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1245 NE 94 St (12)SEE NOTE # SHT. 4 SEE NOTE #1 SHT. 4 EXTERIOR 1.15" MIN. EMB. .15" MIN. I COUNTERSINK SEE NOTE # SHT. 4 SEE NOTE #7 SHT. 7 11 HORIZONTAL CROSS SECTION \.1.1- AT StDELITE TO BUCK. TYP • O 4 HORIZONTAL CROSS SECTION AT SIDELITE TO HINGE JAMB. TYP, 15" M N. COUNTERSINK .EXTERIOR INTERIOR N • J U SEE NOTE #1 SHT. 7 F"-- .15" MIN. COUNTERSINK . C) HORIZONTAL CROSS SECTION AT SIDELTTE TO LATCH JAMB. TYP, NOTES: 1. SPACING FOR ITEM #33, WHEN USED TO ATTACH THE SIDELITE TO THE SIDELITE JAMB IS AS FOLLOWS: FROM THE TOP DOWN 6' & 30 ". THE SPACING FROM THE BOTTOM UP 1S THE SAME. JELD -WEN, INC. 31725 HIGHWAY 97 NORTH CH1L000IN, OR. 97624 PH. 541.783.2057 2 1 N0. 11 08 02 6/29/00 DATE REVISIONS GENERAL REVISION GENERAL REVISION KMN TJH BY PRODUCT: JELD —WEN .STEEL OUTSWING WOODEDGE DOOR DOUBLE & SINGLE UNIT PART OR ASSEMBLY: HORIZONTAL "CROSSE 4 ONS 1/4, 2/4 & 3/4 tRW BUILDING CONSULTANTS. INC. 813.684.3831 °Km 12/01/99 = 1" DWG. BY: TJH c' BY RW DRAWING NO.: S -2004 sHee! 4 of 7 .25" MAX. SHIM SEE NOTE #1 SHT. 3 SEE NOTE #2 'SHT. 7 NOTES: 1. SPACING FOR #18A IS AS FOLLOWS: FROM TOP DOWN 1" 2 1/2; . 4 ", 5 1/2", 13", 18" & 26 ". SPACING `FROM THE BOTTOM UP IS THE SAME. 2. ATTACH THE STRIKE PLATE AND THE DEADBOLT PLATE TO THE ASTRAGAL USING A #8 x 2" LG. PHILLIPS FLATHEAD SCREW. JELD -WEN, INC. 31725 HIGHWAY 97 NORTH CHILOQUIN, OR. 97624 PH. 541.783.2057 .15" MIN. COUNTERSINK 1.15" MIN. EMB. 2 NO. 6 2 1/002 6900 DATE GENERAL REVISION GENERAL REVISION REVISIONS KMN TJH BY PRODUCT: JELD —WEN STEEL OUTSWING WOODEDGE DOOR DOUBLE & SINGLE UNIT PART OR ASSEMBLY: HORIZONTAL CROSSE T1ONS 1/3. 2/3 & 3 /.3 BUILDING CONSULTANTS. INC. 813.684.3831 .15" MIN. COUNTERSINK 2D HORIZONTAL CROSS SECTION �,3J AT HINGF JAMB TO BUCK. TYP, 1.15" MIN. EMS. .25" MAX. SHIM THK. PRODOCTREVISED Netaart agwMhNw/MIAs etlelegOde 1b 0?, I. O DATE: 12/01/99 sane 1/2" = 1" DWG. BY: TJH CHIL BY: RW DRAWING NIL: S -2004 SHEET 3 of 7 • 2 NO 11/08/02 6/29/00 DATE • • GENERAL REVISION GENERAL PENSION REVISIONS -I 13. 85" b " KMN TJH BY 13.85" PART OR ASSEMBLY: 13.85" PRODUCT: JELD -WEN STEEL OUTSWING W00DEDGE DOOR DOUBLE AND SINGLE UNIT ANCHORING LOCATIONS 13.85" 13.8 —T4" JELD -WEN, INC. j 31725 HIGHWAY97 NORTH CHILOQUIN, OR. 9764 PH. 541.783.2057 .625" 1 1.25" MIN. EMB. 79.75 MAX. PANEL HEIGHT 1.75" 1.25" MIN. EMB.' .625"1 63.8175 79.75" MAX. PANEL HEIGHT e o ® .:® • R i © 0 79.75 MAX. PANEL HEIGHT .15" MIN. COUNTERSINK .15" MIN. COUNTERSINK .25" MAX. SHIM THK. 81.25" MAX. OVERALL FRAME HEIGHT .25" MAX. — SHIM THK. 1.15" MIN. EMB. 1.15" MIN EMB. I V N F P F 3 2 1 NO 11/08/02 6 28 00 6/27/00 DATE GENERAL REVISION REVISIONS KMN GENERAL REVISION GENERAL REVISION TJH TJH BY PRODUCT: JELD —WEN STEEL OUTSWING W00DEDGE DOOR DOUBLE AND SINGLE UNIT PART OR ASSEMBLY: VERTICAL CROSS SECTIONS JELD -WEN, INC. 31725 HIGHWAY 97 NORTH CHILOQUIN, OR. 97624 PH. 541.783.2057 m ,1 .ion / a jaiaa /H, / /aia� .75" MIN. GLASS THK. o z -• 0 in 0 CO x N 0 P P8a it Ag IV 3 ij tooL 2 11/08/02 6/29/ 00 NO DATE GENERAL REVISION GENERAL REVISION REVISIONS KMN TJH BY PRODUCT: JEW- WEN STEEL OUTSWING W000EDGE DOOR DOUBLE AND SINGLE UNIT PART OR ASSEMBLY: BILL OF MATERIALS & GLAZING DETAILS JELD -WEN, INC. 31725 HIGHWAY 97 NORTH CHILOQUIN, OR. 97624 PH. 541; 783.2057 BUILDING CODE C0111PL1NCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Jeld -Wen, Inc. 31725 Highway 97 North Chiloquin. OR 97624 MLAMI-DADE COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 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 Miami -Dade County Product Control Division (In Miami Dade County) and/or the AIIJ (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 perforce in the accepted manner, the manufacturer will incur the expense of such testing and the AI1J may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction'. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Lone of the Florida Building Code. DESCRIPTION: Jeld -Wen "Gladiator" & "Energy Saver" O/S Glazed W/E Residential Ins. Steel Door APPROVAL DOCUMENT: Drawing No S -2004, titled "feld -Wen Steel Outswing Woodedge Door Double and Single Unit ", sheets 1 through 7 of 7, prepared by R.W. Building Consultants Inc, dated 12/01/99 with revision on 11/08/02, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved', unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA . ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be'available for inspection at the job site at the request of the Building Official. this NOA revises and renews NOA # 994007.01 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Jaiine M. Eisen, P.E. NOA No 02-1211.10 Expiration Date; July 17, 2008 Approval Date: January 23, 2003 Page 1 TABLE OF CONTENTS SHEET # - DESCRIPTION 1 COMMON (GENERAL NOTES, TYPICAL ELEVATION) 2 VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS SECTIONS 1/3, 2/3 & 3/3 4 HORIZONTAL CROSS SECTIONS 1/4, 2/4 & 3/4 5 ANCHORING LOCATIONS 6 ANCHORING LOCATIONS & DOOR MODELS 7 BILL OF MATERIALS & GLAZING DETAILS - DESIGN PRESSURE RATING j / / REQUIREMENT ISN NEEDED FILTRATION POSITIVE + 50.0 PSF NEGATIVE – 46.0 PSF 0 W ' ad 0 0 36.0" MAX. I PANEL WIDTH 0 0 1 1 1 DOUBI F DOOR ANCHORING ! OCA110N5 0 Ii 0 v GLAZED DOOR MODFI 0 0 v v 1 1 v .o a 4` 4 " --I 1 1 —0 TYP. -0 10 1®1: 4" — 4 --- 6' F— —1 6' — — 1-- 4 4" 4' SINGLE DOOR W /SIDELiTESANCHORING LAYOUT 15.25" MAX. PANEL WIDTH 1 / SIDELITE MODFI S I-- 6" ' 6 "—I PRODUCCREVISED asempyleRNl►tle WNW* RIIWerCods Au:opium No 02- 12,1 •10 Woo M{ ar N- Z CO N. 1\ CO o Qo Cv , 0 CV - • ••••A 0) Q 1- U 0 0 a J co �W 00 0 8 L7 m '+ "BUILDING CONSULTANTS. WC. 813.684.3831 atm 12/01/99 V) 0 soAIE N.T.S. ova. ar: - TJH ow. 6Y: RW DRAWING NO. 5 - 2004 SHEET 6 of 7 JELD -WEN® STEEL GLADIATOR and ENERGY SAVER OUTSWING WOODEDGE STEEL>DOOR WITH WOOD FRAMES - .GENERAL NOTES 1. THIS PRODUCT iS DESIGNED TO MEET THE SOUTH FLORIDA BUILCOIG CODE 1994 EDITION FOR MIAMI –DADE COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. IMPACT RESISTANT SHUTTERS REQUIRED. 5. DESIGNED PRESSURE RATING SHALL BE AS FOLLOWS: –SEE DESIGN PRESSURE RATING TABLE-SHEET ONE. 6. SIDELITES ARE AN OPTION AND CAN BE IN A SINGLE OR DOUBLE •CONFIGURATION. 7. THIS SYSTEM DOES MEET THE WATER REQUIREMENTS IN MIAMI –DADE COUNTY. RESJDENTIAL INSULATED STEEL DOOR (Common to all fume conditions) Poor 1enf Construction: • 24 go. (0.021") minimum thickness, 25 ga. 0. minimum thickness, gglvanized steel A– 25 commercial quality – AK00 per ASTM 620 with yield strength Fy(ave.).24,600 psi. Core design: Expanded polystyrene with 1.0 to 1.25 lbs. density. Construction: Steel face sheets glued to expanded polystyrene (EPS), with wood roils and laminated verleerd Dumber stiles and a wood lock block reinforcement Frame Construction: The head jambs and skit jambs finer jointed pine measuring 4.5625" x 1.25. The he and side jambs are mortised, butted and joined using (3) 7/8" x 2" wire staples. The threshold used is an aluminum outswing bumpface measuring 4.625 " - 1" -J 74.5" MAX. OVERALL WIDTH 36.75" MAX. PANEL WIDTH W /ASTRAGAL I` 0 0 J DOUBLE DOOR El FVATION .36" MAX. PANEL `WIDTH 0 co 03 105.25" MAX. OVERALL .WIDTH : 21.8175" '14" MAX. PANEL WIDTH DOUBI E DOOR W./SIDE! ITFS Fl FVATION GLAZED DOOR SHOWN FOR CLARITY 15.5" MAX. FRAME WIDTH 0n 03 :, 0 0 68.5' MAX. OVERALL WIDTH-- N 0 0 0 SINGLE DOOR W /SIDELITES ELEVATION 37.5' MAX. OVERALL WIDTH .G71 .G;1► SINGLE DOOR ELEVATION OF VIEW (VIEWED INTERIOR) 6'' MAX. D.LO. 19.625" MAX. 'D.LO. POODUCTRgVillig) samookflogodadionoilis Asuptamele 02 )2.11.10 Iroficatiso 0 0 Z ` N CO 03 U < 4) z 0 v 0 ^ - J 4 . ) — La M Ua J 0 z 0 6 z c 54 ENNLDING CONSULTANTS. INC. 813.684.3831 v) z O DATE: 12/01/99 sCME N.T.S. DWG_ sr. TJH ow_ er. RW DRAWING NO.: 5 -2004 SHEET 1 of 7 (..4 C o. 0 ' - 0 o 0 CO 0 0 0 0 0 0 . 0 0 0 C) > c-> O - -4 > > -4 Q1 -4 oo -1 m : 0 < ,T 2 8 o 0 0 • -n O 00 > 0 > r> z z m 141 r r 0 0 0 0 0 0 0 I tI 11 Vox MAX. PANEL HEIGHT 800' 0 • ID • C.:1 3 EJ 3 CI El CI CI 1 10/14/02 GENERAL REVSION KMN NW DATE REVISIONS BY 101 MAX. PANEL HEIGHT 96V Fa \NIM IL il [DI PRODUCT: OUTSWING OPAQUE NSULATED STEEL DOUBLE 0003 iN WOOD FRAME PART OR ASSEMBLY: DOOR MODELS AND LOCK DETAILS 13 rI JELD-WEN, INC. 31725 HIGHWAY 97 NORTH CHILOQULN, OR ' PH. 541J33 20.f 1 M IA M IOADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Jeld-Wen, Inc. 317525 Highway 97 N. Chiloquin, OR 97624 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 (AID). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of' such testing and the AID may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series "Jeld-\Ven®" 6'8" W/E Outswing Opaque Insulated Steel Door w/o Sidelites- Impact Resistant APPROVAL DOCUMENT: Drawing No. S-2104, titled "Outswing Opaque Wood Edge Steel Door Up to 107" x 6-8 Unit", sheets 1 through 7 of 7, prepared by R.W Building Consultants, Inc., dated 9/11/01 with revision 3 dated 10/22/02, bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: 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. TERMINA'TION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 01-1218,05 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Jaime Eisen, P.E. 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 NOA No 02-1211.18 Expiration Date: August 15,2001 Approval Date: January 30, 2003 Pagel ITEM DESCRIPTION 1 NSA 2 Hinge jamb (1 -1/4" x 4 -1/2" Wood Jamb) - PINE 3 Heod jamb 1 -1 4" x 4 -1 2" Wood Jamb) - PINE 4 4" x 4 butt hin•es 12.o.tila C.R. STEEL 5 N A 6 9 X 1 PFH wood screw (hinge to frame) 7 8 x 3" PFH wood screw 8 10 x 2" PFH wood screw 9 1/4" topcon (1-1/4" into masonry) ITW BUILDEX TAPCON (NOA 96 -1 226.03) or ELCO TAPCON (NOA jf 97- 0731.15) 10 N/A 11 N/A 12 Bumper threshold 1 -1 4 x 4 5 8 x 5 8 extruded olum.) 13 Compression weotherstri Schle el 0 -Lon ODS 650 14 Extruded Aluminum Astragal Imperiol AN11) 15 //9 x 1" PFH wood screw • 16 Face sheet 24ga.(.020 thk.min galv.steel A -525 Fy= 24,600 psi 17 N/A 18 Tap Roil (wood 1.67 "' x '1.042 ") 19 Bottom Roil (wood 1.067" x 1.065 " ) 20 Side Stile (wood 1.067" x 1.042" lami4gtgQ .9neer tymber) 21 Wood lock reinforcement (1.67" x 2.75 x 4.75 22 Astragal Throw Bolt ( Steel .31" diameter 19.25" long) '23 N/A 24 N/A 25 NIA 26 Astro el Reinforcement Plote - located top and bottom of O Astragal 1 -12.5" wide x 18.0' lon X .060 thick stee Attached with 8 - 0 x 1" Wood Screw 27 Kwikset titan series rock r7 - 200 _13 Kwiksel tan eries deodgolt ¢ 600 29 8 X. 1 -1/2 PFH WS 30 Masonry woll 31 2x wood buck 32 Expanded Polystyrene Cl 0 to 1.25 Ib. Densilyi DYUTE MFG. BY JELD -WEN 33 1/4" max. shim spoce 34 Wood lock reinforcemen111.67" x 2.75" x 11.875 ") DESIGN PRESSURE RATING (WHERE WATER INFILTRATION REQUIREMENT IS NEEDED) UNIT TYPE POSITIVE NEGATIVE SINGLE W /W0 SIDEUTES -- +66.7 psf - 700 psf DOUBLE W /WO SIDELITES (WINDJAMBER II ASTRAGAL) +66.7 psf -70.0 psf DOUBLE "W /WO SIDELITES (IMPERIAL ASTRAGAL) +57,0 psf - 57.0 psf TABLE OF CONTENTS SHEET # DESCRIPTION 1 GFNFRAL NOTES AND TYPICAL FJ EVATIONS 2 VERTICAI CROSS SECTIONS & BILL OF MATERIALS 3 HORIZONTAL CROSS SECTIONS a HORIZONTAL CROSS SECTIONS & NOTES 5 ANCHORING LOCATIONS & DETAILS 6 ANCHORING LOCATIONS & GLAZING DETAIL 7 UNIT COMPONENTS 37.5" OVERALL 107" OVERALL MAX. FRAME WIDTH 36.625" MAX: 75.5" MAX,' MAX. FRAME WIDTH 36 ". MAX. r PANEL WIDTH'1 74" MAX. _ PANEL WIDTH - -j- 36" MAX. W /ASTRAGAL : I PANEL WIDTH . FRAME WIDTH 14 MAX. , PANEL WIDTH n PANEL WIDTH d'' a . I > . f D { y pr _ o� 4� 0 cY (MG" IJAV hi A ' ':, IN- ACTIVE •:::=7 -. y - e ACTVE OVERALL )0R PANE' rn , O �I y _ 0 � `-' O fr WOOD OR MASONRY SUBSTRATE (TYPICAL) - 4 - 5/8' • n8 PFH WS IN WOOD SUBSTRATE (MIN. 1.15" EMB.) OR TAPCON TYPE ANCHOR FOR MASONRY SUBSTRATE (MIN. 1.25" FMB.) complying wub We rdilidn Bui ting e ly�i,� y rF c . �� NOAM Minna Dade 1'rvducll`.uutrot l): tlyl( u O i WlJ CD 1 wOa OOK 00 0wO w0 c�N3 j Ng 0 00 0 1 K 0 N z n 0) m rn u ut Z Q K g; 0 ,n _ n a O 41 = 5 n 0 u> ^ - , 0 S -, Ua 01 0 a DWG- Ur TJIT 040. Ur: RW IMUWING NO.: DC9921 s t0 ur 41 7 0) ti 0 O z z 0 V_1 0. or CONSULT INC (813) 6184 -383 -. 11:9/2: SCALE NT SNLL1 5 Of 6 JELD -WEN® Steep WOOD EDGE OPAQUE INSULATED STEEL DOOR OUTSWING 6-8 UNITS WAND W/OUT SIDEUTES GENERAI NOTES- 1. THIS PRODUCT IS DESIGNED TA COMPLY WITH THE FLORIDA BUILDING CODE. - 2. WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY r0 TRANSFER LOADS 70 THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE_AS USTED AND SPACED AS SHOWN ON DETAILS. ANCHOR - .E.MBEDMCNT .70 BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR srucCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5. THIS SYSTEM MEET THE WATER REQUIREMENTS FOR "HIGH VELOCITY HURRICANE ZONES ". SEE NOTE BELOW DESIGN PRESSURE CHART. 6. THIS SYSTEM REQUIRES WINDBORNE DEBRIS EXTERNAL PROTECTION- AS PRESCRIBED IN SECTION 1626.1 OF THE FLORIDA BUILDING CODE FOR THE SIDEUTES ONLY_ 7. SIDEUTES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. RESIDENTLAL INSULATED STEEL DOOR (Common to all frame conditions) Door Leof Construction: Face sheets 24 go. (0.020") minimum thickness. Golvonized steel A -525 commercial quolity - AKDO per ASTM 620 with yield strength Fy(ove.)•23,675 psi. Core (lesion- Expanded polystyrene with 1.0 to 1.25 !bs- density, by Jeld -Wen, Inc. Ponel Construction The active and inactive panels ore constructed from 24 go. (0.020" min.) galvanized steel. The tote sheet top and bottoms ore bent 90' over the top and bottom roils. The top roil consists of LVL measuring 1.57" x 1.042" The bottom roil is roll formed 0.027" galvanized steel measuring. 1.67 - x 1.21" with o 1.645" x 3.0" x 0.631" piece of pressed fiber boord of eoch corner attached w /0.5" x 2.0" wire staples. The sides of the face sheet are roll formed into the LVL latch stile and pine hinge stile measuring 7.67" x 1.0 ". The interior cavity is filled with, polystyrene. The face sheets ore glued 'to the polystyrene. Sash Construction The = sosh is constructed from 24GA. (0.020" min.) galvanized steel. The edges of the face sheet ore bent 90• over the polystyrene core and glued to it. The sashes are routed to receive the ODL (HP Polypropylene - Thermo6i- P6- 30FM0391) & Trinity tile frames. The units ore glazed with - 0.725" tempered gloss. The lite frames ore wet glazed on the exterior. • Frome Construction; The frames ore constructed from Pine jambs measuring 4.563" x 7.251 The head jambs ore mortised and butt joined to the side jambs and attached with (3) 16 go. 2" x 7/16" crown wire stoples. The units use o bump face threshold measuring 4.041" 0 7.0 ". The threshold is attoched to the frame.. with (3)_ .16GA . 