored are presented in the attached logs. Our drillers examined the soil recovered from the SPT sampler and maintained a log for each boring. Mr. Gordon Loader, Architect 360 NE 105th Street April 23, 2004 Page 2 of 3 Soil samples were inspected and classified using nomenclature consistent with the Unified Soil Classification System (USCS). The attached boring logs present a detailed description of the soils encountered at the locations and the explored depths. Soil stratification, shown on the boring logs, 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 surfacing layer of dark sand with roots, approximately 6 inches thick. Below surfacing soil and extending to the borings termination depth, the soil consisted of several feet of sand and gravelly sand followed by soft, sandy sandstone and limestone. Standard penetration resistance, N -value, recorded during the boring operation indicates soil condition as loose in the upper 2 feet and in a medium dense condition at deeper location. The water table measured at the time of test was found at a depth of approximately 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. 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 QQttyentional shallow foundations. However, densification of the existing loose sub -soils is requjred; if the,' are ._tp. • • • support the shallow foundations, in order to avoid excessive settlements that ma' b8 detrimtgul to the • structure. The following site preparation procedures are recommended prior tQ•tii instaliat:ofl of • • • foundatlOnS: • • • • ...... 1. Clear and grub the proposed addition areas plus a perimeter of minimu1 three fee�t•oifside the.. foundation limits removing topsoil, vegetation, roots and any exi g .mprove3ft fits. 'Fhe • • • thickness of the surfacing topsoil with roots to be removed is expected.ta be approocimatel� •B': • • inches. • • .... :. •••• • • 2. Level and compact the building areas with a light, 2.5 ton (Ingersoll Rand DID-23) •si propel:O vibratory roller of Wacker BPU 3345A vibratory plate in order to densify the existing loose sand to an uniform compaction of 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 12 %. Field density tests shall verify compacting effort prior placing any additional fill. 3. Bring the construction areas 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. It is our opinion that the pads installed as specified above will provide an allowable bearing capacity of 2,500 PSF. All compacting effort shall be monitored and tested by a representative of this office to insure compliance with these recommendations if is desired that this office to certify the addition pad bearing capacity. •• • ••• • • . • • •• •• • •• •• • • • • • • • • • • • • ••• • • • • • • • • ••• • • •• • • • • • • • •.• • • • • i • • • ••• . • • • • • • • ••• • • • • • • • • • • • • • • • • • • • •• ••• • • •• ••• • •• • •• • o • • •• • • • • • • • • • • ••• • • •• Gordon B. Loader, Architect 360 NE 105th Street April 23, 2004 Page 3 of 3 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 these buildings. 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. In the event, any changes occur in the design, nature or location of proposed additions, Soilprobe Engineering & Testing, Inc. should be requested to review the conclusions and recommendations in this report. Due to the fact that soils are generally, naturally deposited material under variable conditions, it must be understood that major subsurface discontinuity may occur within short distances. It is unlikely that the tests used for this investigation revealed all subsurface conditions. Our office does not warrant or imply that the data collected on our log of borings are indicative of the subsurface features; except the locations where borings were taken. If variant or unusual soil conditions are found dpring panstfustiotl, plug • • • notify this office for further evaluation. • •••• • • • 1111.. • 1111.▪ . 1111.. • It was a pleasure to have had the opportunity to perform this investigation for put and we kip that You.. will call on us if we may be of further service. •• 1111.. Sincerely, SOILPROBE ENGINEERING & TESTING, INC. EANA, PE. 34 FEB 1 1 Z008 Enc. Soil Logs •. .. ...... • • • . • • • • • • •• • •••• 1111. •••• • • 1.111 • •••• 1.111. • • •••• •••• •• • • .. • • 1111.. • • 1111.. • • .•. • • • ..• • • • •. .• • • • •• •. • • • • • • ••. • • • • • • • • • • .11 • • • • • • .•. .. • • • • • • • • • •.. • • • • • • • • • • • • • . • • • • • • • . • . • • • ; •. • • ; ; • LOG OF BORING D — disturbed (2) — Penetrometer U.L.- Undist. Liner S.T. — Shelby tube S.S. — Sample Spoon 0-10 Loose 10-30 Medium 30 -50 Dense 50+ Very dense 0-4 Soft 4-8 Medium Stiff 8 -15 Stiff 15 -30 Very Stiff JOB #: 40455 Sheet: - 1 of 1 Boring: 1 Date: 04/16/04 CLIENT: GORDON LOADER, ARCHITECT Date started: 04/14/04 PROJECT: 360 NE 105th, Street, Miami Shores, FL Date completed: 04/14/04 LOCATION: See attached location sketch Driller (s): PP /JR 0 15 A. n 0 Depth In Feet Blows / 6 inches N Value Sample Recovery (inches) 3 Layer thick- ness .°c 0, DESCRIPTION: Soil type, color, texture, and consistency. Notes on drilling conditions. 0.00 0, -0" 3 19 1, -0„ _ Dark sand with roots, pieces of rock 1.00 3 3 6 2' -6" Gray sand with sandstone rock fragments 2.00 4 4 22 3.00 7 12 6, -0» Tan yellowish sand with sandstone and limestone 5 4.00 6 7 13 23 5.00 7 6 6.00 5 7 11 24 T 14' -0" Pale tan sand with sandstone and limestone •••. • • • '....• ••••• . •• • •••• • •• •...• •• •• . i •••••• • •....• •••••• ••....q .... •••• •••••• .... ••• • • . ••• • •• •• •••• • • • .• • • ••• ••••:. • • • .... • •• • .. . •••••• • • • • • M 7.00 7 4 8.00 6 5 13 24 9.00 6 10.00 10. 8 7 11 24 11.00 7 4 12.E 6 5 16 24 13.00 8 8 14.00 la. . End of test 14' -0" 15.00 16.00 17.00 18.00 19.00 20.00 TYPE of SAMPLE: Cohesinnless Density! Cohesive Cnnsiatencv_ 140 Lh. WT Hammer x lit" fall nn 2" samnler D — disturbed (2) — Penetrometer U.L.- Undist. Liner S.T. — Shelby tube S.S. — Sample Spoon 0-10 Loose 10-30 Medium 30 -50 Dense 50+ Very dense 0-4 Soft 4-8 Medium Stiff 8 -15 Stiff 15 -30 Very Stiff • • • • • •• •• • • •• • • • • • • • • • • ••.• • • • • • • • • • •.• • • • •• • • •• • • • • . . . . . . . • .. • • • • • • • •• • • • • • • • • . • • • • • • • • • • • • • •• • • ..• • • • • , . . . • • • . . .. • • . • . • . • . 0 . • • • . . • • • • • •• •• •.• • • • LOG OF BORING v JOB #: 40455 Sheet: 1 of 1 Boring: 2 Date: 04/16/04 GORDON LOADER, ARCHITECT Date started: 04/14/04 360 NE 105th, Street, Miami Shores, FL Date completed: 04/14/04 See attached location sketch Driller (s): PP /JR Sample number Blows / 6 inches Z 73' Sample Recovery (inches) R Layer thick- ness .