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BP04-920/RF05-1118BUILDING n MIAMI SHORES VILLAGE, FLORIDA ELECTRICAL Cl PLUMBING - � PERMIT v? 9675 Contractor's ROOFING 11 License No. Owner of Building Architect Contractor or Builder Legal Lox Description Address of Building Work to be performed under this Permit__ CONTRACTOR or BUILDER BI Date __ _19 Subdi- vision Sq. Ft. Value of Amount of Project $ il Permit This permit is granted to the contractor or builder named above to construct the building or to install the equipment or device described in the applica- tion herefor in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in rumpliancc with any plans, drawings, statements or specifications that may have been submitted to and approved by the proper municipal authorities. 'Phis Permit may he revoked at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon which this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinances and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assumes respon sibility for work done by his agents, servants or employees. Signed • (INSPECTOR) BY _ __ __ _ — In consideration of the issuance to me of this permit I agree to perform the work covered hereunder in compliance with all ordinance:. and regulation, pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shore Village. In accepting this permit I assume responsibility for all work dune by either, myself, my agent, servant or employee. BY AUTIIORITY BUILDING ELECTRICAL PLUMBING ROOFING Address of Building LI U Owner of Building i Architect Contractor or Builder Legal Lot Description / ( -:- CONTRACTOR OR BUILDER MIAMI SHORES VILLAGE, FLORIDA PERMIT f Bl. 7630 Work to be performed under this Permit;'_ - Subdi- vision _Z Contractor's License No. ) Signed. I- DATE — 19__ Value of " Arnount of Project a--�'. !I Permit $_ _ —`, This permit is granted to the contractor or builder named above to construct the building or to install the equipment or device described in the applica- tion herefor in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in compliance with an plans, drawings, statements or specifications that may have been submitted to and approved by the proper municipal authorities. This Permit may he rtvoked at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon which this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinances and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assumes respon- sibility for work done by his agents, servants or employees. BY AUTHORITY INSP .UTOR In consideration of the issuance to me of this permit I agree to perform tho work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In ac• cepting this permit I assume responsibility for Bill work done by either, myself, my agent, servant or employee. MIAMI SHORES VILLAGE, FLORIDA BUILDING pate__ 19 ELECTRICAL C] PLUMBING D PERMIT N? 8400 Contractor's ROOFING ❑ License No. Work to be performed under this Permit Owner of Building Architect Contractor or Builder Legal Lot 1 Description 1 B1 Address of Building CONTRACTOR or BUILDER Subdi- vision _ Sq. Ft. Value of j' Amount of Project $ Permit $ BY AUTHORITY This permit is granted to the contractor or builder named above to construct the building or to install the equipment or device de in the applica- tion herefor in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in compliance with an plans, drawings, statements or specifications that may have been submitted to and approved by the proper municipal authorities. This Permit may he re) ol.cil at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon IN 11101 this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinance, and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assume, re,pun- sibility for work done by his agents, servants or employees. Signed • (INSPECTOR) BY _ _ In consideration of the issuance to me of this permit I agree to perform the work covered hereunder in compliance with all ordinances and regulation, pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of :``Miami t•hores Village. In accepting this permit I assume responsibility for all work done by either, myself, my agent, servant or employee. BUILDING L1 MIAMI SHORES VILLAGE, FLORIDA ELECTRICAL L1 PLUMBING 111 PERMIT N? 8391 Contractor's License No. ROOFING C r_ Owner of Building Architect Contractor or Builder Legal Lot I I Description 1 BI Address of Building CONTRACTOR or BUILDER Work to be performed under this Permit Date Subdi- vision Sq. Ft. Value of Amount of Project $ 11 Permit $. 19■ This permit is granted to the contractor or builder named above to construct the building or to install the equipment or device described in the applica- tion herefor in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in compliance kith any plans, drawings, statements or specifications that may have been submitted to and approved by the proper municipal authorities. This Permit may be revoked at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon which this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinances and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assumes respon sibility for work done by his agents, servants or employees. Signed — (INSPECTOR) BY In consideration of the issuance to me of this permit I agree to perform the work covered hereunder in compliance with all ordinances and regulation - pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either, myself, my agent, servant or employee. BY AIUTHORITY B4. MAP AND PANEL NUMBER 4�40 9 B5. SUFFIX B6. FIRM INDEX DATE B7. FIRM PANEL EFFECTIVE/REVISED DATE 7- 11 1115 B8. FLOOD ZONE(S) X B9. BASE FLOOD ELEVATION(S) (Zone AO, use depth flooding) FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. BUILDING OWNER'S NAME DF BU%L.PeRs Iw 4 1ADING STR TADDRESS (Including Apt., Unit, Suite, and /or Bldg. No.) OR P.O. ROUTE AND BOX NO. NfrE. l sTiteer STATE CITY MI hot SHO F IAoRIDA QROPERTY DESCRIPTION Lot and Block Numbers, Tax Parcel Number, Legal Descripti'n. etc.) L.012.1 a oc � rs, IMv1 MII CttdtFS '� . . BUILDING USE (e.g., Resntial, Non - residential, Addition, Accessory, etc. Use a Commen area�cessary.) ' URRQNf -. VhCkNT teAND PRAPOseD - Itt^ t- TITUDE1LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: I_I GPS (Type): ( ##° - ##' - ##.##° or IN/NNW) • 1 -1 NAD 1927 1_1 NAD 1983 (_I USGS Quad Map L_I Other B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER MIAMI SttReS VU,i/A4,5 ° 12.0652 SECTION A - PROPERTY OWNER INFORMATION ,SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B2. COUNTY NAME DPDE COUNT`' B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. 1 1 FIS Profile 1 1 FIRM 1 1 Community Determined 1 1 Other (Describe): B11. Indicate the elevation datum used for the BFE in 89: L. NGVD 1929 1J NAVD 1988 IJ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1 I Yes L. No • Designation Date: SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) • C1. Building elevations are based on: g1Construction Drawings* • 1 'Building Under Construction* IJFinished Construction •A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number Q (Select the building diagram most similar to the building for which this certificate is being completed - sea pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR /A, AR/AE, AR/A1 -A30, AR /AH, AR/A0 Complete Items C3.a -i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion /Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? 1_1 Yes LI No • • .0 a) Top of bottom floor (including basement or enclosure) Fit* El> 9 ' . 00 ft.(m) ❑ b) Top of next higher floor ' ft.(m) ❑ c) Bottom of lowest horizontal structural member (V zones only) N I1► . �, ► ft.(m) O d) Attached garage (top of slab) MOST) ) 'I . &(m) O e) Lowest elevation of machinery and /or..equipment servicing the building (Describe in a Comments area.) NAt . ft.(rn) ❑ f) Lowest adjacent (finished) grade (LAG) Wits . ft.(m) O g) Highest adjacent (finished) grade (HAG) pl ,A . _ ft.(m) O h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 ❑ i) Total area of all permanent openings (flood vents) in C3.h 144k 0 sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION O.M.B. No. 3067 -0077 Expires December 31, 2005 Company NAIC Number ZIP CODE 3 150 B3. STATE FI-oRi PA This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in•Sections A, 8, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LI t E NU BER rL =d V .ice .illy , r ; ZIP CO �.� j • FEMA Form 81 -31, January 2003 See reverse side r continuation. Replaces all previous editions t:1APORTANT: In these spaces, copy the corresponding information from Section A. b BLIILDING T EET ADDRESS (Including Apt., Unit, Suite, and /or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 4-641' • t sT ga r CITY STATE ZIP CODE Company NAIC Number - MOT 14 4 I St't'oittS 53150 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS FiIl(st F ooR EL •EVA Tio nl of iPRa ?OS ED ReStOENC.tei IS I2. oo rr. I I Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El. through E5. If the Elevation Certificate is intended for use as supporting information fora LOMA or LOMR -F, Section C must be completed. • NA. El. Building Diagram Number (Select the budding diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) NI A E2. The top of the bottom floor (including basement or enclosure) of the building is L ft. (m) LLI in. (cm) LI above or II below (check one) the highest adjacent grade. (Use natural grade, if available.) Nth E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is I ft. (m) I 1 lin. (cm) above the highest adjacent grade. Complete Items C3.h and C3a on front"of fora►: pc E4. The top of the platform of machinery and /or equipment servicing the building is I I I ft. (m) L(J in. (cm) LA above or I l below (check one) the highest adjacent grade. (Use natural grade, if available.) NA E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I I Yes I I No I l Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER' (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME DF 6Utirpozs ADDRESS CITY 10:b1 1,3114DIN4 (APO . 42o3 �uNRisC DATE SIGNATURE COMM S SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C for E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below: G1. L The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. LJ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community-issued BFE) or Zone AO. G3. L The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED ' G6. DATE CERTIFICATE OF COMPLIANCE /OCCUPANCY ISSUED G7. This permit has been issued for LJ New Construction LJ Substantia Improvement' G8. Elevation of as -built lowest floor (including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: • . LOCAL OFFICIAL'S NAME COMMUNITY NAME SIGNATURE COMMENTS iltts EL VPT 014 IS PRoPosE'D FEMA Form 81 -31, January 2003 TITLE ' TELEPHONE DATE For Insurance Company Use: STATE ZIP CODE 33351 TELEPHONE . ft. (m) Datum: ft (m) Datum: Check here if attachments IJ Check here if attachments Replaces all previous editions Design Engineer: Garry W. Vey maas, Ph.D., PE FL PE 61163 SOLUTIONS ENGINEERING GROUP Structural Design and Inspections 3081 E. Commercial Blvd., 2' Floor, Ft Lauderdale FL 33308 (954) 465 -0346 (Phone) (954) 491 -6162 (Fax) www.solutionsennineering.net CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET MIAMI SHORES,FL TWO -STORY MASONRY BUILDING Project 31 -3 (\\, 1 \ RAM DESIGN,INC. 10001 N.W. 50TH ST.,SUITE 203G SUNRISE,FL 33351 13- Sep -04 SOLUTIONS ENGINEERING GROUP Structural Design and Inspections WIND LOAD CALCULATIONS WINDOW /DOOR WIND LOADS DEAD AND LIVE LOADS MASONRY WALL DESIGN WALL FOOTING DESIGN SHEAR WALL CHECK TIE BEAM DESIGN MASONRY COLUMN DESIGN COLUMN FOOTING DESIGN CONCRETE BEAM DESIGN ONE WAY SLAB DESIGN PRECAST LINTEL DESIGN ROOF TRUSS & ANCHOR DESIGN 3081 E. Commercial Blvd., 2nd Floor, Ft Lauderdale FL 33308 (954) 465 -0346 (Phone) (954) 491 -6162 (Fax) www.solutionsengineerinq.net TABLE OF CONTENTS Table 6-6 Structure Type Kd Buildings Main Wind Force Resisting System Components and Cladding 0.85 0.85 Arched Roofs 0.85 Chimneys, Tanks, and Similar Structures WIND LOAD CALCULATIONS ASCE 7 - 98: SECT 6.5 METHOD 2 - ANALYTICAL PROCEDURE - LOW RISE BUILDINGS: H <60ft Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET MIAMI SHORES,FL Date: 09/13/04 Design Engineer: Garry W. Vermaas, Ph.D., PE 1 Step Section Figure Table Basic Wind Speed 6.5.4 6 -1 Variable Units Value V mph 148 90(40) 100(46) 110(49) 120(58) 130(5!) jet% an Va 4 6 11 " 4:4c 4 , 0 •RIPMallhrilebta 1 4:4- l="1""VezifilitirSal. qr. :` iih`, �r � J., varleitt i V(II 111 W ill • 150(67) Broward County: 140 Exposure C Dade County: 146 Exposure C Palm Beach County: 140, 130, or 120 Exposure B or C http:// www .dca.state.fl.us /fhcd/fbc/index _page /maps /county_maps /palmbeach2_wl. pdf 130(88) 140(63) 150(67) 130(88) 40(63) ' Iu1'.'�' Spuds/ wind Region Notes: 1. Values are nominsi design 3 sscond gust wind above to� hour (s) at 33 ft (10 m) 2. permitted. 3. wind b 3. blanch and coastal areas outside the last contour shag use the last wind speed contour oldie coastal area. gorges, omen 4. Mountainous �� a spec nd�rrdregions s. FIGURE 6-10. Sc os Wind Speed — Eastern Gulf of Medoo and Southeastern US. Hurricane Coastline Notes: 6.5.4.1 6.5.4.2 Basic wind speed shall be increased where records indicate higher wind speeds Stipulations for 6.5.4.1 Step Wind Directionality Factor Section Figure Table 6.5.4.4 Table 6-6 Variable Units Value Kd 0.85 PAGE 2 - 1 Solid Signs Open Signs and Lattice Framework Trussed Towers Triangular, square, rectangular All other cross sections 0.85 0.85 0.85 0.95 Square Hexagonal Round 0.90 0.95 0.95 1 Step Building Category 6.5.5 Section Figure Table Table 1 - 1 Variable Units Value 1 1 1 Step Importance Factor 6.5.5 Section Figure Table Table 6 - 1 Variable Units Value 1.00 Table 6 -1 Non - Hurrican Prone Regions Category and Hurrican Prone Regions with V = 85 -100 mph and Alaska 1 11 IV 0.87 1.00 1.15 1.15 Hurrican Prone Regions with V >100 mph 0.77 1.00 1.15 1.15 Step Exposure Category Section Figure Table 6.5.6 Variable Units Value C Exposure A: Large city cetners with at least 50% of the buildings having a height in excess of 70 ft. Exposure B: Urban and suburban areas, wooded areas, or other terrain with numerous closely spaced obstuctions having the size of single family dwellings or larger. Exposure C: Open terrain with scattered obstructions having heights generally less than 30 ft. Open country, grasslands and shorelines in hurrican prone regions. Exposure D: Flat, unobstructed areas exposed to wind flowing over open water (excluding shorelines in hurrican prone regions) for a distance of at least 1 mile. Broward County: 140 Exposure C Dade County: 146 Exposure C Palm Beach County: 140, 130, or 120 Exposure B or C http : //www.dca.state.fl.us /fhcd /fb ndex _page/ maps /county_maps /palmbeach2_wi.pdf Step Velocity Pressure Exposure Coefficient Section Figure Table Variable Units Value 6.5.6.4 Table 6 -5 Table 6-4 Kz Input Mean Roof 21.60 Height a a (ft) 9.5 Zg 900 Calculated Table 6-4 Exposure a Z (ft) A 5.00 1500 B 7.00 1200 C 9.50 900 D 11.50 700 Step Topographic Factor Section Figure Table 6.5.7 Fig 6 -2 Variable Units Value Kzt from above Height (ft) Mean Roof 21.60 Input calculated K1 0 K2 0 K3 0 Kz 1.00 ESCARPMENT 2 -D RIDGE OR 3-D AXISYMMETRICAL HILL Topographic Multipliers for Exposure C H/L, 0.20 0.25 0.30 0.35 0.40 0.45 0.50 K, Multiplier 2 -D 2 -D 3 -D Ridge Escarp. Axisym. Hill 0.29 0.36 0.43 0.51 0.58 0.65 0.72 0.17 0.21 0.26 0.30 0.34 0.38 0.43 0.21 0.26 0.32 0.37 0.42 0.47 0.53 xiL, 0.00 0.50 1.00 1.50 2.00 2.50 3.00 K2 Multiplier 2 -D MI Escarp. Other Cases 1.00 0.88 0.75 0.63 0.50 0.38 0.25 1.00 0.67 0.33 0.00 0.00 0.00 0.