2" x 7/16" crown wire staples. - 74.5" OVERALL MAX. FRAME WIDTH' - 36.625". MAX. - PANEL WIDTH 36' MAX, w /ASrRAGAL PANEL WIDTH a - Eng tN- ACTIVE- T . Ga .C=7 �� 0 DOUBLE OUTSWING UNIT OUTSWING UNIT ACTNE • 74" MAX. PANEL WIDTH ALL UN ITS ARE VIEWED. FROM INTFRIOR v 1 0 70" OVERALL MAX. FRAME WIDTH 36" MAX. _ 11 W IDTH e 1 V � 0 75.5" MAX. FRAME WIDTH 14" MAX. PANEL WIDTH 6" MAX. • D.L.O. S SINGLE W/SIDELITFS OUTSWING UNIT DOUBLE W /SIDELITO OUTSWING UNIT PRODUCE ftEViSFD a• vadi as Prier Amerozlie us 1.02- 1211.18 Dais U 0 J W U O CC 8 t C`4 0 ", a) W N Cr 4 0 a a m 0 O z N z 0 N 5 Lu a IILouw CONSULTANTS. INC. 813.659.9197 ONE: 09/77/07 5(N.[: N.T.S. owc. 6Y: TJH OM_ 801 RW 8NNwN' NO.: 5 -2704 ITEM DESCRIPTION - MATERIAL 1 DOOR PANEL FACE SHEET 24CA (.021 STEEL 2 HEAD JAMB (1 1/4 x 4 9/16" PONDEROSA FINGER JOINTED PINE) PINE Ejos ANg1/_4TI: fi/L �1i(. til�PU] 1: U3 . +_�al:(eiy:�1U1(:IIf:IJlafl 4 iP P Tp • �n .• x . .7 5 l' T -I , 4 x 4" BUTT HINGE 12.0..0997" HAGER um, 10 x 1 P H w00D SCREW HIN TO DOOR'® LVL LATCH SIDE STILE 1.67 X 1.0 - 8 1/4" x 2 1/2" TAPCON STEEL 9 OUTSWINC BUMPER THRESHOLD (.050" EXTRUDED ALUM. BY PEMK0) ALUM. 10 COMPRESSION WEATHERSTRIP SCHLECEL 0-LON ODS 650) FOAM 1) TOP RAIL (1.67" x 1.0") WOOD 12 BOTTOM.,RAIL (1.73 x 1.21" x 0.021" THK, MIN. 24GA.) STEEL 13 DOOR HINGE STILE (1_57 x 1.0 ") wOOD 14 1110 x 1 3/4" PFH WOOD SCR W STEEL 15 WOOD LOCK BLOCK (1.71". 4..0 - -x 11.875") WOOD 16 1/4" x 2 1/4" TAPCON STEEL 17 EXPANDED POLYSTYRENE (1.0 to 1.25 I6. DENSITY) BY JELD -WEN FOAM 18 OPTIONAL EXTRUDED ALUM. ASTRAGAL (.050" WALL_ - IMPERIAL) ALUM. 19 2x WOOD SUB BUCK WOOD 20 SHIM MATERIAL (.25 "_MAX. THK.). - 21 KWIKSE,T TITAN 700 SERIES KNOB - - 22 KWIKSET TITAN 700 SERIES DEADBOLT - 23 BRAD TRIM NAIL 3/4' L. STEEL 24 #8 x 2" PFH WOOD SCREW STEEL 25 #8 x 2 1/2" PFH wOOD SCREW STEEL 26 ASTRAGAL EXTRUDED ALUM. (WR68J w /NO.w,uBER //) ALUM. 27 YALE KNOB HERITAGE SERIES - 28 YALE DEADBOLT HERITAGE SERIES - S 29 SILICONE CAULK (CR LAWRENCE 33C) SILICONE c 30 GLAZING COMPOUND (OSD BY ODL) SILICONE 31 # x 1" PFH WOOD SCREW (WR68J ASTRAGAL TO DOOR) STEEL 32 8" x 3/8" 1/4" ROUND SIDELITE STOP WOOD 33 /8 x 1 1/2 TEK SCREW (LITE FRAME) STEEL 34 SCHLAGE KNOB SET #F51 - 35 SCHLAGE DEADBOLT 1 13360 - 36 STEEL SIDELITE PANEL 24GA (.021" MIN. STEEL) STEEL 37 1/8" TEMPERED GLASS (BY PPG) GLASS 38 LITE FRAME (00. HP POLYPROP. THERMOFIL- P6- 30FM0391) POLYPROP. 39 1 . x . •9 NI •9+• I J, 9 • " N 40 #10 x 2" PFH WOOD SCREW STEEL 41 #10 x 1 PFH W000 SCREW (IMPERIAL ASTRAGAL TO DOOR) STEEL 42 3/4" THK. x 4 9/16" DEEP PRESSURE TREATED REINFORCEMENT WOOD 43 1/4" x 1 3/8 WOOD MULLION SAP WOOD 44 16CA BRAD TRIM NAIL 1" L. STEEL 45 GLAZING COMPOUND DOW 1199 SILICONE SILICONE 46 LITE FRAME BY TRINITY FOR 1/2" GLASS POLYPROP. 47 1/2" INSULTED TEMP. GLASS BY TRINITY/AMPAC - 48 LITE FRAME BY TRINITY FOR 1" CLASS POLYPROP. 49 1" INSULATED TEMP. GLASS BY TRINITY /AMPAC - 50 LITE FRAME SCREW #6 X 1 1/2" PANHEAD STEEL NOTE: e • n • a 1.75" MIN. PANEL THK. (TYP. INSTALLATION IN 2X WOOD BUCK) 1 VERTICAL CROSS- SECTION 2 DOOR PANEL O 1.15" MIN. EMB. SEE NOTE 7 'SHT. 4 SEE NOTE 4 SHT_ 4 INTERIOR 36.0" MAX. WIDTH ACTIVE PANEL INTERIOR EXTERIOR SEE NOTE 3 SHT. 4 EXTERIOR .125" MIN. GLASS THK. 1.75" MIN. PANEL THK. 2 VERTICAL CROSS - SECTION SIDELITE SASH 1. 6'8 AND 8'0 ASTRAGAL #9 X 1" PFH WS MAX. 13 ON CENTER 37 0 co M .n ' N W 0. A. MAX. FRAME WIDTH 74.5" HORIZONTAL CROSS SECTION 36.75" MAX. WIDTH w /ASTRAGAL ACTIVE PANEL W/ ASTRAGAL s\R3131,1 • It • 1 -1 /4" • TYP. INSTALLATION THRU 2X W00 BUCK INTO MASONRY) A ppn.snl as err mpHlex with t he Florida O'-et I lu t. C l/..�el- taat p N(lAM s.mi ueae P.mIxet C w " BURDING CONSULTANTS, INC. 813.659.9197 DATE: 09/11/ - SCALE: N.T._, ow& Eft TJH ow_ RW DRk sttEE't 2 or 7 SCALE: RA S -2104 N.T.S. CMG. em TJH C1Ar . AY: RW 7 re Cr W 0 m L•1 0 CA N z 0 In re CONSULTING 911) C84 -3831 DATE: 9/25/00 DC9921 S 4 or 6_ I 6 ' 17.25" TYP 17" TYP. 17 TYP. 17" TYP. 17' TYP. Anchors Typical Opposite Jamb • MAX. � 0R® —12 MAX. 4AX. 6" 12" 12" MAX. ANCHOR LOCATIONS LOCATIONS 12" MAX 12" MAX. s MI \ r L 8'0" 6 PANEL DOOR VIEWED FROM EXTERIOR (SHOWN FOR CLARITY OF VIEW) • Approved a contpl witI, the Fkuids 11,6 iug Nt)kri 200 I■14nd Dude Product :m i lli 0) _JIJJ (70 0 0 OW 0 LJ.J tflhj 01; 00 Inca aD It/ 0 i- rr CA. CONSULTING - DATE. 9/25/ 66 N.T.S. LAG. tty TJH CM. or RW OHAvourc 10).- 0C9921 CC 0 SHEET oF 0. INACTI ASTRAGAL RETAINER BOLTS (4) BOLTS TOTAL (2) 8.0" L. x .372" DIA. 0 TOP & (2) 8.0" L x .372" DIA. 0 BOTTOM SEE NOTE 5 &HT. 4 1.15" MIN. EM8. SEE NOTE 7 SHT. 4 ED HORI7ONTAL CROSS SECTION AT ASTRAGAL. W/ITEM #26 wiNDJAMBER wR6BJ SEE DESIGN PRESSURE RATING CHART SHEET 1 .15" miN. C-SINK INTERIOR .25" MAX. T 0 HORIZONTAL CROSS SECTION LATCH JAMB TO BUCK INACTIVE ( ) HORIZONTAL CROSS SECTION HINGE JAMB TO BUCK • .15' MK - 1 C-SINK • •2) INTFRIOR EXTERIOR ASTRAGAL RETAINER BOLTS (2) TOTAL. ( 9.0" .372" DIA. 0 TOP dc (7) 9.0" L. x „.372" DIA. 0 BOTTOM SEE NOTE 2 SHT. 4 OPTIONAL ASTRAGAL ( 11) _HORIZONTAL CROSS SECTION AT ASTRAGAL w/ITEm #18 IMPERIAL ASTRAGAL SEE DESIGN PRESSURE RATING CHART SHEET 1 .25" MAX. SHIM THK. • ALUM. RETAINING SLIDE (3) 1.0" x 4.5" x 0.565" SEE NOTE - 8 SHT. 4 1.15" MIN. EMB. z z PlIODUCT Reviser, •••=swirmg Ilimight itsidktuCcris Acompt..o. No Dote 0. • 0 0. in 0. 2 "-) La 0. (NI >- co z z 0 0. 1 JVe uut.DiNc CONSULTANIS. 813.659.9197 DOA: 09/1 /0 1 SCALE: IV TS. owo. 7JH UK fit RW DRAWING 110.: 5-2104 SHEET 3 of 7 EXTERIOR SEE NOTE 9 SHT. 4 0 0 CID z 0 tew.roza ED VON 11§ El) AgiglIf% 1131.11511FIAW • 0 INTERIOR SEE NOTE 6 SHT. 4 (ID SEE NOTE 5 SHT. 4 SEE NOTE .3 SHT. 4 SEE NOTE 4 SHT. 4 NOTES: 1. SPACING FOR #8 z PFH SCREW ATTACHING THE WINDJAMBER ASTRAGAL TO THE /NACTIME DOOR IS AS FOLLOWS: TOP DOWN; 1.0. 3.0 & 5.0". FROM THE BOTTOM UP; 3.0". 5.0". 20.0" & 38.75. 2. SPACING FOR ITEM 47 4 x 7" PFH SCREW ATTACHING THE IMPERIAL ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN & BOTTOM UP; 1.0". 2.5. 4.0". 5.5". 13.0". 18.0" & 26.0. (14 PFH SCREWS TOTAL) 3. SPACING FOR fl8 / 1/2" PtASCREW IS AS FOLLOWS; TOP & BOTTOM; (2) SCREWS 3.0" MI FROM EACH HORIZONTAL CORNER. FROM THE TOP OF THE FRAME DOWN ON THE S/DES: 3.0". 13.0". 26.0", 39.0". 52.0 & 4. SPACING FOR BRAD TRIM NAIL 3/4" L ATTACHING THE OUARTER ROUND TO THE SIDELITE IS AS FOLLOWS; TOP & BOTTOM; 7.25" IN FROM EACH HORIZONTAL CORNER WITH (1) MORE NAIL 1N THE MIDDLE. SIDES; 1.25" FROM EACH END & SIX MORE EOUALLY SPACED ON THE FIELD. 5. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND BUCK USE fA8 x 2 1/2" PFH WOOD SCREW. WHEN ATTACHING THE .STRIKE PLATE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE if x 2." PFH W000 SCREW. 6. SPACING FOR #8 x .2.5" PFH WOOD SCREW ATTACHING THE MULLIONS TOGETHER 15 AS FOLLOWS: 6.0ROM EACH VERTICAL CORNER WITH (4) MORE SCREWS EOUALLY SPACED. A TOTAL OF (6) SCREWS PER EACH VERTICAL MULLION. 7. THE SIC/ELITE rs SECURED INTO THE SIDELITE JAMB WITH SILICONE CAULK ON THREE SIDES & .3/8" x 3/8" 7/4 ROUND & BRAD TRIM NAIL x 3/4" L. 8. WHEN ATTACHING THE HINGE 70 71-1E JAMB AND BUCK USE PO ' 2 PFH WOOD SCREW. WHEN ATTACHING THE HINGE 70 THE JAMB AND SIDELITE JAMB AT THE MULLION USE x ip PFH WOOD SCREW. 9. THE MULL/ON CAP 75 ATTACHED TO THE PRESSURE TREATED REINFOECEMENT WITH !TEM #44 A 7' TRW NAIL SPACED A MAX. OF 12" ON CENTER. 70. SPACING FOR ITEM #50 THE #6 X 7 7/2" PAM-/EAD SCREW ON THE TRINITY SIDELITE FRAME IS AS FOLLOWS: FROM THE TOP DOWN ON THE SIDES (5) AT 3.25". 78.0625". 32.8725". 47.5625" & 62.625". 77-75 TOP & BOTTOM (7) SCREW AT 4.4375". -- 0 LI Anchor, Typieel Oqposile Jamb SEE NOTE 7 SHT. 4 SEE NOTE 9 SHT. 4 „ -„ • I MAX. -1 MAX. 1- ) HORIZONTAL CROSS SECT/ON 4 AT 570ELI7E TO LATCH JAMEL TYP, ANCHOR LOCATIONS 5.. INTERIOR HORIZONTAL CROSS SECT/ON AT SIC/ELITE TO HINGE JAMB. TYP. SEE NOTE 7 SHT. 4 1.75" mt. EMB. .25" MAX. SHIM THK. .15" MIN. COUNTERSINK In ,• a: SEE NOTE 8 SHT. 4 . 5 0 0 SEE NOTE SEE NOTE 3 SHT. 4 4 SHT. 4 SEE NOTE 3 S7-IT. 4 EXTERIOR r.1 SEE NOTE 4 SHT. 4 SEE NOTE 7 SHT, 4 0 HORI7ONTAE. CROSS SECTION AT SIDELITE TO RUCK. 7 YP 67 PANEL DOOR VIEWED FROM EXTERIOR (sHowm FOR CLARITY OF VIEW) INTERIOR PRODUCT REVISED .*spiwft Dm Florida Onkflag Cede Awit4amee No Evpt Dater Et, het Conyersl rpnhe,1 ht chnIpIyinr with the DhLting C hle MhunlUstle Product con Dixisihn tty_ C a Co CI CNI CNI SCALE: DWG DR. NO.: S-2104 x>" 00 Cr 4 2 NUN CD CD LO 1- O h- < 00 BUILDING CONSULTANTS. INC. 813.559.9197 TA/Tt 09/71/. N. TS. TJH CHIC 1:1•11 RW SHEET 4 or 7 z CCALE: T.S. ov: 03 V CONSULTING (Ft13) R4-3731 ot.14: 9/25/00 oix Fre RW DINNING 140 DC902. I Slit CT 2 Of EDESJ \�\ • TABLE OF CONTENTS SHEET / REOUREMENT a NO1 1p 100ED DESCRIPTION 1 COMMON (GENERAL NOTES. TYPICAL ELEVATION) 2 DOUBLE DOUBLE 6'8" WOOD FRAME (ANCHORS, ELEVATIQN) 3 8'0" WOOD FRAME (ANCHORS, ELEVATION) 4 DOUBLE DOOR HORIZONTAL CROSS SECTIONS 5 DOUBLE COMMON DOOR VERT. CROSS SECTIONS (BILL OF MATERIALS) (DOOR MODELS. LOCK DETAILS) 6 / / EDESJ \�\ PRESS LJRL - . RATINJG EOUIREMEN 1 15 I 40 )E0 REOUREMENT a NO1 1p 100ED POSITIVE .... + 48.0 pet + 48.0 Ps1 NEGATIVE - 51.0 pet - 51.0 pet 7. J / \ a / / \ V - O /d \ / JELD-WEN® STEEL OUTSWING OPAQUE DOUBLE R WOOD EDGE INSULATED STEEL DOOR WITH WOOD FRAMES GENERAL NOTES 1. 1H15 PRODUCT 15 DESIGNED TO MEET THE FLORIDA BUILDING CODE 1994 EDITION FOR MIAMI -DADE COUNTY. 2. WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO. THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AS SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL FINISH OR STUCCO. 4. IMPACT RESISTANT SHUTTERS NOT REQUIRED. 5. OESIGN PRESSURE RATING SHALL BE AS FOLLOWS: - FOR 671" WOOD FRAMES; SEE TABLE THIS SHEET - FOR 8'O' WOOD FRAMES; SEE TABLE THIS SHEET 6. ALL DIMENSIONS ARE GIVEN IN INCHES UNLESS OTHERWISE SHOWN. OUTSWING INSULATED STEEL DOOR (Common to all frame conditions) Door 1 cal Conslructiop_ Face sheets: 24 go. (0.020") minimum thickness. Golvanized steel A -525 commerciol qualify - AKDO per ASTM 620 with yield strength Fy(min.)- 24.600 psi. Core design: Expanded polystyrene with 1.0 to 1.25 lbs. density. Construction: steel face sheets glued to exponded polystyrene (EPS). with wood roils and Laminated Veneered Lumber stiles and a wood lock block reinforcement. 1 O.A. MAX. FRAME WIDTH 74 -1 /2" 6' -8" HEIGHT COLONIAL 6 PANEL DOOR VIEWED FROM EXTERIOR (SHOWN FOR CLARITY OF VIEW) O.A. MAX. FRAME WIDTH 74 -1/2 l\ \ \ / 8' —O" HEIGHT ., xs rolnptylnr with the Florid. Beetling Cale j ZOO Mae_ NOAY btlare Uode Product Di Leon By w m 1_I DO L O° 0 . - O w0 0 0 Z _ N � z Vw D o 0: 0 a Z a m (0 w 0 0 0. CHIC BY: RW DRAWING NO. 0C9921 l9 0 m 0 0 Z CONSULTING (813) 681 - WE 25, -- 5 z O a STALE: N. T.S. Owc. BY- TJFI 5(IEE1 _1 OF 6 DETAIL G HINGE TO JAMBS .Sc DOOR SEE NOTE 5 SHT. 4 SEE DETAIL 7 F" SHEET 5 'DOOR E DOOR ANCHORING LQCATION DETAIL F HEADER O PTIONAL DETAII F HEADER RETAINER MSER ASTRAGAL IMPERIAL ASTRAGAL TAINER BOLTS HEADER RETAINER BOLT HEADER STRIKE PLATE STRIKE PLATE DETAIL J STRIKF PLATES TO JAMBS SEE NOTE 5 SHT. 4 DETAIL H STJKF PLATES TO WINDJAMER • ASTRAGAL • OPTIONAL DETAIL H TRIK PLATES TO IMPERIAL ASTRAGAL • SINGI F DOOR W /SIDFLITFS ANCHORING I OCATIONS DETAIL K SII I WINDJAMBER ASTRAGAL RETAINER BOLT HOLES ASTRAGAL RETAINER BOLT HOLES MUST BE DRILLED THROUGH THE THRESHOLD & INTO THE MASONRY DEEP ENOUGH FOR A 2" THROW - SEE DETAIL G SHEET 5 OPTIONAL DEjll K SII 1 IMPERIAL ASTRAGAL RETAINER BOLT THRESHOLD STRIKE PLATE PRODUCE' REVISED nmrptying eYe Roma Ibildbmg Acslwm r) EsHicwtlo� e 1 EEy Mhsl CC CI et Z rn 02 U Q p Z � C X2 0 'C _!' - moo 0 ne oe o n 0 U 0 w r� 0 z BUILDING CONSULTANTS. INC. 811659.9197 Y N m 5 O 2 2 r WE 09/11/01 SCAIF_ N.T.S. OW, 8Y: TJH CIIK. 8Y: RW ORAe0NG NO-: 5 -2104 5 or 7 MIA M ;.MADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) .Icld -Wen, Inc. , 31725 Highway 97 North. Chitoquin, OR 97624 SCOPE: This NOA is being issu d under the applicableruCes and regulations governing the' use of construction materials. The documentation submitted has been reviewed by Miami -Da'de County P 3duct 'Control Division and accepted by the Board of Rules and Appeals (i3ORA) to be used in Miami Dade County and other areas where allowed by the Authority [laving Jurisdiction (AIIJ). 'This NOA shall not be valid after the expiration date stated below. "The Miami•Dade County Product Control Division (in Miami Dade County) and/or the AIIJ (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 adc,epted mannd,r, the manufacturer _will incur ,the expense of such testing and the AIIJ may immediately revoke, modify, or suspend' the use of such product or material within their.Juntsdictton.. BORA reserves the right to revoke this acceptance, if it is determined by Miaini -Dade County Product Control Division that this product or material tails to meet the requirements of the applicable building code. . This product is approved as described herein,. and has been designed to comply with the Ifigh Velocity hurricane Zone of the Florida l3uilding Code.. , DESCRIPTION: Series Jeld -Wen® Steel NV /I; Outswing Opaque Insulated Steel Doors APPROVAL DOCt1MENT: Drawing No. DC9921, titled "Qutswing Opaque Insulated Steel Double Door in Wood Frame ", sheets I through 6 of 6, prepared) by R.W. Consulting, Inc., dated 9/25/00 with revision No 1 dated 10 /1 4/02, bearing the Miami -Dade County Product Control Revision Stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. 