°c `n DESCRIPTION: Soil type, color, texture, and consistency. Notes on drilling conditions. 2 20 0' -6" Dark sand with little rock 2 2' -6" Gray sand 3 5 2.00 5 4 22 3.00 7 13 14' -0" Tan sand with sandstone and limestone • • • • • ••••.• ••••, •• • •••• • • • •••• • •• •••••• • • • �..... •••.•• • • .••• •••• •••••• •••• • • • •• • • • • •• ..•. • • • • • •••••• •••••• • • • •• •••• • 4 •• • .. . •••••4 • • • • • •• • 6 4.00 5 6 15 22 5.00 8 6.00 9 8 15 24 7.00 8 7 8.00 6 8 14 24 9.00 7 10.00 6 11 24 11.00 6 5 12.00 7 8 15 24 13.00 7 8 14.00 6 End of test 14' -0" 15.00 16.00 17.00 18.00 19.00 20.00 1 "YYE Or JAMYLI: D — disturbed (2) — Penetrometer U.L.- Undist. Liner S.T. — Shelby tube S.S. — Sample Spoon Cohesionless Density: 0 -10 Loose 10 -30 Medium 30-50 Dense 50+ Very dense Cohesive Consistency: 0-4 Soft 4-8 Medium Stiff 8 -15 Stiff 15 -30 Very Stiff 140 Lb. WT. Hammer x 30" fall on 2" sampler • • • ••.. • • • .•. • • • • •. •• • • • • • • • • • • • ••.• • • • • • • • • • • • • • • •• • •• • . • . . . • • . • • • • . • • • • •.. • • • • • • • • • • • . • • • • • • • •• ••.. •. • . . .• • . • • •• • .. . . . . ..: . . . • • 1 • S • • . • • • • • • •• LOG OF BORING 1 Y YE o : D — disturbed (2) — Penetrometer U.L. - Undist. Liner S.T. — Shelby tube S.S. — Sample Spoon Cohesionless Density: 0 -10 Loose 10 -30 Medium 30 -50 Dense 50+ Very dense Cohesive Consistency: 0-4 Soft 4 -8 Medium Stiff 8 -15 Stiff 15 -30 Very Stiff 140 Lb. WT. Hammer x 30" fall on 2" sampler JOB #: 40455 Sheet: 1 of 1 Boring: 3 Date: 04/16/04 CLIENT: GORDON LOADER, ARCHITECT Date started: 04/14/04 PROJECT: 360 NE 105th, Street, Miami Shores, FL Date completed: 04/14/04 LOCATION: See attached location sketch Driller (s): PP /JR t'' -D ig 12.4 � q 3 chi G� *o ° z "')-11 § .g 3 °�' y 1 a •° DESCRIPTION: Soil type, color, texture, and consistency. Notes on drilling conditions. ■� o.00 1.00 o'-o" 2 20 0' -6" Dark sand with roots 4 1'-0" Dark sand with little rock 3 7 1' -6" Dark gray sand 2.00 4 3' -0" Gray sand 4 23 3.00 5 11 6 14' -0" Tan sand with sandstone and limestone •.•• • • •••. ' ' •• • •••• • • •••••• •••• • • • ••••• •••••- ••••. .... ;•••• . •••••• •••• • • • • ••••• •• •• •••• •••••• • • • • • • • • •••• ••••. • • • • • . •••• . •• • ••••• •• •• • • • • • • •• 4.00 8 7 23 5.00 7 13 6 6.00 7 6 9 24 7.00 5 4 8.00 4 5 13 24 9.00 6 7 10.00 8 7 15 24 11.00 7 8 12.00 7 7 13 24 13.00 7 6 14.00 7 En. o test 14' -0" 15.00 16.00 17.00 18.00 19.00 20.00 1 Y YE o : D — disturbed (2) — Penetrometer U.L. - Undist. Liner S.T. — Shelby tube S.S. — Sample Spoon Cohesionless Density: 0 -10 Loose 10 -30 Medium 30 -50 Dense 50+ Very dense Cohesive Consistency: 0-4 Soft 4 -8 Medium Stiff 8 -15 Stiff 15 -30 Very Stiff 140 Lb. WT. Hammer x 30" fall on 2" sampler • • 5450 Grif£m Road Davie, Fl. 33314 Tel: 954 -584 -6115 & 584 -6880 Fax: 954 -584 -2862 E -mail: soilprobe@ arch- engr.com .;.�.,s..... .r..— . .v..� 4 !b' •••• • • ••• • • • • •••i.•• • • • 4100 se • • • • •••• ••u • • •••.• '•:• ••• • •• ••• • • -• la'o:tit: Sotl. o& ,J 6s Low toN St _ 3 4 E to s-- sigicer- ANA betAA S rio Stf-S -ct •• • • • •• • 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 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 our 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 long -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 Borings 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 boreholes 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 attpehed!the end of drill rods and lowered to the bottom of the borehole. The testing procedure used confartas closely el the methods recommended in ASTM D -1586. The sampler has a split - barrel 24 inches long and ari ou£side djaMP)E ;of 2.0 inches. It is driven into the ground below the bottom of the borehole using a hammer tliCweights 148 1ioullds and falls freely 30 inches. The driller records the number of hammer blows needed to ady ci the sampler the second and third six - inches increments. The total number of blows required to advance the Swtple't the second and the third six- inches increments constitutes the test results; that is N -Value at the depth. Thr3 tee jS complete wafter the sampler has been driven not more than 24 inches or when refusal is encountered, whichezrer'Q &rs firgi gefusal 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. Tile driller exa%ii •and classifies the soil recovered by the sampler. He places representative soil specimen from eaairtesb in closed jars or plastic bags and takes them to our laboratory. In the laboratory, additional evaluations and tests are perrmeti, if needed. Jar samples are retained in our laboratory for thirty days, then discarded unless our clients request otherwise. Hand Auger Borings 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 mounted 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. 11SERVERWIY DOCUMENTS1Soilprobe\Letters Folder\APPENDIX Standard Penetration Testdoc ..• • • • •.• • • • ••••• • • • • ••• • • • • • • ••• • • • • • • • • • • • • • • ••• . • • • •.• • • ••• • • • ••• • • • • • • • • • • • • •• ••• ••• • • • • • • • • • • • • •• • se • • • • •. • • • • • • • • • •• ••• • • • • • • z PERMIT MIAMI SHORTS VILLAGE APPROVED BY ZONING STRUCTURAL ELECTRICAL PLUMBING MECHANICAL BLDG. I) IE a /6g oak Residence b(l v nimir T. Belfranin, P.E. SUBJECT TO COMPLIA' - E WITH ALL FEDERAL l STATE AND COUNTY RULES AND REC, °1t�'`TI`�iY° e istration #33074 36 SW 74th Court Miami, Florida 33155 (305) 669 -0255 Belfranin @aoi.com • • •••• • • • • •••• • • • •• • •• • • • • •• • I, the undersigned assume full responsibility for both manual and computer generated calc AY 2 8 2008 • • • •••••• • • OOOOOO ••••• •••••• • • • •••••• • • Table of Contents Lateral Load Analysis Pgs. 1 -6 Design of 8" CMU Walls Pgs. 7 -10 Reinforcement of Existing Conc Slab at Existing CMU Wall Removal Area Pgs. 11 -12 • • • • • •• • • •••••• •••• • • •••• /•••.• • • •• •• •••••• • • • • • • • • •• • .•• • • •••• •••• • • • .• • • •••• • • 0000 •••• • •••• • •••• • • •••• •• • • • • • •••000 • • • •••••• • • •1.••• • • •0000 • • ••••• •0.011 • • • 0000•• • • ••1..