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 K, Multiplier 2 -D 2 -D 3-D Ridge Escarp. Axisym. Hill 1.00 0.74 0.55 0.41 0.30 0.2.2 0.17 1.00 0.78 0.61 0.47 0.37 0.29 0.22 1.00 0.67 0.45 0.30 0.20 0.14 0.09 3.50 0.13 0.00 0.70 0.12 0.17 Speedop s (Dummied) 0.06 Kz 0.92 0.50 j 0.12 0.43 0.53 3.00 3. 4.00 50 0.13 0.00 0 0.80 0.90 0.00 0.00 1.00 1.50 2.00 0.12 0.09 0.07 0.05 0.01 0.00 0.17 0.14 0.11 0.08 0.02 0.00 0.06 0.04 0.03 0.02 0.00 0.00 Notes: .60 0.25 0.00 - 0.17 0.22 0.09 0.70 1. For values of H/L.n, x/L and z/LD other than those shown, linear n 2. For f1/1 > 0.5, assume line iterpo far is permitted. and K,. e ° 0.5 for evaluating K, and substitute 2H fo Ln for evaluating K, 3. Multipliers are based on the assumption that wind approaches the hill or escarpment along the direction of maximum slope. 4. Notation: H: Height of hill or escarpment relative to the upwind terrain, in feet (meters). D istance upwind Lb: p ind of crest to where the difference in ground elevation is half the height of hill or escarpment, in feet (meters) K2: Factor to account for shape of topographic feature and maximum speed -up effect. Factor to account for reduction in speed -up with distance upwind or downwind of crest. K,: x: Factor to account for reduction in speed -up with height above local terrain. z: Distance (upwind or downwind) from the crest to the building site in feet (meters). Height above local ground level, in feet (meters). u: Horizontal attenuation factor. Y: Height attenuation factor. Step Enclosure Classification Section Figure Table 6.5.9 Variable Units Value Enclosed 6.5.9.1 All buildings shall be classified as enclosed, partially enclosed, or open. Step Internal Pressure 6.5.11.1 Coefficient Section Figure Table Table 6 -7 Variable Units Value GCpi 0.18 Table 6-7 Enclosure Classification Open Buildings Partially Enclosed Buildings Enclosed Buildings GCp/ 0 + 0.55 - 0.55 + 0.18 - 0.18 Step Section External Pressure 6.5.11.2 Fig 6-4 Coefficient Figure Table Variable Units GCpf Value Roof Angle (degrees) 0 -5 GCpf - Case A Windward Wall Corner Windward Wall Roof - Front Corner Roof - Front Roof - Back Corner Roof- Back Leeward Wall Corner Leeward Wall 1E 1 2E 2 3E 3 4E 4 0.61 0.40 -1.07 -0.69 -0.53 -0.37 -0.43 -0.29 IGCpf - Case A oof Angle Roof Angle GCpf - Case A Building Surface 1 (degrees) Windward Wall Comer 1E 0.69 2E Windward Wall 1 0.56 90 Roof - Front Comer 2E 0.69 0.61 Roof - Front 2 0.56 20 Roof - Back Comer 3E -0.48 -0.43 Roof - Back 3 -0.37 -0.64 Leeward Wall Comer 4E -0.48 -0.43 Leeward Wall 4 -0.37 Roof An ) v CASE A Building Surface 1 2 3 4 lE 2E 3E 4E 0 -5 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 20 0.53 -0.69 -0.48 -0.43 0.80 -1.07 -0.69 -0.64 30-45 0.56 0.21 -0.43 -0.37 0.69 0.27 -0.53 -0.48 90 0.56 0.56 -0.37 -0.37 0.69 0.69 -0.48 -0.48 CASE A (degrees) 20 Windward Wall Comer Windward Wall Roof - Front Comer Roof - Front Roof - Back Comer Roof - Back Leeward Wall Comer Leeward Wall 1E 1 2E 2 3E 3 4E 4 0.80 0.53 -1.07 -0.69 -0.69 -0.48 -0.64 -0.43 Roof Angle (degrees) 30-45 GCpf - Case A Windward Wall Comer Windward Wall Roof - Front Corner Roof - Front Roof - Back Comer Roof -Back Leeward Wall Corner Leeward Wall 1E 1 2E 2 3E 3 4E 4 0.69 0.56 0.27 0.21 -0.53 -0.43 -0.48 -0.37 Roof Angle degrees) 0 -90 Main Wind Force Resisting System Figure 6-4 1 Estarnal Pressure Coefficients, CC Enclosed, Partially Enclosed Buildings WIND tt GCpf - Case B Windward Wall Corner 1E Windward Wall 1 Roof - Front Comer 2E Roof - Front 2 Roof - Back Comer 3E Roof - Back 3 Leeward Wall Corner 4E Leeward Wall 4 Left Side Comer 5E Left Side 5 Right Side Comer 6E Right Side 6 CASE B Walls & Gable Roof 0 MID DIRECTION RANGE -0.48 -0.45 -1.07 -0.69 -0.53 -0.37 -0.48 -0.45 0.61 0.40 -0.43 -0.29 1 9 U 1 U.WO 1 0.30 1 - U.0 / 1 -U.d / 1 U.OY I U.OY 1 -U.48 1 -0.48 1 CASE B Roof Angle 0 Building Surface (de -0.45 -069 { -0.37 ( -0.45 0.40 -0.29 I -0.48 -1.07 l -0.53 -048 1 0 ` -0.43 Notes: . Case A and Case B are required as two separate loading conditions to generate the wind actions, including torsion, to be resisted by the main wind -force resisting system. To obtain the critical wind actions, the building shall be rotated in 90° degree increments so that each corner in trim becomes the windward comer while the loading patterns in the sketches remain fixed. For the design of structural system providing lateral resistance in the direction parallel to the ridge line, Case A shall be based on 0 = 0 °. • Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. • For Case A loading the following restrictions apply: a. The roof pressure coefficient GC when negative in Zone 2, shall be applied in Zone 2 for a distance from the edge of roof equal to 0.5 times the horizontal dimensions of the building measured perpendicular to the eave line or 2.5h, whichever is less; the remainder of Zone 2 extending to the ridge line shall use the pressure coefficient GC„, for Zone 3. b. Except for moment frames, the total horizontal shear shall not be less than that 5. Combinations et ned df yue neglecting wind forces on roof surfaces. obtain the most severe loadings. Pry (see Table 6-7) shall be evaluated as required to 6. For values of 0 other than those shown, linear interpolation is permitted. 7. Notation: a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (1 m). 0: Mean roof height, in feet (meters), except that cave height shall be used for 0 5 I0 °. Angle of plane of roof from horizontal, in degrees. Minimum Building Width (ft) Slope (X/Y)- Example (1/4) Roof Angle (Degree) 30 0.33 18.43 'Summary (from above) Wind Speed Wind directionality factor Importance Factor Mean Roof Height (ft) Maximum Building Width (ft) Roof Angle (Degree) Velocity Exposure Pressure Coefficient Topographic Factor Internal Pressure Coefficient Width of comer strip Step Velocity Pressure q= 0 .00256KzKztKd(VA2)I Section Figure Table Variable Units Value 6.5.10 q 42.52 Lateral Wind Loads Pressure Mean Roof Height Case A - Wall Loads - Roof Angle = 20 Windward Wall Comer Windward Wall Leeward Wall Comer 1E 1 4E V Kd Kz Kzt GCpi a 42.52 P (psf) 41.67 30.19 -34.86 146 0.85 1.00 21.60 30 18.43 0.92 1.00 0.18 3.00 ft Step Design Wind Load Section Figure Table 6.5.12 Variable F Units Value Case A - Wall Loads - Roof Angle = 0 wndwarri Wall Comer Windward Wall Leeward Wall Comer Leeward Wall 1E 1 4E 4 P (psf) 33.59 24.66 -25.93 -19.98 QLeeward Wall Case B Wall Loads Windward Wall Corner Windward Wall Leeward Wall Corner Leeward Wall Left Side Comer Left Side Right Side Comer Right Side Roof Vertical Wind Loads Case A - Roof Loads - Roof Angle = 0 Roof - Front Comer Roof - Front Roof - Back Comer Roof- Back 2E 2 3E 3 P (Psi) -53.15 -36.99 -30.19 -23.38 P (psf) Case A - Roof Loads - Roof Angle = 20 Roof - Front Corner Roof - Front Roof - Back Comer Roof- Back 2E 2 3E 3 -53.15 -36.99 -36.99 -28.06 Case A - Roof Loads - Roof Angle = 30 - 45 Roof - Front Comer 2E Roof - Front Roof - Back Corner Roof- Back Case A - Roof Loads - Roof Angle = 90 P (psf) Roof - Front Comer 2E 36.99 Roof - Front 2 31.46 Roof - Back Comer 3E -28.06 Roof - Back 3 -23.38 Case B - Roof Loads - Roof Angle = 0 - 90 P (psf) Roof - Front Comer 2E -53.15 Roof - Front 2 -36.99 Roof - Back Comer 3E -30.19 Roof - Back 3 -23.38 Final Wind Lateral Loads 4 Case A - Wall Loads - Roof Angle = 90 Windward Wall Corner 1E Windward Wall 1 Leeward Wall Corner 4E Leeward Wall 4 2 3E 3 -25.93 I Case A - Wall Loads - Roof Angle = 30 - 45 P (Psf) Windward Wall Corner 1 E 36.99 Windward Wall 1 31.46 Leeward Wall Corner 4E -28.06 Leeward Wall 4 -23.38 P (psf) 36.99 31.46 -28.06 -23.38 P (psf) 1E -28.06 1 -26.79 4E -28.06 4 -26.79 5E 33.59 5 24.66 6E -25.93 6 -19.98 P (psf) 19.13 16.58 -30.19 -25.93 Case A - Wall Loads - Roof Angle = 18.43 P (Psf) Windward Wall Comer 1 E 41.03 Windward Wall 1 29.75 Leeward Wall Corner 4E -34.16 Leeward Wall 4 -25.47 Final Wind Lateral Loads Case B - Wall Loads - Roof Angle = 18.43 Left Side Comer 5E Left Side 5 Right Side Corner 6E Right Side 6 P (Psf) 33.59 24.66 -25.93 -19.98 Final Roof Vertical Wind Loads Case A - Wall Loads - Roof Angle = 18.43 Roof - Front Corner 2E Roof - Front 2 Roof - Back Comer 3E Roof -Back 3 P (psf) -53.15 -36.99 -36.45 -27.69 Final Roof Vertical Wind Loads Case B - Wall Loads - Roof Angle = 18.43 P (Psf) Roof - Front Corner 2E - 53.15 Roof - Front 2 - 36.99 Roof - Back Comer 3E - 30.19 Roof - Back 3 - 23.38 WINDOW /DOOR WIND LOAD CALCULATIONS ASCE 7 - 98: SECT 6.5 METHOD 2 - ANALYTICAL PROCEDURE - LOW RISE BUILDINGS: H <60ft COMPONENTS AND CLADDING Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET MIAMI SHORES,FL Date: 09/13/04 Design Engineer: Garry W. Vemiaas, Ph.D., PE Definitions: V = 146 mph = wind velocity I = 1.00 = importance factor h = 21.60 ft = mean roof height Kz = 0.92 = velocity pressure exposure coefficient Kzt = 1.00 = topographical factor Kd = 0.85 = wind directionality factor qh = 42.52 psf = 0 . 00 256 *Kz *Kzt*Kd *V ^21 = velocity pressure P = qh ° [(GCp) - (Gcpi)] (psf) = design wind pressure GCp = extemal pressure coefficient from figure 6 -5A Gcpi = intemal pressure coefficient from table 6 -7 a = 3.00 ft = comer strip width PAGE 3 -1 Window /Door Part # 1 2 2a 3 3a 4 5 6 7 7a 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Width Length Area Zone GCp ( +) GCp ( -) Gcpi ( +) Gcpi ( -) in in fA2 P( +) P( -) psf psf 36 80 20.00 4 0.95 -1.05 0.18 -0.18 48 -52 26 63 11.38 5 0.99 -1.38 0.18 -0.18 50 -66 26 31 5.60 5 1.00 -1.40 0.18 -0.18 50 -67 48 76 25.33 5 0.93 -1.26 0.18 -0.18 47 -61 48 24 8.00 5 1.00 -1.40 0.18 -0.18 50 -67 37 50 12.85 5 0.98 -1.36 0.18 -0.18 49 -66 37 50 12.85 4 0.98 -1.08 0.18 -0.18 49 -54 74 63 32.38 5 0.91 -1.22 0.18 -0.18 46 -60 26 50 9.03 5 1.00 -1.40 0.18 -0.18 50 -67 26 13 2.35 5 1.00 -1.40 0.18 -0.18 50 -67 91 79 49.92 4 0.88 -0.98 0.18 -0.18 45 -49 53 50 18.40 5 0.95 -1.31 0.18 -0.18 48 -63 53 63 23.19 4 0.94 -1.04 0.18 -0.18 47 -52 53 50 18.40 4 0.95 -1.05 0.18 -0.18 48 -52 53 63 23.19 4 0.94 -1.04 0.18 -0.18 47 -52 37 26 6.68 4 1.00 -1.10 0.18 -0.18 50 -54 37 26 6.68 4 1.00 -1.10 0.18 -0.18 50 -54 36 80 20.00 4 0.95 -1.05 0.18 -0.18 48 -52 53 50 18.40 5 0.95 -1.31 0.18 -0.18 48 -63 192 84 112.00 4 0.81 -0.91 0.18 -0.18 42 -47 59 79 32.37 5 0.91 -1.22 0.18 -0.18 46 -60 59 79 32.37 5 0.91 -1.22 0.18 -0.18 46 -60 37 50 1 12.85 4 0.98 -1.08 0.18 -0.18 49 -54 53 50 1 18.40 5 0.95 -1.31 0.18 -0.18 48 -63 I Input LOAD COMBINATOIONS ASCE 7 - 98 FL Building Code Section 1609 Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET MIAMI SHORES,FL Date: 09/13/04 Design Engineer: Garry W. Vermaas, Ph.D., PE Load Combinations: ASD 1. DL 2. DL + LL + Lr 3. DL + W + LL + Lr 4. 0.60L + W STRENGTH/LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Calculate Roof Dead Load Input Roof Plywood Roof Tile /Shingle Mortar Insulation Composition Wood Joist Steel Deck Fireproof Waterproof Concrete Deck Floor Tile /Mortar Ceiling Gypsum Board Suspended Ceiling Mechanical Duct. Plaster 3.20 psf 12.00 psf 10.00 psf 1.00 psf 1.00 psf 10.00 psf 0.00 psf 0.00 psf 0.70 psf 0.00 psf 0.00 psf 0.00 psf 2.00 psf 4.00 psf 0.00 psf Load Values 0.4 psf per 1/8 thickness 12 psf for 2" tile, 20 psf for 3" tile 10 psf 1.5 psf for Fiberboard, 0.75 rigid insulation 1 psf for 3 ply, 6 psf for 5 ply with gravel 10 Ibs/ft small joists, 50 Ibs /ft large joists 2.5 psf for 20 gage, 3 psf for 18 gage 1.5 psf bituminous, 1.0 psf liquid applied, 0.7 psf single ply sheet 150Ibs /ft^3 conc, 120 Ibs /ft^3 light weight ceramic tile 150 Ibs /ft^3, mortar 130 Ibs /ft^3 0.55 per 1/8 2 psf steel channel system, 15 psf metal lath & cement plaster 4 psf 5 psf on concrete, 8 psf on wood lath Total 43.9 psf Roof Live Load - FL Building Code (FL BC) - Hurrican Zones • 1615.1= 20 psf notes: for ordinary pitched and cruved roofs, with a slope of 11/2:12 or greater, where water is not directed to the interior of the roof, without a parapet or other edge of roof drainage obstructions, may be designed for an allowable live load of not less than 20 psf. For other = 30 psf. Calculate lst/2nd/3rd Floor Dead Load Plywood Ceramic Tile Cement Finish Wood Joist Steel Deck Fireproof Concrete Deck Frame partitions 4.80 psf 12.00 psf 0.00' psf 10.00 psf 0.00; psf 0.00 psf 0.00! psf 8.00, psf Load Values DL: Dead Load LL: Live Load W: Wind Load Lr: Roof Live Load 0.4 psf per 1/8 ceramic tile 150 Ibs /ft^3, mortar 130 lbs/ftA3 150 Ibs /ft ^3 2.5 psf for 20 gage, 3 psf for 18 gage 150Ibs /ft^3 conc, 120 Ibs /ft^3 light weight 8 psf wall with gypsum, 20 psf wall with plaster PAGE 4 -1 Ceiling Gypsum Board 2.20 psf 0.55 per 1/8 Suspended Ceiling 0.00 psf 2 psf steel channel system, 15 psf metal lath & cement plaster Mechanical Duct. 4.00 psf 4 psf Plaster 0.00 psf 5 psf on concrete, 8 psf on wood lath Total 41.00 Floor Live Load - FL Building Code (FL BC) - Table 1604.1= 40 psf Calculate First Floor Dead Load Input Ceramic Tile Cement Finish Concrete Deck Frame partitions 12.50 psf 0.00 psf 50.00 psf 8.00 psf Load Values ceramic tile 150 Ibs /ft^3, mortar 130 Ibs /ft^3 150 Ibs /ft^3 150Ibs/ft^3 conc, 120 Ibs /ft^3 light weight 8 psf wall with gypsum, 20 psf wall with plaster Total 70.50 First Floor Live Load - FL Building Code (FL BC) 1604.1 = 40 psf Design Masonry Walls • Strength Design ACI 530 -02 Florida Building Code 2001 with 2003 Revisions Note: Strength design is for walls with Pu /Ag <0.05'fm or Pu /Ag >0.2'fm or h/b >30 Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET MIAMI SHORES,FL Date: 09/13/04 Design Engineer: Garry W. Vermaas, Ph.D., PE Load Combinations: STRENGTH /LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Definitions: Wall DL: Dead Load LL: Live Load Lr: Roof Live Load W: Wind Load h= total height of wall for DL Calculations h1= height of wall between pinned - pinned connections trib area= area subject to DL, LL, and W psf loading Wall DL= weight of wall = h *b'1ft • 150 Ibs /ft ^3 b= = design width of wall w1= wind pressure from wind Toad calculations (psf), vertical w2= wind pressure from wind load calculations (psf), horizontal Pu= factored vertical force (+ downward, - upward) Ag= = gross compressive area of masonry (Pu/Ag)5 75 psi =0.05'1'm (PWAg)5 300 psi = 0.2'fm fm= 1500 psi = compressive strength of masonry wu= 1.6 *w (psf) = factored wind loads As= area of steel per distance b eu= 0 inch = vertical load eccentricity Su= 0 inch = deflection of wall out of plane Mu= wu *h "2/8 + Pu *eu /2 +Pu *bu 0= 0.9 = strength reduction factor fy= 60000 psi = yield strength of reinforcing d= = distance from face of block to tension steel Mn= (As *y +Pu)*(d -a/2) = nominal moment strength a= (Pu +As "fy) /(.80 "fm "b) = depth of an equivalent compression zone at nominal strength Gross Compressive Area = Ag (in "2/ft) for loading parallel to wall face Grout Width of block wall S•acin• 6" 8" 10" 12" 0 24.0 30.0 33.0 36.0 8 67.5 91.5 115.5 139.5 16 46.6 62.0 74.3 87.8 24 39.1 51.3 60.5 70.5 32 35.3 46.0 53.6 61.9 40 33.0 42.8 49.5 56.7 48 31.5 40.7 46.8 53.3 Vertical Load on Masonry Wall per Linear Foot of Wall PAGE 5 -1 Input Total Effective b s 2nd 2nd Floor 2nd Floor Roof Roof Roof Roof Height Height Tributary DL LL Tributary DL LL w1 h h1 width width ft ft in in ft psf psf ft psf psf psf Front Left 18.67 9.33 8 48 10 41.00 40 11.67 43.9 20 -36.99 Front Right 18.67 9.33 8 48 10 41.00 40 11.67 43.9 20 -36.99 Back left 18.67 9.33 8 48 8 41.00 40 10 43.9 20 -36.99 Back Right 18.67 9.33 8 48 8 41.00 40 5 43.9 20 -36.99 Rear 9.33 9.33 8 48 0 41.00 40 9.33 8 5 43.9 20 -36.99 Front 18.67 . 