1iNIISSILE IMPACT RATING: Large and Small i•lissile impact' LAI3ELING: Each unit Shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "ivi n -Dade County Product Control Approved' unless otherwise noted herein. RENEWAL of this N9A shall be c &nsidered alley a renewal application has been tiled and there has been no change in the appltcablc build Ing le nd atixely affecting the p:rlori ianee of this product. TER,NIINATIOi\t t this R'QA ∎gill oe9r aller the expiration date or if there has been a revision or change in the materials, use., and/or t i e of the product or process. Misuse of this NOA as an endorsement of any product, for sales, adveit of n'Y.d purposes shall automatically terminate this NOA. Failure to comply with any section of thi l lQi shalt t e cause for termination and removal of NOA. ADVER '1'ISE %IN,Ni: "The NOA n amber preceded by the words Miami -Dade County, Florida, an followed by the expiration date may be displ eyed in advertising literature, if any portion n the NOA is display •d, then it shall be done in its cntircty. . .., . . P 1 yS1'P CTION: A copy of this entire NOA shall be provided to tlhe user by the rnzini acturer or itsdistnbutors and shall be availablc.fdr inspection at the job site sit the request of the Building Official. This NOA, revises and renews i�iOA l# 00- 1003.0-# :Ind consists of this page 1 as well as approv, I document mentioned able . The submitted documentation ,was rev iL\% c dhy Manuel Perri, 1'.l ?. JIIAMII -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING I-10 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130.1563 (305) 375 -2901 FAX (305) 375 -2905 Expiration Approxal • NOA • No 02- 1022.11 Date: D9ccmbcr 02, 2007 Date: D 19, 2002 Page I 1.75' MIN. e PANEL THK. ' t tra-TAC Z =* • )1. e � 8 0 .5" MIN. GLASS THK. 2 sn .125" MIN. GLASS THK. 1.75' MIN. PANEL THK. co V) 0 1.75" MIN. -- PANEL THK. i t J "' 13.85 {-- .85 i � 1 v1I N 0 co 0 10/22/02 06/06/02 03/14/02 NO. GATE ADDED TRINITY FRAME GENERAL REVISION GENERAL REVISION REVISIONS ZRK TJ H PART OR ASSEMBLY; JH ANCHORING LOCATIONS BY & GLAZING DETAILS 7 PRODUCT: OUTS WING OPAQUE WOOD EDGE STEEL DOOR UP TO 107" x 6 -8 UNIT JEW-WEN, 1NC. 31725 HIGHWAY 97 NORTH CHILOQUIN, OR. 97624 PH. 541.783.2057 L I— 2.040" --- 1 O O O O 3 2 1 NO 10/22/02 06/06/02 03/14/02 DATE m ADOED TRINITY FRAME GENERAL REVISION GENERAL REVISION RE VISIO N S 2.25" 1.544" 8 2 --i r- .577" IRK TJH TJH BY pROOUCT: OUTSWINC OPAQUE WOOD EDGE STEEL DOOR UP TO 107" x 6 -8 UNIT PART OR ASSEMBLY: UNIT COMPONENTS - -I .75" 1 - JELD -WEN, INC. 31725 HIGHWAY 97 NORTH CHILOQUIN, OR. 97624 PH. 541.783.2057 DADE THD -18006 VJELDIEN. WINDOWS.84DOORS HURRICANE DOOR SYSTEMS SISTEMA PARR PUERTAS HURACANES Contains Acceptance No. 02- 1022.14 Expires 12 /02/2007 Contains Acceptance No 02- 121110 Expires 07/17/2008 Contains Acceptance No. 02- 1211.18 Expires 08/15/2007 For a complete listing of JELD -WEN Hurrican Visit our website at www.jeld -wenr N otice of Acceptance and roval /Installation Drawings Save for Builder and Inspector SB 3 -03 iuuhi SNYND. \n[rr .3 BISCAYNE BOULEVARD MIAMI 38. FLORIDA CHARLES PULLEY - ASSOC. PHONE /8-2040 Miami Shores Village 10050 N. E. ?nd Avenue Miami Shores, Fla. Gentlemen: 13'131. by Anb. R June 13, 1951 Attn: Mr. Gaeta, Bldg. Dept. Re* Maid's Room Addition to R of Wahl Snyder 1245 N. E. 94th Street Lots 4 & 5, Miami Shores Bayview Subdivision It is understood and agreed this date that the maid's room which is now being oonverted from an existing garage will not be used for rental purposes. Sworn bp and subscribed before me this of . 1951. ti My commission expires* day Notary Public usoiiL SNYDED. AXU ITLCIaa. 6441 1315CAME BOULEVARD • MIAMI 35. FLORIDA Attn: Mr. Gaeta, Bldg. Dept. Miami Shores Village 10050 N. E. 2nd Avenue Miami Shores, Fla. S GGOO JM -ANN FL - 1 1 FLAT 15 1 Job Reference (optional) J and M Truss, Opa Loka, FL 5.200 s Jan 16 2004 MiTek Industries, Inc. Thu Feb 10 17:41:11 2005 Page 1 1-4 -0 1 6 -1 -10 10 -11 -3 15 -8 -13 20 -6 -6 25 -4 -0 1 26-8-0 1 1 1 -4 -0 4 -9 -10 4 -9 -10 4 -9 -10 4 -9 -10 4 -9 -10 1 -4 -0 Scale = 1,47 0 2x4 MI120 11 2x4 MI120 Ii 3x4 MI120= 4x10 M1120= 5x6 MI120= 3x10 MI120= 4x10 MI120= 3x4 M1120= 1 2 3 4 5 6 7 8 b b r n 17 16 15 14 13 12 11 10 9 2x4M1120'Ii 3x6 MI120= 3x4M1120= 5x8M1120WB= 3x6 MI120= 2x4M1120II 5x12 MI120= 2x4 MI120 H 5x12 MII20= 1-4-0 e" r - 26 -8 -0 I 1 -0 -0 6 -1 -10 10 -11 -3 15 - 3 ,, 7 20-6 -6 25 -4 -0 25 -9 -0 1 -0 -0 4 -9 -10 4 -9 -10 ,< 4: 4 -9 -10 4 -9 -10 0 -4 -0 0 -4 -0 � r ( 1 - - Plate Offsets (X,Y): (3 0- 3- 8,0- 2- 0],[4'0 -2. 12,0- 3 -4],[6 0- 3- 8,0 -2 -0 , 1 0 -2 -'3 1_-3 -4 , 16.0 -2 -12 0- LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 /ANSI95 1 : c VJ:{ .79 - (Mafrlx) 5 1 0 ? L in (roc) I /deft L/d i5 (L 0.52 12.14 >550 360 1. vert(TL -0.56 12 -14 >513 180 : -' Horz(T ' 0.12 10 n/a n/a PLATES GRIP MI120 249/190 Weight: 136 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed or 2 -8 -13 oc purlins, except end verticals. 4 -8 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3 -7 -0 oc bracing. BOT CHORD 2 X 4 SYP No.1D WEBS 1 Row at midpt 3 -16, 6 -10 WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 16= 1451/0 -8 -0, 10= 1451/0 -8 -0 Max Uplift 16=- 1247(load case 2), 10=- 1247(Ioad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17= -85/0, 1 -2 =- 126/55, 2 -3 =- 126/55, 3 -4 =- 2983/2252, 4 -5 =- 4459/3386, 5 -6 =- 2988/2256, 6 -7 =- 125/55, 7 -8 =- 125/55 , 8- 9 = -84/0 BOT CHORD 16- 17=- 27/18, 15- 16=- 2252/2983, 14 -15 =- 3389/4450, 13- 14=- 3409 12 -13 =- 3409/4481, 11 -12 =- 3409/4481, 10- 11=- 2256/2988, 9- 10= -26/17 WEBS 1.16 =- 129/267, 2.16 =- 472/475, 3 -16 =- 3033/2331, 3 -15 =- 344/608, 4 -15 =- 1563/1211, 4 -14= 0/107, 5 -14 =- 23/25, 5 -12 =0/98, 5 -11 =- 1585/1224, 6 -11 =- 338/602, 6 -10 =- 3038/2337, 7 -10 =- 470/472, 8 -10 =- 126/264 NOTES (4) 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =18ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1247 Ib uplift at joint 16 and 1247 Ib uplift at joint 10. 4) This truss designs conforms with Florida Building code 2001, based on parameters indicated. LOAD CASE(S) Standard r� Junaidie Budiman, FL Lic #45161 MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO, 63017 FL Cert.#6634 If s. a rr _._, ._.._y ,.x.n' �,.. _. �..7+. P- __ ".3_,.^ ..a a{'';^a��'s.v.F -.z r'�_v _. "_n. ,�''. I !Job Truss Truss Type Qty Ply WARNING - Ver(fy desi parameters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. 'ANN HUGHES ADDITION Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and h for an Individual building component to be Installed and loaded vertically. Applicability of design parometers and proper incorporation of component b responsibility of building designer • not truss designer. Bracing shown 4 for lateral suppoit of indNidual web members only. Additional temporary bracing 10 insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult CST -88 Qualify Standard, 051 -89 Bracing Specification, and HIB -91 Handling Installing and Bracing 8ocomm.ndation avallabie from Truss Prate Institute, 583 D'Onofrio Drive, Madhon, WI 53719, MiTek Q:0 -2- 3-4 •:0 -2 -12 0 -3-4 IAIWL in (loc) 1 /def L/d (L 0.52 12 -14 >550 360 ert(T ` -0.56 12 -14 >513 180 Horz(TL`l 0.12 10 n/a n/a Job JM -ANN J and M Truss, Opa Loka, FL 1-4-0 1 1-4-0 2x4 MI120 11 3x4 M1120= 2 7 16 2x4 MI120 11 5x12 MI120= Truss FL -1 6 -1 -10 3 4 -9 -10 4 -9 -10 4 -9 -10 4 -9 -10 4 -9 -10 1-4 -0 4x10 M1120= 15 Truss Type FLAT 1-4 -0 6 -1 -10 i 10 -11 -3 1 -0 -0 4 -9 -10 4 - - 10 0-4 -0 Plate Offsets (X,Y1: [3:0- 3- 8,0 -2- 0],[4:0 -2- 12,0 -3- 4],[6:0- 3- 8,0 -2 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LOAD CASE(S) Standard SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 /ANSI95 5x6 M1120 4 Qty 15 3x10 MI120 == 5 Ply 1 14 13 12 3x6MI120= 3x4MI120= 5x8MI120WB= 2x4 MI120 I „/j may` ,, --(C(/ U NOTES (4) 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =18ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1247 Ib uplift at joint 16 and 1247 Ib uplift at joint 10. 4) This truss designs conforms with Florida Building code 2001, based on parameters indicated. ANN HUGHES ADDITION Job Reference (optional) 5.200 s Jan 16 2004 MiTek Industries, Inc. Thu Feb 10 17:41:11 2005 Page 1 10 -11 -3 15 -8 -13 20-6-6 25-4-0 i 26 -8 -0 4x10 MI120 = 6 11 3x6 M1120= 26 -8 -0 20-6-6 25-4-0 i 2-11-0 i 4 -9 -10 4 -9 -10 0-4 -0 1 -0 -0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 "Except` TOP CHORD Sheathed or 2 -8 -13 oc purlins, except end verticals. 4 -8 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3 -7 -0 oc bracing. BOT CHORD 2 X 4 SYP No.1 D WEBS 1 Row at midpt 3 -16, 6 -10 WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 16= 1451/0 -8 -0, 10= 1451/0 -8 -0 Max Uplift 16=- 1247(load case 2), 10 =- 1247(load case 2) FORCES (Ib) Maximum Compression /Maximum Tension TOP CHORD 1 -17= -85/0, 1 -2 =- 126/55, 2 -3 =- 126/55, 3 -4=- 2983/2252, 4 -5= -4459/3386, 5 -6 =- 2988/2256, 6 -7 =- 125/55, 7 -8 =- 125/55 , 8- 9 = -84/0 BOT CHORD 16 -17 =- 27/18, 15- 16=- 2252/2983, 14- 15=- 3389/4450, 13 -14 =- 3409/4481, 12- 13=- 3409/4481 -, 11 -12 =- 3409/4481, 10 -11 =- 2256/2988, 9- 10= -26/17 WEBS 1 -16 =- 129/267, 2 -16 =- 472/475, 3 -16 =- 3033/2331, 3 -15 =- 344/608, 4 -15 =- 1563/1211, 4 -14= 0/107, 5 -14 =- 23/25, 5 -12 =0/98, 5 -11 =- 1585/1224, 6 -11 =- 338/602, 6 -10 =- 3038/2337, 7 -10 =- 470/472, 8 -10 =- 126/264 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. 'this design is based only upon pommeled shown, and 8 tot an Individual buiding component to be Installed and loaded vertically. App80abllity of design parameters and paper Incap tatlon of component Is tesponslb8ty of building designer - not truss designer. Bracing shown is to kateral suppod of Individual web members only. Additional tempaaty bracing to Insure stability during construction 8 the responsibility of the erects. Additional permanent bibcl ng Of the ovetoll structure 8 the tesponslbWty Of the building designer. For general guidance regarding tobrlcation, quality confrol, stotoQe, delivery, erection and bracing, consult QST - 88 Quality Standard, D58 - 89 Bracing Specification, and 1.1IB - 91 Handling Installing and Bracing Recommendation ava8able from Truss Plate Institute, 583 D'Onohlo Drive, Madison, WI 53719. Weight: 136 Ib 2x4 M1120 I I 3x4 M1120 7 8 IJ 10 9 5x12 M1120= 2x4 MI120 11 PLATES GRIP MI120 249/190 Junaidie Budiman, FL Lic #45161 MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO, 63017 FL Cert.#6634 Scale = 1:47.0 Mai MiTek® • Job LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss JM -ANN I L -1 J and M Truss, Opa Loka, FL LUMBER TOP CHORD 2 X 4 SYP No,2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard 6 gx4 M112n 11 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type FLAT REACTIONS (Ib /size) 6 =33 /Mechanical, 5= 265/0 -8 -0 Max Uplift 5=- 572(Ioad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -6= -22/0, 1 -2 =- 85/30, 2- 3=- 85/30, 3- 4 = -64/7 BOT CHORD 5- 6 = -0 /0, 4- 5 = -0/0 WEBS 1 -5 =- 44/129, 2 -5 =- 152/261, 3-5=-521150 2x4 MI120 i 3x4 MI120= 1 - 8 - 0 2 3 - - 1 -8 -0 1 -4 -0 1 -8 -0 1 -8 -0 CSI TC 0.06 BC 0.03 W8 0.08 (Matrix) 1 Qty DEFL in (Ioc) I /deft Ud Vert(LL) -0.00 5 >999 360 Vert(TL) -0.00 5 >999 180 Horz(TL) -0.00 5 n/a n/a BRACING TOP CHORD BOT CHORD Ply ANN HUGHES ADDITION 12 1 FLAT Job Reference (optional) 5.200 s Jan 1g y tiTek Industries, Inc. Thu Feb 10 :41 .412005 Page 1 3 NOTES (5) 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =18ft; TCDL= 5,0psf; BCDL= 5,0psf; Category II; Exp C; enclosed; C -C Exterior(2)', cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 Ib uplift at joint 5. 5) This truss designs conforms with Florida Building code 2001, based on parameters indicated. PLATES GRIP MI120 2491190 Weight: 21 Ib Sheathed or 3 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. WARNING - VerVg design parameters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and 8 for on individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 4 for lateral support of indNldual web members only. Additional temporary bracing to Insure stability during construction 4 the responsibility of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regaring Ha dl Installing and Bracing Racom ton delivery, available from Truss Plate In 583 D'O olflo DHve, Madison, WI537 Bracing Specification, and HIB•91 Scale = 1.10. Junaidie Budiman, FL Lic #45161 MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO. 63017 MiTek® Job JM -ANN J and M Truss, Opa Loka, FL LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LOAD CASE(S) Standard Truss L -1 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 Truss Type FLAT 1 3x4 MI120 = 6 ?yd 11,111911 j l SPACING 2 - - Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (lb/size) 6 =33 /Mechanical, 5= 265/0 -8 -0 Max Uplift 5=- 572(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6= -22/0, 1 -2 =- 85/30, 2 -3 =- 85/30, 3-4=-64/7 BOT CHORD 5- 6 = -0/0, 4- 5 = -0 /0 WEBS 1- 5= -44/129, 2- 5=- 152/261, 3- 5=- 52/150 12 1 FLAT Job Reference (optional) 2)(4 MII20 11 5.200 s Jan 1 Industries, Inc. Thu Feb 10 17:41:47 2005 Page 1 2 1 -8 -0 1-4 -0 1 -8 -0 1 -8 -0 1 -8 -0 CSI TC 0.06 BC 0.03 WB 0.08 (Matrix) 0-4-0 BRACING TOP CHORD BOT CHORD Qty Ply ANN HUGHES ADDITION 3 -0 -0 3 -0 -0 1 -0 -0 3 { 4 2)(4 MII20 11 DEFL in (loc) 1 /dell Lid Vert(LL) -0.00 5 >999 360 Vert(TL) -0.00 5 >999 180 Horz(TL) -0.00 5 n/a n/a NOTES (5) 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =18ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 5. 5) This truss designs conforms with Honda Building code 2001, based on parameters indicated. a WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brdcing of the overall structure is the responsibility of the building designer. fror general guidance regarding fabrication. quality control, storoge, delivery, erection and bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and H18 -91 Handling Installing and Bracing Recommendation avaldble Rom Truss Plate Institute, 583 D'Onoftlo Drive, Madison, WI 53719. PLATES GRIP MI120 249/190 Weight: 21 lb Sheathed or 3 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:10.2 Junaidie Budiman, FL Lic #45161 MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield. MO, 63017 taming MiTek® glib ■•■■•■■■•••■•••.*P A Pa0VED BY 1 DAT 1.0N.N1i ,,ILICTURAL ---- ELEFTRICAL p ■ PLUMBING 1ECHAN 'AL 6 DG. If Ai, 1_ Liu it.,,,,,:_vii'LIAN E ',1 {H ,- r EULRIAL. - i . VI : ) I:DUN il' RULES ANC REG it Al IOS:S i t - 1 I I I 1 i I LL LL 1 t 1 1 1 1 1 1 U- _ U- _ - 11 _ __ -- 1 IL_ - - 1 LL ] 1 I t 1 i I LL 1 _ - \ ------ I 11 - 1 11 - - 11_ i U - _ -- „-4--- u- H— L-1 L-1 I 1 L-1 1 I I I IL ___-- , 5 I 11 - 01' L-1 L-1 L-1 L-1 i 1L1 1 --- -- I L-1 1 1 I 1 I L-1 L-1 '11 I 4 glib ■•■■•■■■•••■•••.*P A Pa0VED BY 1 DAT 1.0N.N1i ,,ILICTURAL ---- ELEFTRICAL p ■ PLUMBING 1ECHAN 'AL 6 DG. If Ai, 1_ Liu it.,,,,,:_vii'LIAN E ',1 {H ,- r EULRIAL. - i . VI : ) I:DUN il' RULES ANC REG it Al IOS:S i glib ■•■■•■■■•••■•••.*P A Pa0VED BY 1 DAT 1.0N.N1i ,,ILICTURAL ---- ELEFTRICAL p PLUMBING 1ECHAN 'AL 6 DG. If Ai, 1_ Liu it.,,,,,:_vii'LIAN E ',1 {H ,- r EULRIAL. - i . VI : ) I:DUN il' RULES ANC REG it Al IOS:S 8"X12" CONC. TIE BEAM HURRICANE STRAP (BY ISUILDER) TYPICAL OVEN/ 5EARING DET. ENC1INEERED TRUSSES 30'-e TRUSS - OUT 1,61,SCR441%1 SCALE : 1/4" r. V-0" : 7 SOS V.LLAGE 4 Lu a1 9‘ 3 0 4 2 (0 0 11 0 0 CLIENT MRS_ ANN i-iUGHES DESIGNED BY: PAUL PUNA CHILD : SHEET T-1 O pii la I- 111 Pi 4 f- tu IY fit 0 i IL rt 2 la 22 4 W ■ [ ACAD DWG fil4HES DATE C1-31-05 DATE 01-31-05 SIGN & SEAL PROJ NO. 05-131 OF �. { {_ ,....a_.... ♦ ( .:t qr'. a.AS1':/'i.lb ci 5' we. JY.. ..12C .ki 11 #: t 1,1)3.40 N41:414 1- 'it.,Ae ! 2f'4r 1 t ti - r.9vmc fi .41/2 \\/c s � " ia6ve 014t)s K t It 5"A 1414 - . .. r r ■■■• t-laNt fiG.:1laIA ....A.? CrS szrsnm P1; bti}1 T p r2— 'A 614) 1N ,`s )4L t V_CEIs r > ),) -T N g.. !?; • rz- 0 0 `.VA L 1.1.\• Ait1 : Z :1 NS*.v i r11;614 C ' t Ur 5? 3 V /}� sit: Tit +L :TuAY —.r.. ec)Ar x) BA]'r. 'a`,V - ro . ANT' C.: 5 �1 vo.s .tc; 1 )IL - 1 -U? tai C�lttY1��(. ll a 5611 R.1-1 Y15%.9? elc( DESIGN BY OAAWN BY APP V O, BY v`4tt gt :51 1\ .Ati F lath ,t; Cz/ • \'t _cue 0 /A1i ANL) /Aa$. 