• • • //v I MAY 2 8 2008 ••• • • • •• •• ••• ••• • •• • • • • • • • • • • • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • • • •• • • • • • •a• • • • • • • • • • • • ••• • • . • ••• ••• •• • • • • • • • •• •• • •• • • • • • • • • • •• • ••• • • • •• • • •• ••• • • • • • ••• Description: WINDO2 v2 -06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 M. COOK RESID. Struc Category (1, II, Ill, or IV) II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 2.0 :12 Slope of Roof (Theta) 9.5 Deg Type of Roof Gabled Kd (Directonality Factor) 1 Eave Height (Eht) 12.00 ft Ridge Height (RHt) 14.00 ft Mean Roof Height (Ht) 13.00 ft Width Perp. To Wind Dir (B) 58.00 ft Width Paral. To Wind Dir (L) 50.00 ft Type of Structure Height/Least Horizontal Dim Structure Type Building No Basic Wind Speed (V) 146 mph Struc Category (1, II, Ill, or IV) II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 2.0 :12 Slope of Roof (Theta) 9.5 Deg Type of Roof Gabled Kd (Directonality Factor) 1 Eave Height (Eht) 12.00 ft Ridge Height (RHt) 14.00 ft Mean Roof Height (Ht) 13.00 ft Width Perp. To Wind Dir (B) 58.00 ft Width Paral. To Wind Dir (L) 50.00 ft Importance Factor 1 Hurricane Prone Region (1/>100 mph) Table 6.2 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt 1.000 Bm = 0.650 Cc = 0.200 1= 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Type of Structure Height/Least Horizontal Dim 0.26 Flexible Structure No Importance Factor 1 Hurricane Prone Region (1/>100 mph) Table 6.2 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt 1.000 Bm = 0.650 Cc = 0.200 1= 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Gust1 'For rigid structures (Nat Freq > 1 Hz) use 0.85 0.851 ;; .... z 3 M -Zmin •• • 15.00 ft Izm • • ' • • . • Cc * (33 /z) ^0.167 • 0.2281 Lzm • . I *(zm/33) ^Epsilon • • : ••• • ••.•• • • • • • • •• .• • • • • • • • • • ••• • • • • .•. • • • • • • • • ••• • • • • • • • • • • • ••• • • • •• is • • • • • • • • • • • • • • ••• •.• ••• • • • •• •• •• • • • • • s•• • • • • • •• ••• • • • : ••• • • • • • •• • • • ••• Copyright 2005 WINDO2 v2 -06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 Fiq 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings I 0.18 -0.18 •• ••• • • • • • •• • i • •• • • • • • • • • • • • ••• • •• • ••i ••i ••• i • ••• • • • • • • • • • • • • • • • • • • • • • • • . • • • • • i•i • •• •• • • • • • • • •• •• • • • • • • ••a • • ••• • • • • • • • • • • •• • • • • • •• •uw►irri caenterprises.com • • •• •• ••• ••• • • • 5/28/2008 Page No. 2 of 6 •.. • • • .•. • • • • • • • • • k 4� • • • • ••• • • • • • • • • ••• • • • • • • ••s • • ••• • • i ••• • • • •• •.•• ; • • • • • • • • •.. Z• • • i •• • • fi• i •ffi•• . • f • • • • • • • • • • • • • • • • •• • • « • + • •• *irk :0 • • •e WINDO2 v2 -06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft^2 Pressure (Ib/ft ^2) Windward Wall* +GCpl -GCpi 15 0.85 1.00 46.32 23.16 39.84 Figure 6-6 - External Pressure Coefficients. Co Loads on Main Wind -Force Resisting Systems (Method 2) MIN ICI 1112 iM iM I Kh 2.01 *(15 /zg) "(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)A2 *I *Kh *Kht *Kd 46.32 psf Khcc Comp & Clad: Table 6-3 Case 1 Qhcc 0.85 • :44.3'2• • .00256 *V "2 *I *Kho*K ': • r� P • • •• • •• ..••._ •-- sf Surface Cp Windward Wall (See Figu re 645 12.$.1 for Pressure) • 0.8 • • • • • • ••• • • ••• • • `ti,7 tl 01 Copyright 2005 • ••• • • • • • • • • • • • • • • • • . • ;. • 3nw.rmeaenterprises.com • •• •• •• ••• •• • 5/28/2008 tak Page No. 3 of 6 •.. • • .• •• .•. • • • • • • • • • • •• •• • • • ••• • • • • ••• • • • • • • • • • • • ••• • • 4 • • • • • • • • • • • • • • '•. . • or • * • • .••• • • i�• # • • ••• • •• ••• •. .• • ••• ••* ••• • • • •• • • • • • • • • • •• • ••• • • • • • • • •• ••• • • • ••• • i ••• WINDO2 v2 -06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 Roof Area (sq. ft.) Reduction Factor 1.00 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6 -10 - External Pressure Coefficients, GCDf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(15 /zg) "(2/Alpha) Topographic factor (Fig 6-2) 0.00256 *(V) •2 *ImpFac *Kh*Kht *Kd = Angle of Roof . • • •. • •. . . 000 • . • • • • • • .•• • • • •• '• •• • 0.85 1.00 46.32 9.5 Deg Copyright 2005 • • • 1•1 • S ►na.r�e�aenterprises.com • • • ••• •• •• 5/28/2008 As- Page No. 4 of 6 Leeward Walls (Wind Dir Normal to 58 ft wall) - Leeward Walls (Wind Dir Normal to 50 ft wall) Side Walls Overhang Bottom (Applicable on Windward only) -0.50 -0.47 -0.70 0.80� -28.03 -26.77 -35.90 3}1.500y -11.35 -10.09 -19.22 31.50 t ����;: `� .1! 'r I....�� .. �G Dist from Windward Edge: 0 ft to 26 ft - Max Cp -0.18 -15.43 1.25 Dist from Windward Edge: 0 ft to 6.5 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 6.5 ft to 13 ft - Min Cp -0.90 -43.77 -27.10 to 26 ft - Min Dist from Windward dwarrd�Edge:r 1�3��ft -0.50 -28.03 -11.35 , �Cy�p, �� . r �"s�',,I !14k IR91.xfi9F . ' .. '' 17S7LG� .., .�_ ,I.LS%.}_,.�... , o 01 Dist from Windward Edge: 0 ft to 26 ft - Max Cp -0.18 -15.43 1.25 Dist from Windward Edge: 0 ft to 6.5 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 6.5 ft to 13 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 13 ft to 26 ft - Min Cp -0.50 -28.03 -11.35 Dist from Windward Edge: > 26 ft -0.30 -20.15 -3.47 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6 -10 - External Pressure Coefficients, GCDf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(15 /zg) "(2/Alpha) Topographic factor (Fig 6-2) 0.00256 *(V) •2 *ImpFac *Kh*Kht *Kd = Angle of Roof . • • •. • •. . . 000 • . • • • • • • .•• • • • •• '• •• • 0.85 1.00 46.32 9.5 Deg Copyright 2005 • • • 1•1 • S ►na.r�e�aenterprises.com • • • ••• •• •• 5/28/2008 As- Page No. 4 of 6 • • • .. ••. • ••• • • • • • • • • • • •• .. • • • ••• • • • • • • • • • • • ••• • • • • up • • s • • • .. it • • • • • • • • • • • • . • • • • •..• • • • • • • ! • • • • a • • a • • •• 0 • •• • • • • ` .. .•• a . • * `wr WINDO2 v2 -06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (isfl Min P (ps1) Max P (psfl 1 0.44 0.18 -0.18 46.32 11.98 28.66 2 -0.69 0.18 -0.18 46.32 -40.30 -23.62 3 -0.40 0.18 -0.18 46.32 -26.99 -10.32 4 -0.33 0.18 -0.18 46.32 -23.70 -7.02 5 -0.45 0.18 -0.18 46.32 -29.18 -12.51 6 -0.45 0.18 -0.18 46.32 -29.18 -12.51 1 E 0.67 0.18 -0.18 46.32 22.54 39.21 2E -1.07 0.18 -0.18 46.32 -57.90 -41.23 3E -0.58 0.18 -0.18 46.32 -35.09 -18.42 4E -0.49 0.18 -0.18 46.32 -31.15 -14.47 * p = qh * (GCpf - GCpi) Figure 6 -11 - External Press_urr Coefficients. GCp Loads on Components and fOr Ht <= 60 ft . • • . .