48 4 41.00 40 5 43.9 20 -36.99 Wall Front Left Front Right Back left Back Right Rear Front Calculate Ag Asolld Wall Total Total Total Total DL DL LL Lr WL in^2/ft in ^2/t lbs/ft Ibs/ft Ibs/ft Ibs/ft Ibs/ft 40.7 91.5 623 1545 400 233.4 - 431.66 40.7 91.5 623 1545 400 233.4 - 431.66 40.7 91.5 623 1390 320 200 - 369.89 40.7 91.5 623 1390 320 200 - 369.89 40.7 91.5 208 427 0 100 - 184.94 40.7 91.5 623 1006 160 100 - 184.94 Calculate Wall Load Load Load Load Load Load Max Pu Check Axial Comb. 5 Comb. 6 Comb. 7 Comb. 8 Comb. 9 Comb. 10 Pu /Ag Check lbs/ft lbs/ft lbs/ft Ibs/ft Ibs/ft Ibs/ft Ibs/ft psi Front Left 2163 2611 2428 1480 2054 700 2611 64 OK Front Right 2163 2611 2428 1480 2054 700 2611 64 OK Back left 1946 2280 2148 1336 1828 659 2280 56 OK Back Right 1946 2280 2148 1336 1828 659 2280 56 OK Rear 598 562 672 266 512 88 672 17 OK Front 1409 1514 1448 1042 1288 610 1514 37 OK NOTE: All walls with axial Toad >0.05f'm and <0.2fm need to be designed based on strength and deflection, see calculations in worksheet Masonry Wall(2). Area of Reinforcing Steel (In "2) Bar Spacing No. 3 No.4 No. 5 No. 6 No. 7 No. 8 No. 9 8 0.166 0.295 0.460 0.663 0.902 1.178 1.491 16 0.083 0.148 0.230 0.332 0.451 0.589 0.746 24 0.055 0.098 0.153 0.221 0.301 0.393 0.497 32 0.042 0.074 0.115 0.166 0.226 0.295 0.373 40 0.033 0.059 0.092 0.133 0.180 0.236 0.298 48 0.028 0.049 0.077 0.111 0.150 0.196 0.249 note: type in name of wall that is OK under Axial check Wall Front Left Front Right Back left Back Right Rear Front Input Calculate b h1 w2 Bar Size s in ft (lbs/ft^2) in 8 9.33 29.75 5 48 8 9.33 29.75 5 48 8 9.33 29.75 5 48 8 9.33 29.75 5 48 8 9.33 29.75 5 48 8 9.33 29.75 5 48 Check As Pu Mu a OMn Mu <OMn in/ft Ibs/ft (Ib -in)/ft in (Ib -in)/ft 0.077 2611 6216 0.75 23522 OK 0.077 2611 6216 0.75 23522 OK 0.077 2280 6216 0.72 22549 OK 0.077 2280 6216 0.72 22549 OK 0.077 672 6216 0.55 17678 OK 0.077 1514 6216 0.64 20257 OK 1 Summary Input Wall Width Steel Description Front Left 666 66 #5 @ 48" Front Right #5 @ 48" Back left #5 @ 48" Back Right #5 @ 48" Rear #5 @ 48" Front #5 @ 48" Summary Design Wall Footing - Strength Design ACI 318 Florida Building Code 2001 with 2003 Revisions Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET Drawing: MIAMI SHORES,FL Date: 09/13/04 Design Engineer: Garry W. Vennaas, Ph.D., PE Load Combinations: ASD 1. DL 2. DL + LL + Lr 3.DL +W +LL +Lr 4. 0.6DL + W STRENGTH/LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Definitions: h= total height of wall for DL Calculations trib area= area subject to DL, LL, and W psf loading Wall DL= weight of wall = h °b °1ft ° 150 Ibs/ft^3 b= = design width of wall w1= wind pressure from wind load calculations (psf), vertical Pu= factored vertical force (+ downward, - upward) qu= Pu /B = factored load per unit length B= width of wall footing H= height of footing Conc Cover = 3.00 inch ACI 318 7.7.1 Pc = 3000 psi = concrete compressive strength 0= 0.85 = strength reduction factor d= depth of footing from top to reinforcing Pu= factored axial load per linear foot of wall qu= factored axial load per square foot of wall footing P= axial load per linear foot of wall q= axial load per square foot of wall footing pa= 2500 psf = allowable soil pressure vu= (qu /d) °((B- b) /2-d) = shear stress at critical section of wall footing vc= 2°fc ^.5 = shear strength capacity of concrete As min= 0.0018 °B °H = minimum temperature steel for slabs used as a guideline for ftgs Vertical Load on Masonry Wall per Linear Foot of Wall DL: Dead Load LL: Live Load W: Wind Load Lr: Roof Live Load Page 6 -1 Wall Front Left Front Right Back left Back Rtght Rear Front Input Total b s 2nd 2nd Floor 2nd Floor Roof Roof Roof Roof Height Tributary DL LL Tributary DL LL w1 h width width ft in in ft psf psf ft psf psf psf 18.67 8 48 10 41 40 11.67 43.9 20 -36.99 18.67 8 48 10 41 40 11.67 43.9 20 -36.99 18.67 8 48 8 41 40 10 43.9 20 -36.99 18.67 8 48 8 41 40 10 43.9 20 -36.99 9.33 8 48 0 41 40 5 43.9 20 -36.99 18.67 8 48 4 41 40 5 43.9 20 -36.99 Calculate Wall Ag Asolid Wall Total Total Total Total DL DL LL Lr WL Summary Wall Rear F5 2 5 0.62 8.00 921 1.33 12 Front F1 3 5 I 0.93 8.00 1763 2 0.34 OK 16 0.69 OK Design Transverse Reinforcing for Wall Footing Definitions: qu = Pu /B = factored pressure from soil Mu2 = qu *12(in width) *maxl5 ^2 /2 = factored bending moment in footing per foot width 15= (I1 -13)/2 = length of footing past wall et= strain of extreme tension steel at ultimate condition (the concrete in compression reaches its assume strain limit of 0.003) et= 0.003 °(d -c) /c 0= strength reduction factor -ACI 318 -02 9.3.2 (a) 0.9 for tension controlled member (b) 0.65 for compression controlled member (other than spiral reinf.) (c) 0.75 for compression controlled member (spiral reinf.) (d) linear interpolation allowed for sections in between fc = 3000 psi concrete compressive strength fr = 410.8 psi concrete tensile strength fy = 60000 psi steel yeild strength 131 = 0.85 ACI 318 -02 10.2.7.3 E= 29000000 psi = modulus of elasticiy of steel Mn= As * fy * d * (1- As *fy /(1.7 *fc *b *d)) = nominal resisting moment b= 12 inch = design width As= Mu2/(01y *(d -A)) = required area of steel to resist bending moment a= fy'As /(0.85'fc'b) = distance from top of footing to centroid of compression block As min= 3 * fc ^ .5 /fy *bw•d >200 *bw *d /fy ACI 318-02 10.5.1 for flexural members - used as a guideline for design As max= et shall not be less than 0.004 ACI 318-02 10.3.5 Wall Front Left Front Right Back left Back Right Rear Front Input Footing Bar Bar Type Size Spacing in F1 4 48 F1 4 48 F1 4 48 F1 4 48 F5 F1 4 48 Calculate As d a c et Check 0 initial et> =0.004 in^2/ft in in in 0.05 12.50 0.10 0.12 0.322 OK 0.900 0.05 12.50 0.10 0.12 0.322 OK 0.900 0.05 12.50 0.10 0.12 0.322 OK 0.900 0.05 12.50 0.10 0.12 0.322 OK 0.900 0.00 8.50 6.00 0.05 12.50 0.10 0.12 0.322 OK 0.900 Calculate Wall Front Left Front Right Back left Back Right Rear Front qu 15 Mu2 OMn Check Mu <OMn psi in /bs -in /bs -in 9.93 8 3813 33618 OK 9.93 8 3813 33618 OK 8.78 8 3372 33618 OK 8.78 8 3372 33618 OK 4.81 4 457 11801 OK 6.12 8 2350 33618 OK Calculate Footing Type Size BxH I Long. Transv. Steel Steel Front Left F1 2'- 0" x 1'- 4" 345 #4 © 48" Front Right F1 2'- 0" x V- 4" 345 #4 © 48" Back Ieft F1 2'- 0" x 1'- 4" 345 #4 (49 48" Back Right F1 2'- 0" x 1'- 4" 345 #4 © 48" Rear F5 ,1'- 4" x 1'- 0" 245 Front F1 I 2'- 0" x 1'- 4" 345 #4 @ 48" Calculate Shear Load (V) to Front and Rear Shear Wails Input Calculation Description Wind Trill Load Load to Pressure Length Height wall - (Ibs/ft^2) ft (ft) (lbs) (lbs) Load to Roof Diaphragm Windward front comer 41.03 6.00 13.67 3365 1683 Windward front 29.75 54.00 13.67 21963 10981 Leeward back comer -34.16 6.00 13.67 -2802 -1401 Leeward back - 25.47 54.00 13.67 -18800 -9400 Total Shear Load (V) 46930 23465 Design Masonry Shear Walls - Strength Design Unreinforced in Horizontal Direction ACI 530 -02 Florida Building Code 2001 with 2003 Revisions Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET Drawing: MIAMI SHORES,FL Date: 09/13/04 Design Engineer: Garry W. Vermaas, Ph.D., PE Calculate Shear Load (V) to Shear Walls Load Combinations: STRENGTH /LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Definitions: DL: Dead Load LL: Live Load Lr: Roof Live Load W: Wind Load W= wind pressure from wind load calculations (psf) Trib Height= height of wall where wind pressure is transferred to shear walls Load= Area ° W (lbs) Load to wall= assume flexible diaphragm V= shear load (Ibs) Vu= factored shear (Ibs) An= net cross - sectional area of masonry (inA2) d= length of shear wall (excluding large openings) Pu= factored vertical force (+ downward, - upward) - from previous calculations Front & Back= 30 ft Side= 60 ft note: design front/rear and side most critical shear walls for flexible (wood) diaphragm the load is distributed equally to each side for rigid (concrete) diaphragm load is distributed based on rigidity of shear walls Calculate Shear Load (V) to Side Shear Walls Input Description Wind Pressure (lbs/ft"2) Length ft Trib Height (ft) Calculation Load (lbs) Load to wall (Ibs) Load to Roof Diaphragm Windward front comer 41.03 6.00 13.67 3365 1683 Windward front 29.75 24.00 13.67 9761 4881 Leeward back comer -34.16 6.00 13.67 -2802 -1401 Leeward back -25.47 24.00 13.67 -8355 -4178 PAGE 7 -1 Wall Calculate Pu Vu lbs An in ^2 Vn (a) Ibs Vn (b) Ibs Vn (c) lbs Vn (e) Ibs (Mtn lbs Check Vu <mVn Front & Rear Side 0 37544 1221 179699 366300 68376 68376 OK 0 19427 2442 359397 732600 136752 109402 OK Wall Input Calculate Length L ft Thickness b in Grout Spacing in Pu lbs/ft An /ft in ^2/(t An in ^2 V Ibs Vu Ibs Front & Rear Side 30 8 48 0 60 8 48 0 40.7 1221 23465 37544 40.7 2442 12142 19427 Wall Calculate Description Front & Rear Side 8" wall grout @ 48" 8" wall grout @ 48" Total Shear Load (V) S um m ary Net Compressive Area = An (in ^2) for loading parallel to wall face Grout (width of block wall) Spacing 6" 8" 10" 12" 0 8 16 24 32 40 48 24.0 67.5 46.6 39.1 35.3 33.0 31.5 30.0 91.5 62.0 51.3 46.0 42.8 40.7 33.0 115.5 74.3 60.5 53.6 49.5 46.8 I I 24284 12142 36.0 139.5 87.8 70.5 61.9 56.7 53.3 note: Pu is calculated on masonry wall design spread sheet for each wall Pu =0 is conservative Check Shear Walls Definitions: d= length of shear wall Pu= factored vertical force (+ downward, - upward) - from previous calculations An= net cross - sectional area of masonry (in ^2) Vu= factored shear (Ibs) 0= 0.8 = strength reduction factor fm= 1500 psi = compressive strength of masonry Vn = nominal shear strength = smallest value of (a), (b), and (c) or (e) Vn (a)= 3.8 *An °fm ^.5 Vn (b)= 300 "An Vn (c)= 56*An + 0.45 "Pu for running bond masonry not solidly grouted Vn (e)= 90 °An + 0.45 *Pu for running bond masonry solidly grouted 2nd Floor Front and Rear Tie Beam Input Calculate Description Wind Pressure (lbs/ft ^2) Length ft Trib Height (ft) Load (lbs) Load to Floor Diaphragm Windward front comer Windward front Leeward back comer Leeward back Total Shear Load (V) 41.03 29.75 -34.16 -25.47 6 24 6 24 13.67 13.67 13.67 13.67 3365 9761 -2802 -8355 24284 2nd Floor Side Tie Beam In . ut Calculate Description Wind Pressure lbs/ft ^2 Length ft Trib Height (ft) Load (Ibs) Load to Floor Diaphragm Windward front comer Windward front Leeward back comer Leeward back Total Shear Load (V) 41.03 29.75 -34.16 -25.47 co co 13.67 13.67 13.67 13.67 3365 21963 -2802 -18800 46930 Diaphragm In . ut Calculate Length I ft d ft wu lbs/ft Mu lbs -ft Tu lbs Design of Concrete Tie Beams ACI 318 Florida Building Code 2001 with 2003 Revisions Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. STREET Drawing: MIAMI ; Date: 09/14/04 Design Engineer: Garry W. Vermaas, Ph.D., PE Calculate Tension Load to Tie Beam Load Combinations: STRENGTH/LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Definitions: DL: Dead Load LL: Live Load Lr. Roof Live Load W: Wind Load W= wind pressure from wind load calculations (psf) Trib Height= height of wall where wind pressure is transferred to diaphragm Load= Area • W (lbs) 1= length of tie beam d= distance between tie beams wu= average factored wind load per foot Mu= wu'I ^2/8 = factored moment in diaphragm T= Mu/d = factored tension force in tie beam PAGE 8 -1 Tie Beam INPUT Size BxH Long. Steel Front & Rear Side Calculate Max Load Tu lbs Ag inA2 Ast inA2 Beam width in Beam height in Number of hor. bars # Horizont. bar size As inA2 As min in "2 As max inA2 Check Front & Rear Side 8 8 12 12 4 4 5 5 1.24 1.24 0.96 0.96 7.68 7.68 OK OK Tie Beam Calculate Size BxH Long. Steel Front & Rear Side 8 x 12" 8 x 12" Max Load Tu lbs Ag inA2 Ast inA2 ®Pn ki . s 0Pn tension Check Tu <mTn Front & Rear Side 2428 18772 96 96 1.24 1.24 176981 176981 41664 41664 OK OK Tie Beam Calculate Size BxH Long. Steel Front & Rear Side 8 x 12" 8 x 12" 445 horizontal 445 horizontal I Front Rear I 30 60 1295 145704 2428 Side 60 30 1251 563156 18772 Design Concrete Columns Summary Definitions: ®Pn = 01310.85 °rc °(Ag -Ast) + fy°Ast) = design strength ACI 10.3.5.2 ®Pn = ®°p°[fy°Ast] = tension design strength (tension) fc = 3000 psi concrete compressive strength fy = 60000 psi steel yeild strength Ag = gross area of column (inA2) Ast = steel area (i02) 0 = 0.70 ACI 9.3.2.2 = 0.80 ACI 10.3.5.2 Ast min= 0.01 ° Ag - ACI 10.9.1 Ast max= 0.08 *Ag - ACI 10.9.1 s max = max spacing between vertical bars - ACI 7.10.5.2 = min (16 °vertical bar dia, 48 °tie bar dia, smallest column side dimension) Bar Dia. Area in fnA2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Notes: For calculations all load was resisted through roof diaphragm and top tie beam As is less than Asmin but close Column Input Calculate Calculate Wall width in Wall height ft Wall Trib. Length ft 2nd Floor 2nd Floor 2nd Floor Roof Roof Roof Roof Total Total Total Total Column Tributary DL LL Tributary DL LL WL DL LL Lr WL Area Area Ibs ft^2 psf psf ft"2 psf psf psf Ibs Ibs B 44.00 41.00 40.00 22.00 43.90 20.00 -36.99 14700.80 1760.00 440.00 - 813.76 B2 40.00 41.00 40.00 0.00 43.90 20.00 -36.45 6967.33 1600.00 0.00 0.00 label 0.00 41.00 40.00 0.00 43.90 20.00 -27.69 0.00 0.00 0.00 0.00 label 0.00 41.00 40.00 0.00 43.90 20.00 0.00 0.00 0.00 0.00 0.00 label 0.00 41.00 40.00 0.00 43.90 20.00 0.00 0.00 0.00 0.00 0.00 Column Input Calculate Wall width in Wall height ft Wall Trib. Length ft Column width side 1 in Column width side 2 in Column height ft Conc Beam 1 Width in Concrete Beam 1 Height in Steel Beam 1 Weight lbs/ft Beam 1 Trib. Length ft Conc Beam 2 Width in Concrete Beam 2 Height in Steel Beam 2 Weight /bs/ft Beam 2 Trib. Length ft B B2 label label label ....., 8.0 8.0 0.0 0.0 0.0 16.0 16.0 0.0 0.0 0.0 18.67 9.33 0.00 0.00 0.00 8.0 8.0 0.0 0.0 0.0 25.0 25.0 0.0 0.0 0.0 0 . 