5 L1 tiV3145, re . • it 123,x' w SELIICE Or SURVEY Lot , YIAMI SECR S ' BAY VIEW, according to the plat thereof recorded. In Plat Book 4o, at ' Page 16, of the Public Records of Dade ;County, F1or da. WE_REREBY CERTIFY: That : thew attached • "SKETCE,OF SURVEY" of the : above described property la true and correct to the best of our knowledge and belief as recently surveyed and ;platted under our direction; also that there are no encroachments other than theae r o» d :Dore Registered Engineer #133 Registered Surveyor #55 sTATE of FLORIDA FLOOD PROGRAM LEGEND THE FOLLOWING DATA IS OBrI'AINED FROM A CERIFIED SURVEY PREPARED BY BLANCO DANIEL PLS'5924 ELEVATION LOWEST FLOOR GARAGE ADJACENT GRADE PROPOSED 6.90' LEGAL DESCRIPTION LOTS 4 AND 5 MIAMI SHORES BAYVIEW ACCORDI \G TO THE PLAT THEREOF, AS RECORDED I\ PLAT 300 40, AT PAGE 16 OF THE PU3UC RECORDS OF VIAVI DADE COU \TY, FLORIDA. NOTES: ALL ELECTRICAL, CFtANICN. AND PLUI,IBND OLL BE PLACED AT OR ABOVE THE BASE FLOOD ELEVATION(BFE). 2 ALL AREAS eaoW BfE SHALL BE PROVIDED \ 1H A � NM 4 OF T\yo(T) �43S HAN NO A TOTAL of No LESS THAN ctiE SQUARE NCH OF OPENNO FOR EVERY SQUARE FOOT of ENCLOSED AREA SUBJECT TO FLOODING. 11E BOTTOM OF THE CPENNQ AILL BE NO HIGHER THAN ONE (1) FOOT ABOVE GRADE OPENING `M-L BE EQUIPPED WTH SCREENS OR LOUVERS. FLOOD RESISTANT VA1tRtALS *ILL BE USED BOLO'S Bft. 3 ME SITE yNIJ. BE GRADED N A 1,1ANNER TO PREVENT 1HE FLOODING OF ADJAOE?1T PROPERTIES. INTERCEPTORS VOLES IOU. BE CONSTRUCTED ON– s11E'4ITH NO Ii CROO-EiIEi T OVER ADJACENT PROPERTIES. N/A 5.80 C C POS. NEG + 42.0 PSF -46.0 PSF 18' -0" NM NU liii MI MN iii INN MN 1 55 55' EXISTING FLAT ROOF 5,200 SF F.F ELE.7.74 1360' � CBS U"I'I LI"IT CONCP,EI'E 23 75' 1 PPS. ... NEG + 42.0 PSF -46.0 PSF 18' -O" NEW EAST ELEVATION SCALE: " =1' -O" 12' : N.E. 94TH STREET CROWN OF ROAD 5.09' t SITE PLAN 41 15' .•' BHA.T • 150.00' 150.00' SCALE: 1"=20' SCALE: i " =1' -0" EXIS 'ITI?G GLASS N 15' PARKING NEW SOUTH ELEVATION i /O ; PROPOSED • WOOD DECK GARAGE 1 ,,.• . PROPOSED j 750 SF , �.� ..� F.F ELE. 6.40P /�/ : •. M ,. .. ^ . � .�. �� - /e /j/ / 4 EXISTIN PROPOSED ASPHALT. FLAT OCARPORT ;; ROOF yCONVERTED•. • . . •' SIN - ' 32 9 1495' / / / / / / / % 24 3 % % / /� / % / / GARAGE % / //r^ • • : • i . • 4 • • EXISTING ASPHALT 10' Jr8 DROP .Q D N t- - - - -t- T r • -1- 4 SIDE ff5 TOP !f5 //J V VARI I»L_ 3011. SINGLE FAMILY & DUPLEX ZONING: - ZO\NC LEG - \D. HEIGHT ( TO RIDGE OF ROOF ) SETBACKS: FRONT 1/4" slope per ft 25' -0" 37' -0" SIDE 10' -0" 15-0" REAR 12' -0" SITE TO BE FILLED TO COUNTY FLOOD CRITERIA ELEVATION N.G.V.D. OR AN ELEVATION NO LESS THAN THE HIGHEST APPROVED CROWN ELEVATION OF THE ROAD ABUTTING THE PROPERTY. AREA ADJACENT TO LAKE OR CANAL TO BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER INTO LAKE OR CANAL. LOT WILL BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER ONTO ADJACENT PROPERTY. APPLICANT WILL PROVIDE CERTIFICATION PRIOR TO FINAL INSPECTION. CO POS. NEG POS NEG POS. NEG + 45.68 PSF -49.62 PSF + 45.68 PSF-49.62 PSF + 45.68 PSF -49.62 PSF REVISIONS BY ' =1 . DRAWN KERRY CHECKED C.C.M. DATE MARCH,28 SCALE SHOWN SHEET A A FLOOD PROGRAM LEGEND THE FOLLOWING DATA IS OBrI'AINED FROM A CERIFIED SURVEY PREPARED BY BLANCO DANIEL PLS'5924 ELEVATION LOWEST FLOOR GARAGE ADJACENT GRADE PROPOSED 6.90' LEGAL DESCRIPTION LOTS 4 AND 5 MIAMI SHORES BAYVIEW ACCORDI \G TO THE PLAT THEREOF, AS RECORDED I\ PLAT 300 40, AT PAGE 16 OF THE PU3UC RECORDS OF VIAVI DADE COU \TY, FLORIDA. NOTES: ALL ELECTRICAL, CFtANICN. AND PLUI,IBND OLL BE PLACED AT OR ABOVE THE BASE FLOOD ELEVATION(BFE). 2 ALL AREAS eaoW BfE SHALL BE PROVIDED \ 1H A � NM 4 OF T\yo(T) �43S HAN NO A TOTAL of No LESS THAN ctiE SQUARE NCH OF OPENNO FOR EVERY SQUARE FOOT of ENCLOSED AREA SUBJECT TO FLOODING. 11E BOTTOM OF THE CPENNQ AILL BE NO HIGHER THAN ONE (1) FOOT ABOVE GRADE OPENING `M-L BE EQUIPPED WTH SCREENS OR LOUVERS. FLOOD RESISTANT VA1tRtALS *ILL BE USED BOLO'S Bft. 3 ME SITE yNIJ. BE GRADED N A 1,1ANNER TO PREVENT 1HE FLOODING OF ADJAOE?1T PROPERTIES. INTERCEPTORS VOLES IOU. BE CONSTRUCTED ON– s11E'4ITH NO Ii CROO-EiIEi T OVER ADJACENT PROPERTIES. N/A 5.80 C C POS. NEG + 42.0 PSF -46.0 PSF 18' -0" NM NU liii MI MN iii INN MN 1 55 55' EXISTING FLAT ROOF 5,200 SF F.F ELE.7.74 1360' � CBS U"I'I LI"IT CONCP,EI'E 23 75' 1 PPS. ... NEG + 42.0 PSF -46.0 PSF 18' -O" NEW EAST ELEVATION SCALE: " =1' -O" 12' : N.E. 94TH STREET CROWN OF ROAD 5.09' t SITE PLAN 41 15' .•' BHA.T • 150.00' 150.00' SCALE: 1"=20' SCALE: i " =1' -0" EXIS 'ITI?G GLASS N 15' PARKING NEW SOUTH ELEVATION i /O ; PROPOSED • WOOD DECK GARAGE 1 ,,.• . PROPOSED j 750 SF , �.� ..� F.F ELE. 6.40P /�/ : •. M ,. .. ^ . � .�. �� - /e /j/ / 4 EXISTIN PROPOSED ASPHALT. FLAT OCARPORT ;; ROOF yCONVERTED•. • . . •' SIN - ' 32 9 1495' / / / / / / / % 24 3 % % / /� / % / / GARAGE % / //r^ • • : • i . • 4 • • EXISTING ASPHALT 10' Jr8 DROP .Q D N t- - - - -t- T r • -1- 4 SIDE ff5 TOP !f5 //J V VARI I»L_ 3011. SINGLE FAMILY & DUPLEX ZONING: - ZO\NC LEG - \D. HEIGHT ( TO RIDGE OF ROOF ) SETBACKS: FRONT 1/4" slope per ft 25' -0" 37' -0" SIDE 10' -0" 15-0" REAR 12' -0" SITE TO BE FILLED TO COUNTY FLOOD CRITERIA ELEVATION N.G.V.D. OR AN ELEVATION NO LESS THAN THE HIGHEST APPROVED CROWN ELEVATION OF THE ROAD ABUTTING THE PROPERTY. AREA ADJACENT TO LAKE OR CANAL TO BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER INTO LAKE OR CANAL. LOT WILL BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER ONTO ADJACENT PROPERTY. APPLICANT WILL PROVIDE CERTIFICATION PRIOR TO FINAL INSPECTION. CO POS. NEG POS NEG POS. NEG + 45.68 PSF -49.62 PSF + 45.68 PSF-49.62 PSF + 45.68 PSF -49.62 PSF W\DOW SCI II- 91__1-.. TYPE WIND PRESSURE POS. VARK SIZE TYPE N ATE�IAL WI \D PRESSURE REV ARKS. POS. NEC 2 A METAL 37 "X50" SINGLE HUNG ALUM. +45.68 PSF 49.62 PSF BOTTOM TB -1 8 "x12" 2 - #5 2 - #5 * * 4 - #3 @ 12" @ CORNER BALANCE @ 48" O.0 TB -2 8 "x16" 2 - #5 2 - #6 #3 @ 8" 1f CHECKED C.C.M. DATE MARCH,28 SCALE SHOWN SHEET i ) i ■ DOOR S TYPE WIND PRESSURE POS. MARK SIZE MATERIAL 1 3 -0" X 6' -8" METAL SOLID CORE + 46.5 PS- -50.4 PSF 2 8' -0 "x18' -0" METAL GARAGE + 42.0 . PS TIES / SPACING -46.0 PSF TOP BOTTOM TB -1 8 "x12" 2 - #5 2 - #5 * * 4 - #3 @ 12" @ CORNER BALANCE @ 48" O.0 TB -2 8 "x16" 2 - #5 2 - #6 #3 @ 8" 1f CHECKED C.C.M. DATE MARCH,28 SCALE SHOWN SHEET i ) i ■ BY AV SC r rEVISIONS BI I- -- D LE- Michael U. 4 Li P.E. PROFESSIONAL ENGINEER #59245 r TUT MARK SIZE REINFORCEMENT TIES / SPACING REMARKS TOP BOTTOM TB -1 8 "x12" 2 - #5 2 - #5 * * 4 - #3 @ 12" @ CORNER BALANCE @ 48" O.0 TB -2 8 "x16" 2 - #5 2 - #6 #3 @ 8" 1f BY r rEVISIONS Michael U. 4 Li P.E. PROFESSIONAL ENGINEER #59245 r TUT 1 DESIGNER, KERRY TURNER 2032 S.W. 104 AVE MIRAMAR FL 3 $ A V IIl . • • • • • F . , • • S -.5 • • •• DRAWN KERRY CHECKED C.C.M. DATE MARCH,28 SCALE SHOWN SHEET i ) i ■ EXISTING POOL POURED CONC. E3EAV1 OR PRE- AST LI \TEL (TYP.) � x4 P.T. I SUCK W/ LG. APCOf�CS OR 4" E.E. & 12 C. THOU -OUT TYP.) SOLID FILLED C.V.U. OR CONC. COLUVI\ EA. SIDE QF WINDOW OPENING (TYP.) POUR =D CO \C. SILL CTYP.) EXISTING PL ANTING EXIS'T'ING SCREEN TERRACE PROPOSED FLOOR PLAN SCALE: " =1' -0" EXISTING PLANTING ■ i c ,h 4' -0" t INN II■ • E" ) A ETAL DOOR W/ UTO CLOSURE SCRF VENT WITH IN 7 OF FIN FLOOR GARAGE 0 O A CI 9' -8" 00 24' -4" 8 "X16" O.H. BEAM W/2 — #7 BOT. & 2 —#5 TOP & #3 STERUPS i 3" OC ® BEGINING THEN 5"0C THROUGHOUT. DO NOT OPERATE ENGINE WITFI DOOR CLOSED CARBONMONOXIDE CAN BE LE'I'HIAL PROPOSED PROPOSED GARAGE DOOR SHALL BE SUPPLIED W /VENTILATION 2 "x8" P.T. SOUTHERN PINE No.2 1)EDIUI1 GRADE 19% M.C. ATTACHED TO WALL W/ RED HEAD EXP. BOLT 1/2" DIA.x 4 1/2" LONG ® 18" O.C. '#/ NUT AND OVERSIZED WASHER (1 1/4" DIA.) 8 "X16" O.H. SEAM W/2 — #7 GOT. & 2 —#5 TOP & #3 STERUPS ® 3" OC 0 BEGINING THEN 5"OC THROUGHOUT, PROPOSED CARPORT CONVERTED INTO GARAGE 2 "x8" P.T. SOUITHERN PINE No.2 MEDIUM GRADE 19% M.C. ATTACHED TO WALL W/ RED HEAD EXP. BOLT 1/2" DIA.x 4 1/2" LONG 0 18" 0.C. 1,/ NUT AND OVERSIZED WASHER (1 1/4" DIA.) IN 7� OF VENT FLOOR i . U l ■ r :I A 0 (i) A 4 - A 1 V - . a o . Nc SLAB; l � . • - •I • •• .�, t ':. -• • .a S • • a •} , TH SCRV VENT WITH IN 7 OF FIN FLOOR W a) • 1 7 • 4 CONIC SLAB-` • • < . t. w. • 1 • 4 , -0 ", • • 2 • 0 Io V �!v \DOW / DOOR ATTACH PROVIDE 1/4" DIAMETER X 1 1/2" LONG TAPCON INTO DOOR AND WINDOW BUCK AND HEAD AT 16" O.C. TYPICAL AS PER S.F.B,C, LATEST EDITION. INSTALL 1" X 3" P.T. WOOD BUCK AT WINDOWS INSTALL 1" X 4" P.T WOOD BUCK AT DOORS. FOOTING & COLA 1 # 5 VERTICAL IN BLOCK CELL FILLED W/ CONCRETE AS SHOWN. 8 "X12" CONCRETE COLUMN W/ 4 # 5 VERTICAL & # 3 TIES ® 12" O,C. MAX. 10" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL W/2 # 5 X 5' -0" CORNER BARS AT EACH CORNER TYP, 8 "X8" CONCRETE STARTER COLUMN W/ 2 #5 VERTICAL AS SHOWN ON PLANS. REFERENCE NOT USED 6 4" CONCRETE SLAB W/ 6X6 10/10 W W.M. OVER VAPOUR / BARRIER & CLEAN, WELL COMPACTED FILL. 8 "X 8" CONCRETE COLUMN W/2 #5 VERTICAL AT EACH SIDE OF OPENINGS 6' -0" OR MORE WIDE. SOIL STATEN ENT N SCHEDULE. V1- \T ON SITE OBSERVATION INDICATES A SOIL CONDITION OF UNDISTURBED ROCK& SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND BREAKING, A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED SHALL BE SUBMITTED. _FIR IMPACT FI 1!l I ) OCT 25 MIAMI.OADE 0 Y APPROVED__ \OTI - : POURED CONC. BEAU OR PRE- CAST LINTEL (TYP.) 2x4 P.T. BUCK W/ N x 31" LG. TAPCONCS OR EQUIV. 1)„ © 4" E.E. & 12" O.C. THRU -OUT (TYP.) SOLID FILLED C.V.U. OR CONC. COLU'VN EA. SIDE OF WINDOW OPENING (TYP.) POURED CONC. FLR. (TYP.) DRAWN KERRY CHECKED C.C.M. MARCH,28 SCALE SHOWN EXISTING POOL AND OPEN AREA. 16" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL &1 - #5 ©10" OC TRANSVERSAL BAR SOIL STATEN ON SITE OBSERVATION INDICATES A SOIL CONDITION OF UNDISTURBED ROCK& SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND BREAKING, A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED SHALL BE SUBMITTED. EXISTING CARPORT FAT84DSg1 NAILS METAL DRIP. _- 1"X3" P.T. WD STRIP. WOOD FACiA TO MATCH EXISTING. SOFFIT 014'X23' SCgEEN VENT 9 8' -0 0.C. MATCH EXISTING STRUCTURAL NOTES CODES AND STANDARDS Wind loads as per Florida Building Code, 2001 Edition. The project was designed in accordance with the building code requirements for reinforced concrete (ACI 318 /Latest Edition) (American Institute of Steel Construction) AISC ASD /Latest Edition. Building Code Requirements and Specifications for Masonry structures (ACI 530 -92 /ASCE 5 -92 /TMS 402 - 92). Building Code Requirements and National Design Specifications for Wood Construction (ANSI /NFoPA NDS- 1991). SECTION AND DETAILS All details, sections and notes shown on the drawings are intended to be typical and shall apply to similar situations elsewhere unless otherwise noted. FOUNDATION Bottom of footings to bear on soil capable of safely supporting 2,000 psf. CONCRETE TIMBER 1/4" slope per ft 7 , 16" • 3' -0' TO 8' -0" WIDE R -5 INSUL 4" PT. WD. BASE EXIST 1 LAYER OF 28 LBS BASE SHEET TAGGED 6" EVERY FOOT 1 LAYER OF TORCHED GRADE MOTiF1ED i t Concrete shall be ready mix and have a minimum compressive strength of 2500 PSI for footings and slabs on grade and 3000 PSI for beams, columns at 28 days. All concrete work shall comply With the requirements of the ACI Building Code (ACI 318 /Latest Edition), the ACI Detailing Manual (ACI 315 /Latest Edition), and the specifications for structural concrete for buildings (ACI 301 /Latest Edition). Concrete cover for reinforcing steel shall be as required by the latest ACI specifications. Welded wire fabric shall comply with ASTM A -185, unless otherwise specified. Place fabric 2" clear from top of the slab in slab on grade Lap all WWF a minimum of 6 inches unless otherwise noted. All reinforcing steel shall be manufactured from high strength billet steel conforming to ASTM Designation A -615 Grade 60. Lap all bars minimum 48 diameters unless otherwise noted on drawings. All hooks shown in reinforcement shall be ACI recommended hooks unless otherwise noted. Structural timber to be Douglas Fir or SP #2 (minimum) stress grade lumber or approved equal. The minimum allowance properties are as follows: Fb = 1,150 PSI Fv = 90 PSI E = 1,600,000 PSI and pressure treated for use against concrete and masonry. All timber and timber construction shall comply with specifications and codes as specified below: American Institute of Timber Construction, Timber Construction Manual; National Forest Products Association, National Design Specification for Wood Construction; American Plywood Association, Plywood Design Specification; American Wood Preservers Association Standards; National Lumber Manufacturers Association, National Design Specification for Stress Grade Lumber and Its Fastenings. All timber connections are to be made using prefabricated connectors. Toe nailing will not be permitted. Submit manufacturer's date for approval. Fasteners to be as manufactured by Hughes, Simpson or Semco. EXISRTING 2 "X8" JOIST ® 16 "0C NEW 9" BAT INSULATION R30 MIN. NEW 1. LAYER 5/8" TYPE 'X' GYPSUM MALL BOARD. NEW 1 "X3 WO. FIRE STOP. NEW 8X12' CONCRETE TIE BEA W/415 CONT. #3 STIRUPS A 12 O.C. & 5 LEGS BENT EACH WAY 0 CORNERS. REMOVE EXIST WOOD BEAM - #5 VERT IN GROUTED CELL ON EACH SIDE OF OPENINGS cc 1/2' STUCCO ON 8" CONC. BLOCKWALL W/ No. 9 TRUSS TYPE HORIZ JOINT REINF. 