•. • • • •• •• -I -2,-1 •- 34. - -- 3- • •• • • �• • • .1. • • • •• • I• • I • •I • • 4641 I. • i. • I I I Copyright 2005 • • • ••• • • • •• • • • • • • • • • • • • • •• • • .mecaenterprises.com • • 5/28/2008 Page No. 5 of 6 ••• • • • ••. •• •• ; ••• •• •• • • • • • • ••• • • ••• • • • • • • • • • • ••• • • • ••o • • • ••• • • • • • • • • • •• • • • • • • •• ••• ••1 ••. . . •• • • • ...... • •• • • ••• • • • • • • • •• • • ••• • • • • WINDO2 v2 -06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 a = 5 =_> 2 1 2 a a a Gabled Roof 7 <Theta < =45 5.00 ft Double Click on an data entiv line to receive a help Screen Component width (ft) Span (ft) Area (ft^2) Zone GCp Wind Press (Ib/ft^2) Max Min Max Min WALLS GROUND TO ROOF 32.20 4 0.82 -1.01 46.29 -55.14 D.O. 32.20 5 0.82 -1.22 46.29 -64.88 ROOF UPLIFT 100.00 1 0.30 - 0.80 22.23 -45.40 D.O. 100.00 2 0.30 - 1.20 22.23 -63.93 D.O. 100.00 3 0.30 -2.00 22.23 - 100.98 ROOFING UPLIFT 10.00 1 0.50 -0.90 31.50 -50.03 10.00 2 0.50 -1.70 31.50 -87.09 10.00 3 0.50 -2.60 31.50 - 128.78 Note: * Enter Zone 1 throuah 5. or 1H throuah 3H for overhangs. Copyright 2005 . . . • • • 00000000000 '• • • • • • • • • • • • • • • • • • • • • • . • •• • • • ••• • • • . • • • • • • • • • •• •• • • • ••• • • • • • • y iw mecaenterprises.com • •• •• • ••• • 5/28/2008 Page No. 6 of 6 Rev. 580002 User. Kw- 0803373, Ver5.8.0, 1- Dec -2003 (c)1983-2003 ERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 10:42AM, 28 MAY 08 1 Masonry Wall Design sasscamroocss a aa; xaX∎04,www ACKKAN,sas ,,74,, RwAN∎50-xxas .:sear:>OW mcm a,..0w < Description COOK RESID. 8" CMU WALL DESIGN 0 ROOF ZONE 4 Page General Information Code Ref: ACI 530-02 Wall Height 9.83 ft Seismic Factory �« Parapet Height 0.00 ft Calc of Em = fm * Duration Factor Wall Wt Mutt. Thickness Reber Size Rebar Spacing Depth to Rebar 8.0 in 5 32 in 3.810 in Center 0.0000 900.00 1.330 1.000 fm Fs Special Inspection Grout © Reber Only Normal Weight Block Equivalent Solid Thickness 1,500.0 psi 24,000.0 psi 4.900 in Loads 7 Uniform Load Dead Load Live Load Load Eccentricity Roof Load 500.000 #/ft 0.000 # /ft 0.000 in Concentric Axial Load Dead Load Live Load Roof Load 0.000 #/ft 0.000 ft/ft Wind Load 55.200 psf Design Values E n: Es /Em Wall Weight 1,350,000 psi 21.481 58.000 psf Reber Area Radius of Gyration Moment of inertia Max Allow Axial Stress = (125 fm (1- (h/140r)"2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress 0.116 in2 2.487 in 363.660 in4 331.95 psi 495.00 psi 24000:00 psi np k 0.05462 j 028038 2 / kj 7.86864 0.90654 Load Combination & Stress Details Summary Moment Top of Wall In-ft DL+ LL 0.0 DL + LL + Wind 0.0 DL + LL + Seismic 0.0 Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Axial Load lbs 500.0 500.0 500.0 Bending Stresses Masonry psi 0.0 0.0 0.0 0.0 0.0 Steel Ps 0.0 0.0 785.1 0.0 0.0 8,000.9 785.1 19,926.5 361.4 0.0 785.1 0.0 0.0 • •43• :. x.3 xr>: viax .-sa.�r.:a�2;a..: >aam., » >t�. t •.e 460 Summary Axial Compression • PSI' • • • 8.90 •••s.6s • • 44.69 • • 1331 13. •••• • • •••• • • • •• • 000000 9.83ft high wall with 0.00ft parapet, Normal Block w/ 8.00in wall w/ #5 bars at 32.04Ino.e. at cent't;T' •• • • • • •• • •••.•• • • • •••••• • • • •••••• •••• • • • • oo •oo •••• • • 00000 • •••••• •••• • • • • •.••• • ••.•• • • • • Max. Bending Compressive Stress 374.77 OK Allowable 658.35 OK Max. Axial Only Compressive Stress 13.35 psi Allowable 331.95 OK Max Steel Bending Stress 19,926.54 psi Allowable 31,920.00 OK ••. • 0•.•• • • •• • �•� •• •• • • • • • •.• • • • • • . • • • • • • • • • • • • • • • • ••• • •••• • • • •••• • • • • ••• • • • • . • • • '• • ••• • • • ••• .' •• • •..... ••• • • • • • •......' •• •.. • • • • '•• Rev: 580002 User. Kw- 0603373, Ver 5.8.0, 1- Dec -2003 (c)1083 -2003 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: Job # Date: 10:42AM, 28 MAY 08 Masonry Wall Design sasakczh.. rn: Page Description COOK RESID. 8" CMU WALL DESIGN O ROOF ZONE 4 Final Loads & Moments Wall Weight moment @ Mid Ht Dead Load Moment © Top of Wall Dead Load Moment @ Mid Ht Live Load Moment r,', Top of Wall LiveLoad Moment © Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 285.07 8bs 0.00 in-# 0.00 in-# 0.00 in-# 0.00 in4 Wind Moment © Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 9,636.44 In-# 19,518.93 Ibs 8,000.87 in-# 0.00 in# 500.00 Ibs 0.00 Ibs • • • •• • •••••• • •••••• •••• • • •••• •••••• • • •• • • •••••• • • • • • • • • • • •• • •••• • • •••••• •••• • •••• • • • • • • •••••• • • • •••••• • • •••• • • ••••• •••• • • 00000 • •••••• •••• • • • • •••• •••••• • • • • •••• •••••• •• .• • • • • • ••. • • • • ••.•. ••• •• •• • • • • • •• • • • • • • • • • •�• • • • • • • • • • • • • • • ••• • • • • • • ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • •• • ••• • • • •• • • • • •• • • • •• • #• •• • • :•i •• • • •• ••• • • • • • ••• Title : Dsgnr: Description : Scope: Job # Date: 10:43AM, 28 MAY 08 1 Rex 580002 User. KW- 0803373, Ver 5.8.0, 1-Deo-2003 (c)1983 -2003 ENERCALC Engineering Software Masonry Wall Design Page ZIK004 1 4 ;4 P. +}YX{P}M. f4T ∎ M,TX.:{k!NN,X,PC11,MVA.K,Ms1 :+7.W ZN,41fPX,;,9X'CCS0.�WiSVW, .% Sett. X51Y' SK�4kli4 }:ibX4X9?iMY.PM?.MCSiWG}XUM YSCXF�45ftsV Description COOK RESID. 8" CMU WALL DESIGN 0 ROOF ZONES General Information Wall Height Parapet Height Thickness Reber Size Reber Spacing Depth to Rebar XKG§;SQ 9113 ft 0.00 ft 8.0 in 5 32 in 3.810 in Code Ref: ACI 530-02 .. `�f�f�Cf9N4fS44hX4CX4��YAAfC44• IX Seismic factor Calc of Em = fm * Duration Factor Wall Wt Mult. e Center 0.0000 900.00 1.330 1.000 fm Fs Special Inspection Grout © Reber Only Normal Weight Block Equivalent Solid Thickness 1,500.0 psi 24,000.0 psi 4.900 in Loads Uniform Load Dead Load Live Load Load Eccentricity Roof Load 500.000 #/ft 0.000 #/ft 0.000 in Concentric Axial Load Dead Load Live Load Roof Load 0.000 #/ft 0.000 #/ft Wind Load 64.900 psf Design Values E n: Es /Em Wall Weight 1,350,000 psi 21.481 58.000 psf Reber Area Radius of Gyration Moment of inertia Max Allow Axial Stress = 0.25 fm (1- (h/140042) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = 0.116 in2 2.487 En 363.660 in4 331.95 psi 495.00 psi 24,000:00 psi np k 0.05462 j 0.28038 2 / kJ 0.90654 7.86864 Load Combination & Stress Details Summary sFSZx� , ,n. SxafiS ' $53∎MM CRS :ZR Top of Wall DL +LL DL + LL + Wind DL + LL + Seismic Between Base Sr Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic ��+ x::::, x+.a:•aaraaaa:aaaw >:aaaxaaarass a:•. Summary •••••• Moment in-# 0.0 0.0 0.0 0.0 9,406.8 0.0 Axial Load Ibs 500.0 500.0 500.0 785.1 785.1 785.1 Bending Stresses Masonry psi 0.0 0.0 0.0 Steel 0.0 0.0 0.0 0.0 23,428.1 0.0 U0 424.9 0.0 Axial Compression . N. • ••8.58 •••rss ••• .66 •••• ••143 . •s• •• •• ••• • • • •••• ••••• • • •• • • •••• • •••• •••• • •••• • • 0•••• 9.83ft high wall with 0.00ft parapet, Noma! Block w/ 8.00in wall w/ #5 bars at 32.0 ino.o •at cent • .. • • •• • Max. Bending Compressive Stress Allowable Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable 438.28 OK 658.35 OK 13.35 psi 331.95 OK 23,428.12 psi 31,920.00 OK •.•0:• • • •0000• • • •0000• • • •0000 • • 0000• •••••• • • • •••.• • • 0.00•• • • Rev: 580002 User. KW- 0803373, Ver 5.8.0, 1- Dec -200,9 (c)1883 -2003 ENERCALC Engineering Software ... •. X<XV 1{sSt>4 •.. ••. %�pgx . Title : Dsgnr: Description : Scope: Job # Date: 10:43AM, 28 MAY 08 .... `KKMY4M ' �Z•Z•••�(iVti. -.. 