0 11.00 10.00 0.00 0.00 0.00 8.0 0.0 0.0 0.0 0.0 12.0 0.0 0.0 0.0 0.0 11.00 0.00 0.00 0.00 0.00 Column Input Calculate Wall width in Wall height ft Wall Trib. Length ft Upper Column MK Column DL Ibs Beam DL Ibs Wall DL Ibs B B2 label label label 8.0 8.0 11.00 4.00 11.00 10.00 2489.33 1244.00 0.00 0.00 0.00 3391.67 2083.33 0.00 0.00 0.00 6050.00 2000.00 0.00 0.00 0.00 Design of Masonry Columns ACI 530 -02 Florida Building Code 2001 with 2003 Revisions Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET MIAMI SHORES,FL Date: 09/13/04 Design Engineer: Garry W. Vermaas, Ph.D., PE Calculate Loads on Columns Load Combinations: STRENGTH /LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Calculate Column Dead Loads DL: Dead Load LL: Live Load Lr: Roof Live Load W: Wind Load beam refers to beam length supported by column on ali floors PAGE 9 -1 Column INPUT Load Comb. 2 lbs Load Comb. 3 lbs Load Comb. 4 lbs CALCULATE Load Comb. 6 lbs Load Comb. 7 /bs Load Comb. 8 lbs Load Load Comb. 9 Comb. 10 lbs lbs Column Column width side 1 Column width side 2 Number of vert. bars Vertical bar size s max As As min As max Check 11 11928.71 in in # 8567.33 in in ^2 in ^2 in ^2 9160.80 ft B 8.00 16.00 2 5 8.0 0.62 0.32 5.12 OK 20.00 B2 8.00 16.00 2 5 8.0 0.62 0.32 5.12 OK 20.00 label 0.00 0.00 2 5 0.0 0.62 0.00 0.00 no good 0.00 label 0.00 0.00 2 5 0.0 0.62 0.00 0.00 no good 0.00 label 0.00 0.00 2 5 0.0 0.62 0.00 0.00 no good 0.00 Column Load Comb. 1 lbs Load Comb. 2 lbs Load Comb. 3 lbs Load Comb. 4 lbs Load Comb. 5 lbs Load Comb. 6 lbs Load Comb. 7 /bs Load Comb. 8 lbs Load Load Comb. 9 Comb. 10 lbs lbs B 14700.80 16900.80 16087.04 8006.72 20581.12 20676.96 19224.96 17438.95 18520.96 11928.71 B2 6967.33 8567.33 8567.33 4180.40 9754.27 10920.80 9160.80 9160.80 9160.80 6270.60 label 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 label 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 label 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Design Masonry Columns for Axial Loads Definitions: Ag = net area of masonry column r = (I /Ae) ^.5 = t/(12) ^.5 = radius of gyration = b`h ^3/12 = moment of inertia about neutral axis of cross section t = length of shortest side h' = = column clear height h' /r = slendomess ratio R = = reduction factor for height = [1- (h7(140r)) ^2] for h'/r 5 99 = [(70 °r /h1^2] for h' /r > 99 ®c= 0.9 = strength reduction factor Pn = '0.8010.80`fm(An- As) +fy`As]*R = design axial load Pn = '0.80`[fy °As] = design axial tension load fm = 1500 psi = compressive masonry strength Fy = 60000 psi = yield strength of steel reinforcing Ast = area of steel Ast min= 0.0025 ° Ag = minimum vertical reinforcing steel Ast max= 0.04 ° Ag = maximum vertical reinforcing steel s max = max spacing between vertical bars - ACI 530 2.1.6.5 = min (16*vertical bar dia, 48*tie bar dia, smallest column side dimension) tie bar dia= 0.38 in 11= 30`width = maximum distance between lateral supports of a column Column Input h' Bar Dia. Area In 1n ^2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Calculate Pu Pu r h' /r An R 0Pn (I)Pn Check max min comp. tension Pu <mPn B B2 label label label Summary in 9.33 8 9.33 8 9.33 0 9.33 0 9.33 0 lbs lbs in inA2 lbs lbs 20677 11929 2.31 48.5 128.00 0.880 120431 -26784 OK 10921 6271 2.31 48.5 128.00 0.880 120431 -26784 OK 0 0 0.00 #DIV /0! 0.00 #DIV /0! #DIV /0! -26784 #DIV /0! 0 0 0.00 #DIV /0! 0.00 #DIV /0! #DIV /0! -26784 #DIV /0! 0 0 0.00 #DIV /0! 0.00 #DIV /0! #DIV /0! -26784 #DIV /0! Calculate Column Size Vert. bars Ties B 8x16" 245 #2 @ 8" B2 8x16" 245 #2 @ 8" label 0x0" 245 #2 @ 0" label 0x0" 245 #2 © 0" label 0x0" 245 #2 © 0" B B2 label label label Summary in 9.33 8 9.33 8 9.33 0 9.33 0 9.33 0 lbs lbs in inA2 lbs lbs 20677 11929 2.31 48.5 128.00 0.880 120431 -26784 OK 10921 6271 2.31 48.5 128.00 0.880 120431 -26784 OK 0 0 0.00 #DIV /0! 0.00 #DIV /0! #DIV /0! -26784 #DIV /0! 0 0 0.00 #DIV /0! 0.00 #DIV /0! #DIV /0! -26784 #DIV /0! 0 0 0.00 #DIV /0! 0.00 #DIV /0! #DIV /0! -26784 #DIV /0! Column Input P Max Ibs Calculate Pu Max Ibs Pu Min Ibs Column 11 12 d1 13 14 Total Total Total Total col. col. DL w/ ftg LL Lr W ft ft in in in Ibs lbs Ibs Ibs B 3.00 3.00 16.00 8.0 16.0 16500.80 1760.00 440.00 - 813.76 82 2.00 4.00 16.00 8.0 16.0 8567.33 1600.00 0.00 0.00 label 0.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 0.00 Label 0.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 0.00 label 0.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 0.00 Column Calculate P Max Ibs P Min Ibs Pu Max Ibs Pu Min Ibs Design of Concrete Column Footings ACI 318 Florida Building Code 2001 with 2003 Revisions Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET Drawing: MIAMI SHORES,FL Date: 09/13/04 *sign Engineer: Garry W. Vermaas, Ph.D., PE Load Combinations: ASD 1. DL 2. DL + LL + Lr 3. DL + W + LL + Lr 4. 0.6DL + W TRENGTHILRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Calculate Footing and Column Dead Loads Definitions: Column B B2 label label label Calculate 11= length of side 1 of concrete footing 12= length of side 2 of concrete footing d1= depth of footing 13= length of side 1 of concrete /masonry column 14= length of side 2 of concrete /masonry column h= height of column w/ft= weight per foot length of steel column Load Load Load Load Load Load Load Load Load Load Comb. 1 Comb. 2 Comb. 3 Comb. 4 Comb. 5 Comb. 6 Comb. 7 Comb. 8 Comb. 9 Comb. 10 lbs lbs Ibs Ibs Ibs Ibs Ibs Ibs lbs Ibs 16501 18701 17887 9087 23101 22837 21385 19599 20681 13549 8567 10167 10167 5140 11994 12841 11081 11081 11081 7711 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DL: Dead Load LL: Live Load W: Wind Load Lr: Roof Live Load PAGE 10 -1 r B B2 label label label 18701 9087 23101 13549 10167 5140 12841 7711 0 0 0 0 0 0 0 0 0 0 0 0 Calculate Footing Sizes Definitions: Check Uplift load versus DL of Column and Footing Column Total DL % Check Uplift Col /Ftg DL/Uplift >150% Load lbs /bs B B2 label label label Check Shear Stress for Column Footings Square footings and square columns Definitions: pa= 2500 psf = allowable soil pressure 11= length of side 1 12= length of side 2 d1= depth of footing P ( +)= maximum load from load combinations 1,2,3 and 4 + footing weight P ( -)- minimum load from load combinations 1,2,3 and 4 Al= P( +)/pa = size of footing required by bearing pressure A2= P9(- )/(150 °d1) = size of footing required by uplift load -814 18301 2249 OK 0 10167 OK 0 0 OK 0 0 OK 0 0 OK L1 = length of side 1 of footing 1..2= length of side 2 of footing d= depth of footing from top to reinforcing Ap= 2 *(bl +b2)°d - critical area for punching shear J= (d'b1 ^3)/6 (1 +(d/b1) ^2 + 3(b2/b1)) - ACI 318 R11.12.6.2 vv= (1- 1/(1 +2/3' (bl/b2) ^.5)) - fraction of moment that is assumed to contribute to shear stress (ACI 318 11.12.6.1 and ACI 318 13.5.3.2) el & e2: critical distance for one way shear Conc Cover = 3.00 inch ACI 318 7.7.1 Pu: ultimate factored load R = Pu *b1'b2/Af - resultant of the soil pressure acting over area b1 °132 Af = area of footing Calculate Column Ftg Type 11 12 d1 P ( +) P ( -) Al A2 Check size R R in Ibs ft^2 ft^2 B F1 3.00 3.00 16.00 20501 9087 8.20 0.00 OK B2 F2 2.00 4.00 16.00 11767 5140 4.71 0.00 OK label F1 0.00 0.00 0.00 0 0 0.00 0.00 No Good label F1 0.00 0.00 0.00 0 0 0.00 0.00 No Good label F1 0.00 0.00 0.00 0 0 0.00 0.00 No Good r B B2 label label label 18701 9087 23101 13549 10167 5140 12841 7711 0 0 0 0 0 0 0 0 0 0 0 0 Calculate Footing Sizes Definitions: Check Uplift load versus DL of Column and Footing Column Total DL % Check Uplift Col /Ftg DL/Uplift >150% Load lbs /bs B B2 label label label Check Shear Stress for Column Footings Square footings and square columns Definitions: pa= 2500 psf = allowable soil pressure 11= length of side 1 12= length of side 2 d1= depth of footing P ( +)= maximum load from load combinations 1,2,3 and 4 + footing weight P ( -)- minimum load from load combinations 1,2,3 and 4 Al= P( +)/pa = size of footing required by bearing pressure A2= P9(- )/(150 °d1) = size of footing required by uplift load -814 18301 2249 OK 0 10167 OK 0 0 OK 0 0 OK 0 0 OK L1 = length of side 1 of footing 1..2= length of side 2 of footing d= depth of footing from top to reinforcing Ap= 2 *(bl +b2)°d - critical area for punching shear J= (d'b1 ^3)/6 (1 +(d/b1) ^2 + 3(b2/b1)) - ACI 318 R11.12.6.2 vv= (1- 1/(1 +2/3' (bl/b2) ^.5)) - fraction of moment that is assumed to contribute to shear stress (ACI 318 11.12.6.1 and ACI 318 13.5.3.2) el & e2: critical distance for one way shear Conc Cover = 3.00 inch ACI 318 7.7.1 Pu: ultimate factored load R = Pu *b1'b2/Af - resultant of the soil pressure acting over area b1 °132 Af = area of footing %/ j� // j jj� /ii i/ ///7 /7/ // / / / / / / /./� /, i // /� /, i/ /j� // �/, / / %// /�entteel section fo • � �� // /' / /� 2 � )/ � chin shear ,/ / //1 / - // 7/// �jj�bj / column ' "'� / / /jj / �2, // / %%� 2 /; / / / //. -/4 j j� / i ' i / / / / / / / / /// 24 ///) �% �� /� %,/ /%%i Critical Section - Punching Shear Column B 82 label label label Definitions: Caculate in in 12.5 12.5 -3.5 -3.5 -3.5 Design Footing Reinforcing vu: maximum shear stress on the critical shear plane = (Pu - R) /Ap + yv *Mu *(0.5 *max(b1,b2)) /J - for two way shear = qu'(max(e1,e2) /d - for one way shear vc= (2 +y) °(fc) ^.5 y = min(2, 4 /pc, as•d /bo) as 40 for interior column, 30 for edge column, 20 for comer column pc = column long side /column short side bo = Ap /d fc = 3000 psi = concrete compressive strength qu = Pu /(L1 *L2) Mul: column moment = 0, all lateral load taken by shear walls. 0= 0.85 = strength reduction factor b2= column width d b1 b2 11 20.50 20.50 -3.50 -3.50 -3.50 28.50 28.50 -3.50 -3.50 -3.50 1 " in in in "2 36.00 24.00 0.00 0.00 0.00 Critical Section - One Way Shear 12 Ap 36.00 48.00 0.00 0.00 0.00 critical section for e, 1225.00 1225.00 49.00 49.00 49.00 in ^4 99478 99478 125 125 125 critical section for e 0.36119 0.36119 0.4 0.4 0.4 qu = Pu /(L11L2) = factored pressure from soil Mug = qu *12(in width)'max(15,16) ^2/2 = factored bending moment in footing per foot width in 1.5 -4.5 3.5 3.5 3.5 in -2.5 3.5 3.5 3.5 3.5 Input Calculate Column Mu as Pu R vu one way vu two way y mvc Max vu Check vu <mvc in - lbs /bs lbs /bsM "2 /bsrn"2 lbsrn "2 lbsrn ^2 B 00000 20 23101 10414 2 10 2.00 186 10 OK B2 20 12841 6512 6 5 2.00 186 6 OK I label 20 0 #DIV /0! #DIV /0! #DIV /01 #DIV /0! #DIV /0! #DIV /0! #DIV /0! f label 20 0 #DIV /0! #DIV /0! #DIV /01 #DIV /0! #DIV /0! #DIV /0! #DIV /0! label 20 0 #DIV /0! #DIV /0! #DIV /0! #DIV /0! #DIV /0! #DIV /0! #DIV /0! %/ j� // j jj� /ii i/ ///7 /7/ // / / / / / / /./� /, i // /� /, i/ /j� // �/, / / %// /�entteel section fo • � �� // /' / /� 2 � )/ � chin shear ,/ / //1 / - // 7/// �jj�bj / column ' "'� / / /jj / �2, // / %%� 2 /; / / / //. -/4 j j� / i ' i / / / / / / / / /// 24 ///) �% �� /� %,/ /%%i Critical Section - Punching Shear Column B 82 label label label Definitions: Caculate in in 12.5 12.5 -3.5 -3.5 -3.5 Design Footing Reinforcing vu: maximum shear stress on the critical shear plane = (Pu - R) /Ap + yv *Mu *(0.5 *max(b1,b2)) /J - for two way shear = qu'(max(e1,e2) /d - for one way shear vc= (2 +y) °(fc) ^.5 y = min(2, 4 /pc, as•d /bo) as 40 for interior column, 30 for edge column, 20 for comer column pc = column long side /column short side bo = Ap /d fc = 3000 psi = concrete compressive strength qu = Pu /(L1 *L2) Mul: column moment = 0, all lateral load taken by shear walls. 0= 0.85 = strength reduction factor b2= column width d b1 b2 11 20.50 20.50 -3.50 -3.50 -3.50 28.50 28.50 -3.50 -3.50 -3.50 1 " in in in "2 36.00 24.00 0.00 0.00 0.00 Critical Section - One Way Shear 12 Ap 36.00 48.00 0.00 0.00 0.00 critical section for e, 1225.00 1225.00 49.00 49.00 49.00 in ^4 99478 99478 125 125 125 critical section for e 0.36119 0.36119 0.4 0.4 0.4 qu = Pu /(L11L2) = factored pressure from soil Mug = qu *12(in width)'max(15,16) ^2/2 = factored bending moment in footing per foot width in 1.5 -4.5 3.5 3.5 3.5 in -2.5 3.5 3.5 3.5 3.5 Column Calculate Input Calculate Column qu 15 16 Ftg Type # of Bars Bar Size As d Initial a c et Check et> =0.004 Mu <OMn I I psi # in in "2/R M in in B F7 4 5 1.24 12.50 2.43 2.86 0.010 OK 0.900 B2 F2 2 5 0.62 12.50 1.22 1.43 0.023 OK 0.900 label FI 2 5 0.62 -3.50 1.22 1.43 -0.010 no good -0.409 label FI 2 5 0.62 -3.50 1.22 1.43 -0.010 no good -0.409 label F7 2 5 0.62 -3.50 1.22 1.43 -0.010 no good -0.409 Summary Ftg Type Column I 15= (11 -13)/2 = length of footing past column side 1 16= (12 -14)/2 = length of footing past column side 2 et= strain of extreme tension steel at ultimate condition (the concrete in compression reaches its assume strain limit of 0.003) et=0.003 °(d -c) /c 0= strength reduction factor - ACI 318 -02 9.3.2 (a) 0.9 for tension controlled member (b) 0.65 for compression controlled member (other than spiral reinf.) (c) 0.75 for compression controlled member (spiral reinf.) (d) linear interpolation allowed for sections in between fc = 3000 psi concrete compressive strength fy = 60000 psi steel yeild strength 131 = 0.85 ACI 318 -02 10.2.7.3 E= 29000000 psi = modulus of elasticiy of steel Mn= As *fyd *(1- As'fy /(1.7 *fc *b *d)) = nominal resisting moment b= 12 inch = design width As= Mu2/(0 *fy(d -A)) = required area of steel to resist bending moment a= fyAs /(0.85 *fc *b) = distance from top of footing to centroid of compression block As min= 3 *fc ".5 /fybw *d >200 *bw *d /fy ACI 318-02 10.5.1 As max= et shall not be less than 0.004 ACI 318 -02 10.3.5 Bar Dia. Area In In "2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Calculate Size ( Steel I1x12xd Rebar Calculate Column qu 15 16 Mug OMn Check Mu <OMn I I psi in in /bs -in Ibs -in B 17.82 14 10 20962 755598 OK B2 11.15 8 16 17121 398149 OK label #DIV /0! 0 0 #DIV /0! 62430 #DIV /0! label #DIV /0! 0 0 #DIV /0! 62430 #DIV /01 label #DIV /0! 0 0 #DIV /0! 62430 #DIV /01 Summary Ftg Type Column I 15= (11 -13)/2 = length of footing past column side 1 16= (12 -14)/2 = length of footing past column side 2 et= strain of extreme tension steel at ultimate condition (the concrete in compression reaches its assume strain limit of 0.003) et=0.003 °(d -c) /c 0= strength reduction factor - ACI 318 -02 9.3.2 (a) 0.9 for tension controlled member (b) 0.65 for compression controlled member (other than spiral reinf.) (c) 0.75 for compression controlled member (spiral reinf.) (d) linear interpolation allowed for sections in between fc = 3000 psi concrete compressive strength fy = 60000 psi steel yeild strength 131 = 0.85 ACI 318 -02 10.2.7.3 E= 29000000 psi = modulus of elasticiy of steel Mn= As *fyd *(1- As'fy /(1.7 *fc *b *d)) = nominal resisting moment b= 12 inch = design width As= Mu2/(0 *fy(d -A)) = required area of steel to resist bending moment a= fyAs /(0.85 *fc *b) = distance from top of footing to centroid of compression block As min= 3 *fc ".5 /fybw *d >200 *bw *d /fy ACI 318-02 10.5.1 As max= et shall not be less than 0.004 ACI 318 -02 10.3.5 Bar Dia. Area In In "2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Calculate Size ( Steel I1x12xd Rebar B F1 3'- 0" x 3'- 0" x 16" 445 EACH WAY B2 F2 2'- 0" x 4'- 0" x 16" 245 EACH WAY label F7 0'- 0" x 0'- 0" x 0" 245 EACH WAY label F7 0'- 0" x 0'- 0" x 0" 245 EACH WAY label F7 0'- 0" x 0'- 0" x 0" 245 EACH WAY r Input Calculate Total Height h1 ft b in 1st Floor 1st Floor 1st Floor 2nd Floor 2nd Floor 2nd Floor Roof Roof Roof Wind Beam Tributary DL LL Tributary DL LL Tributary DL LL Load 8.00 width 12 100 width 80 40 Width 10.00 8.00 W 24 ft psf psf ft psf psf ft psf psf psf 1637 0 70.5 40 4 41.00 40 3 43.9 20 -36.99 0 70.5 40 2 41.00 40 2 43.9 20 -36.99 0 70.5 40 10 41.00 40 12 43.9 20 -36.99 0 70.5 40 10 41.00 40 12 43.9 20 -36.99 0 70.5 40 0 41.00 40 8 43.9 20 -36.99 0 70.5 40 5 41.00 40 6 43.9 20 -36.99 0 70.5 40 0 41.00 40 0 43.9 20 -36.99 Beam I nput Calculate Total Height h1 ft b in bw in h in Beam/ Wall DL lbs/ft Total DL lbs/ft Total LL lbs/ft Total Lr lbs/ft Total W lbs/ft mmmmmmo rrrrrr 10.00 8.00 8 40 833 1129 160 60 -111 0.00 8.00 8 12 100 270 80 40 -74 10.00 8.00 8 24 700 1637 400 240 -444 10.00 8.00 8 24 700 1637 400 240 -444 0.00 8.00 8 12 100 451 0 160 -296 10.00 8.00 8 42 850 1318 200 120 -222 0.00 8.00 8 25 208 208 0 0 0 Design of Concrete Beams ACI 8 Florida Building Code 2001 with 2003 Revisions Project: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET Drawing: MIAMI SHORES,FL Date: 09/13/04 Design Engineer: Garry W. Vermaas, Ph.D., PE Definitions: hl= height of wall supported by beam trib area= area subject to DL, LL, and W psf loading Wall DL= weight of wall = h °b °1ft ° 150 Ibs /ft ^3 b= = design width of wall pu= factored vertical force (+ downward, - upward) (lbs/ft) bw= beam width h= beam height Load Combinations: STRENGTH/LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Vertical Load Supported by Concrete Beam DL: Dead Load LL: Live Load Lr: Roof Live Load W: Wind Load Beam Calculate Load Load Load Load Load Load Pu Pu Comb. 5 Comb. 6 Comb. 7 Comb. 8 Comb. 9 Comb. 10 Max Min lbs/ft