0 16" 0.0. VERT. 4" CONC. SLAB W/ 8'x8" - 10/10 WWM OVER .008 MIL VISQUEEN OVER CLEAN, WELL COMPACTED FILL COMPACETD TO 959E DRY DENSITY AS PER RPOCTOR TEST. 16" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL •;..:: + '�: &1 — #5 @10" OC TRANSVERSAL BAR WOOD TRUSSES STRUCTURAL STEEL MASONRY METAL FLASHING R -5 INSUL 4" PT. WD. BASE 114 MN I • 11 II 'II -i �- eru�� C = 11 * 11= 1ImI1=If. = If�:11 =1i 11 =1: :err ' ;..1 I • v + 4 • k le k TYP. WALL SECTION. Wood roof trusses are to be designed for the wood fabricator by a professional specialty engineer registered in the State of Florida. Truss fabricator to provide pre— fabricated hangers as required. Design, fabrication, and installation of Wood trusses and sheet metal connectors shall be in accordance with the following standards. Design specifications for metal plate connected Wood trusses (roof)(TPI 85); Design specifications for metal plate connected parallel chord roof trusses (floor)(PCT 80); Bracing Wood trusses: Commentary and Recommendations (BWT 76); Handling and erecting wood trusses: Commentary and Recommendations (HET 80). All structural steel shall be fabricated and erected in accordance with the latest AISC code. Structural steel shall conform to ASTM Specification A36. All steel tubing shall conform to ASTM Specification A -500 Grade B (FY= 46KSI). All steel to have a shop coat of rust inhibitive paint. All shop and field welding shall be performed by Welders qualified, as described in "American Welding Society's Standard Qualification Procedure" (ASW D1.1), to perform the type of work required. All steel welding rods shall be E70XX electrodes. This project is designed as engineered unit masonry. FBC 2705.2 (a) structural design shall be in accordance With ACI 530 -95 /ASCE 5 -95 /TMS 402 -95, building code requirements for masonry structures and the commentary on building code requirements for masonry structures. FBC 2705.2(b) to satisfy this sub — section all. Masonry units shall be ASTM C - Type II with minimum compressive strength of 1500 psi on net area of individual units. All CMU shall be laid in a full bed of mortar in running bond U.O.N. All reinforcing steel shall be manufactured from high strength billet steel conforming to ASTM Designation A - 615 Grade 60. All mortar shall be Type S in accordance with ASTM Specification C - 270 with a minimum compressive strength of 1800 PSI at 28 days. No testing for mortar strength is required for this project. Grout shall be a high slump mix (8 " -11 ") in accordance with ASTM Specification C -476 having a minimum compressive strength of 2000 PSI. No testing for grout strength is required for this project. Provide 9 gauge horizontal joint reinforcement (ladder type only) at every second course for all exterior walls. All concrete masonry bearing and shear Walls must be inspected by a qualified engineer just prior pouring of the foundation, 1st and 2nd floor tiebeam. Construction shall be in accordance with the "Specification for the Design and Construction of Load Bearing Concrete Masonry" published by National Concrete Masonry Association. \7 NEW 1. LAVER 5/8" TYPE 'X' GYPSUM 'ALL BOARD. NEW 1 "X3 WD. FIRE STOP. NEW 8'X12" CONCRETE TIE BEAM N #5 CONT. #3 STIRUPS 0 12 O.C. & 5 LEGS BENT EACH WAY 0 CORNERS. REMOVE EXIST WOOD BEAM - #5 VERT IN GROUTED CELL ON EACH SIDE OF OPENINGS 3' -0" TO 8' -0" WIDE 1/2' STUCCO ON 8" CONC. BLOCKWALL W/ No. 9 TRUSS TYPE HORIZ. JOINT REINF. 9 16" O.C. VERT. 4' CONC. SLAB W/ 6'x8" - 10/10 WM1 OVER .008 MIL VISQUEEN OVER CLEAN, WELL COMPACTED FILL COMPACETD TO 95% DRY DENSITY AS PER RPOCTOR TEST. A-A EXIST 1 LAYER OF 28 LBS BASE SHEET TAGGED 6" EVERY FOOT Z .-- 1 LAYER OF TORCHED GRADE MOTIFIED 16" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL • &1 — #5 ®10" OC TRANSVERSAL BAR 1/4" slope per ft 1- #5 VERT IN GROUTED CELL ON EACH SIDE OF OPENINGS 3' -0" TO 8' -0' WIDE 1/2" STUCCO ON 8" CONC. BLOCKWALL W/ No. 9 TRUSS TYPE HORIZ JOINT REINF. ® 16" O.C. VERT. 16" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL -1 &1 — #5 X10 OC TRANSVERSAL BAR 4" CONC. SLAB W/ 8'x8" - 10/10 Wyy 1 OVER .008 MIL VISQUEEN OVER CLEAN, WELL COMPACTED FiLL COMPACETD TO 95% DRY DENSITY AS PER RPOCTOR TEST. FOUNDATION PLAN SCALE: " =1' -0" R -5 INSUL 4" PT. WD. BASE P • , d 16" �- TO MATCH IA EXISTING. 12" I SOFFIT ` • 4'X23" SC�2EEN NT 9 8' -0 O.C. NNa�,yy SSA�MM p MATCH EXISTING FASTENED E NAILS METAL DRIP. 1'X3" P.T. WD STRIP. 1 GE \ -RAL \OTES. 1. CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS, UTILITY LOCATIONS & BUILDING DIMENSIONS & SHALL RESOLVE ANY DISCREPANCIES WITH THE ARCHITECT /ENGINEER PRIOR TO COMMENCING WORK 2. CONTRACTOR SHALL APPROVE ALL SHOP DRAWINGS PRIOR TO SUBMITAL FOR ARCHITECTS /ENGINEERS APPROVAL. 3. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC 2001 4. ALL EXTERIOR DOORS & WINDOWS SHALL COMPLY WITH FBC 2001 5. FIXED GLASS & /OR OPERABLE WINDOWS WITHIN 24" OFF FINISH FLOOR SHALL BE SAFETY GLASS. 6. ALL SLIDING GLASS DOORS & WINDOWS SHALL BE FABRICATED BY A METRO DADE COUNTY APPROVED SERIES MANUFACTURER 7. SLAB ON FILL: FILL & BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE, AS DETERMINED BY THE PROCTOR TEST. COMPACTED LAYERS NOT TO EXCEED 6" 8. REINFORCING STEEL: ASTM A -305, A -615, GR60. 9. CONCRETE SHALL ACHEIVE 3000 P.S.I. IJN 28 DAYS. 10.IF EXISTING SEPTIC TANK HAS TO BE ABBANDONED FOR ANY REASON, IT SHALL BE COMPLETELY PUMPED OUT, HOLES KNOCKED OUT IN THE BOTTOM & FILLED WITH SAND OR OTHER APPROVED 25' -8" 24 ' 8" J I. 00 • A -3 • , • • • • • •• • •• ROOF WIND LOAD CALCULATIONS (AS PER ;I /ASCE 7 -98 & FLORIDA BUILDING CODE 2001) DESIGN CRITERIA : TYPE OF STRUCTURE : ENCLOSED TYPE OF ROOF : FLAT BLT —UP HT. TO IOTT. OF SOFFIT : 0 -15' BLDG CATEGORY : "I" EXPOSURE CATEGORY : "C" GUST RESPONSE FACTOR, DESIGN DEL. PRESSURE : )256 x KzxKtz x Kd x x I psf WHERE z =.85, I = 1.00, V = 150MPH; Kd =0.85; Kzt =1.00 )256 x 0.85 x 0.85x1.00x(150 ) = 41.62 psf PRESSURE & FORCE COEFF. , GCp & GCpi GCp (COMPONENT AREA — RAFTER) ZONE 1 = —0.80 GCp (OVERHANGS = —2.2 (ASCE 6.7.2.1) GCpi = :0.18 GCp (COMPONENT AREA — RAFTER) ZONE II = —1.40 GCp RHANGS = —2.2 (ASCE 6.7.2.1) FACTORED WIND LOADS: q(GCp + GCpi) = 41.62(1.40 + 0.18) = 65.76 PSF ZONE II q(GCp + GCpi) = 41.62(0.80 + 0.18) = 40.79 PSF ZONE q o'er hang = q(GCp + GCpi) = 41.62(2.20 + 0.18) = 99.06 PSF OVERHANG ACTUAL ROOF DEAD LOAD: ROOF 1ST = 2.0 PSF SHEATHING = 2.0 PSF ROOF DISH = 3.5 PSF FINISH = 2.5 PSF TOTAL /L = 10 PSF NET IFT LOAD : q ROOF —DL = 65.76 -10 = 55.76 q ROOF —DL = 40.79 -10 = 30.79 PSF ZONE I ng = q ROOF —DL = 99.06 -10 = 89.06 PSF OVERHANG 39.5PSF TOTAL GRAVITY LOADS, "G" = q ROOF + DL = 35 + 10 = 45PSF UPLIFT AND REACTION CALCULATION: TRUSSES GIRDER TRUSS " S =1' -0" 9.5X39'X2' =550# 2 IX39'X2' =1830# 2 22 EXISTING FLAT ROOF 5,200SF X 15% =780 SF PROPOSED ADDITION 750 SF ;ISTING STUCCO NISH, 8' X 3/4' RAISED SMOOTH STUCCO FIN. ACCENT BAND TYP. CONT, 1/2 ROUND DRIP. CONT, SEALANT AND BACKER ROD. GLASS & ALUM. FRAMED WINDOW UNIT. Min D /L =10 PSF L= 33' -0 "; S =1' -0" U — 39.5X33'X2' =1780# 2 R = 45X33'X2' =2980# HEAD PSF ZONE II 2x6 P.T. BUCK VAX, SPACING FROM TOP AND BOTTOM EXISTING 8' X 12' CONC, TIE BM. DOOR CUP CONNECTION SEE PRODUCT APPROVED FETAL GARAGE DOOR APPROVAL. RECESS SLAB MIN, 1" FOR GARAGE DOOR SPACING BETWEEN BOLTS GYPSUM BOARD FIN. INSULATION (TYP.) P.T. 1' X WOOD NAILERS AND FURRING STRIPS 3/16' ❑ X 5' LONG (MIN.) 'TAPCON' CONC SCREWS @ 12' O,C, STAGGERED AND COUNTERSUNK INTO P.T. WD. 2' X 4' BUCK SET W/. LIQUID NAIL @ HEAD AND SILL. CONT, SEALANT AND BACKER ROD, 1 /2 "DIA. x 4 1/2" RED HEAD EXP, BOLTS 18 "o.c. NOT MORE THAN 6" FROM TOP OR BOTTOM EXISTING 218' 4 16' ol, SCREEN PATIO Net Uplift =550Ib Reaction = 1830Ib SIMPSON— HETA16 11 -10d Nails DOUG —FIR LARCH OR SO. PINE %// • ce/ /1 / / / / rl 24' OC CONCRETE COLU SCALE: N.T.S. II 11 I I I I I I I I Ili I I I I I I I II 11 Ii I I 11 II 11 I I I II V EXISTING 218' 4 16' OC 3/16' ❑ X 5' LONG (MIN.) 'TAPCON' CLING SCREWS @ 12' ❑,C. STAGGERED AND COUNTERSUNK INTO P.T. WD. 2' X 4' BUCK SET W/. LIQUID NAIL @ HEAD AND SILL. CONT. SEALANT AND BACKER ROD. 8' X 3/4' RAISE SMOOTH STUCCO FIN. ACCENT BAND TYP. 8' X 8' CONC. CAP. EXISTING STUCCO FINISH. VARIES SEE f OOR PLAN N & JAMB DETAILS AT GARAGE 11 I I I I 11 I I I1 I I I II I I I I 111 II I I 1 —#6 REINFORCEMENT BAR TIE COLUMN AT ALL CORNERS (TYPICAL). SEE FOUNDA1101s1 PLAN AND COLUMN SCHEDULE OR UNLESS NOTED OTHERWISE ON FND PLAN. EXISTING 2'X8' 16 OC SCALE: " =1' -0" 1 I 1 1 I I 1 1 1 1 I I 1 I I I I II I 11 I I 11 11 1 III HI 1 1 11 III 11 11 III .. I 2'x6' P.T. SOUTHERN PINE No.2 MEDIUV GRADE 19% M,C. ATTACHED TO WALL W/ RED HEAD EXP. BOLT 1/2" DIA.x 4 1/2" LONG 0 18" O.C. W/ NUT AND OVERSIZED WASHER (1 1/4" DIA.) 5/8" TEXTURED STUCCO FINISH EXIST 2'X8' 3 16' or I I I I I I I I II I I 0 ROOF FRAMING PLAN 4:/12 PITCH EXISTING 2'X8' ©16' GLASS & ALUM. FRAMED WINDOW UNIT. CONT, CAULKING AND BACKER ROD. CONT. MUD SET MARBLE SILL. P.T. 1' X WOOD NAILERS AND FURRING STRIPS EXISTING 8' CMU WALL WITH 8' X 12' C❑NC, TIE BM. P.T. 1' X WOOD NAILERS AND FURRING STRIPS GYPSUM BOARD FIN. INSULATION (TYP.) 3/16' ❑ X 5' LONG (MIN,) 'TAPCON' CONC SCREWS @ 12' ❑.C. STAGGERED AND COUNTERSUNK INTO P.T. WD. 2' X 4' BUCK SET W/, LIQUID NAIL @ HEAD AND SILL. 8' X 3/4' RAISE SMOOTH STUCCO FIN. ACCENT BAND TYP. EXISTING STUCCO FINISH. Hi 111 25' — a III EXISTING ' II GIRDERS -2 TOGETHER "X8" 1 EiOLTEO III w� " LON 11 THRU Il BOLTS 111 III I I I U H1 In III au HI H1 I I Hi I I m I I I I I I 8" JAMB Net Uplift =550Ib Reaction = 18301b SIMPSON —HETA16 11 -10d Nails DOUG —FIR LARCH OR SO. PINE EXISTING 2'X8' JOIST ©16' OC TO REMAIN I A AI Net Uplift =5501b Reaction = 1830Ib SIMPSON— HETA16 11 -10d Nails DOUG —FIR LARCH OR SO. PINE CONT, SEALANT AND BACKER R ❑D, NEW 8' x 8' (MIN,)CONC, FILLED BLOCK CELL W/ 1 - #5 VERT. GLASS & ALUM. FRAMED WINDOW UNIT. CONT, SEALANT AND BACKER ROD. DRAWN KERRY CHECKED C.C.M. DATE MARCH 28 SCALE SHOWN SHEET A 4 , , ROOF WIND LOAD CALCULATIONS (AS PER ;I /ASCE 7 -98 & FLORIDA BUILDING CODE 2001) DESIGN CRITERIA : TYPE OF STRUCTURE : ENCLOSED TYPE OF ROOF : FLAT BLT —UP HT. TO IOTT. OF SOFFIT : 0 -15' BLDG CATEGORY : "I" EXPOSURE CATEGORY : "C" GUST RESPONSE FACTOR, DESIGN DEL. PRESSURE : )256 x KzxKtz x Kd x x I psf WHERE z =.85, I = 1.00, V = 150MPH; Kd =0.85; Kzt =1.00 )256 x 0.85 x 0.85x1.00x(150 ) = 41.62 psf PRESSURE & FORCE COEFF. , GCp & GCpi GCp (COMPONENT AREA — RAFTER) ZONE 1 = —0.80 GCp (OVERHANGS = —2.2 (ASCE 6.7.2.1) GCpi = :0.18 GCp (COMPONENT AREA — RAFTER) ZONE II = —1.40 GCp RHANGS = —2.2 (ASCE 6.7.2.1) FACTORED WIND LOADS: q(GCp + GCpi) = 41.62(1.40 + 0.18) = 65.76 PSF ZONE II q(GCp + GCpi) = 41.62(0.80 + 0.18) = 40.79 PSF ZONE q o'er hang = q(GCp + GCpi) = 41.62(2.20 + 0.18) = 99.06 PSF OVERHANG ACTUAL ROOF DEAD LOAD: ROOF 1ST = 2.0 PSF SHEATHING = 2.0 PSF ROOF DISH = 3.5 PSF FINISH = 2.5 PSF TOTAL /L = 10 PSF NET IFT LOAD : q ROOF —DL = 65.76 -10 = 55.76 q ROOF —DL = 40.79 -10 = 30.79 PSF ZONE I ng = q ROOF —DL = 99.06 -10 = 89.06 PSF OVERHANG 39.5PSF TOTAL GRAVITY LOADS, "G" = q ROOF + DL = 35 + 10 = 45PSF UPLIFT AND REACTION CALCULATION: TRUSSES GIRDER TRUSS " S =1' -0" 9.5X39'X2' =550# 2 IX39'X2' =1830# 2 22 EXISTING FLAT ROOF 5,200SF X 15% =780 SF PROPOSED ADDITION 750 SF ;ISTING STUCCO NISH, 8' X 3/4' RAISED SMOOTH STUCCO FIN. ACCENT BAND TYP. CONT, 1/2 ROUND DRIP. CONT, SEALANT AND BACKER ROD. GLASS & ALUM. FRAMED WINDOW UNIT. Min D /L =10 PSF L= 33' -0 "; S =1' -0" U — 39.5X33'X2' =1780# 2 R = 45X33'X2' =2980# HEAD PSF ZONE II 2x6 P.T. BUCK VAX, SPACING FROM TOP AND BOTTOM EXISTING 8' X 12' CONC, TIE BM. DOOR CUP CONNECTION SEE PRODUCT APPROVED FETAL GARAGE DOOR APPROVAL. RECESS SLAB MIN, 1" FOR GARAGE DOOR SPACING BETWEEN BOLTS GYPSUM BOARD FIN. INSULATION (TYP.) P.T. 1' X WOOD NAILERS AND FURRING STRIPS 3/16' ❑ X 5' LONG (MIN.) 'TAPCON' CONC SCREWS @ 12' O,C, STAGGERED AND COUNTERSUNK INTO P.T. WD. 2' X 4' BUCK SET W/. LIQUID NAIL @ HEAD AND SILL. CONT, SEALANT AND BACKER ROD, 1 /2 "DIA. x 4 1/2" RED HEAD EXP, BOLTS 18 "o.c. NOT MORE THAN 6" FROM TOP OR BOTTOM EXISTING 218' 4 16' ol, SCREEN PATIO Net Uplift =550Ib Reaction = 1830Ib SIMPSON— HETA16 11 -10d Nails DOUG —FIR LARCH OR SO. PINE %// • ce/ /1 / / / / rl 24' OC CONCRETE COLU SCALE: N.T.S. II 11 I I I I I I I I Ili I I I I I I I II 11 Ii I I 11 II 11 I I I II V EXISTING 218' 4 16' OC 3/16' ❑ X 5' LONG (MIN.) 'TAPCON' CLING SCREWS @ 12' ❑,C. STAGGERED AND COUNTERSUNK INTO P.T. WD. 2' X 4' BUCK SET W/. LIQUID NAIL @ HEAD AND SILL. CONT. SEALANT AND BACKER ROD. 8' X 3/4' RAISE SMOOTH STUCCO FIN. ACCENT BAND TYP. 8' X 8' CONC. CAP. EXISTING STUCCO FINISH. VARIES SEE f OOR PLAN N & JAMB DETAILS AT GARAGE 11 I I I I 11 I I I1 I I I II I I I I 111 II I I 1 —#6 REINFORCEMENT BAR TIE COLUMN AT ALL CORNERS (TYPICAL). SEE FOUNDA1101s1 PLAN AND COLUMN SCHEDULE OR UNLESS NOTED OTHERWISE ON FND PLAN. EXISTING 2'X8' 16 OC SCALE: " =1' -0" 1 I 1 1 I I 1 1 1 1 I I 1 I I I I II I 11 I I 11 11 1 III HI 1 1 11 III 11 11 III .. I 2'x6' P.T. SOUTHERN PINE No.2 MEDIUV GRADE 19% M,C. ATTACHED TO WALL W/ RED HEAD EXP. BOLT 1/2" DIA.x 4 1/2" LONG 0 18" O.C. W/ NUT AND OVERSIZED WASHER (1 1/4" DIA.) 5/8" TEXTURED STUCCO FINISH EXIST 2'X8' 3 16' or I I I I I I I I II I I 0 ROOF FRAMING PLAN 4:/12 PITCH EXISTING 2'X8' ©16' GLASS & ALUM. FRAMED WINDOW UNIT. CONT, CAULKING AND BACKER ROD. CONT. MUD SET MARBLE SILL. P.T. 1' X WOOD NAILERS AND FURRING STRIPS EXISTING 8' CMU WALL WITH 8' X 12' C❑NC, TIE BM. P.T. 1' X WOOD NAILERS AND FURRING STRIPS GYPSUM BOARD FIN. INSULATION (TYP.) 3/16' ❑ X 5' LONG (MIN,) 'TAPCON' CONC SCREWS @ 12' ❑.C. STAGGERED AND COUNTERSUNK INTO P.T. WD. 2' X 4' BUCK SET W/, LIQUID NAIL @ HEAD AND SILL. 8' X 3/4' RAISE SMOOTH STUCCO FIN. ACCENT BAND TYP. EXISTING STUCCO FINISH. Hi 111 25' — a III EXISTING ' II GIRDERS -2 TOGETHER "X8" 1 EiOLTEO III w� " LON 11 THRU Il BOLTS 111 III I I I U H1 In III au HI H1 I I Hi I I m I I I I I I 8" JAMB Net Uplift =550Ib Reaction = 18301b SIMPSON —HETA16 11 -10d Nails DOUG —FIR LARCH OR SO. PINE EXISTING 2'X8' JOIST ©16' OC TO REMAIN I A AI Net Uplift =5501b Reaction = 1830Ib SIMPSON— HETA16 11 -10d Nails DOUG —FIR LARCH OR SO. PINE CONT, SEALANT AND BACKER R ❑D, NEW 8' x 8' (MIN,)CONC, FILLED BLOCK CELL W/ 1 - #5 VERT. GLASS & ALUM. FRAMED WINDOW UNIT. CONT, SEALANT AND BACKER ROD. ELECTRICAL SCOPE OF WORK: 1. INSTALL NEW RECEPTACLES, SWITCHES AND LIGHT FIXTURES AS SHOWN ON PLANS. CHECK FOR CODE COMPLAINCE. 2. INSTALL OUTSIDE LIGHT FIXTURE AND RECEPTACLE AT REAR OF BUILDING AS SHOWN ON PLANS AND THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE. 3. CONTRACTOR TO FURNISH ALL LABOR AND MATERIAL NECCESSARY FOR THE COMPLETION LL ELECTRICAL WORK AS SHOWN ON PLANS. AMPAIMPLE 41? IMAIKTYLE F T 1' 5V30 149 j &4,,1'�b TACLE - EQUIPPU VE4T RECEPTACLE -16 AVP/120 VOLT 110X' /1' 'ki AY - TELEPHONE OUTLET _1uEIIISION OUTLET - DISCONNECT C -CEILING FAN O LEGEND: ELECTRICAL SYMBOLS - SI1oKE DETECTOR -DOOR CHIVE - RECESSED LIGHT FIXTURE LLHCTP CAL -FOU If A.F.F. UNLESS OTHERiJIISE NOTED - VERIFY VOUNTING HEIGHT - VERIFY VOUNTING HEIGHT - VOUNT 12' A.F.F. UNLESS OTHER*SE NOTED - VERIFY VOUNTING HEIGHT - VERIFY EXACT LOCATION -MOUNT 1 M- 0 .F.F, t 1Y AS THR - NOTED VOLTAGE � D PA N PER E ] S - I4OUNT 44' A.F.F. UNLESS OTHERWISE NOTED - I,IOUNT 44 A.F.F. UNLESS OTHERWISE NOTED _ W ID FUSED AS PER EQUIPIAENT NAVEPLATE - -- CONNECT TO BATHROOV CIRCUIT BATHR00�) CIRCUIT - SURFACE VOUNTED CIEUNO FIXTURE - TRACK UGH; LENGTH TO SCALE WITH PLANS - FLOURESCENT FIXTURE. LENGTH TO SCALE WITH PLANS - PENDANT VOUNTED FIXTURE; PROVIDE BRACING -WALL VOUNTED FIXTURE - OUTDOOR FLOOD LIGHTS„ 100 WATT PAR38 LAVPS AV - EXHAUST FAN \OTLS. THIS WORK SHALL BE DONE AS PER REQUIUREMENTS OF THE NATIONAL ELECTRICAL CODE (NFPA 70) & ALL OTHER ALL ELECTRICAL MATERIALS & EQUIPMENT SHALL BE APPROVED BY UNDERWRITERS LABORATORIES & SHALL BEAR THE U.L. LABEL. RULES OF THE LOCAL UTILITY COMPANIES SHALL BE COMPLIED WITH. THE DRAWING INDICATES THE EXTENT & GENERAL ARRANGEMENT OF EQUIPMENT & WIRING SYSTEMS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF OTHER TRADES ALL WIRES #8AWG & SMALLER SHALL BE SOLID COPPER ALL WIRES #6AWG & LARGER SHALL BE STRANDED COPPER. ALL CONDUIT SHALL BE E.M.T. WHERE CONSEALED IN WALLS OR CEILING. IT SHALL BE I.M.C. WHERE EXPOSED OR IN CONCRETE. ALL EXTERIOR, BATHROOM & GARAGE RECEPTICLES & EXTERIOR LIGHTS WITHIN 16' OF POOL & LESS THAN 12' IN HEIGHT SHALL BE ON GROUND PRIOR TO INSTALLATION OF ROUGH ELECTRICAL WIRING, CHECK NAMEPLATE OF A/C EQUIPMENT & OTHER EQUIPMENT TO OBTAIN CORRECT WIRE SIZES EXISTING POOL EXISTING PUN nNG i EXIt"I`ING SCREEN `I A • • • • • • • • • • • • • gft 9fI 1 f 1 f PROPOSED GARAGE PROPOSED ELETRICAL PLAN SCALE: " =1' -0" ft- II I I 11-I 1 1•t""mm"1"1u1 I I 5611 -E� ROPO F D GA. PO CONVERTED IN'I GARAGE 111111IIIII)1 5GFito GFI fl ®13---Alto 1 1 1 �'// •� —=mod g - 1 ) • • • • REVISIONS BY - LFCT \ CAL S H 1_ -- )L L_ CIRCUIT # LOAD WIRE COND. BREAK VA REMARKS 1 -5 GEN. LIGHTING /RECEPT. ARC FAULT PROTECTED #12 1/2" 20 6516 750 SF x 3W /SF LOAD CALC. 3- 1/0 THWN IN 1 1/2" C TOTAL LOAD = 6518 750 /200 = 3.75 MCB 200A DRAWN KERRY CHECKED C.C.M. DATE MARCH 28 REMOVING EXISTING 150 AMP PANEL AND INSTALLING NEW 200 AMP PANEL #4 SOLID CU. TO CWP & 2- 5/8" x 10' GRD. RODS ATTACHED TO STRUCT. STL. IN BLDG. FOUNDATION _L__ —1__ 6'-0" i i, / ELECTRICAL SCOPE OF WORK: 1. INSTALL NEW RECEPTACLES, SWITCHES AND LIGHT FIXTURES AS SHOWN ON PLANS. CHECK FOR CODE COMPLAINCE. 