5..•Vtxr.. }VV..++, .....{ ,YAt»»>.. V,VWJ..:...•...XV•Z••: Description COOK RESID. 8" CMU WALL DESIGN 0 ROOF ZONE5 Masonry Wall Design Page Final Loads & Moments Wall Weight moment c > Mid Ht Dead Load Moment Top of Wall Dead Load Moment @ Mid Ht Live Load Moment © Top of Wall LiveLoad Moment © Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 285 :07 ibs Wind Moment © Mid Ht Seismic Moment %� Mid Ht 0:00 in-# 0.00 in-# 0.00 (n-# 0.00 in-# Total Dead Load Total Live Load 9,636.44 in-# 19,518.93 Ibs 9,406.82 In-# 0.00 In-# 500.00 Ibs 0.00 Ibs • e ez.it 3417 tri-A‘ I 47" e 4 /7"incid). • • • •• • 000000 • 000000 •••• • • •••• •••••• • • •• • • • •• • • • • • •• •• • •••• • •..••• •••• • • • 0 • • • • •••••• •• • • • • • • ••.•. •••• • • • • •• ••• •••• • • 00000 • •••••• • • ••••oo • • • • •' •••••• •• • • • • • • • • • ••. • • •• .• • � •.•.. • • • • • •.• • • • • •�••• .•. • • • • • • • • • • • • • • ••• • • • i • • • • • • ••• • • • ••d • • • • • • • •• ••• • • • •• ••• ••• e• . 1 • • • ••• ••• •• • * • • • • • • • • •• • • • • • . • • • ZVONIMIR T. BELFRANIN, P.E. 4836 SW 74 Court Miami, Florida 33155 (305) 669-0255 Fax (305) 669-1073 JOB SHEET NO. / OF CALCULATED BY ieti • Al • DATE s:SP CHECKED BY DATE SCALE i 1 i 3 - -3 I t I t 1 i 11 t I Pi' A t I 1 I I t ? ; .fr. .. 1 i 1 3 t I 3 3 t 3 I I I I 1 i ' i 1 I leao0 1 3 I lktit. 1 I t 1 I 1 i I 1 i I 1 ; i I i I i i i I I 3 I 3 ; 1 I I I • 3 1 I t t .. t•-• .. ...-I... ie. 14 t 14 I; 1 i I ,474...liAlet.i.r.,41.... ..... ....... ........ .. .......... A ............ .. ...... ......r... ..... .1... ......... 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BELFRANIN, P.E. 4836 SW 74 Court Miami, Florida 33155 (305) 669-0255 Fax (305) 669 -1073 e4;h0 14 4Ld JOB SHEET NO / OF CALCULATED BY " - • CHECKED BY DATE SCALE DATE V zJ •i /4 ••••• !• i I i • L : •t 1 ! i I •' }••.1 1 3, • ..... ...........4 ............ ..• } 5.... _....!...... .......... • i I i ........ t...... i ..........'. .• •....:• •j•• 1 • r I •i 1 i• �•••i I •.'• ; ••I•••r. . ; .......•....• • • •�•• I • • i • .. . 7 • - •. i . , ...;. �i 1.. a • ............ • ••••• : j t � s € i i............1............ ? .............{ . i E i i • I E 1. ........t ............. + ... ...E I ....... .. i I i I I : i I i i .......1..........i. ............. I I I I I ; i onnrawrneu 1C41.. CU...1.w NY •••••• • • • •••••• • • • • ••••• • • ••••• •••••• • • • 000000 • • •••••i • • ••• • M• •••• • • • • •i • •vat • ••!•� a •••• • • •*•• •••• • •• • • • • • • • • • •• •••••• • 000000 •••• • • •••• •••••• • • •• •• •••••• • • • • • • • • • • • •• Description: WINDO2 v2-06 Detailed Wind Load Design (Method 2) per ASCE 7-02 M.M. COOK RESID. M.M. top* Structure Type Building Basic Wind Speed (V) 146 mph Struc Category (1, II, Ill, or IV) Exposure (B, C, or D) St= Nat Frequency (n1) 1 Hz Slope of Roof 2,0 :12 Slope of Roof (Theta) 9,5 Deg Type of Roof Gabled Kd (Directonality Factor) 1 Eave Height (Eht) 12.00 ft Ridge Height (RHt) 14,00 ft Mean Roof Height (H 13.00 ft Width Pero. To Wind Dir (B) 58.00 ft Width Paral. To Wind Dir (L) 50.00 ft f&/4 atoll wasters mportance Factor 1 1 Hurricane Prone Region (1/,100 mph) Table 6-2 Values 9.500 900.000 0.105 1.000 0.650 0.200 500.00 ft 0.200 15.00 ft iNgtitiAatetp) structu Gustl JFor rigid structures (Nat Freq > 1 Hz) use 0.85 SR` op! :Cate#0Z.tilttigsj.W.gt*:. g*ppl. $1104* 0.85J lzm Lzm Q Gust2 Zmin Ce * (33/410.167 •• ••• • o 00000 • •• • :e: " 1*(zm/33rEpsilon 15.00 ft 02281 • (1/(1+0.631(Min(B,L)+Ht)/Lzmy10.6Ar04:pv • - • • •„ 0.9251(1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 427.06 0.9172 0.8814 ft ,■15 /0 Since this is not a flexible structure • • • • • • • • • Copyright 2005 • • •• eased 0.85 • ••• • • • • ••• • • • .71" • •• r---7-411er.a1 enterprises.com •• • • • • •• •• ••• • • • ••• • • 5/29/2008 Page No. 1 of 6 Type of Structure Height/Least Horizontal Dim 026 Flexible Structure No f&/4 atoll wasters mportance Factor 1 1 Hurricane Prone Region (1/,100 mph) Table 6-2 Values 9.500 900.000 0.105 1.000 0.650 0.200 500.00 ft 0.200 15.00 ft iNgtitiAatetp) structu Gustl JFor rigid structures (Nat Freq > 1 Hz) use 0.85 SR` op! :Cate#0Z.tilttigsj.W.gt*:. g*ppl. $1104* 0.85J lzm Lzm Q Gust2 Zmin Ce * (33/410.167 •• ••• • o 00000 • •• • :e: " 1*(zm/33rEpsilon 15.00 ft 02281 • (1/(1+0.631(Min(B,L)+Ht)/Lzmy10.6Ar04:pv • - • • •„ 0.9251(1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 427.06 0.9172 0.8814 ft ,■15 /0 Since this is not a flexible structure • • • • • • • • • Copyright 2005 • • •• eased 0.85 • ••• • • • • ••• • • • .71" • •• r---7-411er.a1 enterprises.com •• • • • • •• •• ••• • • • ••• • • 5/29/2008 Page No. 1 of 6 •••• • • •••• • • •• • • • • •• •••••• • • • • •• • • 000000 •••••• • • •.•••• •'•• •• • •• •••• • • • • •••• • •••• 00000 •••f•. • • •••.• • • • • 000000 •••••• •••• • • • • • • • • • •••.•• •••• • • • • • •• • • • • • • • •• Copyright 2005 VVINDO2 v2-06 Detailed Wind Load Design (Method 2) per ASCE 7-02 Fig 6 -5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 •• ••• • • •. • • • • • •• • : '•• • • • • ' ' •• • • • • • •• ;; • .. •• • ••• •• • • • • • • • • • • • • • • • • • • • • •• • • •• •• • ••• • • • • • ' • • • • • • • • • • ••• q v.letaenterprises.com • •• •• •• • •• ••• • • • 5/29/2008 .,s Page No. 2 of 6 •••••. • ..•••• • • ••••• • • •.••• •••••• • • • •••••• • • 000000 • •••• • • • • • • •• • ••■• • • • •••• • • ••.•• • •• • • • • •• • • • • • • •• ••••,. • •••••. •••• • •••• • •••••• to • •• •• •!•.•• • • • • • • • • • • • •• WINDO2 v2-06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 6.5.121.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft42 Pressure (Ib/ft"2) Windward Wall* +GCpi -GCpi 15 0.85 1.00 46.32 23.16 ` 39.84 Figure 6 -6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems (Method 2) I Kh 2.01 *(15 /zg) "(2/Alpha) 0.85 Kht Topographic factor (Fig 6.4) 1.00 Qh .00256*(V)A2 *I *Kh *Kht*Kd 46.32 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256*V "2 *i *Khcc *Kht *Kd • 46.32. psf Surface ••• • .. • Cp Windward Wall (See Figure 6.5.122.1 for Pressures) 0.8 • r • • Copyright 2005 • • •• • • • •• . • • • ••• • • • • ••• • • . • • ••• .w w.mtcaenterprises.com • • • • •• • • • • •.•.• •• • • •• •. ••' ••• • • 5/29/2008 1' Page No. 3 of 6 ••.. ...... • • • • • • •• • • • •.•••• • . •• • • •• • • • •.••.• • • ••••.. • •••• i•.•• •••.• ••..•• • • •••• ••..•. • ••.•.• • •••• • • •• •• OOOOOO OOOOOO •••• • • • • • • • • •••.