lbs/ft lbs/ft lbs/ft lbs/ft lbs/ft lbs/ft lbs/ft PAGE 11 -1 Beam Calculate Calculate M( -) Ln M( +) Vu Tu Beam Span 1 Span 2 Span 3 max Span 1 Span 2 Span 3 max max max Ibs -ft Ibs -ft Ibs -ft Ibs -ft Ibs -ft lbs -ft Ibs -ft Ibs -ft Ibs Ibs -ft '7 '1 mmmmmma rF l- 1-►- 16 0 0 13127 0 0 0 0 — 0 35005 0 0 35005 52507 0 0 52507 13127 0 1415 0 0 1415 2123 0 0 2123 1415 0 4597 0 0 4597 6896 0 0 6896 6129 0 4597 0 0 4597 6896 0 0 6896 6129 0 1346 0 0 1346 2019 0 0 2019 1794 0 8012 0 0 8012 12018 0 0 12018 6867 0 0 0 0 0 0 0 0 0 0 0 Beam Input Calculate Ln Vu Tu Span 1 Span 2 Span 3 Span 1 Span 2 Span 3 e Span 1 Span 2 Span 3 ft ft ft Ibs Ibs Ibs in Ibs -ft Ibs -ft Ibs -ft o o bf N N IL -+ W 16 0 0 13127 0 0 0 0 0 0 6 0 0 1415 0 0 0 0 0 0 4.5 0 0 6129 0 0 0 0 0 0 4.5 0 0 6129 0 0 0 0 0 0 4.5 0 0 1794 0 0 0 0 0 0 7 0 0 6867 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TB-3 TB -1 TB-4 TB -5 TB -2 TB-6 0 Definitions: 1581 1641 1531 1287 1435 839 1641 839 378 472 428 265 364 124 472 124 2292 2724 2548 1574 2164 763 2724 763 2292 2724 2548 1574 2164 763 2724 763 632 621 797 148 541 -67 797 -67 1846 1962 1874 1387 1682 831 1962 831 292 250 250 250 250 188 292 188 Ln= clear span for positive moment or shear or torsion and average of adjacent clear spans for negative moment span 1= end span span 3= the other end span span 2= the maximum of interior span Mu( -)= factored negative moment at critical section Mu(+)= factored positive moment at critical section Vu= factored shear force e= eccentricity of vertical loads on concrete beams Tu= factored torque Lengths,shear and torsion of each span of each beams note: if only span 1 is entered, beam is considered simply supported - use center to center length if span 1 and 2 are entered beam is considered continuous 2 span beam if span 1,2, and 3 are entered beam is considered continuous multi span beam Continuous spans should be clear spans with less than 20% difference See ACI 318 8.3 Calculate Load Effect (Mu,Vu,Tu) for beams using heaviest load (pu max) Design Single Reinforced Concrete Grade Beams Definitions: fc = 3000 psi concrete compressive strength Beam INPUT CALCULATE et bw h Asi d As min a c 0.049 in in in ^2 in in ^2 in l N N m CO m m m m 0 rrrrrr 8 40 0.620 37.5 1.00 1.82 2.15 8 12 0.620 9.5 0.25 1.82 2.15 8 24 0.620 21.5 0.57 1.82 2.15 8 24 0.820 21.5 0.57 1.82 2.15 8 12 0.620 9.5 0.25 1.82 2.15 8 42 0.620 39.5 1.05 1.82 2.15 8 25 0.880 22.5 0.60 2.59 3.04 - Beam CALCULATE et Check et> =0.004 0 As Required in ^2 Mu kip -ft 0Mn kip -ft TB-3 0.049 OK 0.900 0.209 35.00 102.08 Flexural Design (Top - Negative steel) fyl = 60000 psi longitudinal steel yeild strength fyv= 60000 psi transverse steel yeild strength P1 = 0.85 ACI 318 -02 10.2.7.3 E= 29000000 psi = modulus of erasticiy of steel et= strain of extreme tension steel at ultimate condition (the concrete in compression reaches its assume strain limit of 0.003) et= 0.003 "(d -c) /c 0= strength reduction factor - ACI 318 -02 9.3.2 (a) 0.9 for tension controlled member (b) 0.65 for compression controlled member (other than spiral reinf.) (c) 0.75 for compression controlled member (spiral reinf.) (d) linear interpolation allowed for sections in between bw= beam width h= beam height As= area of steel Asi= initial assumption area of steel d= distance from top of beam to bottom steel As min= 3 *fc ^.5 /fybw *d >200 *bw *d /fy ACI 318 -02 10.5.1 note: top layer of steel may be in tension depending on c As max= et shall not be less than 0.004 ACI 318 -02 10.3.5 Asb= (0.851 *Pdfy)•(87000 /(87000 +fy)) *bw *d Ac= fy*As /(.85 *fc) = concrete compression area c= Ac/bw = distance to neutral axis a= c* 01 = assumed compression height using Whitney assumption A= a/2 = distance from top of beam to concrete compression area N.A. Mn= As *y(d -A) OMn= nominal design moment 0v= 0.75 Shear strength reduction factor - ACI 318 -02 9.3.2 Ot= 0.75 Torsional strength reduction factor - ACI 318 -02 9.3.2 0= 0.785398 Angle of compression diagonals in truss analogy for torsion pw=As /b ratio of tension steel Vc= nominal shear strength provided by concrete Vu= factored shear force at section Av= area of shear reinforcement within a distance s (Area of one leg * No. of legs) s= spacing of shear or torsion stirups measured in a direction parallel to longitudinal reinforcement ph= perimeter of centerline of outermost closed transverse torsional reinforcement Aoh= area enclosed by centerline of the outermost closed transverse torsional reinforcement Ao=, gross area enclosed by shear flow path,use 0.85 *Aoh Acp= area enclosed by outside perimeter of concrete cross section pcp= outside perimeter of the concrete cross section At= area of one leg of a closed stirrup resisting torsion within a distance s AI= total area of longitudinal reinforcement to resist torsion Beam INPUT CALCULATE CALCULATE bw in h in pw d in Vu Ibs Mu Ibs - ft Vc Av /s Ibs in 1 1 1 1 1 o aa mmm m sta 8 40 0.000697 37.5 13127 35005 31743 0.0067 8 12 0.000438 9.5 1415 1415 7975 0.0000 8 24 0.000277 21.5 6129 4597 18019 0.0000 8 24 0.000277 21.5 6129 4597 18019 0.0000 8 12 0.000416 9.5 1794 1346 7988 0.0000 8 42 0.000143 39.5 6867 8012 32998 0.0000 8 25 0 22.5 0 0 #DIV /0! #DIV /0! I Beam INPUT CALCULATE bw in h in As inA2 d As min in inA2 a in c m mmmmmo 8 40 0.620 37.5 1.00 1.82 2.15 8 12 0.620 9.5 0.25 1.82 2.15 8 24 0.620 21.5 0.57 1.82 2.15 8 24 0.620 21.5 0.57 1.82 2.15 8 12 0.620 9.5 0.25 1.82 2.15 8 42 0.620 39.5 1.05 1.82 2.15 8 25 0.880 22.5 0.60 2.59 3.04 Beam CALCULATE et Check m As Mu cbMn Beam Ao inA2 eb =0.004 pcp in Required kip - ft kip - ft m mmmmmo 0.049 OK 0.900 0.315 52.51 102.08 0.010 OK 0.900 0.050 2.12 23.96 0.027 OK 0.900 0.072 6.90 57.44 0.027 OK 0.900 0.072 6.90 57.44 0.010 • OK 0.900 0.048 2.02 23.96 0.052 OK 0.900 0.068 12.02 107.66 0.019 OK 0.900 0.000 0.00 83.98 Beam INPUT bw in h in d in ph in Aoh inA2 Ao inA2 Acp inA2 pcp in TB -1 TB-4 TB -5 TB -2 TB-6 0 Flexural Design (Top - Positive steel) Shear Design Torsional Design 0.010 OK 0.900 0.033 1.42 23.96 0.027 OK 0.900 0.048 4.60 57.44 0.027 OK 0.900 0.048 4.60 57.44 0.010 OK 0.900 0.032 1.35 23.96 0.052 OK 0.900 0.045 8.01 107.66 0.019 OK 0.900 0.000 0.00 83.98 Beam CALCULATE INPUT Calculate CALCULATE Bar Size As+Asl TOP Required inA2 As +Asl As+As1 BOT MID Required Required inA2 inA2 TOP # of Bars Bar Size BOT # of Bars Bar Size As TOP inA2 As BOT inA2 Check As Al inA2 0.209 0.315 31743 N CT N N h.) NI cn cn cn cn w cn cn 1.24 1.24 OK 0.00 0.033 0.050 0 0.62 0.62 OK 0.00 0.048 0.072 0 0.62 0.62 OK XI I 0.048 0.072 L0 N 0.62 0.62 OK 0.00 0.032 0.048 0 0.62 0.62 OK 0.00 0.045 0.068 0 1.55 1.55 OK 0.00 0.000 0.000 0 0.62 0.62 OK Beam INPUT CALCULATE CALCULATE Bar Size As total • n m2 Vu lbs Vc /bs Tu /bs - ft Threshold Torsion Check Section Check At/s in Al inA2 0 7 r T CV ut m m m m m m c F- E- F I— F 13127 31743 0 OK OK 0.00 0.00 1415 7975 0 OK OK 0.00 0.00 6129 18019 0 OK OK 0.00 0.00 6129 18019 0 OK OK 0.00 0.00 1794 7988 0 OK OK 0.00 0.00 6867 32998 0 OK OK 0.00 0.00 0 #DIV /0! 0 OK OK 0.00 0.00 Beam In • ut CALCULATE MID # of Bars Bar Size As total • n m2 Asmin Check TB-3 TB -1 TB-4 TB -5 TB -2 TB-6 2.48 1.24 1.24 1.24 1.24 3.1 OK OK OK OK OK OK TB-3 TB -1 TB-4 TB -5 TB -2 TB-6 0 8 40 37.5 80 144 122.4 320 96 8 12 9.5 24 32 27.2 96 40 8 24 21.5 48 80 68 192 64 8 24 21.5 48 80 68 192 64 8 12 9.5 24 32 27.2 96 40 8 42 39.5 84 152 129.2 336 100 8 25 22.5 __ _. 71.4 200 66 Total Steel Bar Dia. Area In lnA2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 0 Summary I 1.24 OK I Calculate INPUT Size Steel Description Av /s +2At/s s l Beam bxh Long. Long. Long. Tie l Max TOP BOT MID Tie mmmmmmo 8 x 40" 445 445 ft #3 © 8" 0'- 8" 8 x 12" 245 245 mmmmmmp #3 @ 10" 12 8 x 24" 245 245 8 #3 © 10" OK 8 x 24" 245 245 0.00 #3 @ 10" 10 8 x 12" 245 245 0.0000 #3 @ 10" 0.00 8 x 42" 545 545 0.0220 #3 (4110" 0.0000 8 x 25" 245 245 3 #3 @ 10" #DIV /01 0 Summary I 1.24 OK I CALCULATE INPUT CALCULATE Av /s +2At/s s l Bar Size s Av /s+2At/s Check Beam Required Max Tie in in ft in in mmmmmmp 0.0067 12 0.75 3 8 0.0275 OK 0.0000 4.75 0.00 3 10 0.0220 OK 0.0000 10.75 0.00 3 90 0.0220 OK 0.0000 10.75 0.00 3 10 0.0220 OK 0.0000 4.75 0.00 3 10 0.0220 OK 0.0000 12 0.00 3 10 0.0220 OK #DIV /0! #DIV /0! #DIV /0! 3 10 0.0220 #DIV /0! 0 Summary I 1.24 OK I Concrete Floor Calculate Load Comb. 5 lbs/ft Concrete Floor Input Load Comb. 8 Ms/ft Load Load Comb. 9 Comb. 10 lbs/ft lbs/ft wu max lbs/ft Mu Ibs -ft Ground Floor 98.7 287.35 147.96 Length I ft 1st Floor Tributary Width ft Floor DL psf Floor LL psf 2nd Floor Tributary Width ft Floor DL psf Floor LL psf Roof Tributary Width ft Roof DL psf Roof LL psf Wind W psf Ground Floor 1 1 70.50 127 0 41.00 40 0 20.00 20 -36.99 Concrete Floor Calculate Load Comb. 5 lbs/ft Load Comb. 6 lbs/ft Load Comb. 7 lbs/ft Load Comb. 8 Ms/ft Load Load Comb. 9 Comb. 10 lbs/ft lbs/ft wu max lbs/ft Mu Ibs -ft Ground Floor 98.7 287.35 147.96 147.96 147.96 63.45 287.35 36 Design of Concrete One Way Slabs ACI 318 Florida Building Code 2001 with 2003 Revisions Project: CUSTOM HOME FOR DF BUILDERS 469 N. E. 91ST STREET Drawing: MIAMI SHORES,FL Date: 09/14/04 Design Engineer: Garry W. Vermaas, Ph.D., PE Definitions: trib area= area subject to DL and LL psf loading b= 12.00 in = design width of concrete slab wu= factored vertical force per foot Load Combinations: STRENGTH /LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Vertical Load on Masonry Wall per Linear Foot of Wall DL: Dead Load LL: Live Load Lr: Roof Live Load W: Wind Load Design Single Reinforced Concrete Floor Definitions: fc = 3000 psi concrete compressive strength fy = 60000 psi steel yeild strength P1 = 0.85 ACI 318 -02 10.2.7.3 E= 29000000 psi = modulus of elasticiy of steel et= strain of extreme tension steel at ultimate condition (the concrete in compression reaches its assume strain limit of 0.003) et= 0.003 "(d -c) /c 0= strength reduction factor - ACI 318-02 9.3.2 (a) 0.9 for tension controlled member (b) 0.65 for compression controlled member (other than spiral reinf.) (c) 0.75 for compression controlled member (spiral reinf.) (d) linear interpolation allowed for sections in between bw= beam width h= beam height As= area of steel on bottom d= distance from top of beam to bottom steel As min= 3 *fc ^ .5/fy *bw *d >200 *bw *d/fy ACI 318 -02 10.5.1 PAGE 12 -1 Concrete Floor Input Area in ^2/ft Calculate Calculate Spacing 6 In 8 in 90 In W1.4 0.042 0.028 0.021 h in Bar Size Bar Spacing in d Initial in As in "2/R a in c in et Check et>=0.004 0 Ground Floor 4 W4 6 2.00 0.080 0.16 0.18 0.030 OK - 0.900 WWF Input Area in ^2/ft Calculate 4 In Spacing 6 In 8 in 90 In W1.4 0.042 0.028 0.021 0.017 W2 0.060 0.040 0.030 0.024 W2.5 0.075 0.050 0.037 0.030 W2.9 0.087 0.058 0.043 0.035 W3 0.090 0.060 0.045 0.036 W3.5 0.105 0.070 0.052 0.042 W4 0.120 0.080 0.060 0.048 W4.5 0.135 0.090 0.067 0.054 Concrete Floor Input Steel Rebar Calculate Ground Floor Bar Size Bar Spacing in As in"2/ft As min Check As >As min in"2fit Ground Floor W4 6 0.080 0.0864 no good Concrete Floor Calculate Steel Rebar Temperature Steel Ground Floor Mu lbs -in ®Mn lbs -in As min in "2lit Check Mu <OMn Ground Floor 431 8301 0.08 OK Concrete Floor Calculate Steel Rebar Temperature Steel Ground Floor WWF W4xW4 6x6" WWF W4xW4 6x6" Note: Check Temperature Steel Summary note: top layer of steel may be in tension depending on c As max= et shall not be less than 0.004 ACI 318-02 10.3.5 Asb= (0.85 * 61 *fdfy) *(87000 /(87000 +fy)) *bw *d Ac= fy *As /(.85 *fc) = concrete compression area c= Ac/bw = distance to neutral axis a= c *31 = assumed compression height using Whitney assumption A= a/2 = distance from top of beam to concrete compression area N.A. Mn= As*fy *(d -A) ®Mn= nominal design moment Bar Dia. Area In In "2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Support of the grade to ground slab is neglected.So the design of ground slab is very conservative. Close Design of Concrete Beams ACI 318 Florida Building Code 2001 with 2003 Revisions Drawing: Date: Design Engineer: Definitions: Load Combinations: ASD 1. DL 2. DL + LL + Lr 3. DL + W + LL + Lr 4. 0.6DL + W Vertical Load Supported by Precast Bond Beam Beam BB4 BB2 Kitchen label label label Input 1st Floor 1st Floor 1st Floor 2nd Floor 2nd Floor 2nd Floor Roof Tributary DL LL Tributary DL LL Tributary width width Width ft psf psf ft psf psf ft Roof Roof Wind DL LL Load W psf psf sue. 0 0 0 0 0 0 80 80 80 80 80 80 40 40 40 40 40 40 5 11 2 0 0 0 41.55 41.55 41.55 41.55 41.55 41.55 40 40 40 40 40 40 2 12 6 0 0 0 36.15 36.15 36.15 36.15 36.15 36.15 20 20 20 20 20 20 -31.50 -31.50 -31.50 -31.50 -31.50 -31.50 Beam BB4 BB2 Project: Project Name Project Address Project Address 08/11/04 Garry W. Vermaas, Ph.D., PE h1= height of wall supported by beam trib area area subject to DL, LL, and W psf loading Wall DL= weight of wall = h *b *1ft * 150 Ibs /ft^3 b= = design width of wall pu= factored vertical force (+ downward, - upward) (lbs/ft) bw= beam width h= beam height Calculate Load Load Load Load Comb. 1 Comb. 2 Comb. 3 Comb. 4 lbs/ft Ibs/ft lbs/ft lbs/ft 1030 1270 1207 555 1574 2254 1876 567 DL: Dead Load LL: Live Load W: Wind Load Lr: Roof Live Load Gravity Uplift Max lbs/ft lbs/ft 1270 -63 2254 -378 PAGE 13A -1 1. DL 2. DL + LL 3.DL +W• 4. 0.6DL + Input _ Calculate Total b bw h Beam/ Total Total Total Total Beam Height h1 Wall DL DL LL Lr W ft in in in lbs/ft lbs/ft lbs/ft lbs/ft Ibs/ft BB4 11.00 8.00 8 24 750 1030 200 40 -63 BB2 11.00 8.00 8 16 683 1574 440 240 -378 Kitchen 11.00 8.00 8 16 683 983 80 120 -189 label 0.00 8.00 0 0 0 0 0 0 0 label 0.00 8.00 0 0 0 0 0 0 0 label 0.00 8.00 0 0 0 0 0 0 0 Design of Concrete Beams ACI 318 Florida Building Code 2001 with 2003 Revisions Drawing: Date: Design Engineer: Definitions: Load Combinations: ASD 1. DL 2. DL + LL + Lr 3. DL + W + LL + Lr 4. 0.6DL + W Vertical Load Supported by Precast Bond Beam Beam BB4 BB2 Kitchen label label label Input 1st Floor 1st Floor 1st Floor 2nd Floor 2nd Floor 2nd Floor Roof Tributary DL LL Tributary DL LL Tributary width width Width ft psf psf ft psf psf ft Roof Roof Wind DL LL Load W psf psf sue. 0 0 0 0 0 0 80 80 80 80 80 80 40 40 40 40 40 40 5 11 2 0 0 0 41.55 41.55 41.55 41.55 41.55 41.55 40 40 40 40 40 40 2 12 6 0 0 0 36.15 36.15 36.15 36.15 36.15 36.15 20 20 20 20 20 20 -31.50 -31.50 -31.50 -31.50 -31.50 -31.50 Beam BB4 BB2 Project: Project Name Project Address Project Address 08/11/04 Garry W. Vermaas, Ph.D., PE h1= height of wall supported by beam trib area area subject to DL, LL, and W psf loading Wall DL= weight of wall = h *b *1ft * 150 Ibs /ft^3 b= = design width of wall pu= factored vertical force (+ downward, - upward) (lbs/ft) bw= beam width h= beam height Calculate Load Load Load Load Comb. 1 Comb. 2 Comb. 3 Comb. 4 lbs/ft Ibs/ft lbs/ft lbs/ft 1030 1270 1207 555 1574 2254 1876 567 DL: Dead Load LL: Live Load W: Wind Load Lr: Roof Live Load Gravity Uplift Max lbs/ft lbs/ft 1270 -63 2254 -378 PAGE 13A -1 1. DL 2. DL + LL 3.DL +W• 4. 