2. INSTALL OUTSIDE LIGHT FIXTURE AND RECEPTACLE AT REAR OF BUILDING AS SHOWN ON PLANS AND THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE. 3. CONTRACTOR TO FURNISH ALL LABOR AND MATERIAL NECCESSARY FOR THE COMPLETION LL ELECTRICAL WORK AS SHOWN ON PLANS. AMPAIMPLE 41? IMAIKTYLE F T 1' 5V30 149 j &4,,1'�b TACLE - EQUIPPU VE4T RECEPTACLE -16 AVP/120 VOLT 110X' /1' 'ki AY - TELEPHONE OUTLET _1uEIIISION OUTLET - DISCONNECT C -CEILING FAN O LEGEND: ELECTRICAL SYMBOLS - SI1oKE DETECTOR -DOOR CHIVE - RECESSED LIGHT FIXTURE LLHCTP CAL -FOU If A.F.F. UNLESS OTHERiJIISE NOTED - VERIFY VOUNTING HEIGHT - VERIFY VOUNTING HEIGHT - VOUNT 12' A.F.F. UNLESS OTHER*SE NOTED - VERIFY VOUNTING HEIGHT - VERIFY EXACT LOCATION -MOUNT 1 M- 0 .F.F, t 1Y AS THR - NOTED VOLTAGE � D PA N PER E ] S - I4OUNT 44' A.F.F. UNLESS OTHERWISE NOTED - I,IOUNT 44 A.F.F. UNLESS OTHERWISE NOTED _ W ID FUSED AS PER EQUIPIAENT NAVEPLATE - -- CONNECT TO BATHROOV CIRCUIT BATHR00�) CIRCUIT - SURFACE VOUNTED CIEUNO FIXTURE - TRACK UGH; LENGTH TO SCALE WITH PLANS - FLOURESCENT FIXTURE. LENGTH TO SCALE WITH PLANS - PENDANT VOUNTED FIXTURE; PROVIDE BRACING -WALL VOUNTED FIXTURE - OUTDOOR FLOOD LIGHTS„ 100 WATT PAR38 LAVPS AV - EXHAUST FAN \OTLS. THIS WORK SHALL BE DONE AS PER REQUIUREMENTS OF THE NATIONAL ELECTRICAL CODE (NFPA 70) & ALL OTHER ALL ELECTRICAL MATERIALS & EQUIPMENT SHALL BE APPROVED BY UNDERWRITERS LABORATORIES & SHALL BEAR THE U.L. LABEL. RULES OF THE LOCAL UTILITY COMPANIES SHALL BE COMPLIED WITH. THE DRAWING INDICATES THE EXTENT & GENERAL ARRANGEMENT OF EQUIPMENT & WIRING SYSTEMS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF OTHER TRADES ALL WIRES #8AWG & SMALLER SHALL BE SOLID COPPER ALL WIRES #6AWG & LARGER SHALL BE STRANDED COPPER. ALL CONDUIT SHALL BE E.M.T. WHERE CONSEALED IN WALLS OR CEILING. IT SHALL BE I.M.C. WHERE EXPOSED OR IN CONCRETE. ALL EXTERIOR, BATHROOM & GARAGE RECEPTICLES & EXTERIOR LIGHTS WITHIN 16' OF POOL & LESS THAN 12' IN HEIGHT SHALL BE ON GROUND PRIOR TO INSTALLATION OF ROUGH ELECTRICAL WIRING, CHECK NAMEPLATE OF A/C EQUIPMENT & OTHER EQUIPMENT TO OBTAIN CORRECT WIRE SIZES EXISTING POOL EXISTING PUN nNG i EXIt"I`ING SCREEN `I A • • • • • • • • • • • • • gft 9fI 1 f 1 f PROPOSED GARAGE PROPOSED ELETRICAL PLAN SCALE: " =1' -0" ft- II I I 11-I 1 1•t""mm"1"1u1 I I 5611 -E� ROPO F D GA. PO CONVERTED IN'I GARAGE 111111IIIII)1 5GFito GFI fl ®13---Alto 1 1 1 �'// •� —=mod g - 1 ) • • • • REVISIONS BY DRAWN KERRY CHECKED C.C.M. DATE MARCH 28 SCALE SHOWN SHEET A ;� ELECTRICAL SCOPE OF WORK: 1. INSTALL NEW RECEPTACLES, SWITCHES AND LIGHT FIXTURES AS SHOWN ON PLANS. CHECK FOR CODE COMPLAINCE. 2. INSTALL OUTSIDE LIGHT FIXTURE AND RECEPTACLE AT REAR OF BUILDING AS SHOWN ON PLANS AND THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE. 3. CONTRACTOR TO FURNISH ALL LABOR AND MATERIAL NECCESSARY FOR THE COMPLETION LL ELECTRICAL WORK AS SHOWN ON PLANS. AMPAIMPLE 41? IMAIKTYLE F T 1' 5V30 149 j &4,,1'�b TACLE - EQUIPPU VE4T RECEPTACLE -16 AVP/120 VOLT 110X' /1' 'ki AY - TELEPHONE OUTLET _1uEIIISION OUTLET - DISCONNECT C -CEILING FAN O LEGEND: ELECTRICAL SYMBOLS - SI1oKE DETECTOR -DOOR CHIVE - RECESSED LIGHT FIXTURE LLHCTP CAL -FOU If A.F.F. UNLESS OTHERiJIISE NOTED - VERIFY VOUNTING HEIGHT - VERIFY VOUNTING HEIGHT - VOUNT 12' A.F.F. UNLESS OTHER*SE NOTED - VERIFY VOUNTING HEIGHT - VERIFY EXACT LOCATION -MOUNT 1 M- 0 .F.F, t 1Y AS THR - NOTED VOLTAGE � D PA N PER E ] S - I4OUNT 44' A.F.F. UNLESS OTHERWISE NOTED - I,IOUNT 44 A.F.F. UNLESS OTHERWISE NOTED _ W ID FUSED AS PER EQUIPIAENT NAVEPLATE - -- CONNECT TO BATHROOV CIRCUIT BATHR00�) CIRCUIT - SURFACE VOUNTED CIEUNO FIXTURE - TRACK UGH; LENGTH TO SCALE WITH PLANS - FLOURESCENT FIXTURE. LENGTH TO SCALE WITH PLANS - PENDANT VOUNTED FIXTURE; PROVIDE BRACING -WALL VOUNTED FIXTURE - OUTDOOR FLOOD LIGHTS„ 100 WATT PAR38 LAVPS AV - EXHAUST FAN \OTLS. THIS WORK SHALL BE DONE AS PER REQUIUREMENTS OF THE NATIONAL ELECTRICAL CODE (NFPA 70) & ALL OTHER ALL ELECTRICAL MATERIALS & EQUIPMENT SHALL BE APPROVED BY UNDERWRITERS LABORATORIES & SHALL BEAR THE U.L. LABEL. RULES OF THE LOCAL UTILITY COMPANIES SHALL BE COMPLIED WITH. THE DRAWING INDICATES THE EXTENT & GENERAL ARRANGEMENT OF EQUIPMENT & WIRING SYSTEMS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF OTHER TRADES ALL WIRES #8AWG & SMALLER SHALL BE SOLID COPPER ALL WIRES #6AWG & LARGER SHALL BE STRANDED COPPER. ALL CONDUIT SHALL BE E.M.T. WHERE CONSEALED IN WALLS OR CEILING. IT SHALL BE I.M.C. WHERE EXPOSED OR IN CONCRETE. ALL EXTERIOR, BATHROOM & GARAGE RECEPTICLES & EXTERIOR LIGHTS WITHIN 16' OF POOL & LESS THAN 12' IN HEIGHT SHALL BE ON GROUND PRIOR TO INSTALLATION OF ROUGH ELECTRICAL WIRING, CHECK NAMEPLATE OF A/C EQUIPMENT & OTHER EQUIPMENT TO OBTAIN CORRECT WIRE SIZES EXISTING POOL EXISTING PUN nNG i EXIt"I`ING SCREEN `I A • • • • • • • • • • • • • gft 9fI 1 f 1 f PROPOSED GARAGE PROPOSED ELETRICAL PLAN SCALE: " =1' -0" ft- II I I 11-I 1 1•t""mm"1"1u1 I I 5611 -E� ROPO F D GA. PO CONVERTED IN'I GARAGE 111111IIIII)1 5GFito GFI fl ®13---Alto 1 1 1 �'// •� —=mod g - 1 ) • • • • #5 DIAG. BARS #5 DIAG. BARS #5 BARS, 6' O.C. (EA, WAY) #5 BARS FOR SQUARE AND ROUND BOTTOM USE 25 CM. (10') PIPE SECT. AS FORM SECTION BOTTOM SLAB DETAILS (3')CLR, IF CAST -IN -PLACE FRAME & COVER TYPICAL SECTION NOTES: CATCH BASIN PV'MT SEE NOTE 4) GROUT (15') PIPE TO DRAIN #3 BARS, 12' ❑ C, EA, WAY t CAST T ❑P SLAB TO FIT WALL USED. 2, TONGUE & GROVE REINFORCED CONCRETE PIPE A S.T,M. DESIGNATION C76 CLASS 3 3, BOTTOM SLAB MAY BE PRECAST OR POURED -IN- PLACE. PLAN 'B' REINFORCING MUST BE USED WHEN ROUND RISER IS POURED INTEGRAL WITH BOTTOM, 4. PIPES MAY EXTEND INTO CATCH BASIN A MAXIMUM OF 3V, 5, USE 3000 P,S,I, CONCRETE. (MINIMUM) 6. STRUCTURE MUST CONFORM TO D,C,P,W, STANDARDS. • • . N.T.S. TYPICAL PR W H Q 4 )(8 /IL CROP 1.8 # TOP 2 - #5 MIDDLE - #5 BOTT. -CAST CATCH 3ASI\/MA VARIES J I- TAIL \HOLE CLOSE' I ` 71771777W, ,7,7717177711777;W7,W/W/nl, 77 CLOSET PROPOSED STORAGE RM. PROPOSED GARAGE PROPOSED CARPORT CONVERTED INTO GARAGE DLTAIL EXISTING RAMP N.T.S. Tf T Rl s • • IQI j j�111110 CARACE EXISTING POOL EXIST/NG P LAN PNG EXISTING SCREEN TERRACE Jr R LIB EXISTING PLANTING DRAI - r -L AGE PLAN • s /REVISIONS BY AV SC ED, E BI- V ASK _ SI7- R= \FO CEV -\T _ _ -S / SPAC \G R- VA ,. TOP E3OTTOV 1-1 8"x12" 2-#5 2-#5 I I ti _\ ( 4-#3 @ ' II 'CJOR QALA \C- @ l'8"' O. - 1 8 "x16" 2-#5 2-#6 #3 @ 8" #5 DIAG. BARS #5 DIAG. BARS #5 BARS, 6' O.C. (EA, WAY) #5 BARS FOR SQUARE AND ROUND BOTTOM USE 25 CM. (10') PIPE SECT. AS FORM SECTION BOTTOM SLAB DETAILS (3')CLR, IF CAST -IN -PLACE FRAME & COVER TYPICAL SECTION NOTES: CATCH BASIN PV'MT SEE NOTE 4) GROUT (15') PIPE TO DRAIN #3 BARS, 12' ❑ C, EA, WAY t CAST T ❑P SLAB TO FIT WALL USED. 2, TONGUE & GROVE REINFORCED CONCRETE PIPE A S.T,M. DESIGNATION C76 CLASS 3 3, BOTTOM SLAB MAY BE PRECAST OR POURED -IN- PLACE. PLAN 'B' REINFORCING MUST BE USED WHEN ROUND RISER IS POURED INTEGRAL WITH BOTTOM, 4. PIPES MAY EXTEND INTO CATCH BASIN A MAXIMUM OF 3V, 5, USE 3000 P,S,I, CONCRETE. (MINIMUM) 6. STRUCTURE MUST CONFORM TO D,C,P,W, STANDARDS. • • . N.T.S. TYPICAL PR W H Q 4 )(8 /IL CROP 1.8 # TOP 2 - #5 MIDDLE - #5 BOTT. -CAST CATCH 3ASI\/MA VARIES J I- TAIL \HOLE CLOSE' I ` 71771777W, ,7,7717177711777;W7,W/W/nl, 77 CLOSET PROPOSED STORAGE RM. PROPOSED GARAGE PROPOSED CARPORT CONVERTED INTO GARAGE DLTAIL EXISTING RAMP N.T.S. Tf T Rl s • • IQI j j�111110 CARACE EXISTING POOL EXIST/NG P LAN PNG EXISTING SCREEN TERRACE Jr R LIB EXISTING PLANTING DRAI - r -L AGE PLAN • s /REVISIONS BY \ Mchaei _ U. Alimba, P PROFESSIONAL ENGINEER #59245 TTTT DESIGNER, <ERRY TURNER 2032 S.W. 104 AVE \IRAVAR FL 33025 V) III I I 'S e DRAWN KERRY CHECKED C.C.M. DATE MARCH 28 SCALE SHOWN • SHEET A 6 #5 DIAG. BARS #5 DIAG. BARS #5 BARS, 6' O.C. (EA, WAY) #5 BARS FOR SQUARE AND ROUND BOTTOM USE 25 CM. (10') PIPE SECT. AS FORM SECTION BOTTOM SLAB DETAILS (3')CLR, IF CAST -IN -PLACE FRAME & COVER TYPICAL SECTION NOTES: CATCH BASIN PV'MT SEE NOTE 4) GROUT (15') PIPE TO DRAIN #3 BARS, 12' ❑ C, EA, WAY t CAST T ❑P SLAB TO FIT WALL USED. 2, TONGUE & GROVE REINFORCED CONCRETE PIPE A S.T,M. DESIGNATION C76 CLASS 3 3, BOTTOM SLAB MAY BE PRECAST OR POURED -IN- PLACE. PLAN 'B' REINFORCING MUST BE USED WHEN ROUND RISER IS POURED INTEGRAL WITH BOTTOM, 4. PIPES MAY EXTEND INTO CATCH BASIN A MAXIMUM OF 3V, 5, USE 3000 P,S,I, CONCRETE. (MINIMUM) 6. STRUCTURE MUST CONFORM TO D,C,P,W, STANDARDS. • • . N.T.S. TYPICAL PR W H Q 4 )(8 /IL CROP 1.8 # TOP 2 - #5 MIDDLE - #5 BOTT. -CAST CATCH 3ASI\/MA VARIES J I- TAIL \HOLE CLOSE' I ` 71771777W, ,7,7717177711777;W7,W/W/nl, 77 CLOSET PROPOSED STORAGE RM. PROPOSED GARAGE PROPOSED CARPORT CONVERTED INTO GARAGE DLTAIL EXISTING RAMP N.T.S. Tf T Rl s • • IQI j j�111110 CARACE EXISTING POOL EXIST/NG P LAN PNG EXISTING SCREEN TERRACE Jr R LIB EXISTING PLANTING DRAI - r -L AGE PLAN • s 'm i Y • a S FLOOD PROGRAM LEGEND TFIE CLONING DATA IS OBTAINED FROM A CERIFIED SURVEY PREPARED BY BLANCO DANIEL PLS 4 5924 ELEVATION LOWEST FLOOR PROPOSED ALL FlECTRFC,41, AIEGwacti. kip Purllako W i BE LACED AT OR ABOVE £ BASE FLOOD ELEYATIDN(BFr). 2 AU. AREAS BELOW E E SHAD. BE PROVUED WV A Ili W ?ZINGS HAVING A TOTAL cF ND LESS THAN ckg SQUARE fiCH if OPEIRN3 FOR EVERY SQUARE FOOT of ENCLOSED AREA SUBJECT TO FLOOD110. 11-1E BOTTCU Of THE OPEM0 HELL BE NO HOMER THAN C•NC (1) FOOT ABOFE GRADE. OPENING Htl BE EQUIPPED *DI SCRE1.144 DR LOUVERS. FRAOO RE9STANT VATERIALS . BE vsm Bow* am 3 THE SDI YALI. BE GRADED tri A MANNER TO PREVENT THE FLOODINO CF ANAcEtil 'ROPER11ES. QITFRCEPTCRS SWALES HELL BE CoaisTRuciED CN-3TE Q h NO E?icRoa -EVE (T QYER ADJAOE?RT PRG'ER 6.40' N/A C C C C C POS. NEG + 42.0 PSF —46.0 PSF 18' -0" GARAGE ADJACENT GRADE 5.80 LEGAL DESCRIPTION LOTS 4 AND 5 MIAMI SHORES BAYVIEW ACCORDING TO HE PLAT THEREOF, AS RECORDED IN PLAT BOOK 40, AT PAGE 16 OF THE PUBLIC RECORDS OF 'IANI DADE COUNTY, FLORIDA. SCALE: " =1' -0" ASPtIA.L'r a' CONCRETE • WOOD DECK 15' PARKING 55.55 EXISTING FLAT ROOF 5,200 SF ONE STORY CBS o RESIDENCE F.F ELE.7.74 13.60' I8.2O a 65' 17 [CBS UTI UTY 3 - C C C C POS. NEC -I- 42.0 PSF —46.0 PSF 18' -0" NEW EAST ELEVATION 23.75 41. 15 POOL 441° ft•Iason azt , 30' 150.00' FLAT ROOF 329_1 14.95' / A24 ' � /� /� /�� /� /��h . . . a N.E. 94TH STREET CROWN OF ROAD 5.09' SITE PLAN SCALE: 1"=20' EXISTING GLASS /7 243" PROPOSED P.: GARAGE 4.•` PROPOSED ; ; ,. —750 SF , , '_ . , a • F.F ELE. 6.40 ■ %:.EXISTING (PROPOSED _-a.. ASPHALT. 1CARPORT ', 4 . 000NVERTED : . �: ; il fIN GARAGE • NEW SOUTH ELEVATION SCALE: " =1' -0" r N.T.S. DRO T g „ a VARIES SINGLE FAMILY & DUPLEX ZONING: SIDE SIDE /0 \ING LEOEtiD. HEIGHT ( TO RIDGE OF ROOF ) SETBACKS: FRONT DE rAIL 1/4" slope per ft 25-0" 37' -0" 10 - 0 " 4 15-0" I REAR 12' -0" SITE TO BE FILLED TO COUNTY FLOOD CRITERIA ELEVATION N.G.V.D. OR AN ELEVATION NO LESS THAN THE HIGHEST APPROVED CROWN ELEVATION OF THE ROAD ABUTTING THE PROPERTY. AREA ADJACENT TO LAKE OR CANAL TO BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER INTO LAKE OR CANAL. LOT WILL BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER ONTO ADJACENT PROPERTY. APPLICANT WILL PROVIDE CERTIFICATION PRIOR TO FINAL INSPECTION. POS. NEG POS NEG POS NEG + 46.68 PSF PSF + 45.68 PSF PSF + 45.68 PSF - 49.62 PSF REVISIONS BY 7 — 7 I /I N _ I V) Li DRAWN KERRY CHECKED C.C.M. DATE MARCH,28 SCALE SHOWN SHEET LL 'm i Y • a S FLOOD PROGRAM LEGEND TFIE CLONING DATA IS OBTAINED FROM A CERIFIED SURVEY PREPARED BY BLANCO DANIEL PLS 4 5924 ELEVATION LOWEST FLOOR PROPOSED ALL FlECTRFC,41, AIEGwacti. kip Purllako W i BE LACED AT OR ABOVE £ BASE FLOOD ELEYATIDN(BFr). 2 AU. AREAS BELOW E E SHAD. BE PROVUED WV A Ili W ?ZINGS HAVING A TOTAL cF ND LESS THAN ckg SQUARE fiCH if OPEIRN3 FOR EVERY SQUARE FOOT of ENCLOSED AREA SUBJECT TO FLOOD110. 11-1E BOTTCU Of THE OPEM0 HELL BE NO HOMER THAN C•NC (1) FOOT ABOFE GRADE. OPENING Htl BE EQUIPPED *DI SCRE1.144 DR LOUVERS. FRAOO RE9STANT VATERIALS . BE vsm Bow* am 3 THE SDI YALI. BE GRADED tri A MANNER TO PREVENT THE FLOODINO CF ANAcEtil 'ROPER11ES. QITFRCEPTCRS SWALES HELL BE CoaisTRuciED CN-3TE Q h NO E?icRoa -EVE (T QYER ADJAOE?RT PRG'ER 6.40' N/A C C C C C POS. NEG + 42.0 PSF —46.0 PSF 18' -0" GARAGE ADJACENT GRADE 5.80 LEGAL DESCRIPTION LOTS 4 AND 5 MIAMI SHORES BAYVIEW ACCORDING TO HE PLAT THEREOF, AS RECORDED IN PLAT BOOK 40, AT PAGE 16 OF THE PUBLIC RECORDS OF 'IANI DADE COUNTY, FLORIDA. SCALE: " =1' -0" ASPtIA.L'r a' CONCRETE • WOOD DECK 15' PARKING 55.55 EXISTING FLAT ROOF 5,200 SF ONE STORY CBS o RESIDENCE F.F ELE.7.74 13.60' I8.2O a 65' 17 [CBS UTI UTY 3 - C C C C POS. NEC -I- 42.0 PSF —46.0 PSF 18' -0" NEW EAST ELEVATION 23.75 41. 15 POOL 441° ft•Iason azt , 30' 150.00' FLAT ROOF 329_1 14.95' / A24 ' � /� /� /�� /� /��h . . . a N.E. 94TH STREET CROWN OF ROAD 5.09' SITE PLAN SCALE: 1"=20' EXISTING GLASS /7 243" PROPOSED P.: GARAGE 4.•` PROPOSED ; ; ,. —750 SF , , '_ . , a • F.F ELE. 6.40 ■ %:.EXISTING (PROPOSED _-a.. ASPHALT. 1CARPORT ', 4 . 