•i • •••• • • • • • • •• • • • • • • • •• WINDO2 v2-06 Detailed Wind Load Design (Method 2) per ASCE 7-02 Roof Area (sq. ft.) Reduction Factor 1.00 a Norm ta6 mye reqThr Leeward Walls (Wind Dir Normal to 58 ft wall) Leeward Walls (Wind Dir Normal to 50 ft wall) Side Walls Overhang Bottom (Applicable on Windward only) -0.50 -0.47 -0.70 0.80 -28.03 -26.77 -35.90 31.50 -11.35 -10.09 -19.22 31.50 Roo WNor/AO Ricta (Thetoe<10)ii.i for Wind Normal: to i5a ft lace Dist from Windward Edge: 0 ft to 26 ft - Max Cp -0.18 -15.43 Dist from Windward Edge: 0 ft to 6.5 ft - Min Cp -0.90 -43.77 Dist from Windward Edge: 6.5 ft to 13 ft - Min Cp -0.90 -43.77 Dist from Windward Edge: 13 ft to 26 ft - Min Cp -0.50 -28.03 R of L' : Wihd :Parallel: to:Ridge:Oil Thetti)::4: fcrAMileliN eittittil id :50:ft: fa 1.25 -27.10 -27.10 -11.35 Dist from Windward Edge: 0 ft to 26 ft Max Cp Dist from Windward Edge: 0 ft to 6.5 ft - Min Cp Dist from Windward Edge: 6.5 ft to 13 ft - Min Cp Dist from Windward Edge: 13 ft to 26 ft - Min Cp Dist from Windward Edge: >26 ft -0.18 -0.90 -0.90 -0.50 -0.30 -15.43 -43.77 -43.77 -28.03 -20.15 125 -27.10 -27.10 -11.35 -3.47 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCof Loads on Main VVind-Force Resisting Systems w/ Ht 'c= 60 ft 2.01*(15/zg)^(2/Alpha) Topographic factor (Fig 6-2) 0.00256*M1t2*impFac*KhiCht*Kd Angle of Roof 00 •00 • • • • • • • • • • = • 0.85 1.00 46.32 • „ 9.5 Deg • • Copyright 2005 5129/2008 ISINOIMMINNIP •00 • • • • •• • • • • • • • • „ • • : • vtArwprcienterprises.com Page No. 4 of 6 • •. •• • • • •• •• ••• • • • ••• • • .• • • e •••.•• • • • • 00000 • •• • • • • •••• • • •••• • • • • •• • • • •••• • ••■• • •••• • • • •• • • • • • • • • • • •• •••i... •••• . • • • • •• •• • • • • • • • • • • • • • WINDO2 v2-06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 .. Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh Min P Max P 1 0.44 0A8 -0.18 46.32 11.98 28.66 2 -0.69 0.18 -0.18 46.32 -40.30 -23.62 3 -0.40 0.18 -0.18 46.32 -26.99 -10.32 4 -0.33 0.18 -0.18 46.32 -23.70 -7.02 5 -0.45 0.18 -0.18 46.32 -29.18 -12.51 6 -0.45 0.18 -0.18 46.32 -29.18 -12.51 1E 0.67 0.18 -0.18 46.32 22.54 39.21 2E -1.07 0.18 -0.18 46.32 -57.90 -41.23 3E -0.58 0.18 -0.18 46.32 -35.09 -18.42 4E -0.49 0.18 -0.18 46.32 -31.15 -14.47 * p = qh * (GCpf - GCpi) Figure 6 -11 - Extemal.Preetule.CgefFictentsj GCp Loads on Components and tJaddjo for $u•Idvigg �iI Ifit <= 60 ft • • • . . ... • • .. ..• •. • • • ..• • • - --` - .0 - -! • • • . I • • I • I • • • I • • I S • •l • • • • • • •I • � • •1 • • • • • • •I • • 1 ••1 � • •1 -I • 1 ••t •••1 Copyright 2005 • 1 i 1 •.. • • • • • • • •.• • • • • • vion ,mpc8enterprises.com • •• •• • • • • •• .• ... • • • • • •.• 5/29/2008 Page No. 5 of 6 • •••• • • ••• ••• •••• • •••• • • • • • •••.•• •• • • • •••••• • •••• • • • • •••••• •••• • •••• • • ▪ • • • •• • .000.• •••• • • •••• • • •• •• • • • • • • • •••• • • •.•..• • • • • •••• 0•• • •••••• • ••• • •• • • • • • WINDO2 v2-06 Detailed Wind Load Design (Method 2) per ASCE 7 -02 2 1 2 a = 5 = => a as Gabled Roof 7 < Theta <= 45 5.00 ft Double Click on any data entry line to receive a help Screen Component Width (ft) Span _ (ft) Area (ftA2) Zone GCp Wind Press (lb IftA2) Max Min Max , Min COMPONENT AND CLADDING 10.00 4 0.90 -1.10 50.03 -5929 10.00 5 0:90 -1.40 50.03 -73.19 15.00 4 0:87 -1.07 48.73 -57.85 15.00 5 0.87 -1.34 48.73 -70.31 20.00 4 0.85 -1.05 47.81 -56.83 20.00 5 0.85 -129 47.81 =68.26 25.00 4 0.84 -1.03 47.10 -56.04 25.00 5 0.84 -1.26 47.10 -66.68 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Copyright 2005 .. • • •.. . . . . . . •. .••. • • • ' • •.• • ..• • . .. •.' : . '• '. . • • • • • • • • • • • • • . • • • • • • • • •.• . • • • • • • • • • • • • • • • • •. • • • • • • • •• •.• • •. • • • • • • • • • . • . • :•• mecaenterprises.com • . . 1 •• • • • ..'•s • • ••• • • 5/29/2008 Page No. 6 of 6 000000 • • • • • •••••• • • ••••• • • •••••• • • •••• •••• • • • • • •• • •••• • • •••• •••• • •••• • • • • •••• • • • • •••• •••••• •.•••• • • • •• • • • • •• • • • • • . •• • • • • • •• •• • • • • • • • • • • • •• • APPENDIX 13-D FLORIDA ENERGY EFFiCIENCY CODE y= OR BUILDING CONSTRUCTION FORM 600C-04R Residential O:rtited Applications Prescriptive Method C Snail Additions, Renovations & Building Systwe Compliance with Method C of Sub - Chapter 6 of the Florida Energy Efficiency i :10 nay be demonstrated by the use of Form 6000.04 for additions o1600 square feet or less, site - Installed components of manufactured homes, and renovations to single- and multiple - family residence. t1rarnatfve methods are provided for additions by use of Form 600B-04 or 600A -04. SUILDEsR: SOUTH 789 PROJECT NAME: tX� AND ADDRESS: Ne. ins s =grim • lFL► Oi�tCl�: ,4,1*, Ct.v►1tS OWNER: I PErmir ■U■ CUMATE ZONE: 7 n 8 r 9 u JURISDICTION NO.: SMALL ADDITIONS TO EXISTING RESIDENCES (600 square feet or less of conditioned area). Prescriptive requirements in /Mies 6C -1, 6C-2, and 6C-3 apply only to the components of the addition, not to the existng building. Space heating, cooling, and water heating equipment of ardency levels must be met only when equipment Is installed specifically to seers the addition or is being installed in conjunction with the addition construction. Components seperating unconditioned spaces from conditioned spaces must meet the prescribed minimum insulation levels. RENOtAT1ONS (Residential buildings undergoing renovations costing more than 30% of the assessed value of the building). Prescriptive requirements in Wes 6C-1 and 6C-2 apply only to the components and equipment being renovated or replaced. MANUFACTURED HOMES AND BUILDINGS. Only sits- inetafied components and features are covered by this form. BUILDING SYSTEMS Comply when complete new system Is installed. 1. Renovation Addltio >, New System or Bile tail% red Home 2. Single - family .. hed or :,; uitipie-family anachetf 3. it Multiple- family -No. of units CgOverad by this submission 4. Conditioned floor area (sq. ft.) 5. Predominant save overhang (ft.) 6. Glass type and area: a. Clear glass b. Tint, film or solar screen 7. Percentage of glass to floor arise 8. Floor type and Insulation: a. Slab -on -grade (R- value) b. Wood, raised (R- value) c. Wood, common (R- value) d. Concrete, raised (R- value) e. Concrete, common (R- value) 9. Wall type and Insulation: a. Exterior: 1. Masonry (Insulation R- value) 2. Wood frame (Insulation R- value) b. Adjacent 1. Masonry (Insulation R- value) 2. Wood frame (Insulation R- value) c. Marriage Walls of Multiple Units° (Yes/No) 10. Ceiling type and Insulation: a. Under attic (Insulation R- value) b. Single assembly (Insulation R- value) 11. Cooling system* (Types: central, room unit, package terminal A.C., gas, existing, none) 12. Heating system* (Types: heat pump, elec. strip, natural gas, LP -gas, gas h.p., room or PTAC, existing. none) 13. Air distribution system* a. Backflow damper or single package systems' ( Yes/No) b. Ducts on marriage walls adequately sealed° ( Yes/No) 14. Hot water system: (Types: elec., natural gas, other, existing, none) ° Pertains to manufactured homes with site - installed components. Please Print A a.A. at -! 