0.6DL + if Beam Input Allowable Uplift Loads (Ibs /ft) Calculate Bond Beam Length ft Allow. Gravity /bs/ft Allow. Uplift /bs/R Gravity /bs/ft Uplift /bs/ft Check Gravity Check Uplift 8134 BB2 Kitchen label label label 8F24 -1b/11 8F16-1b/11 8F16 -1b/11 17'-4" 5'-4" 9'-4" 5 5 5 1609 5365 1843 5365 5365 5365 637 2290 1133 2290 2290 2290 1270 2254 1183 0 0 0 -63 -378 -189 0 0 0 OK OK OK OK OK OK OK OK OK OK OK OK Bond Beam Cascrete Mark Allowable Uplift Loads (Ibs /ft) 4' -0" 4'-6" 5'-4" 5'-10" Length 6'-6" 7'-6" 9'-4" 10'-6" 11' -4" 8F8 -1B PCL2 1363 1207 1016 909 835 727 591 530 474 8F16 -1B BB2 3079 2724 2290 2093 1880 1634 1133 914 798 8F24 -1B BB4 4853 4292 3607 3295 2959 2571 1811 1458 1272 Bond Beam Cascrete Mark Allowable Gravity Loads (Ibs /ft) 4 %0" 4' -6" 5'-4" 5' -10" Length 6'-6" 7'-6 9'-4" 10'-6" 11'-4" 8F8 -1B PCL2 2693 2189 1663 1451 1238 1011 752 643 582 8F16 -1B BB2 6113 6113 5365 4360 3480 2661 1843 1533 1366 8F24 -1B BB4 8974 8672 7342 6036 5858 5681 3486 2781 2423 Kitchen label label label 983 1183 994 401 0 0 0 0 0 0 0 0 0 0 0 0 1183 -189 0 0 0 0 0 0 Design of Roof Trusses NATIONAL DESIGN SPECIFICATION (NDS) 2001 - ASD DESIGN Florida Building Code 2001 with 2003 Revisions Design of Truss Anchors for Wind Loads Project: Drawing: Date: Design Engineer: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET MIAMI SHORES,FL 09/13/04 Garry W. Vermaas, Ph.D., PE Load Combinations: ASD 1. DL 2. DL + LL + Lr 3. DL + W + LL + Lr 4. 0.6DL + W STRENGTH/LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Calculate W1 and W2 using components and cladding - Dade County, FL Definitions: Definitions: DL: Dead Load LL: Live Load W: Wind Load Lr: Roof Live Load V = 146 mph = wind velocity = 1.00 = importance factor h = 21.60 ft = mean roof height Kz = 0.92 = velocity pressure exposure coefficient Kat = 1.00 = topographical factor Kd = 0.85 = wind directionality factor qh = 42.52 psf = 0.00256 °Kz °Kzt °Kd°V ^21 = velocity pressure P = qh °((GCp) - (Gcpi)] (psf) = design wind pressure GCp = . extemal pressure coefficient from figure 6 -5A Gcpi = intemal pressure coefficient from table 6 -7 PAGE 14 -1 Calculate Loads on Roof Truss Anchors Mu= (w °I ^2)/8 for simple supported beam = factored moment L= length of beam 1= tributary length to calculate load on truss to wall connection a= length of high pressure comer strip on roof hl= height of wall from pin to pin W1= Middle strip vertical wind pressure - Components & Cladding (Dade), MWFRS (Broward) W2= Edge strip vertical wind pressure - Components & Cladding (Dade), MWFRS (Broward) W3= Comer strip vertical wind pressure - Components & Cladding (Dade), MWFRS (Broward) w= maximum factored load (Ibs/ft) DL1= actual dead load of roof system to resist uplift wind forces Uplift Load= (I- a) °W2 +a °W1 = uplift load for truss connectors Ua= Allowable Uplift Load for Truss Anchor Fla= Allowable lateral (shear) load for Truss Anchor (x direction) Trib. Trib. Zone Width Length Area GCp ( +) GCp ( -) Gcpi ( +) Gcpi ( -) P( +) P( -) ft ft "2 psf W1,W2 psf 1 2 8 16 0.28 -0.98 0.18 -0.18 20 -49 2 2 8 16 0.28 -1.66 0.18 -0.18 20 -78 3 3 3 9 0.30 -2.80 0.18 -0.18 20 -127 Design of Roof Trusses NATIONAL DESIGN SPECIFICATION (NDS) 2001 - ASD DESIGN Florida Building Code 2001 with 2003 Revisions Design of Truss Anchors for Wind Loads Project: Drawing: Date: Design Engineer: CUSTOM HOME FOR DF BUILDERS 469 N.E. 91ST STREET MIAMI SHORES,FL 09/13/04 Garry W. Vermaas, Ph.D., PE Load Combinations: ASD 1. DL 2. DL + LL + Lr 3. DL + W + LL + Lr 4. 0.6DL + W STRENGTH/LRFD 5. 1.4 DL 6. 1.2DL + 1.6LL + 0.5Lr 7. 1.2DL + 1.6Lr + 0.5LL 8. 1.2DL + 1.6W + 0.5LL + 0.5Lr 9. 1.2DL + 0.5LL 10. 0.9DL + 1.6W Calculate W1 and W2 using components and cladding - Dade County, FL Definitions: Definitions: DL: Dead Load LL: Live Load W: Wind Load Lr: Roof Live Load V = 146 mph = wind velocity = 1.00 = importance factor h = 21.60 ft = mean roof height Kz = 0.92 = velocity pressure exposure coefficient Kat = 1.00 = topographical factor Kd = 0.85 = wind directionality factor qh = 42.52 psf = 0.00256 °Kz °Kzt °Kd°V ^21 = velocity pressure P = qh °((GCp) - (Gcpi)] (psf) = design wind pressure GCp = . extemal pressure coefficient from figure 6 -5A Gcpi = intemal pressure coefficient from table 6 -7 PAGE 14 -1 Calculate Loads on Roof Truss Anchors Mu= (w °I ^2)/8 for simple supported beam = factored moment L= length of beam 1= tributary length to calculate load on truss to wall connection a= length of high pressure comer strip on roof hl= height of wall from pin to pin W1= Middle strip vertical wind pressure - Components & Cladding (Dade), MWFRS (Broward) W2= Edge strip vertical wind pressure - Components & Cladding (Dade), MWFRS (Broward) W3= Comer strip vertical wind pressure - Components & Cladding (Dade), MWFRS (Broward) w= maximum factored load (Ibs/ft) DL1= actual dead load of roof system to resist uplift wind forces Uplift Load= (I- a) °W2 +a °W1 = uplift load for truss connectors Ua= Allowable Uplift Load for Truss Anchor Fla= Allowable lateral (shear) load for Truss Anchor (x direction) RUSS Input Calculate Conn. F1 Ua Fla F2a U ' TRUSS Type DL1 psf W1 psf W2 psf W3 psf mmm 7 ter' P - _ NNN NN NN • 8 2 3 4.00 lbs 1BR -78 3070 1180 1320 561 1BH 8 3070 1180 1320 1481 1BG 3 3070 1180 1320 4767 1LR1 32 3070 1180 1320 2243 1RR1 -78 3070 1180 1320 1052 1RR2 8 3070 1180 1320 526 2BR 3 3070 1180 1320 491 2BH 7 3070 1180 1320 1060 2BG -78 3070 1180 1320 2464 2SR 8 3070 1180 1320 1297 2SG 3 3070 1180 1320 2314 2RG1 18.5 3070 1180 1320 3676 2RG2 -78 3070 1180 1320 817 RUSS Input length L ft Tributary h1 Width I ft ft Corner Length a ft Tributary Length ft DL1 psf W1 psf W2 psf W3 psf mmm 7 ter' P - _ NNN NN NN • 8 2 3 4.00 8 -49 -78 -127 6.5 6.5 3 3.25 8 -49 -78 -127 32 4.25 3 16.00 8 -49 -78 -127 32 2 3 16.00 8 -49 -78 -127 15 2 3 7.50 8 -49 -78 -127 7.5 2 3 3.75 8 -49 -78 -127 7 2 3 3.50 8 -49 -78 -127 5.5 5.5 3 2.75 8 -49 -78 -127 18.5 3.8 3 9.25 8 -49 -78 -127 18.5 2 3 9.25 8 -49 -78 -127 22 3 3 11.00 8 -49 -78 -127 9.2 11.4 3 4.60 8 -49 -78 -127 10 2.33 3 5.00 8 -49 -78 -127 a TRUSS AND GIRDER ANCHOR TABLE Connector Fla= Allowable lateral load for Truss Anchor (y direction) U= Service Uplift Load for Truss Anchor F1= Service lateral (shear) load for Truss Anchor (x direction) F2= Service lateral load for Truss Anchor (y direction) G= service gravity Toad note: vertical wind pressures are calculated using components and cladding for Dade County, FL vertical wind pressures are calculated using MWFRS for other counties note: F1 is taken from the shear wall calculations = (V/length)•(truss spacing) No. Company Type Height width Nails Ua Fla F2a in in # lbs lbs lbs TAl2 1 USP Conc 6.75 1.00 7 860 380 335 TA14 2 USP Conc. 8.75 1.00 9 1105 380 335 TA16 3 USP Conc. 10.75 1.00 11 1350 380 335 TA18 4 USP Conc. 12.75 1.00 13 1595 380 335 TA20 5 USP Conc. 14.75 1.00 13 1595 380 335 TA22 6 USP Conc. 16.75 1.00 13 1595 380 335 TA24 7 USP Conc. 18.75 1.00 13 1595 380 335 TA36 8 USP Conc. 34.75 1.00 13 1595 380 335 Double TAl2 9 USP Conc. 6.75 1.00 7 1720 490 670 Double TA14 10 USP Conc. 8.75 1.00 9 2210 490 670 Double TA16 11 USP Conc. 10.75 1.00 11 2375 490 670 Double TA18 12 USP Conc. 12.75 1.00 13 2375 490 670 Double TA20 13 USP Conc. 14.75 1.00 13 2375 490 670 Double TA22 14 USP Conc. 16.75 1.00 13 2375 490 670 Double TA24 15 USP Conc. 18.75 1.00 13 2375 490 670 Double TA36 16 USP Conc. 34.75 1.00 13 2375 490 670 HTA16 -18 17 USP Conc. 12.00 1.25 14 1600 395 325 HTA20 -18 18 USP Conc. 16.00 1.25 14 1600 395 325 HTA24 -18 19 USP Conc. 20.00 1.25 14 1600 395 325 HTAl2 20 USP Conc. 8.00 1.25 8 990 430 660 HTA16 21 USP Conc. 12.00 1.25 15 1860 590 660 HTA20 22 USP Conc. 16.00 1.25 17 2005 590 660 HTA24 23 USP Conc. 20.00 1.25 17 2005 590 660 HTA48 24 USP Conc. 46.50 1.25 17 2005 590 660 Double HTA16 -18 25 USP Conc. 12.00 1.25 14 2375 790 650 Double HTA20 -18 26 USP Conc. 16.00 1.25 14 2375 790 650 Double HTA24 -18 27 USP Conc. 20.00 1.25 14 2375 790 650 Double HTAl2 28 USP Conc. 8.00 1.25 8 1980 1180 1320 Double HTA16 29 USP Conc. 12.00 1.25 15 3070 1180 1320 Double HTA20 30 USP Conc. 16.00 1.25 17 3070 1180 1320 Double HTA24 31 USP Conc. 20.00 1.25 17 3070 1180 1320 Double HTA48 32 USP Conc. 46.50 1.25 17 3070 1180 1320 SHA6T 33 USP Conc. 13.75 6.00 notes 4255 10560 10560 SHA6 34 USP Conc. 4.25 6.00 notes 4255 10560 10560 Notes: nails are 10dx1 -1/2 and the number is for one side SHA connectors use 4(1/2 ")X8" anchor bolts and 2(1/2 ") through bolts. 5582 N.W. 7th STREET, SUITE 202 MIAMI, FLORIDA 33126 TELEPHONE; (305) 284 -2660 FAX: (30.5) 284.6228 LAND SURVEYORS BOUNDARY SURVEY Scale l" _ q if 6 8;2 8,fs ass _ o.- u.P. A04 V,COB tT-2D batik. 4 L ( t-- (-4 1 az I Nina Ouranjors $nt. A `63.2:3 Azis i �.3G 'id duo 1 SC 7 O 1hre may be Easements recorded in the Public Records not shown on this Survey. PP) r—Y SURVEY NO. 04 - O0(ot:7.e") SHEET NO. l OF (g' L,rr r rC (?1 ° - ---ThJ f I ,qp�( (/d^ �� -'29;� „� b -P.-) t ego 5582 N.W. 7th STREET SUITE 202 MIAMI, FLCRIOA 33126 TELEPHONE: (305) 220 -3171 FAX (305): 264 -0229 DRAW BY: Survey of Lot: 21 Block: 49 Subdivision: MIAMI SHORES SECTION NO. 2 According to the Plat thereof as recorded in the Plat Book No. 10 at Page No. 37 of the public records of MIAMI -DADE County, Florida. Property Address: 469 NE 91 ST, MIAMI SHORES, FL 33138 For: MACHADO INVESTMENTS A B B R E A. ARC A/C. AIR CONDITIONER PAD. A E • ANCHOR EASEMENT. A/R= ALUMINIUM ROOF. A /S. ALUMINIUM SHED. ASPH.- ASPHALT. 8.C.• BLOCK CORNER. BLDG.• BUILDING. H•• B.M.• BENCH MARK IN.&EG.• 8.0.6.• BASIS OF BEARINGS. C• CALCULATED LP= C.B. CATCH BASIN. LF.E.- C.B.S. CONCRETE BLOCK STRUCTURELM.E. C8W CONCRETE BLOCK WALL CH. CHORD. CH.B.• CHORD BEARING. O.. CLEAR C.LF.- CHAIN UNK FENCE. C.M.E. CANAL MAINTENANCE EASEMENTS. CONC.- CONCRETE C.P.= CONC. PORCH. C.S.- CONCRETE SLAB. D.E.• DRAINAGE EASEMENT . D.M.E. DRAINAGE MAINTENANCE EASEMENTS DRIVE• DRIVEWAY • - DEGREES. E. EAST. E.T.P.- ELECTRIC TRANSFORMER PAD LOCATION SKETCH Scale r= NT.S. V I A T I O N AND MEAN F.F.E. FINISHED FLOOR ELEVATION. F.N.D.• FOUND NAIL & DISK . FR. FRAME. FT. FEET. FNIP.- FEDERAL NATIONAL INSURANCE F.N.- FOUND NAIL HIGH (HEIGHT) INGRESS AND EGRESS EASEMENT. UGHT POLE LOWEST FLOOR ELEVATION. LAKE MAINTENANCE EASEMENT MINUTES. M.. • MEASURED DISTANCE MA-I. MANHOLE. M/L• MONUMENT UNE. N.A.P.• NOT A PART OF. NGVD• NATIONAL GEODETIC VERTICAL DATUM. N.• NORTH. N.T.S.- NOT TO SCALE. /-NO.■ NUMBER. 0 /S- OFFSET. O.H.- OVERHEAD 0.H.L- OVERHEAD UTILITY UNES OVH- OVERHANG PVMT.• PAVEMENT. PL. PLANTER. P/L- PROPERTY UNE ELEV.• ELEVATION. P.C.C. - POINT OF COMPOUND CURVE ENCR- ENCROACHMENT. F.H. - FIRE HYDRANT. F.I.P.• FOUND IRON PIPE. F.I.R.- FOUND IRON ROD. P.C.• POINT OF CURVE. PT.. POINT OF TANGENCY. POC.- POINT OF COMMENCEMENT. POB.- POINT OF BEGINNING. Trutt 'urunjnrs LAND SURVEYORS .L2 1) 10 ! 8 H LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY (SURVEY): THERE MAY BE EASEMENTS RECORDED IN THE PUBUC RECORDS NOT SHOWN ON THIS SURVEY THE PURPOSE CF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES EXAMINATIONS OF THE ABSTRACT OF TITLE MALL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, UMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TILE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND/ OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD. COULD BE DRAM AT A 9401M4 SCALE AND /OR NOT TO SCALE. EASEMENTS AS SOWN ARE PER PLAT BOCK UNLESS OTHERWISE SHOWN. THE TERM 'ENCROACHMENT' MEANS VISBLE AND ABOVE GROUND ENCROACHMENTS. ARCHITECTS SHALL VERIFY ZONING REGULATIONS RESTRICTIONS AND SETBACKS AND THEY WILL. BE RESPONSBLE OF SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN A NEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND /OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. THIS PLAN CF SURVEY, HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON. THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE I N G P.R.C.• POINT OF REVERSE CURVE P.B.• PLAT BOOK. PG.• PAGE. PWY- PARKWAY. PRM. PERMANENT REFERENCE MONUMENT. P.LS.- PROFESSIONAL LAND SURVEYOR. R. RECORDED DISTANCE RR.. RAIL ROAD. RES.- RESIDENCE R/W RIGHT -OF -WAY. RAD.- RADIUS OF RADIAL R.P.• RADIUS PONT. RGE- RANGE. SEC.- SECTION. STY.• STORY. SW.(.• SIDEWALK. S.I.P.. SET IRON PIPE LB. /6044. S_- SOUTH. SECONDS T. TANGENT. TWP- TOWNSHIP. UTIL- UTIUTY. U.P.- UTILTY POLE W.M. WATER METER. W.F.• WOOD FENCE W.S.• W000 SHED. W/R- WOOD ROOF. p - CENTRAL ANGLE. - CENTER UNE. . ANGLE. G 5 r ,. 4 ,0 14 1.5 16 1 17 la 19 20 r Z 23 Z9' l7 .512 : : , „ ,. J. �VV ..7� 60 LEGEND TYPICAL = -0-0- -0 N- 1✓i 0 . 0.00 = EXISTING ELEVATIONS. ®= PROPOSED ELEVATIONS. CLF= CHAIN LINK FENCE C 8 S WALL (CBW) IF =IRON FENCE OVERHEAD UTILITY LINES WF =WOOD FENCE SURVEYORS ' S NOTES: REVISED ON' REVISED ON: Situated in Zone: X Community /Panel /Suffix: 120652 0093 - Date of Firm: 07/17/1995 Base Flood Elevation: Certified to: MACHADO INVESTMENTS SURVEY N4, 0000G90 SHEET No. / OF 2 Date: 01/19/2004 s 0!yVI/ 50 1). IF SlOMN. BEARINGS ARE REFERRED TO AN ASSUMED MERIDMN, BY SAID PLAT IN THE DESCRIPTION OF THE PROPERTY. IF NOT, MEN BEARINGS ARE REFERRED TO COUNTY, TOWNSHIP MAPS. � 2). IF SHOWN , ELEVATIONS ARE REFERRED TO DAcC. Courf44 BM/ t.1 - (0O3 ELEV. 7117 FEET. J OF N.G.V.o. OF 1929. L o Cp.TpR IJo 32 go - SW 3). THIS IS A SPECIFIC PURPOSE SURVEY. 4). THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 1 HEREBY CERTIFY: THAT THIS 'BOUNDARY SURVEY OF THE PROPERTY DESCRIBED HEREON. AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION. COMPUES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESIONAL LAND SURVEYORS IN CHAPTER 61017 -6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027. FLORIDA STATUTES pl- Z,o.v BY• IbH EJ IBARRA (DATE OF FIELD WORK) PROFESSIONAL LAND SURVEYOR NO. 5 20 STATE OF FLORIDA (VAUD COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). B4. MAP AND PANEL • NUMBER izaewl-oo 9 S B5. SUFFIX 86. FIRM INDEX • DATE . B7. FIRM PANEL EFFECTIVE/REVISED DATE 7- 17• 88. FLOOD ZONE(S) X B9. BASE FLOOD ELEVATION(S) (Zone AO, use depth of flooding) . FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ' ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7: SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME DF Bvat-DERs INC. By BUILDING STR TAD�D (Including Apt., Unit, Suite, and /or Bldg. No.) OR P.O. ROUTE AND BOX NO. Q 9 Ive ' s KJ E r CITY STATE MIAMI SttoRES FLORIDA SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION FEMA Form 81-31, January 2003 See reverse side 15 414 E NU BER • . O.M.B. No. 3067 -0077 Expires December $1, 20(21 5 For insurance Company Use: Policy Number 'Company NAIC Number ZIP CODE .33150 PROPERTY DESCRIPTION Lot and Block Numbers, Tax Parcel Number, Legal Descriptirn. etc.) �g g60G1G 4 - WWI fst'1'tnetr1 BUILDING USE (e g., Resiential, Non - residential, Addition, Accessory, etc. Use a Commenk area, if cessary.) C URRQ 4If - Vht ?WI . I.AiJ D PRt3POSED - Rar stole wr itl L. LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: ( ## ° - ##X - ##.##° or ##.####e) 1_1 NAD 1927 1_1 NAD 1983 SOURCE: LI GPS (Type): I_I USGS Quad Map LI Other B1:'NFIP COMMUNITY NAME & COMMUNITY NUMBER MIAMI smiles uu,vi lr - 120652 B2. COUNTY NAME DADE 'CouNrf B3. STATE B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9, Lj FIS Profile LJ FIRM LJ Community Determined LJ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: LI NGVD 1929 LJ NAVD 1988 L Other (Descri4): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OFj L Yes L No Designation Date: 1 SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) . C1. Building elevations are based on: g1Construction Drawings' . LJBuilding Under Construction' LjFinished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number ( ' (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations'— Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR /A, AR/AE, AR/A1-A3b,' AR/AH, AR /AO Complete Items C3.a -i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion /Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? LI Yes O a) Top of bottom floor (including basement or enclosure) QRCgO EP 9' . Q. ft.