000NVERTED : . �: ; il fIN GARAGE • NEW SOUTH ELEVATION SCALE: " =1' -0" r N.T.S. DRO T g „ a VARIES SINGLE FAMILY & DUPLEX ZONING: SIDE SIDE /0 \ING LEOEtiD. HEIGHT ( TO RIDGE OF ROOF ) SETBACKS: FRONT DE rAIL 1/4" slope per ft 25-0" 37' -0" 10 - 0 " 4 15-0" I REAR 12' -0" SITE TO BE FILLED TO COUNTY FLOOD CRITERIA ELEVATION N.G.V.D. OR AN ELEVATION NO LESS THAN THE HIGHEST APPROVED CROWN ELEVATION OF THE ROAD ABUTTING THE PROPERTY. AREA ADJACENT TO LAKE OR CANAL TO BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER INTO LAKE OR CANAL. LOT WILL BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER ONTO ADJACENT PROPERTY. APPLICANT WILL PROVIDE CERTIFICATION PRIOR TO FINAL INSPECTION. POS. NEG POS NEG POS NEG + 46.68 PSF PSF + 45.68 PSF PSF + 45.68 PSF - 49.62 PSF REVISIONS BY WI\DOW SCHIDULL MARK SIZE TYPE MATERIAL WIND PRESSURE REMARKS. POS. NEG METAL A + 46.5 PSF 37 "X50" SINGLE HUNG ALUM. -I -45.68 PSF 49.62 PSF ETAL GARAGE + 42.0 PSF -46.0 PSF FOR: RS, STREET DRAWN KERRY CHECKED C.C.M. DATE MARCH,28 SCALE SHOWN SHEET ; ` DOO- SCHEDLLF. WIND PRESSURE POS. NEB MARK SIZE MATERIAL TYPE � TOP 3 -0" X 6' -8" METAL SOLID CORE + 46.5 PSF -50.4 PSF 2 • 0 TB -2 8 "x16" ETAL GARAGE + 42.0 PSF -46.0 PSF FOR: RS, STREET DRAWN KERRY CHECKED C.C.M. DATE MARCH,28 SCALE SHOWN SHEET ; ` B1-- SCH___-_,ThULL: MARK SIZE REINFORCEMENT TIES / SPACING REMARKS TOP BOTTOM TB -1 8 2 — #5 2 — #5 * * 4 — #3 @ 12" @ CORNER_ BALAINCE @ 48" O.0 TB -2 8 "x16" 2 — #5 2 — #6 #3 @ 8" REVISIONS BY l PROFESSIONAL ENGINEER #59245 el T177 I DESIGNER, KERRY TURNER 2032 S,W, 104 AVE MIRAMAR FL 33025 I FOR: RS, STREET DRAWN KERRY CHECKED C.C.M. DATE MARCH,28 SCALE SHOWN SHEET ; ` CLOSET 0 ■ ■■ I I III N � i /ivaiuiim ..,.r i. �firrr... ir./... orr/ riirrr lrr r/r r..r rriri rfrrrrrrrrrfi /rrrrrrrrrrrrrrr ..rri/ 8"X16" O.H. BEAM W/2 — #7 BOT. Sc 2 —#5 TOP & #3 STERUPS ® 3' OC ® BEGINING THEN 5'OC THROUGHOUT. PROPOSED CARPORT CONVERTED INTO GARAGE 2'x6' P.T. SOUTHERN PINE No.2 MEDIUM GRADE 19% M.C. ATfAOHEI:D TO WALL W/ RED HEAD EXP. 3011T 1/2' DIAx 4 1/2' LONG 18' O..C. W/ NUT ANO OVERSIZED WASHER (1 1/4' NA.) IN 7 FIN FLOOR EXISTING POOL POURED CONC. BEAM OR PRE- AST LINTEL �TYP.) ?,x4 P.T. ,SUCK W/ TAPCON C OR EQUIV. (1 © 4" THR & OUT O .C. SOLID FILLED C.N.U. OR CONC. COLUMN EA. SIDE QF WNDOW OPENING (TYP.) POUR D CONC. SILL (TYP.) / / r,,,,. ,.,lr, , • , „ / , „ „!. / i!/ r//,! /! r/ / / / /pU EXIS77Nc PLANTING EXISTING SCREEN TE RRACE PROPOSED FLOOR PLAN SCALE: 4 " =1' -0” A 1 CLOSET O A O 0 — SCREEN NT FLOOR IN FIN viii, r , 4 y i / EXISTING y PLANTING — 0" PROPOSED PROPOSED GARAGE DOOR SHALL GARAGE 0CI A a 9'-8'' 00 A 24' -4" 8 O.H. BEAM W /2 —#7 BOT. & 2 —#:5 TOP & #3 STERUPS ® 3 OC BEGINING THEN 5'OC THROUGHOUT. DO NOT OPERATE ENGINE WITH DOOR CLOSED CARBONMONOX I DE CAN BE LETHAL BE SUPPLIED W /VENTILATION 2'x6' P.T. SOUTHERN PINE No.2 MEDIUM GRADE 19% M.O. ATTACHE TO WAU. W/ RED HEAD EXP. BOLT 1/2' D A.x 4 1/2' LONG ® 18' Oi C. w/ NUT AND OVERSIZED WASHER (1 1/4' DIA) I QNC SLAB;.. ,. • i SCREE VENT WITH IN 7' OF FIN FLOOR I 2 • 0 00 A 0 S. CO W\1OW PROVIDE 1/4" DIAMETER X 1 1/2" LONG TAPCON INTO DOOR AND WINDOW BUCK AND HEAD AT 16" O.C. TYPICAL AS PER S.F.B.C. LATEST EDITION. INSTALL 1" X 3" P.T. WOOD BUCK AT WINDOWS INSTALL 1" X 4" P.T WOOD BUCK AT DOORS. FOOTING & COLUMN SCHEDULE. BOOR ATTACHV 1 # 5 VERTICAL IN BLOCK CELL FILLED W/ CONCRETE AS SHOWN. 8 "X12" CONCRETE COLUMN W/ 4 # 5 VERTICAL & #3 TIES ®12 "O.C.MAX. E\ \ OTT: 10" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL W/2 # 5 X 5' -0" CORNER BARS AT EACH CORNER TYP, 8 "X8" CONCRETE STARTER COLUMN W/ 2 #5 VERTICAL AS SHOWN ON PLANS. REFERENCE NOT USED C 6) 4" CONCRETE SLAB WI 6X6 10/10 W W.M. OVER VAPOUR BARRIER & CLEAN, WELL COMPACTED FILL. 8 "X 8" CONCRETE, COLUMN W/2 #5 VERTICAL AT EACH SIDE OF OPENINGS 6' -0" OR MORE WIDE. SOIL STATEMENT ON SITE OBSERVATION INDICATES A SOIL CONDITION OF UNDISTURBED ROCK& SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND BREAKING, A LETTER ATTESTING THAT Tif: SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TC, THOSE UPON WHICH THE DESIGN IS BASED SHALL BE SUBMITTED. POURED CONC. BEAV OR PRE- CAST LINTEL (TYP.) 2x4 P.T. BUCK W/ " N x 31" LG. APCONCS OR EQUIV. 1)„ © 4" E.E. & 12" O.C. THRU -OUT (TYP.) SOLID FILLED C.V.U. OR CONC. COLUMN EA. SIDE OF WINDOW OPENING (TYP.) POURED CONC. FLR. (TYP.) DRAWN KERRY CHECKED C.C.M. MARCH,28 SCALE SHOWN t =) • FASTEN D *12 161 NAILS METAL DRIP. 1 "X3" P.T. NO-/ STRIP. WOOD FACIA TO MATCH EXISTING. SOFFIT 4X23 SC To 6' -0 0.. MATCH EXISTING NEW 2"X8" CRICKET 11 018' OC METAL FLASHING STRUCTURAL NOTES CODES AND STANDARDS Wired loads as per Florida Building Code, 2001 Edition. The project was designed in accordance with the building code requirements for reinforced concrete (ACT 318 /Latest Edition). (American Institute of Steel Construction) AISC ASD /Latest Edition. Building Code Requirements and Specifications for Masonry structures (ACI 530 -92 /ASCE 5 -92 /TMS 402 -92). Building Code Requirements and National Design Specifications for Wood Construction (ANSI /NFoPA NDS- 1991). SECTION AND DETAILS All details, sections and notes shown on the drawings are intended to be typical and shall apply to similar situations elsewhere unless otherwise noted. FOUNDATION CONCRETE • 1/4' slope per ft 16" ` R -5 INSUL 4" PT. V. BASE ii • :1 1 I I Bottom of footings to bear on soil capable of safely supporting 2,000 psf. Concrete shall be ready mix and have a minimum compressive strength of 2500 PSI for footings and slabs on grade and 3000 PSI for beams, columns at 28 days. All concrete work shall comply with the requirements of the ACI Building Code (ACI 318 /Latest Edition), the ACI Detailing Manual (ACI 315 /Latest Edition), and the specifications for structural concrete for buildings (ACI 301 /Latest Edition). Concrete cover for reinforcing steel shall be as required by the latest ACI specifications. Welded wire fabric shall comply with ASTM A -185, unless otherwise specified. Place fabric 2" clear from top of the slab in slab on grade Lap all WWF a minimum of 6 inches unless otherwise noted. All reinforcing steel shall be manufactured from high strength billet steel conforming to ASTM Designation A -615 Grade 60. Lap all bars minimum 48 diameters unless otherwise noted on drawings. All hooks shown in reinforcement shall be ACI recommended hooks unless otherwise noted. TiMBER Structural timber to be Douglas Fir or SP #2 (minimum) stress grade lumber or approved equal. The minimum allowance properties are as follows: Fb = 1,150 PSI Fv = 90 PSI E = 1,600,000 PSI and pressure treated for use against concrete and masonry. All timber and timber construction shall comply with specifications and codes as specified below: American Institute of Timber Construction, Timber Construction Manual; National Forest Products Association, National Design Specification for Wood Construction; American Plywood Association, Plywood Design Specification; American Wood Preservers Association Standards; National Lumber Manufacturers Association, National Design Specification for Stress Grade Lumber and Its Fastenings. All timber connections are to be made using prefabricated connectors. Toe nailing will not be permitted. Submit manufacturer's date for approval. Fdsteners to be as manufactured by Hughes, Simpson or Semco. EXIST 1 LAYER OF 28 IBS BASE SHEET TAGGED 8" EVERY FOOT 1 LAYER OF TORCHED GRADE MOTiFIED EXISRTiNG 2X8' JOIST 0 16'OC NEW 1, i.AYER 5/8' TYPE 'X' GYPSUM HALL BOARD. NEW 1 "X3 V. FIRE STOP. NEW nor CONCRETE TiE BEA W/415 CONT. f3 STIRUPS 0 12 0.0. & 5 LEGS BENT EACH WAY 0 CORNERS. REMOVE EXIST WOOD BEAM - #5 VERT IN GROUTED CELL ON EACH SIDE OF OPENINGS 3' -0" TO 8'-0" WIDE 1/2' STUCCO ON 8' CONC. BLOCKWALL W/ No. 9 TRUSS TYPE HORtZ. JOINT REINF. 0 16' O.C. VERT. 0 4' CONC. SLAB W/ 6 "x6" - 10/10 WWM OVER .006 MIL VISQUEEN OVER CLEAN, WELL COMPACTED FILL COMPACETD TO 95% DRY DENSITY AS PER RPOCTOR TEST. 16" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL &1 — #5 ©10" OC TRANSVERSAL BAR WOOD TRUSSES 0o 16" Wood roof trusses are to be designed for the wood fabricator by a professional specialty engineer registered in the State of Florida. Truss fabricator to provide pre — fabricated hangers as required. Design, fabrication, and installation of wood trusses and sheet metal connectors shall be in accordance with the following standards. Design specifications for metal plate connected wood trusses (roof)(TP1 85); Design specifications for metal plate connected parallel chord roof trusses (floor)(PCT 80); Bracing wood trusses: Commentary and Recommendations (BWT 76); Handling and erecting wood trusses: Commentary and Recommendations (HET 80). STRUCTURAL STEEL All structural steel shall be fabricated and erected in accordance with the latest AISC code. Structural steel shall conform to ASTM Specification A36. All steel tubing shall conform to ASTM Specification A -500 Grade B (FY= 46KSI). All steel to have a shop coat of rust inhibitive paint. All shop and field welding shall be performed by welders qualified, as described in "American Welding Society's Standard Qualification Procedure" (ASW D1.1), to perform the type of work required. All steel welding rods shall be E70XX electrodes. MASONRY This project is designed as engineered unit masonry. FBC 2705.2 (a) structural design shall be in accordance with ACI 530 -95 /ASCE 5 -95 /TMS 402 - 95, building code requirements for masonry structures and the commentary on building code requirements for masonry structures. FBC 2705.2(b) to satisfy this sub — section all. Masonry units shall be ASTM C -90 Type II with minimum compressive strength of 1500 psi on net area of individual units. All CMU shall be laid in a full bed of mortar in running bond U.O.N. All reinforcing steel shall be manufactured from high strength billet steel conforming to ASTM Designation A -615 Grade 60. All mortar shall be Type S in accordance with ASTM Specification C -270 with a minimum compressive strength of 1800 PSI at 28 days. No testing for mortar strength is required for this project. Grout shall be a high slump mix (8 " -11 ") in accordance with ASTM Specification C -476 having a minimum compressive strength of 2000 PSI. No testing for grout strength is required for this project. Provide 9 gauge horizontal Joint reinforcement (ladder type only) at every second course for all exterior walls. All concrete masonry bearing and shear Walls must be inspected by a qualified engineer just prior pouring of the foundation, 1st and 2nd floor tiebeam. Construction shall be in accordance with the "Specification for the Design and Construction of Load Bearing Concrete Masonry" published by National Concrete Masonry Association. NEW 1 , L-A �8" TYPE 'X' GYPSUM WALL BOARD. NEW 1"X3 V. FIRE STOP. NEW 8'X12" CONCRETE TIE BEAM W/4 #5 CONT. 4$3 STIRUPS 0 12 O.C. & 5 LEGS BENT EACH MY 0 CORNERS. REMOVE EXIST W000 BEAM - #5 VERT IN GROUTED CELL ON EACH SIDE OF OPENINGS 3' -O TO 8' -0" WIDE 1/2' STUCCO ON 8' CONC. BLOCKWALL W/ No. 9 TRUSS TYPE HORIZ. JOINT REINF. 0 18" 0.C. VERT. R -5 INSUL 4' PT. WO. BASE 4" CONC. SLAB W/ 6"x6" - 10/10 YM1 OVER .008 MIL VISQUEEN OVER CLEAN, WELL COMPACTED FiLL. COMPACETD TO 95% --DRY DENSITY AS PER RPOCTOR TEST. MP MP a. le � � - . -- II. - II - I[ II'�uI c = If: I I I I I _16" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL &1 —#5 ©10" CC TRANSVERSAL BAR 1 WALL SECTION. A -A EXIST 1 LAYER OF 28 LBS BASE SHEET TAGGED 6" EVERY FOOT 1 LAYER OF TORCHED GRADE MOTIFIED z O 1/4." dope per ft 1- #s VERT IN GROUTED CELL ON EACH SIDE OF OPENINGS 3' -0 TO 8' -0' WIDE 1/2' STUCCO ON 8" CONC. BLOCKWALL W/ No. 9 TRUSS TYPE HORiZ. JOINT REINF. 0 16' O.C. VERT. R -5 INSUL 4' PT. WD. BASE 4' CONC. SLAB W/ 8'x6" - 10 /10 MA OVER .008 MIL VISQUEEN OVER CLEAN, AEU_ COMPACTED FILL COMPACETD TO 95% DRY DENSITY AS PER RPOCTOR TEST. 16" x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL &1 — #5 010" OC TRANSVERSAL BAR FOUNDATION PLAN SCALE: " =1' -0" METAL DRIP. •X3' P.T. WD STRIP. WOOD FACIA TO MATCH - EXISTING. . SOFFIT NG .1.4'X23' SC EE14 T 0 8' -0 O.C. MATCH EXISTING F STEtf D 1 ,1 !! E T 181 NAILS co GENERAL NOTES. 1. CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS, UTILITY LOCATIONS & BUILDING DIMENSIONS Sc SHALL RESOLVE ANY DISCREPANCIES WiTH THE ARCHITECT /ENGINEER PRIOR TO COMMENCING WORT{ 2. CONTRACTOR SHALL APPROVE ALL SHOP DRAWINGS PRIOR TO SUBMITAL FOR ARCHITECTS /ENGINEERS APPROVAL. 3. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC 2001 4. ALL EXTERIOR DOORS & WINDOWS SHALL COMPLY WITH FBC 2001 5. FIXED GLASS & /OR OPERABLE WINDOWS WITHIN 24" OFF FINISH FLOOR SHALL BE SAFETY GLASS. 6. ALL SLIDING GLASS DOORS & WINDOWS SHALL BE FABRICATED BY A METRO DADE COUNTY APPROVED SERIES MANUFACTURER 7. SLAB ON FILL: FILL & BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE, AS DETERMINED BY THE PROCTOR TEST. COMPACTED LAYERS NOT TO EXCEED 6" 8. REINFORCING STEEL.: ASTM A -305, A -615, GR60. 9. CONCRETE SHALL ACHEIVE 3000 P.S.I. IJN 28 DAYS. 10.IF EXISTING SEPTIC TANK HAS TO BE ABBANDONED FOR ANY REASON, IT SHALL BE COMPLETELY PUMPED OUT, HOLES KNOCKED OUT IN THE BOTTOM & FILLED WITH SAND OR OTHER APPROVED 25' -8" I. EXISTING POOL AND OPEN AREA. f. A 0 o ,„ „, „ s 4 1 v, i iiiiiiiiiiiiiiiiiioi ii ,iii,iiiiiiiiiiiiiii,iiuiiiiii „iii i,i,ii,iiiii 16” x 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL &1 - #5 @10" OC TRANSVERSAL BAR SOIL STATEMENT ON SITE OBSERVATION INDICAFS A SOIL CONDITION OF UNDISTURBED ROCK& SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND BREAKING, A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SMILAR TO THOSE UPON WHICH THE DESIGN iS BASED SHALL BE SUBMITTED. EXISTING CARPORT J CO 10 REVISIONS BY I • ( J W OV Lf) O co C7 J LL • .. • • • • • • •• •• • • • • • • ••• • • ROOF WIND LOAD CALCULATIONS (AS PER ANSI/ASCE -98 & FLORIDA BUILDING CODE 2001) DESIGN A: TYPE OF STRUCTURE : ENCLOSED TYPE OF ROOF : FLAT BLT —UP HT. TO BOTT. OF SOFFIT : 0 -15' BLDG Y : "I" EXPOSURE EGORY : "C" GUST ;E FACTOR, DESIGN VEL. PRESSURE KzxKtz x Kd x x I psf WHERE Kz 5, I = 1.00, V = 150MPH; Kd =0.85; 0.85 x 0.85x1.00x(150 ) x1.00 PRESSURE & FORCE COEFF. , GCp & GCpi GCp OJT AREA — RAFTER) ZONE 1 GCp GS = —2.2 (ASCE 6.7.2.1) GCp OJT AREA — RAFTER) ZONE II = —1.40 GCp GS = —2.2 (ASCE 6.7.2.1) ACTUAL ROOF DEAD LOAD: ROOF JOIST = 2.0 PSF SHEATHING = 2.0 PSF ROOF FINISH = 3.5 PSF CEIL. FINISH = 2.5 PSF TOTAL D/L = 10 PSF Min D /L =10 PSF UPLIFT AND REACTION CALCULATION: TRUSSES L=39'-0"; S =1' —O" 'X2' =550# 2' =1830# EXISTING FLAT ROOF 5,200SF X 15% =780 SF PROPOSED ADDITION 750 SF EXISTING STUCCO 8' X 3/4' RAISED SMOOTH STUCCO FIN. ACCENT BAND TYP. CONT. 1/2 ROUND DRIP. CONT. SEALANT AND BACKER ROD, GLASS & ALUM. FRAMED WINDOW UNIT. HEAD — —0.80 FACTORED I ORED YVIINI) LOADS: + GCpi) = 41.62(1.40 + 0.18) = 65.76 PSF ZONE II q roof q(GCp + GCpi) = 41.62(0.80 + 0.18) = 40.79 PSF ZONE q(GCp + GCpi) = 41.62(2.20 + 0.18) = 99.06 PSF OVERHANG NET UPLIFT . LOAD : U roof = q ROOF —DL = 65.76 -10 = 55.76 PSF ZONE II U roof = q ROOF —DL = 40.79 -10 = 30.79 PSF ZONE I U o'erhang = q ROOF —DL = 99.06 -10 = 89.06 PSF OVERHANG q ave = 39.5PSF TOTAL GRAVITY LOADS, "G" = q ROOF + DL = 35 + 10 = 45PSF GIRDER TRUSS L= 33' -0 "; S =1' -0" U = 39.5X33'X2' =1780# 2 R = 45X33'X2' =2980# Kzt =1.00 41.62 psf DOOR CLIP CONNECTION SEE PRODUCT APPROVED METAL GARAGE DOOR APPROVAL RECESS SUB !1K l FOR GARAGE DOOR --\ 2x6 P,T. BUCK SPACING BETWEEN BOLTS MAX, SPACING FROM TOP AND BOTTOM EXISTING 8' X 12' CONC, TIE BM. GYPSUM BOARD FIN. INSULATION (TYP.) 1 /2'DIA. x 4 1/2' RED HEAD EXP, BOLTS 18'o.c. NOT MORE THAN 6 FROM TOP OR BOTTOM P.T, 1' X WOOD NAILERS AND FURRING STRIPS 3/16' ❑ X 5' LONG (MIN.) 