2. S 3. 4. go s. 0 6a. 6b. 7. Single Pane sq. ft. It- 33 % Double Pane sq. ft. sq. ft. 8a R =_ 3`1 lin. ft, 8b. R = sq. ft. 8c. R = sq. ft. 8d. R= sq.ft. 8e. R = sq. ft. 9a-1 R = .s...•t7 i''li sq. ft 9a -2 R= sq.ft. 9b-1 R = sq. ft. 9b-2 R = sq.ft. 9c. 10a. R = sq. ft. 10b. R tip j sq. ft. 11. Type: a 6,1 SEER/EER: S 1311 12. Type: -fit acs _'tl HSPF /COP /AFUE: 13a. *VA. 13b. tkt /p 14. Type: EF: CK 1 hereby certify that the plans and specifications covered by the calculation are In compliance with Review of plans and speciflstions covered by this =(culation Indicates compliance with the Florida the Florida Energy Code. Energy Code. Before construction is comp d, bulidl will be inspected for compliance in .[ y g with Section 553.608 F.S. PREPARED BY: .L.u�' � DATE: �ID {BUfIDBIfdeaOFFICUIL I hereby certify that this y� in r is 1 m ponce with the Florida Energy Code: �1 ®� OWNER ANENT: arT' J /r 4.4di DATE :, t/ DATE FLORIDA BUILDING CODE - /BUILDING 13 -D.37R APPENDIX 13 -D Climate Zones 7, 8, 9 TABLE 6C -1: PRESCRIPTIVE REQUIREMENTS FOR SMALL ADDmon (681 Sq. Ft. and Lass), RENOVATIONS TO BUSING BUIDLINGS AND SITE - INSTALLED COMPONENTS OF MANUFACTURED HOMES COMPONENT MINIMUM ; ° NSULATION INSULATION INSTALLED Concrete Stock Frame, 2' x 4' Frame, 2' x 6' Common, Frame Common, Masonry R -5 R -11 R -19 R -11 R -3 co 0 z U Under Attic Single Assembly; Enclosed Frame Metal Pans Single Assembly; Open Common, Frame R -30 R -19 R -13 R -10 R -11 m S Slab -on -grade Raised Wood Raised Concrete Common, Frame No Mtnhnum R -11 R -5 R -11 jIn unconditioned space In conditioned space 11-6 No minimum TABLE 6C -2: PRESCRIPTIVE REQUIREMENTS FO EQUIPMENT MINIMUM EFFICIENCY INSTALLED EFFICIENCY O O O Central NC . - Split - Single Pkg. Room unit or PTAC SEER =13.0° SEER =13.0' EER = 8.5° SEER SEER = EER = Electric Resistant Heal pump - Split - Single Pkg. Room unit or PTHP Gas: natural or propane Fuel Oil ANY HSPF = 7.7' HSPF = 7.7° COP =2.7° AFUE _ .78 AFUE .78 HSPF = HSPF = HSPF /COP = AFUE = AFUE = Electric Resistance Gas; natural or LP Fuel Oil EF = .92 EF =.59 EF = .54 EF= O R2, EF = EF = * See Table 13 -607.1 Maximum percentage --- - --- -- glass to floor area allowed Is selected by type, overhang length, and solar heat gain coefficient. Maximum %AO/stalled e! _ SECTION _33 GLASS TYPE, OVERHANG, AND SOLAR HEAT GAIN COEFFICIENT REQUIRED FOR GLASS PERCENTAGE ALLOWED CHECK UP TO 20% UP TO 30% UP TO 40% UP TO 50% Exterior Windows & Doors 608.1 Single Double Single Double Single Double Single Doubts Type IC rated with no penetrations (two alternatives allowed). OH -SHGC OH -SHGC OH -SHGC OH -SHGC 011.81100 OH -SHGC OH -SHGC OH -SHOO Combustion Heating 1' -.87 0' -.75 0' -.78 2' -.87 1'- .75 0' -.57 1' -.78 0' -.61 3' -.87 2'-.75 1' -.57 0'-,;3 2' -.78 1'- .81 0' -.44 4' -.87 3' -.75 2'-.57 1' -.39 0' -.30 3' -.78 2'-.61 1'- .44 0' -.35 om the manufacturer or use defaults: Single clear SHGC a .75, double clear SHGC = .66, and single tint SHGC = .64 TABLE 6C-a MINIMUM REQUIREMENTS FOR ALL PACKAGES COMPONENTS SECTION REQUIREMENTS CHECK Exterior Joints & Cracks 606.1 To be caulked, gasketed, weather- stripped or otherwise sealed. Exterior Windows & Doors 608.1 Max 0.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Sole & Top Plates 606.1 Sole plates and penetrations through top plates of exterior wags must be sealed. Recessed Lighting 808.1 Type IC rated with no penetrations (two alternatives allowed). Multistory Houses 606.1 Air barrier on perimeter of floor cavity between floors. hfj /f. Exhaust Fans 606.1 Exhaust tans vented to unconditioned space shall have dampers, except for combustion devices with Integral exhaust ductwork. Combustion Heating 608.1 Combustion space and water heating systems must be provided with outside combustion air, except for direct vent appliances. t4 tiet Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked circuit breaker.elecMc or cutoff (gas) must be provided. External or txdltdn heat trap required for vertical pipe risers. / 1/ Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Noncommercial pools must have a pump timer. Gas spa & pool heaters must have minimum thermal efficiency of 78%. xa ifrt Hot Water Pipes 612.1 Insulation Is required for hot water crculating systems (including heat recovery units). 41 ti/e Shower Heads 812.1 Water flow nest be restricted to no more than 2.5 gallons per minute at 80 prig. l,® HVAC Duct Construction. Insulation & Installation 610.1 All ducts, fittings, mechanical equipment and plenum chambers shag be mechanically attached. sealed, insulated and installed in accordance with the criteria of Section 610.1. Dusts in attics must be insulated to a minimum of R-8. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. GENERAL DIRECTIONS: 1. On Table 6C -1 indicate the R -value of the insulation being added to each component and the efficiency levels of the equipment installed. All R- values and efficiencies installed must meet or exceed the minimum values listed. Components and equipment neither being added nor renovated may be let blank. 2. ADDITIONS ONLY. Determine the percentage of new glass to conditioned floor area In the addition as follows. Total the areas of all glass windows, sliding glass doors and glass door panels. Double the area of all nonvertical roof glass and add it to the previous total, When glass in existing exterior walls is being removed or enclosed by the addition, an amount equal to the total area of this glass may be subtracted from the total glass area. Divide the adjusted glass area total by the conditioned floor area of the addition. Multiply by 160 to get the pesent Find the largest glass percentage under which your calculated percentage falls on Table 6C -2. Prescriptives are given by the type of glass (single or double pane) and the overhang (OH) paired ware solar heat gain coefficient SHGC). Fora given glass type and overhang. the minimum solar heat gain coefficient allowed is specified. Actual glass windows and doors previously in the exterior walls of the house and being reinstalled in the addition do not have to comply with the overhang and solar heat gain coefftalent requirements an Table 6C -2. All new glass in the addition must rant the requirement for one of the options to the glass percentage category you indicated, The overhang (011) distance is measured perpendlc lary from the face of the glass to a paha directly under the outermost edge of the overhang. 