(m) 1 ❑ b) Top of next higher floor " ft.(m) s '❑ c) Bottom of lowest horizontal structural member (V zones only) ft.(m) m d) Attached garage (top of slab) MOVC6 et) It . o,'1 ft,(m) ❑ e) Lowest elevation of machinery and /or equipment . servicing the building .(Describe in a ,Comments area.) NA . ft.(mj O f) Lowest adjacent (finished) grade (LAG) W it . ft.(m) O g) Highest adjacent (finished) grade (HAG) NA . _ ft.(m) ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade V ' ' ❑ i) Total area of all permanent openings (flood vents) in C3.h AA Osq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in•Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understandthat any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1,001. CERTIFIER'S NAME LI No TE ZIP COQ. • L r continuation. • Replaces all previous editions I 5582 N.W. 7th STREET, SUITE 202 MIAMI, FLORIDA 33128 TELEPHONE: (305) 2642860 FAX: (306) 264 -0228 Nun fruntrtjurs LAND SURVEYORS LIO1- f�coc>�C_49 .� tE3•7; ps N .A. $ t) / r burg. 44 A 1 7 BOUNDARY SURVEY Scale 1" _ is r ga vr .s There may be Easements recorded in the - Plic Records not shown on this Survey. ass � i SURVEY NO. D4 — DOC��er� SHEET NO. ' OF iLirrX 41, rtv 5582 N.W. 7th STREET SUITE 202 MIAMI. FLCRIDA 33126 TELEPHONE: (305) 220 -3171 FAX (305): 264 -0229 DRAW BY: Survey of Lot: 21 Block: 49 Subdivision: MIAMI SHORES SECTION NO. 2 According to the Plat thereof as recorded in the Plat Book No. 10 at Page No. 37 of the public records of MIAMI -DADE County, Florida. Property Address: 469 NE 91 ST, MIAMI SHORES, FL 33138 For: MACHADO INVESTMENTS A B B A. ARC A /C= AIR CONDITIONER PAD. A.E.- ANCHOR EASEMENT. A/R= ALUMINIUM ROOF. A /S• ALUMINIUM SHED. ASPH.- ASPHALT. 8.C.• BLOCK CORNER. BLDG.- BUILDING. B.M.- BENCH MARK 8.0.8.- BASIS OF BEARINGS. C- CALCULATED C.B. CATCH BASIN. C.B.S. CONCRETE BLOCK STRUCTURELM.E- M. M/L N.A.P.- NGVD- CBW- CONCRETE BLOCK WALL CH- CHORD. CH.B.- CHORD BEARING. CL• CLEAR C.LF.- CHAIN UNK FENCE. C.M.E- CANAL MAINTENANCE EASEMENTS. CONC.- CONCRETE C.P. - CONC. PORCH. C.S. - CONCRETE SLAB. D.E.• DRAINAGE EASEMENT . D.M.E- DRAINAGE MAINTENANCE EASEMENTS DRIVE- DRIVEWAY • - DEGREES. E. EAST. F.F.E.• F.N.D. - FR= FT. FNIP.- F.N.- H.- IN.&EG.- LP= LF.E.- N.- t-NO.• 0 /S- 0.H.- OVH- PVMT.- ET.P.- ELECTRIC TRANSFORMER PAD p L P.C.C.- P.C. - PT.. P00.- ELEV.- ELEVATION. ENCR.- ENCROACHMENT. F.H.- ARE HYDRANT. F.I.P.- FOUND IRON PIPE. F.I.R.- FOUND IRON R00. Artluzi 'ururjnrs Jur. LAND SURVEYORS LOCATION SKETCH Scale 1". NT.S. POO.- POINT OF BEGINNING. \ZJ " f „ 1 . ,. 1 ,. ,. 5oty so `I srl 11 R E V I A T I O N A N D M E A N I N G FINISHED FLOOR ELEVATION. FOUND NAIL & DISK . FRAME. FEET. FEDERAL NATIONAL INSURANCE FOUND NAIL HIGH (HEIGHT) INGRESS AND EGRESS EASEMENT. UGHT POLE LOWEST FLOOR ELEVATION. LAKE MAINTENANCE EASEMENT MINUTES. MEASURED DISTANCE MANHOLE. MONUMENT UNE. NOT A PART OF. NATIONAL GEODETIC VERTICAL DATUM. NORTH. NOT TO SCALE. NUMBER. OFFSET. OVERHEAD OVERHEAD UTILITY UNES OVERHANG PAVEMENT. PLANTER. PROPERTY UNE. POINT OF COMPOUND CURVE POINT OF CURVE. POINT OF TANGENCY. POINT OF COMMENCEMENT. /. It /6 LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY (SURVEY): THERE MAY BE EASEMENTS RECORDED IN THE PUBUC RECORDS NOT SHOWN ON THIS SURVEY THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING 1171.E INSURANCE AND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES EXAMINATIONS OF THE ABSTRACT OF 1111.E WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY. AFFECTING THE PROPERTY. THIS SURVEY IS SUB.ECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. LEGAL DESCRIPTIONS FRONDED BY CLIENT OR ATTESTING 1111.E COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND/ OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND /OR NOT TO SCALE. EASEMENTS AS SOWN ARE PER PLAT BOOK UNLESS OTHERWISE SWWN. THE TERM 'ENCROACHMENT' MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. ARCHITECTS SHALL. VERIFY ZONING REGULATIONS, RESTRICTIONS AND SETBACKS AND THEY VALI. BE RESPONSIBLE OF SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN A NEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND /0R FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. THIS PLAN OF SURVEY. HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON. THE CERTIFICATE DOES 1401 EXTEND TO ANY UNNAMED PARTY. THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE 17 7 P.R.0 • POINT OF REVERSE CURVE P.B.- PLAT BOOK. PG.• PAGE. PWY- PARKWAY. PRM- PERMANENT REFERENCE MONUMENT. P.LS.- PROFESSIONAL LAND SURVEYOR. R.- RECORDED DISTANCE RR.- RAIL ROAD. RES.- RESIDENCE R/W- RIGHT -OF -WAY. RAD.- RADIUS OF RADIAL R.P.- RADIUS POINT. ROE.- RANGE. SEC.- SECTION. STY.- STORY. SOUK.- SIDEWAUCC, S.I.P. - SET IRON PIPE LB. #6044. s.- SOUTH. - SECONDS T. TANGENT. TWP- TOWNSHIP. UTIL- UIIUTY. U.P.- UTIUTY POLE. W.M.• WATER METER. W.F. - WOOD FENCE W.S. - W000 SHED. W/R- WOOD ROOF. L. CENTRAL ANGLE. - CENTER UNE. - ANGLE. G 9 /3 19 20 19 48 OS J,EGEN D TYPICAL -14-14 -0-0- - 0 - 13 0.00 BY: REVISED ON. REVISED ON: 4. 3 ?.2 ;• 5 <) 55} 2 rc v 23 Z4 t 34 CLF= CHAIN LINK FENCE C B S WALL (CBW) IF =IRON FENCE OVERHEAD UTILITY LINES WF =WOOD FENCE = EXISTING ELEVATIONS. ®= PROPOSED ELEVATIONS. 1bH Situated in Zone: X Community /Panel /Suffix: 120652 - 0093 -J Date of Firm: 07/17/1995 Base Flood Elevation: Certified to: MACHADO INVESTMENTS SURVEY N4, 000oG -90 SHEET No. Date: 01/19/2004 60 / of 2 S U R V E Y O R S' S NOTES: 1). IF SHOWN, BEARINGS ARE REFERRED TO MI ASSUMED MERIDIAN, BY SAID PLAT IN THE DESCRIP11044 OF THE PROPERTY. F NOT. THEN BEARINGS ARE REFERRED TO COUNTY. TOWNSHIP MAPS. 1- , 2). IFS 10WN , ELEVATIONS ARE REFERRED TO I A Q e Coo t t BM/ U -(003 ELEV 7. 7 FEET. 1 OF N.G.V.D. OF 1929. L 0 cp.Tca 1Jo , 32 S0 - SW 1.)•E. �T. 4 3). THIS IS A SPECIFIC PURPOSE SURVEY. 4). THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. I HEREBY CERTIFY: THAT THIS 'BOUNDARY SURVEY' OF THE PROPERTY DESCRIBED HEREON. AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPUES WITH THE MINIMUM TECHINICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESIONAL LAND SURVEYORS IN CHAPTER 61017 -6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. IBARRA (DATE OF FIELD WORK) PROFESSIONAL LAND SURVEYOR 140. ✓ Z © y STATE OF FLORIDA (VAUD COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). ALL STATE ENGINEERING Hialeah, February 3, 2004 DF Builders Inc. 10001 Winding Lakes Road #203 Sunrise Florida 33351 RE: (r l ' Dear Sir: TEST METHOD Sub - Surface Investigation fora -vac 468 NE 91st Street., Mianji All State Engineering & Testing Consultants, Inc. Pursuant to your authorization, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., conducted a sub - surface investigation at the above referenced project. The investigation was performed on January 27, 2004. The purpose of the investigation was to develop information about the site and the subsurface conditions existing in the vicinity of the property location in order to evaluate site preparation procedure and foundation design criteria. To achieve the desired objective three (3) standard penetration test boring were performed and the logs are enclosed in this report. The borings were conducted in accordance with procedures outlined for standard penetration test and split spoon sampling of soils by ASTM Method D -1586. A two (2) feet two (2) inches O.D. Split Spoon Sampler was driven into the ground by successive blows with 140 Ib. Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time then extracted for visual examination and classification of the retained soil sample. The numbers of blows required for one (1) foot penetration of the sampler is designated as "N" (Known as the standard penetration resistance value). The "N" Value provides an indication of the relative density of non - cohesive soils and the consistency of cohesive soils. I 2380 W. 78"' Street, Hialeah, Florida 33016. Ph: (305) 888 -3373. Fax: (305) 888 -7443 Page Three February 3, 2004 DESIGN RECOMMENDATION: The above foundation recommendations having been achieved and verified we anticipate that the foundation and footings may be appropriately proportioned for a safe soil bearing capacity not to exceed 2500 pounds per square foot. The use of spread footings and single column pads is suggested. A monolithic slab foundation system may also be adopted. CLOSURE: Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject property (site) may be different from those at the test locations. Therefore, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., is not responsible for any subsoil condition different from those reported in our boring logs. This report was prepared exclusively for the use of DF Builders. The conclusion provided by ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., are based solely on the information presented in this report. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any questions or comments pertaining to this report. Sincerely Yours, WAYNE , P.E. #5E701 2- ® � 1' ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. WO/nt.. FEB2004 -6/8 Page Two February 3, 2004 Suitable corrections are applied to this number in order to include the effects of soil overburden pressure and other factors. A general evaluation of soils is made from the established correlation between "N" and the relative density or consistency of soils. This dynamic method of soil testing has been widely accepted by foundation engineers and architects to conservatively evaluate the bearing capacity of soils. A continuous drilling and sample procedure was used. Therefore, the samples were taken at intervals of two (2) feet, or at every change in soil characteristics. The types of foundation material encountered have been visually classified and are described in detail in the boring logs. The results of the field penetration test are presented in the boring logs in numerical form. The average ground water level at the site was found at seven (7) feet zero (0) inches below the existing surface at the time of drilling (see boring logs). Fluctuation in the observed groundwater level should be expected due to seasonal climatic changes„ rainfall variation, surface water run -off and other specific factors relative to the site in question. FOUNDATION RECOMMENDATIONS: Our recommendations are based on the information as provided from the client as to the type of structure planned and on our subsurface investigation performed on the proposed site. Our recommendations are as follows: 1. Clear entire building area plus 5' -0" outside the perimeter of construction and remove all top soil and unsuitable surface material to the necessary depth. We anticipate an average clearance depth of approximately six (6) inches. 2. Compact cleared area to a minimum compaction of 98% of the optimum dry density as per AASHTO Method T -180. Verify densification procedures by taking an adequate number of field density compaction tests. The cleared area should be inspected prior to the commencement of the backfilling operation to ensure that all the unsuitable material has been removed. 3. Backfill building area (if necessary), plus 5' -0" outside the perimeter of the structure to the required elevation with a clean mixture of sand, lime rock and lime sand fill in compacted layers not to exceed 12" in thickness. Compact each layer to a minimum of 98% of optimum dry density as per AASHTO T -180. Verify densification procedures by taking an adequate number of field density tests, specially by the footing area. 4. Excavate footing trenches to the required depth from the ground elevation. 5. Compact the bottom of the footing trench to a minimum compaction of 98% of the optimum dry density as per AASHTO T -180. Verify densification procedures by taking an adequate number of field density compaction tests. Depth (feet) Description of Materials Sample Number Hammer Blows on Sampler "N" Hammer Blows on Casing 1 From 0' -0" to 0' -6" Top soil Project Proposed Property �I 0) CTI cri 0) W W I) C97 C_71 CA) W W W Cr) N B -1 Address 2 From 0' -6" to 2' -0" White medium sugar sand 01/27/04 Location 6 Driller 3 From 2' -0" to 6' -0" Brown medium silica sand 4 6 5 6 6 7 From 6' -0" to 8' -0" Tan sandy lime rock 8 11 9 From 8' -0" to 16' -0" Brown medium silica sane 10 5 11 12 6 13 14 12'14' 9 15 16 14'16' 12 17 End of Boring @ 16' -0" 18 16'18' 19 20 18'20' 21 22 20'22' 23 - 24 22' 25 L Client DF Builders Order No 04-071 Address 10001 Winding Lakes Road #203., Sunrise, Report No Project Proposed Property Hole No B -1 Address 469 NE 91st Street., Miami Shores Date 01/27/04 Location South side of lot Driller MP & LT All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES - ENGINEERS - INSPECTION SERVICE G - ENVIRONMENTAL SERVICES 2380 West 78th Street., 33016. Fax: (305) 888.7443 TEST BORING REPORT Water level: 7' -0" below surface at date 01/27/04 LL. c\, tt WA E EBB, P.E. #56701 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements conclusions or extract from or regarding is served pending our written approval Depth (feet) Description of Materials Sample Number Hammer Blows on Sampler "N" Hammer Blows on Casing 1 From 0' -0" to 0' -6" Top soil Project Proposed Property Lt) d M co N cC) co f� LO M LC) CO 03 03 B - 2 Address 2 From 0' -6" to 1' -0" B.FiII- Dark brown fine sans 01/27/04 Location 16 Driller 3 Rock fragments 4 From 1' -0" to 4' -0" White medium sugar sand 7 5 From 4' -0" to 6' -0" Brown medium silica sand 6 5 7 From 6' -0" to 10' -0" White sandy lime rock 8 13 9 10 13 11 From 10' -0" to 16' -0" Light brown medium silica 12 sand 7 13 14 12'14' 10 15 16 14'16' 17 17 End of Boring @ 16' -0" 18 16'18' 19 20 18'20' 21 22 20'22' 23 24 22'24' 25 Client DF Builders Order No 04-071 Address 10001 Winding Lakes Road #203., Sunrise, Report No Project Proposed Property Hole No B - 2 Address 469 NE 91St Street., Miami Shores Date 01/27/04 Location Center of lot Driller MP & LT All State Engineering & Testing Consultants , Inc. TESTING LABORATORIES - ENGINEERS - INSPECTION SERVICE G - ENVIRONMENTAL SERVICES 2380 West 78th Street., 33016. ix: (305) 888-7443 TEST BORING REPORT Water level: 7' -0" below surface at date 01/27/04 WAI'NE BB, P.E. #56701 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements conclusions or extract from or regarding is served pending our written approval Depth (feet) Description of Materials Sample Hammer Blows on Sampler "N" Hammer Blows on Casing 1 From 0' -0" to 0' -6" Top soil Project Proposed Property C ) Uc) 1— M N N d c0 N- 10 d' d' 1 CO 0) B - 3 Address 2 From 0' -6" to 4' -0" White medium sugar sand 01/27/04 Location 6 Driller 3 4 12 5 From 4' -0" to 6' -0" Brown medium silica sand 6 4 7 From 6' -0" to 10' -0" White sandy lime rock 8 9 9 10 13 11 From 10' -0" to 16' -0" Light brown medium silk 12 sand 8 13 14 12'14' 9 15 16 14'16' 14 17 End of Boring @ 16' -0" 18 16'18' 19 20 18'20' 21 22 20'22' 23 24 22'24' 25 Client DF Builders Order No 04 - 071 Address 10001 Winding Lakes Road #203., Sunrise, Report No Project Proposed Property Hole No B - 3 Address 469 NE 91st Street., Miami Shores Date 01/27/04 Location North side of lot Driller MP & LT All State Engineering & Testing Consultants Inc. TESTING LABORATORIES - ENGINEERS - INSPECTION SERVICES G - ENVIRONMENTAL SERVICES 2380 West 78th Street, 33016. ax: (305) 888 -7443 TEST BORING REPORT Water level: 7' -0" below surface at date 01/27/04 WAYNE : B, P.E. #56701 213/01 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements conclusions or extract from or regarding is served pending our written approval rty tnformat p TF� a rn3p was gra ted on 2/212004 10:35:34 AM for r3fercnce purpose-5 only. rub Sito O 2002 Miorn - de County. right; reserved. FORM 600A -2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A DF BUILDERS Praject Name: Address, City, State: Owner: Climate Zone: MIAMI SHORES - Ra -ms -21 LOT - 21, MAC -49 DADE CO., FL DF BUILDERS South 1. New construction or existing 2. Single family or tnulti- family 3. Number of units, if multi- family 4. Number of .Bedrooms 5. Is tits a worst case? 6. Conditioned .Over a ca (IV) 7 Glass area & type a. Clear glass, default U- factor b. Default tint c Labeled U or SFIGC 8. Floor types a. Slab•On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall apes a. Frame, Wood, Adjacent t 'frame, Wood, Exterior c. Concrete, Int Instil, Exterior d. N/A e, N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Doss a. Sup Uric .Ret: Une. AII(Sea)edyGarage h N/A. Single Pane 0.0 f 349.9,t' O.0 ft' I hereby certify that this ' ilding, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: New Single family __ _ No _ 1 Double. Pane — 0.0 .