'TAPCON' CONC SCREWS @ 12' D.C. STAGGERED AND COUNTERSUNK INTO P,T. WD. 2' X 4' BUCK SET WI, LIQUID NAIL @ HEAD AND SILL, CONT, SEALANT AND BACKER ROD. NrffoOVTRUSSES @ 24` GC , w Ay . /•v / /���'u //> u /ldwlil����lll /��iZr� /// Ij / /J/�u /7//, a_ mum 111Il CONCRETE COLUMN & JAMB DETAILS AT GARAGE SCALE: N.T. EXISTING 2'X8' 16 I1 I1 I I I I I, 11 I 1 I I I I 1I I1 11 fl I1 I I I I I II 11 I 11 I I I [ I I 11 1 1 EXI,STI -NG 2`X8' X16' OC 3/16' ❑ X 5' LONG (MIN,) 'TAPCON' CONC SCREWS @ 12' ❑,C. STAGGERED AND COUNTERSUNK INTO P,T. WD. 2' X 4' BUCK SET W/, LIQUID NAIL @ HEAD AND SILL. CENT. SEALANT AND BACKER ROD, 8' X 3/4' RAISED SMOOTH STUCCO FIN. ACCENT BAND TYP. 8' X 8' CONC. CAP. EXISTING STUCCO FINISH. VARIES SEE FLOOR PLAN II ►I I I I I ii 11 11 f1 lu 1 -{55 REINFORCEMENT BAR TIE COLUMN AT ALL CORNERS (TYPICAL). SEE FOUNDATION PLAN AND COLUMN SCHEDULE OR UNLESS NOTED OTHERWISE ON FND PLAN. .AMA I1 �. 1 I t I I i t I t I I 4 it ►t I I It I I I It I I It ►t 1 It 1 I I I I EXISTING 4t EXISTING 2'X8''16' 1► 2'X8' 3 16 OC tII or l ►t 11 11 III 111 SILL ..l 2'x6' P.T. SOUTHERN PINE No.2 MEDIUM GRADE 19% M,C. ATTACHED TO WALL IM/ RED HEAD EXP. BOLT 1/2' DIA.x 4 1/2* LONG 0 1e O.C. W/ NUT AND OVERSIZED WASHER (1 1/4' DIA.) 5/8' TEXTURED STUCCO FINISH SCREEN PATIO 0 ROOF FRAMING PLAN SCALE: " =1' -0" 4: /12 PITCH Net Uplift =5501b Reaction = 18 SIMPSON—HETA16 11 -10d Nails DOUG –FIR LARC OR SO. PINE EXISTING 2`X8'' 16 OC GLASS & ALUM, FRAMED WINDOW UNIT, CONT, CAULKING AND BACKER R ❑D, CONT. MUD SET MARBLE SILL, P.T. 1' X WOOD NAILERS AND FURRING STRIPS EXISTING 8' CMU WALL WITH 8' X 12' CONC. TIE BM. 111 TIT I III L UI In P.T. 1' X WOOD NAILERS AND FURRING STRIPS GYPSUM BOARD FIN. INSULATION (TYP.) 3/16' ❑ X 5' LONG (MIN.) 'TAPCON' CONC SCREWS @ 12' D.C. STAGGERED AND COUNTERSUNK INTO P.T. WD. 2' X 4' BUCK SET W. LIQUID NAIL @ HEAD AND SILL, 8' X 3/4' RAISED SMOOTH STUCCO FIN. ACCENT BAND TYP. EXISTING STUCCO FINISH, in II N III III iii STING j j j, GtRDER3 -2 "X8' IA—BOLTED tt1 i I i TOGETHER w/4 'x$" i I — LLOO 1 III BOLTS m 25'- I IS -1 Net Uplift =5501b Reaction = 1830Ib SIMPSON– HETA16 11 -10d Nails C LARCH OR S f1NE�_ 111 III Tn m I l m 8" j JAMB EXISTING /X8' JOIST 3 16' OC REMAIN A N CONT. SEALANT AND BACKER R ❑D. Net Uplift =550Ib Reaction = 18301 SIMPSON— HETA16 11 -10d Nails DOUG –FIR LARCH OR SO. PINE NEW 8' x 8' (MIN.)CONC, FILLED BLOCK CELL W/ 1 - #5 VERT. GLASS & ALUM. FRAMED WINDOW UNIT. CONT. SEALANT AND BACKER ROD. 7EVISICNS BY�\ b k6-4. imma. I V) III DRAWN KERRY CHECKED C.C.M. DATE MARCH 28 SCALE SHOWN SHEET ROOF WIND LOAD CALCULATIONS (AS PER ANSI/ASCE -98 & FLORIDA BUILDING CODE 2001) DESIGN A: TYPE OF STRUCTURE : ENCLOSED TYPE OF ROOF : FLAT BLT —UP HT. TO BOTT. OF SOFFIT : 0 -15' BLDG Y : "I" EXPOSURE EGORY : "C" GUST ;E FACTOR, DESIGN VEL. PRESSURE KzxKtz x Kd x x I psf WHERE Kz 5, I = 1.00, V = 150MPH; Kd =0.85; 0.85 x 0.85x1.00x(150 ) x1.00 PRESSURE & FORCE COEFF. , GCp & GCpi GCp OJT AREA — RAFTER) ZONE 1 GCp GS = —2.2 (ASCE 6.7.2.1) GCp OJT AREA — RAFTER) ZONE II = —1.40 GCp GS = —2.2 (ASCE 6.7.2.1) ACTUAL ROOF DEAD LOAD: ROOF JOIST = 2.0 PSF SHEATHING = 2.0 PSF ROOF FINISH = 3.5 PSF CEIL. FINISH = 2.5 PSF TOTAL D/L = 10 PSF Min D /L =10 PSF UPLIFT AND REACTION CALCULATION: TRUSSES L=39'-0"; S =1' —O" 'X2' =550# 2' =1830# EXISTING FLAT ROOF 5,200SF X 15% =780 SF PROPOSED ADDITION 750 SF EXISTING STUCCO 8' X 3/4' RAISED SMOOTH STUCCO FIN. ACCENT BAND TYP. CONT. 1/2 ROUND DRIP. CONT. SEALANT AND BACKER ROD, GLASS & ALUM. FRAMED WINDOW UNIT. HEAD — —0.80 FACTORED I ORED YVIINI) LOADS: + GCpi) = 41.62(1.40 + 0.18) = 65.76 PSF ZONE II q roof q(GCp + GCpi) = 41.62(0.80 + 0.18) = 40.79 PSF ZONE q(GCp + GCpi) = 41.62(2.20 + 0.18) = 99.06 PSF OVERHANG NET UPLIFT . LOAD : U roof = q ROOF —DL = 65.76 -10 = 55.76 PSF ZONE II U roof = q ROOF —DL = 40.79 -10 = 30.79 PSF ZONE I U o'erhang = q ROOF —DL = 99.06 -10 = 89.06 PSF OVERHANG q ave = 39.5PSF TOTAL GRAVITY LOADS, "G" = q ROOF + DL = 35 + 10 = 45PSF GIRDER TRUSS L= 33' -0 "; S =1' -0" U = 39.5X33'X2' =1780# 2 R = 45X33'X2' =2980# Kzt =1.00 41.62 psf DOOR CLIP CONNECTION SEE PRODUCT APPROVED METAL GARAGE DOOR APPROVAL RECESS SUB !1K l FOR GARAGE DOOR --\ 2x6 P,T. BUCK SPACING BETWEEN BOLTS MAX, SPACING FROM TOP AND BOTTOM EXISTING 8' X 12' CONC, TIE BM. GYPSUM BOARD FIN. INSULATION (TYP.) 1 /2'DIA. x 4 1/2' RED HEAD EXP, BOLTS 18'o.c. NOT MORE THAN 6 FROM TOP OR BOTTOM P.T, 1' X WOOD NAILERS AND FURRING STRIPS 3/16' ❑ X 5' LONG (MIN.) 'TAPCON' CONC SCREWS @ 12' D.C. STAGGERED AND COUNTERSUNK INTO P,T. WD. 2' X 4' BUCK SET WI, LIQUID NAIL @ HEAD AND SILL, CONT, SEALANT AND BACKER ROD. NrffoOVTRUSSES @ 24` GC , w Ay . /•v / /���'u //> u /ldwlil����lll /��iZr� /// Ij / /J/�u /7//, a_ mum 111Il CONCRETE COLUMN & JAMB DETAILS AT GARAGE SCALE: N.T. EXISTING 2'X8' 16 I1 I1 I I I I I, 11 I 1 I I I I 1I I1 11 fl I1 I I I I I II 11 I 11 I I I [ I I 11 1 1 EXI,STI -NG 2`X8' X16' OC 3/16' ❑ X 5' LONG (MIN,) 'TAPCON' CONC SCREWS @ 12' ❑,C. STAGGERED AND COUNTERSUNK INTO P,T. WD. 2' X 4' BUCK SET W/, LIQUID NAIL @ HEAD AND SILL. CENT. SEALANT AND BACKER ROD, 8' X 3/4' RAISED SMOOTH STUCCO FIN. ACCENT BAND TYP. 8' X 8' CONC. CAP. EXISTING STUCCO FINISH. VARIES SEE FLOOR PLAN II ►I I I I I ii 11 11 f1 lu 1 -{55 REINFORCEMENT BAR TIE COLUMN AT ALL CORNERS (TYPICAL). SEE FOUNDATION PLAN AND COLUMN SCHEDULE OR UNLESS NOTED OTHERWISE ON FND PLAN. .AMA I1 �. 1 I t I I i t I t I I 4 it ►t I I It I I I It I I It ►t 1 It 1 I I I I EXISTING 4t EXISTING 2'X8''16' 1► 2'X8' 3 16 OC tII or l ►t 11 11 III 111 SILL ..l 2'x6' P.T. SOUTHERN PINE No.2 MEDIUM GRADE 19% M,C. ATTACHED TO WALL IM/ RED HEAD EXP. BOLT 1/2' DIA.x 4 1/2* LONG 0 1e O.C. W/ NUT AND OVERSIZED WASHER (1 1/4' DIA.) 5/8' TEXTURED STUCCO FINISH SCREEN PATIO 0 ROOF FRAMING PLAN SCALE: " =1' -0" 4: /12 PITCH Net Uplift =5501b Reaction = 18 SIMPSON—HETA16 11 -10d Nails DOUG –FIR LARC OR SO. PINE EXISTING 2`X8'' 16 OC GLASS & ALUM, FRAMED WINDOW UNIT, CONT, CAULKING AND BACKER R ❑D, CONT. MUD SET MARBLE SILL, P.T. 1' X WOOD NAILERS AND FURRING STRIPS EXISTING 8' CMU WALL WITH 8' X 12' CONC. TIE BM. 111 TIT I III L UI In P.T. 1' X WOOD NAILERS AND FURRING STRIPS GYPSUM BOARD FIN. INSULATION (TYP.) 3/16' ❑ X 5' LONG (MIN.) 'TAPCON' CONC SCREWS @ 12' D.C. STAGGERED AND COUNTERSUNK INTO P.T. WD. 2' X 4' BUCK SET W. LIQUID NAIL @ HEAD AND SILL, 8' X 3/4' RAISED SMOOTH STUCCO FIN. ACCENT BAND TYP. EXISTING STUCCO FINISH, in II N III III iii STING j j j, GtRDER3 -2 "X8' IA—BOLTED tt1 i I i TOGETHER w/4 'x$" i I — LLOO 1 III BOLTS m 25'- I IS -1 Net Uplift =5501b Reaction = 1830Ib SIMPSON– HETA16 11 -10d Nails C LARCH OR S f1NE�_ 111 III Tn m I l m 8" j JAMB EXISTING /X8' JOIST 3 16' OC REMAIN A N CONT. SEALANT AND BACKER R ❑D. Net Uplift =550Ib Reaction = 18301 SIMPSON— HETA16 11 -10d Nails DOUG –FIR LARCH OR SO. PINE NEW 8' x 8' (MIN.)CONC, FILLED BLOCK CELL W/ 1 - #5 VERT. GLASS & ALUM. FRAMED WINDOW UNIT. CONT. SEALANT AND BACKER ROD. CLOSET CLOSET PROPOSED GARAGE 0 16GFl „.„11=1.1111:11:11111' All1171 47 1/AGE OP ER EXISTING POOL EXISTING PLANTING EXISTING SCREEN TERRACE PROPOSED ELETRICAL PLAN SCALE: " =1' -0" NEW 128-AMP PANE 18 17 ■ 16 .0111•1���/.0__1111 _6 I► 8 -GFl -AP 1GFl -0 6 ILFCTHCAL \OTLS, THIS WORK SHALL BE DONE AS PER REQUIUREMENTS OF THE NATIONAL ELECTRICAL CODE (NEPA 70) & ALL OTHER ALL ELECTRICAL MATERIALS & EQUIPMENT SHALL BE APPROVED BY UNDERWRITERS LABORATORIES & SHALL BEAR THE U.L. LABEL. RULES OF THE LOCAL UTILITY COMPANIES SHALL BE COMPLIED WITH. THE DRAWING INDICATES THE EXTENT & GENERAL ARRANGEMENT OF EQUIPMENT & WIRING SYSTEMS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF OTHER TRADES ALL WIRES #8AWG & SMALLER SHALL BE SOLID COPPER ALL WIRES #6AWG & LARGER SHALL BE STRANDED COPPER. ALL CONDUIT SHALL BE E.M.T. WHERE CONSEALED IN WALLS OR CEILING. IT SHALL BE I.M.C. WHERE EXPOSED OR IN CONCRETE. ALL EXTERIOR, BATHROOM & GARAGE RECEPTICLES & EXTERIOR LIGHTS WITHIN 16' OF POOL & LESS THAN 12' IN HEIGHT SHALL BE ON GROUND PRIOR TO INSTALLATION OF ROUGH ELECTRICAL WIRING, CHECK NAMEPLATE OF A/C EQUIPMENT & OTHER EQUIPMENT TO OBTAIN CORRECT WIRE SIZES FL- CTRICAL S FD JL _ CIRCUIT # LOAD WIRE COND. BREAK VA REMARKS 1 -7 SMALL APPLIANCES #12 1/2" 20 3000 GAS HOT— WATER— HEATER I GAS RANGE GAS WASHER ... , , •••• al... • •••.: •••., •••• • 11•• 4 t .. 8,9 DRYER #10 3/4" 30 5000 10 REFRIGERATOR #12 1/2" 20 1500 11 -13 SMALL APPLIANCE #12 1/2" 20 3000 14 -21 GEN. LIGHTING /RECEPT. #12 1 / 2 " 20 6870 2290 SF x 3W /SF 22 SPARE #12 1/2" 20 3000 23,24 EXIST. 5 TON STRIP HTR., #8 1" 50 10000 25,26 EXIST 5 —TON CU #8 3/4" 40 3500 27 GARAGE OPENER #12 1/2" 20 1500 LOAD CALC. TOTAL LOAD = 6518 2 -2/0 WIRE & #1 WIRE 750 /200 = 3.75 REMOVING EXISTING 150 AMP PANEL EXIST 200A PNL AND INSTALLING NEW 200 AMP PANEL AND125 AMP PANEL TO DETACHED GARAGE MAIN HOUSE 1 -1/2" EMT 2 -2/0 WIRE & #1 WIRE -/ 1 MCB 2 pole 125 3 — #2 WIR El / ,v r/-' 125 '25 R # SOLID CU. TO CWP & 2— 5/8" x 10' GRD. RODS ATTACHED TO STRUCT. STL. IN BLDG. FOUNDATION MAIN HOUSE 1 -1/2' PVC UNDER GROUND SERVICE SUB FEED UNDER GROUND f DETACHED GARAGE NEW / 125A PNL 46 ° SOLID CU. TO CWP & 2— 5/8" x 10' GRD. RODS ATTACHED TO STRUCT. STL. IN BLDG. FOUNDATION DETACHED GARAGE 6'-0" i l , / _L__ 9i 1 / CLOSET CLOSET PROPOSED GARAGE 0 16GFl „.„11=1.1111:11:11111' All1171 47 1/AGE OP ER EXISTING POOL EXISTING PLANTING EXISTING SCREEN TERRACE PROPOSED ELETRICAL PLAN SCALE: " =1' -0" NEW 128-AMP PANE 18 17 ■ 16 .0111•1���/.0__1111 _6 I► 8 -GFl -AP 1GFl -0 6 ILFCTHCAL \OTLS, THIS WORK SHALL BE DONE AS PER REQUIUREMENTS OF THE NATIONAL ELECTRICAL CODE (NEPA 70) & ALL OTHER ALL ELECTRICAL MATERIALS & EQUIPMENT SHALL BE APPROVED BY UNDERWRITERS LABORATORIES & SHALL BEAR THE U.L. LABEL. RULES OF THE LOCAL UTILITY COMPANIES SHALL BE COMPLIED WITH. THE DRAWING INDICATES THE EXTENT & GENERAL ARRANGEMENT OF EQUIPMENT & WIRING SYSTEMS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF OTHER TRADES ALL WIRES #8AWG & SMALLER SHALL BE SOLID COPPER ALL WIRES #6AWG & LARGER SHALL BE STRANDED COPPER. ALL CONDUIT SHALL BE E.M.T. WHERE CONSEALED IN WALLS OR CEILING. IT SHALL BE I.M.C. WHERE EXPOSED OR IN CONCRETE. ALL EXTERIOR, BATHROOM & GARAGE RECEPTICLES & EXTERIOR LIGHTS WITHIN 16' OF POOL & LESS THAN 12' IN HEIGHT SHALL BE ON GROUND PRIOR TO INSTALLATION OF ROUGH ELECTRICAL WIRING, CHECK NAMEPLATE OF A/C EQUIPMENT & OTHER EQUIPMENT TO OBTAIN CORRECT WIRE SIZES REVISIONS j BY ■ I • .... • • •••• • • • •• . ., .... _ J ..... _ • a••• V. I I1 . • • , J .. J - . ... a . ... , , •••• al... • •••.: •••., •••• • 11•• 4 t .. DRAWN KERRY CHECKED C.C.M. DATE MARCH 28 SCALE .,SHOWN CLOSET CLOSET PROPOSED GARAGE 0 16GFl „.„11=1.1111:11:11111' All1171 47 1/AGE OP ER EXISTING POOL EXISTING PLANTING EXISTING SCREEN TERRACE PROPOSED ELETRICAL PLAN SCALE: " =1' -0" NEW 128-AMP PANE 18 17 ■ 16 .0111•1���/.0__1111 _6 I► 8 -GFl -AP 1GFl -0 6 ILFCTHCAL \OTLS, THIS WORK SHALL BE DONE AS PER REQUIUREMENTS OF THE NATIONAL ELECTRICAL CODE (NEPA 70) & ALL OTHER ALL ELECTRICAL MATERIALS & EQUIPMENT SHALL BE APPROVED BY UNDERWRITERS LABORATORIES & SHALL BEAR THE U.L. LABEL. RULES OF THE LOCAL UTILITY COMPANIES SHALL BE COMPLIED WITH. THE DRAWING INDICATES THE EXTENT & GENERAL ARRANGEMENT OF EQUIPMENT & WIRING SYSTEMS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF OTHER TRADES ALL WIRES #8AWG & SMALLER SHALL BE SOLID COPPER ALL WIRES #6AWG & LARGER SHALL BE STRANDED COPPER. ALL CONDUIT SHALL BE E.M.T. WHERE CONSEALED IN WALLS OR CEILING. IT SHALL BE I.M.C. WHERE EXPOSED OR IN CONCRETE. ALL EXTERIOR, BATHROOM & GARAGE RECEPTICLES & EXTERIOR LIGHTS WITHIN 16' OF POOL & LESS THAN 12' IN HEIGHT SHALL BE ON GROUND PRIOR TO INSTALLATION OF ROUGH ELECTRICAL WIRING, CHECK NAMEPLATE OF A/C EQUIPMENT & OTHER EQUIPMENT TO OBTAIN CORRECT WIRE SIZES FT scH ________ DuL „ CIRCUIT # LOAD WIRE COND. BREAK VA REMARKS 1 -5 GEN. LIGH11 (; /RECEPT. ARC FAULT PROTECTED #12 1/2" 20 6516 750 SF x 3W /SF DESIGNER, KERRY TURNER 2032 S.W. 104 AVE MIRAMAR FL 33025 _ _ LOAD CALC. 3— /A IN 1 1/2" C 1--1/4.-a-- VC CONDUIT ' / CQrr. /Z d� TOTAL LOAD = 6518 750 /200 = 3.75 ���/� 200A 2 PNL L 1 PN_ L DATE MARCH 28 SCALE SHOWN \ 1 REMOVING EXISTING 150 AMP PANEL AND INSTALLING NEW 200 AMP PANEL #4 SOLID CU. TO CWP & 2— 5/8" x 10' GRD. RODS ATTACHED TO STRUCT. STL. IN BLDG. FOUNDATION 4' 6' -0" i i , REVISIONS BY I. RE IN NM DESIGNER, KERRY TURNER 2032 S.W. 104 AVE MIRAMAR FL 33025 _ _ FOR: RS. =T DRAWN KERRY CHECKED C.C.M. DATE MARCH 28 SCALE SHOWN ELECTRICAL SCOPE OF WORK: 1. INSTALL NEW RECEPTACLES, SWITCHES AND LIGHT FIXTURES AS SHOWN ON PLANS. CHECK FOR CODE COMPLAINCE. 2. INSTALL SIDE LIGHT FIXTURE AND RECEPTACLE AT REAR OF BUILDING AS SHOWN ON PLANS AND THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE. 3. CONTRACTOR TO FURNISH ALL LABOR AND MATERIAL NECCESSARY FOR THE COMPLETION ALL ;AL WORK AS SHOWN ON PLANS. 11) -MASISOLE E T - �' wrievastE r R CEPTACLE Di -DISCONNECT _CTCR LIGHT FIXTURE DUNTED CIELNo FlXTURE LIGHT, 0 -TRACK LENOTH TO SCALE WLTH PL MS FICIIiRESCENT FIXTURE, LENGTH TO SCALE WITH meths VOWED FIXTURE, PROVIDE BRACING TED FIXTURE FLOOD LIGHTS, 100 GATT PARM L k PS -EXHAUsT FAN -us Alip/i2o VOLT Affeir OUTLET OUTLET 0 -CEILING N 0 LEGEND: ELECTRICAL SYMBOLS - �(ouNT 12' A.F.F. UNLESS OTHERMSE NOTED - VERIFY OUNTINo LIGHT - VERIFY MOUNTING HEIGHT -FOUNT 12' A.F.F. UNLESS OTHERWISE NOTED - VERIFY UOUNTTNo HEIGHT - VERIFY EXACT LOCATION V VOLLTAGE Al PA AS P R ! ' � 1 SOTED -MOUNT 44' A.F.F. UNLESS OTHERWISE NOTED - I,IOUNT 44' A.F.F. UNLESS OTHER SE NOTED -MO FUSED AS PER EQUIF44ENT NAVE ATE - CONNECT TO BATHROOU CROAT BA1HROOIri CIRCUIT CIRICAL NOT THIS WORK SHALL BE DONE AS PER REQUIUREMENTS OF THE NATIONAL ELECTRICAL CODE (NFPA 70) & ALL OTHER ALL ELECTRICAL MATERIALS & EQUIPMENT SHALL BE APPROVED BY UNDERWRITERS LABORATORIES & SHALL BEAR THE U.L. LABEL. RULES OF THE LOCAL UTILITY COMPANIES SHALL BE COMPLIED WITH. THE 'AWING INDICATES THE EXTENT & GENERAL ARRANGEMENT OF IIPMENT & WIRING SYSTEMS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF OTHER TRADES ALL DES #8AWG & SMALLER SHALL BE SOLID COPPER ALL WIRES #6AWG & LARGER SHALL BE STRANDED COPPER. ALL CONDUIT SHALL BE E.M.T. WHERE CONSEALED IN WALLS OR CEILING. IT SHALL BE I.M.C. WHERE EXPOSED OR IN CONCRETE. ALL EXTERIOR, BATHROOM & GARAGE RECEPTACLES & EXTERIOR LIGHTS WITHIN 16' OF POOL & LESS THAN 12' IN HEIGHT SHALL BE ON GROUND PRIOR TO INSTALLATION OF ROUGH ELECTRICAL WIRING, CHECK NAMEPLATE OF A/C EQUIPMENT & OTHER EQUIPMENT TO OBTAIN CORRECT WIRE SIZES CLOSET ,,, !, /Z/,. ,,,,,,,,,,,!l, /,,., /,.� III All EINEM ,1:1 11 DINE. PROPOSED GARAGE II z dlll ////lr', /' , / lil ii , i /ii EXISTING POOL EXIS7ING PLAN TIN EXISTING W;%RE,EN TERRACE 1ITT PROPOSED ELETRICAL PLAN SCALE: " =1' -0" PIEW 125 —AVP PANS 3g 1GFl -WP ., • ..., • • ••• • • • .. I .. • .;.. • •4 ., • .. • • • .,