3. RENOVATIONS ONLY. Replacement glass needs to meet the following requirements. Any glass type and solar (teat gain coefficient may be used for glass areas which are under at least a 2 -foot overhang and whose lowest edge does not extend further than 8 feet from the overhang. Glass areas being renovated that do not meat this criteria must be either single -pane tinted, double -pane clear or double -pane tinted. 4. BUILDING SYSTEMS. Comply when new system Is installed for system tnstaIled. 5. Complete the Information requested on the top half of page 1. 6 Read 'Minimum Requirements for Small Additions and Renovations; Table 6C -3, and check all applicable items. 7. Read, sign and date the °Owner /Agenr certification statement on page 1. 13 -D.38R FLORIDA BUILDING CODE - BUILDING RIGHT -J LOAD AND EQUIPMENT SUMMARY File name: cook For cook residence 360 ne 105 st miami shores fl 33138 BY: gustavo solano pe 7410 sw 48 st miami fl 33155 Job# cook addition Wthr MiamiAP_(S) Zone Entire House WINTER DESIGN CONDITIONS SUMMER DESIGN CONDITIONS Outside db: Inside db: Design TD: 47 Deg F 70 Deg F 23 Deg F Outside db: Inside db: Design TD: Daily Range Rel. Hum. : Grains Water 5808 FL 90 Deg F 75 Deg F 15 Deg F L 50 % 56 gr HEATING SUMMARY SENSIBLE COOLING EQUIP LOAD SIZING Bldg. Heat Loss 46107 Btuh Structure 50817 Btuh Ventilation Air 0 CFM Ventilation 0 Btuh Vent Air Loss 0 Btuh Design Temp. Swing 3.0 Deg F Design Heat Load 46107 Btuh Use Mfg. Data n Rate/Swing Mult. 0.95 INFILTRATION Total Sens Equip Load 48276 Btuh Method Simplified LATENT COOLING EQUIP LOAD SIZING Construction Quality Average Fireplaces 0 Internal Gains 1840 Btuh Ventilation 0 Btuh HEATING COOLING Infiltration 5775 Btuh Area (sq•ft.) 2 671 2 671 Tot Latent Equip Load 7 615 Btuh Volume(cu.ft.) 22704 22704 Air Changes/Hour 0.7 0.4 Total Equip Load 55892 Btuh Equivalent CFM 265 152 HEATING EQUIPMENT SUMMARY COOLING EQUIPMENT SUMMARY Make Make Model Model Type Type Efficiency / HSPF 0.00 COP/EER/SEER Heating Input 0 Btuh Sensible Cooling Heating Output 0 Btuh Latent Cooling Heating Temp Rise 0 Deg F Total Cooling Actual Heating Fan 2 718 CFM Actual Cooling Fan Htg Air Flow Factor 0.059 CFM/Btuh Clg Air Flow Factor Space Thermostat Load Sens Heat Ratio MANUAL J: 7th Ed. 0.00 0 Btuh 0 Btuh 0 Btuh 2718 CFM 0.053 CFM;/Btuh 87 RIGHT -J: V1 3.0.13 S/N 12221 Printout certified by ACCA to meet all requirements of Manual Fonn J cook Job# cook addition Zone: Entire House 580 1 2 3 4 ,,,,,,,,,,,,,- J; NameofRoom Running Ft Exposed Room Dimensions, Ceiings,Ft /Tana Wall Ft. Condit.Option KLGHT -J: Entire 8.5 3 0 13- S/N12221 House 216.0 Ft. 0.0 t. d 2671 8.5 ac -1 216.0 Ft. x 1.0 Ft. heat /cool Ft x Ft. Ft x Ft. TYPE OF CST HTM Area Btuh Area Btuh Area Btuh Area Btuh EXPOSURE NO. Htg Clg Length Htg Clg Length Htg CIg Length Htg CIg Length Htg CIg 5 Gross a 14B 1836 1836 Exposed b 0 0 Walls and c 0 0 Partitions d 0 0 0 0 0 '5'5 e 0 e 0 ee�s 0 f 0 saa� 0 a 6 Windowsand a 1C 26.6 ** 229 6070 229 6070 GlassDoots b 9C 27.8 ''5 126 3507 126 3507 a Heating c 1C 26.6 e'5 0 0 0 0 m*.xs d 0.0 ** 0 0 0 0 a e 0.0 0 0 0 0 f 0.0 0 0 0 0 ' 7 Windows and North 27.0 72 4040 1944 72 1944 G1assDoors NE/NW 0.0 0 0040 0 0 0 *xee am* Cooling E/W 85.0 121 10243 121 10243 SE/SW 0.0 0 0 0 0 *$an* South 44.0 162 0"0 7128 162 ' 7128 Horz 0.0 0 0 0 0 8 Otherdoors a 10D 10.6 10.4 40 423 416 40 423 416 b 0.0 0.0 0 0 0 0 0 0 9 Net a 14B b c d e f PI00000� M 0 O 0 0 0 2.2 1442 4774 3176 1442 4774 3176 Exposed 0.0 0 0 0 0 0 0 Walls and 0.0 0 0 0 0 0 0 Partitions 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 10 Ceilings a 16D 1.2 1.9 2671 3256 4955 2671 3256 4955 b 18B 1.7 2.5 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 11 Floors a 22A 18.6 0.0 0 0 0 0 0 0 b 20A 7.2 5.4 2671 19167 14434 2671 19167 14434 c 0.0 0.0 0 0 0 0 0 0 12 Infiltration a 17.0 6.3 395 6715 2502 395 6715 2502 13 SubtotBtuhLoss-- 6+8. 3-11 +12 43912 43912 a' 14 DuctBtuhLoss 5% 2196 5% 2196 0040 % % 15 Total Btuh Loss -13+14 46107 46107 16 Int Gains: People ® 300 8 amm, 2400 8 ame 2400 AppL ® 1200 1 1200 1 1200 a 17 SubtotRSHGain= 7 +g.. +12 +16 48397 48397 '55 18 DuctBtuhGain 5% 2420 5% 2420 % 19 Total RSH Gain-(17+18)*PLF 1.00 4000 50817 1.00 50817 e 20 FM Air Required 2718 2718 2718 2718 Printout certified by ACCA to meet alt requirements of Manual J Foam a 3 GUSTAVO � e ,C.,,: .° �.� i:°t...® ;�C j G MPG �' -,1'° Ir'llialii.61.014Z: (30 b) "bjCt' 7277;/!- LOCATION SKETCH SCALE: NTS r�W 30.10' 37so • 4c..40' 14 10 u, ,r o Iz A op 3�•SS' 30.010' • 4 .CC ?c1 TS NOT VALID UNLESS EMBOSSED WITH SURVEYOR'S SEAL .D K- r ABBREVIATIONS: SAK =SIDE ALICCBS= CONCRETE BLOCK STRUCTURE,CLF -CHAIN LINK FENCE, PL= PROPERTY LINE, DUE =DRAINAGE UTILITY EASEMENT,IP =IRON PIPE, F =FOUND, A/C =AIR CONDITIONER PAD, P /C= PROPERTY CORNER. DM= DRILLED HOLE, WF =AOODENFENCE, RES =RESIDENCE, CL- CLEAR, RB =REBAR, UE= UTILrrY EASEMENT. CONC = CONCRETE SLAB. RNIPRIGHT OF WAY, DE= DRAINAGE EASEMENT C/L= CENTER LINE, O=DIAMTER, TYP =TYPICAL, 14-MEASURED, R= RECORDED, ENCR =ENCROACHMENT, COMP= COMPUTER, ASH = ASPHALT, N/D =NAIL & DISC, S =SET, FEE= FINISH FLOOR ELEVATION. 0 /S= OFFSET. P/P =POWER POLE. OHP= OVERHEAD POWERLINE, V1L41 =1A4TER METER 7.00D FENCE - NASONRY WALL= CONCRETE= MAINTENANCE & DRAINAGE EASEMENT= M & D.E. r i 2'�o icy tl4 . Ma tP 1 1 1 1 I I 1 1 1 I N 0 z SURVEY FOR: MARIANNE COOK, 360 N.E. 105TH ST., MIAMI SHORES, FLORIDA 33138. LEGAL DESCRIPTION: LOTS 3 AND 4 OF AN AMENDED PLAT OF SECTION NO. 5 OF MIAMI SHORES ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10 OF THE PUBLIC RECORDS MIAMI -DADE COUNTY, FLORIDA BLOCK 117 SUBDIVISION AT PAGE 47 ELEVATION BASED ON LOC. # 3100 CBM# N -39 7 ELV. 9.80 -' TYPE OF SURVEY: BOUNDARY SURVEY SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION. 10) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY. BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB PAGE REVISED: 111 i HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes. There are no encroachments, overlaps, easements appearing on the plat or visible easements other than as shown hereon. ADIS N. NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA #5924 SINCE 1987 BLANGO SURVEYORS INC. Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 (305) 865 -1200 FLOOD ZONE: x PANEL: 0093 DATE: 12/3/03 SCALE: 1 ° =20' Fax: (305) 865 -7810 SUFFIX: j DATE: 7/17 /95 BASE: N/A COMMUNITY# 120652 DWN. BY: F. Blanco