(t' — 0.0 ft' — 0.0ft R. =0.0, 135 3(p) ft — f1' R-11.0, 148.0 ft= _— R =11.0, 842.8 ft' — R =4.89.9 ft' — R =30.00 1922.7 ft' — Sup. R=6.0, 12,$.0 ft I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY; EARTH SMART DATE: L 12, Cooling systems a. Certral Unit 13. Hexing systems a. Electric Strip h. N/A c. N/A 14. Hot water syste b. N/A c. N/A a. Electric Resist�ar b. N/A Glass /Floor Area: 0.19 Total as -built points: 31398 Total base points: 32118 Builder: Permitting Office: Permit Number: Jurisdiction Number: 231000 c. Conservation credits (HR- Heat recovery, Solar DIP- Dedicated heat pump) 15. PIVAC credits (CF- Ceiling fan, CY -Cross ventilation, HP-Whole house fan, PT- Programmable Therntosar, NIZ- C- ,Muldzone cooling, NZZ-14- lvlultrmone heating) Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. UBLDtNG OFFICIAL: DATE: EnergyGaugee (Version: FLRCPB v3.30) Cap: -12.5 kBttjhz SEER: 13.00 PASS SE: Cap: 39.0 kBtuJ1-s _ COP: 1.00 gallons _ EF, 0.86 — FORM 600A -2001 SU +MER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: LOT - 21, BILK - 49, DADE CO., FL, ErergyGauget) DCA Form 800A•2001 Energy3augeelFIaRES'2001 FLRCPB v3,30 PERMIT it- AS -BUQLT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang i Type /SC Ornt Len Hgt Area X $PM X SOF W Points .9Q 1335.0 32.50 10734.8 ' Single, Tint S 7.3 7.0 42.8 55,34 0.52 1220.7 1 Single, Tint S 1.9 2.0 2.3 65,34 0.67 85.7 Single, Tint 6 1.0 7.6 12.2 55.34 0.99 665.9 Single, Tint E 1.0 6.6 23.2 85,40 0 98 1484.6 Single, Tint E 1.0 3.0 8.0 66.40 0.86 449.6 Single, Tint E 1.0 9.6 25.2 65.40 0.99 1638.1 Single, Tint E 1.0 5.6 12.9 65,40 0.98 813.4 Single, Tint N 1.0 2.0 2.3 29.33 0.84 66.6 ry Single, lint N 1 0 7.6 12.2 29.33 0.99 353.9 . Single, ' N 1.0 6.6 32,4 29.33 0.98 933. fl Single, Tint N 1.0 5.0 23.2 29.33 0 06 654.8 w ' Single, Tinl N 1.0 8,0 13.4 29.33 0.99 388.7 Single, Tint N '1.0 7.6 27.2 29.33 0.99 789.0 Single, Tint W 1.0 6.0 46.4 68,39 0,97 2627,1 Single, Tint W 1.0 15.6 46.4 58.39 1.00 2701.6 q Single, Tint t W 1.0 4,0 18,5 58,39 0.92 1061.4 As-Bullf Tofdl: 349.9 15924.1 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 148.0 1.00 148.0 j France, Wood, Adjacent 11.0 148.0 1 00 148.0 Exterior 1632.7 2.70 4408 3 Frame, Wood, Exterior 11,0 842,8 2.70 2275.6 Concrete, int Insul, Exterior 4.1 783.9 2.32 1828.6 Base Total: 1780.7 4666.3 As -Built Total: 1780.7 4252.2 DOOR TYPES Area X BSPM = Points ' Type Area X SPM = Points Adjacent 18.0 2.60 46.8 i Adjacent Woad 18.0 3 80 68.4 Exterior 54.8 6.40 350.7 I Exterior insulated 54.8 6 40 350,7 Bose Total 72.8 397,5 As -Built Total: 72.8 419.1 CEILING TYPES Area X BSPM = Points ti Type YPe R Value Area X SPM X SCM = Paints Under Attic 1375.0 2.80 3850.0 Under Attic 30.0 1422.7 2.77 X 1.00 3940.9 Base Total. 1376.0 3650.0 As -Built Total: 1422.7 3940.9 ' FLOOR TYPES Area X BSPM = Points Type R -Vaue Area X SPM = Points :y Slab 135.0(p) -20.0 -2706.0 i Slab -On -Grade Edge Insulation 0.0 135.3(p 20.00 _ - -2705.0 Raleed 286.0 -2.16 -617.8 q Raised Wood, Adjacent 11.0 286.0 1.00 286.0 Beam Total - 3323.8 As -Built Total: $21.3 -2420.0 FORM 600A -2001 SU +MER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: LOT - 21, BILK - 49, DADE CO., FL, ErergyGauget) DCA Form 800A•2001 Energy3augeelFIaRES'2001 FLRCPB v3,30 PERMIT it- FORM 600A -2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS; LOT - 21, BLK - 49, DADE CO., FL, PERMIT #: Erer9YGa DCA Form 600A-20Q1 EnergyGauget /F'aRES'2001 FLRCPB v3.30 BASE ? AS -BUCLT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area a Overhang Type /SC Ornt Len kigt Area X WPM X WOF = Point .18 1835.0 2.38 778.5 Single, Tint S 7,3 7.0 42.8 4.79 1 34 274.8 !j Single, Tlnt 5 1.0 2.0 2.3 4,79 1.13 12.5 Single, Tint S 1.0 7.5 12.2 4.79 1.00 58 2 Single, Tint E 1.0 6.6 23.2 5.05 1,01 118,8 I Single, Tint F 1.0 3.0 8.0 5.05 1.03 41.6 Single, Tin: E 1.0 9.8 25.2 5.05 1 01 128.3 Single, Tint E 1.0 5.6 12.9 5.05 1.01 68.1 Single, Tint N 1.0 2.0 2.3 6.11 0.98 13.8 Single, Tint N 1.D 7.6 12.2 6.11 1.00 74.4 Singe, Tint N 1,0 6.6 32.4 6.11 1.00 197.4 r' III; Single, Tint N 1.0 5.0 23.2 6.11 0 99 141.0 Single, Tint N 1.0 8.0 13 4 6.11 1.00 81.7 Single, Tint N 1.0 7.6 27.2 6.11 1.00 165.8 Single, Tint W 1,0 6.0 46.4 5.65 1.00 261.4 F! Single, Tint W 1.0 16.8 46.4 5.65 1.00 261 7 Single, Tint W 1.0 4.0 19.8 5.65 1.00 ^ 11.6 1 6 As•Built Total: 348.9 2009.0 WALL TYPES Area X BWPM = Points Type R - Value Area X WPM = Points hdj3cent 148.0 0.50 74.0 Frame, Wood, Adjacent 11.0 148,0 0.50 74.0 Exterior 1632.7 0.60 970.8 Frame, Wood, Exterior 11.0 842.8 0 60 505.7 Concrete, Int Instil, Exterior 4.1 789.9 1 03 817.5" I Base Total: 1780.7 1053.6 As -Built Total: 1780.7 1397.2 1 DOOR TYPES Area X BWPM = Paints Type Area X WPM = Points AdJaGOnt 18.0 1.30 23.4 Adjacent Wood 1B.0 1 ..90 34.1 Exterior 54.8 1 80 98.6 Exterior Insulated 54,8 1.8D 98.6 1 1 Base Total: 72,8 122.0 As-Built Total: 72.8 132.13 CEILING TYPES Area X BWPM = Points Type R - Value Area X WPM X WCM = Points Under Attic 1375.0 0.10 137.5 Under Attic 30 0 1422.7 0.10 X 1.00 142.3 -Base Total 1375.0 137.5 As-Built Total: 1422.7 142.3 i - K FLOOR TYPES Area X BWPM = Points Type YP R- `slue Area X WPM at Pointy Slap 135.3(p) -2.1 -284.1 0.0 135.3( (p -2.10 - 254,1' Sla b-On -Grads Edge Insulation Raised 286.0 -0.28 -80.1 Raised Wood, Adjacent 11.0 286.0 0.50 143.0 Base Total: -364.2 As -Built Total: - , 421,3 - 141.1 FORM 600A -2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS; LOT - 21, BLK - 49, DADE CO., FL, PERMIT #: Erer9YGa DCA Form 600A-20Q1 EnergyGauget /F'aRES'2001 FLRCPB v3.30 FORM 600A -2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: LOT a 21, OLK - 49, DADE CO., FL, PERMIT #: ti BASE INFILTRATION Area X BSPM = Points 1835.0 18.79 34479.8 Summer Base Points 50694.4 Total Summer X System - Cooling Points Multiplier Points 50694.4 0.4266 21626.3 AS -BUILT Area X SPM zz Points 1835.0 18.79 34479.6 Summer As.®ullt Points: 56595.9 56595.9 1.000 56595.9 1.00 (1.073 x 1,165 x 0.95) 0.262 1.000 17625.7 1.188 0.262 9.000 17629.7 Total X Cap Component Ratio Enorgyeciuge*" DCA Form 600A EnergyGaugeS/FIaRES'2001 FLRCPB v3,30 X Duct X System X Credit = Cooling Multiplier Multiplier Multiplier Points (DM x DSM x AHU) FORM 600A -2001 1; TER C, ,,LCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: LOT - 21, SLK - 49, DADE CO., FL, PERMIT #: BASE 2r • INFILTRATION Area X BWPM = Points 1835.0 -0.06 -110.1 Winter Base Points: 1618.4 1618.4 0.6274 1016.4 AS- BUILT Area X V' /PM = Points 1935.0 -0.06 -110.1 Winter As -Built Points: 3430.1 3430.1 1.000 (1.099 x 1.137 x 0.95) 1.000 1.000 4071.8 3430.1 1.00 1.187 1.000 1.000 4071.8 rota! Winter X System = Heating Paints Multiplier Points EnergyGa:;geT DCA Form 600A -2001 EnergyGau0e2)JFIaRES'20U1 FIRCPB v3.30 Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM xAHU) FORM 600A -2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details L ADDRESS: LOT - 21, ELK - 49, DADE CO., FL, BASE WATER HEATING Number of X Multiplier - Total Bedrooms EnergyGaugeTh' DCA Form 600A -2001 EnargyGauge® /FIaRES'2001 FLRCPB v3.30 WHESSIIIMseell 2369.00 9476.0 50.0 0.86 As -Built Total: 1.00 2424.05 1.00 9696.4 9696,4 AS -BUILT PERMIT #: Tank EF Number of X TanK X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier CODE COMPLIANCE STATUS BASE Cooling + Heating + Hot Water Total Points Points Points Points 21626 1015 9476 32118 AS -BUILT Cooling + Heating + Hot Water a Total Points Points Points Points 17630 4072 9696 31398 ' COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE � - ailOpt , Exterior Windows & Doors 606.1.A5C.1.1 606.1,ABC.1.2.1 _ Maximum:.3 cfmisa,ft. window area, .5 cfmisq.ft. door area. Exterior & Adjacent Wells l r Caulk, gasket, weatherstrip or seal between; windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between extorter wall panels at corners; utility penetrations: between wall panels & toplbottom plates; between walls and floor EXCEPTION; Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to the foundation to the top plate. i Floors 606,1,ABC,1,2.2 Penetrations /openings >1/8" sealed unless backed by truss or joint members. 610.1 I I HVAC Controls EXCEPTION: Frame floors where a continuous infiltration barrier is instated that Is sealed to the perimeter, penetrations and seams, Separate readily accessible manual or automatic thelMostat for each system. Ceilings -Min. R -19. Common walla -Frame R -11 or CBS R -3 both sides, common °ailing & floors R -11. Ceilings 606.1.A13C.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top ptato; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed al the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ADC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Typo IC rated with < 2,0 cfm from conditioned space, tested. Multi•st2 Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors, _ Additional Infiltration regts 606.1.ABC 1.3 Exhaust Tans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion aft. COMPONENTS SECTION REQUIREMENTS CHECK Water Hoaters 612,1 Comply with efficiency requirements In Table 6 -12. Switch or Clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pods must have covers (except solar heated), pion- oemmercial pools 1 must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Water flaw must be rsstrittod to no more than 2.5 gallons per minute at 80 PSIG. Shower heads 612.1 Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shag be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610 Ducts In unconditioned attics' R-6 min. Insulation. HVAC Controls 907.1 604.1, 602,1 Separate readily accessible manual or automatic thelMostat for each system. Ceilings -Min. R -19. Common walla -Frame R -11 or CBS R -3 both sides, common °ailing & floors R -11. Insulation FORM 600A -2001 Code Compliance Checklist Residential Whole Building Performance Method A m Details ADDRESS: LOT - 21, BLK - 49, DADE CO., FL, 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST ErergyGaugerm DCA Form 600A -2001 EnergyGaugo JFlsRES'2001 FLRCPB v3,30 6A -22 OTHER P NER Address of New Tome; 1. New construction or existing 2 Single family or multi-firmly 3. Number of units, if multi- farnily 4. Number of Bedrooms Is this a worst case' 6 Conditioned floor area (ft ', Gless area & type a, Clear - single pane b. Clear - double pane c. Tinvother SHGC - single paste d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall types a. Frame, Wood, Adjacem b. Frarae, Wood, Exterior c. Concrete, Int.Insul, Exterior d. N/A e. NIA 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a, Sup: Uno, Rot: Una AH(Sealed):Garage b. N:A Y PERFORMANCE LEVEL (APL) ISPLAX CA ESTIMATED ENERGY PERFORMANCE SCORE" 84.0 The higher the score, the more efficient the home, DF BUILDERS, LOT - 21, ELK - 49, DADE CO., FL, Stogie Dane 0.08' 349,9 fl 0.0 ft New Single family 1 4 No 1835 ft Double Pane _ 0.0 ft' __ 0,0 ft 0.O ft' _ R =0.0, 135.3(p) ft R = 1 1 0 , 2 8 6 . 0 1 1 1.11.0,148.0fr R =11.0, 842.8 ft' _ R =4.1, 789.9 ft' Sup. R =6.0, 125.0 ft R =30.0, 1422,7 11. Builder Signature: Date: City/FL Zip: 12. Cooling systems a. Central Unit h. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c.. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (BR -Heat recovery, Solar DFIP- Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross sertilatioti, HF -Whole house fan, PT- Propanuuable Thermostat, MZ- C- Multizane cooling, MZ- H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new BPL Display Card will be completed based on installed Code compliant features. Cap; 42.5kBtw'hr _ SEER: 13.00 "NOTE: The home's estimared energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 66 for a US EPA/DOE EnergyStar your home may qualify for ener efficiency mortgage (EEM) incentives f you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fcec. ticf; edu for infix-mai and a list of certified Raters. For information about Florida's Energy E (flcie.ncv Code For Building Construction, contact the Department of Community Affairs at 850/487-1824, EnergyGauge® (Version: FLRCPB v3.30) Cap: 34.0 lcBtulhr CO?: 1.00 Cop: 50.0 Eadon' _ EF. 0.86 Date of Inquiry: 1 JUL 04 * ** MC"2 Engineering Software -- PrograM RL5M *** 1Computerized Energy Management° ************w******** * c EARTH SMART > * * * * * * * **- ** * * ** * ** * ** Telephone: 561.575.7733 905 TOWN HALL AVE. Contact: THOMAS ABBOTT JUPITER, FL 33458 Computer Calculated Cooling /Heating Loads for MIAMI SHORES LOT - 2.. DADE CO., FL, Job Number BA -MS -21 lh AIR CONDITIONING *0 - Total Sensible Gain - Rating Multiplier - Total Ajusted Sensible Load - Latent Load -Total Cooling Equipment Sizing Load 1* FEAT :NG *0 29,408 BTUH 1.00 29,408 BTUH 8,588 BTUH 36',526 BTUH - Total Heating Load 30,119 BTUH MANUFACTURER CATALOG NUMBER CAPACITY 42,000 BTUH Date Job Calculated: Page 1 Computerized Energy Management LOAD DETAILS - MIAMI SNORES LOT - 21 JUPITER, FL 33458 Job No. BA -MS -21 DADE CO., FL Cooling Load Load Detail Glass 14667 Doors 278 Walla 2093 Roof 3177 Floor 0 Infil /Ventil 3520 People /App1i 3000 Duct Ga-ns 2573 Tot. Sensible 29406 x Rating Mult 29408 Tot. Latent $588 Tot. Clg. Load 37996 Min Air Ca390 CFM/T 1235 Preferred Air, CPM 1278 Patin g .Load Load Detail Glass 17434 Doors 4�5 Wails 5141 Roof 2385 Floor 0 Infil /Ventil 3300 Duct Losses 1434 Tot. Sensible 30119 Htg Air (CFM) 608 Run date - 954 370 5401 10/05/2004 16:02 FAX 954 370 5401 uLt—el-04 09:23 AM BEST AIR CONDITIONING FORM 600A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION esIderetial Whole Building Performance Method A _ e_ Florida Department of Community Affairs fi 6' - q2- 0 . ••...•• • ............. • • Projad Name. hiliANI6 SHORES - Ett-h29 BUIlder Dr- BUILDERS Arldn-m LOT a 29, BLK - 49 Permilling Office' City, State' DADE c *., FL Permit Number Owner: C3F BUILtIERS Jurisdiction Number: 2510M Climate ZOne. Zeuth I. New _ I:. Cotiling totertaS Single rattiely _ a Canual Unit Cskr 42.9 1;1101/1w _ 19)5 ft G. Kid Omibtc l'ane — 0.0 fr ,-- 13. Heating aystrtrus A. Elccate Strip (.4, 0.0 kV COP: I)0 _ 1 0.0, 1:19.:%(p) ft et, = _. _ _ Ng. volirytith.0.1(.11 Sin& fro be r.tRi! family 3. tit.enhas of' un'in, if muiti-family ;. Number or Stothoorm‘ S IS thi5 gYeRst case? 0. Conditioned floor arce tit') 7. Glaia atea typo 'Sin& Par.a o. Clear tilabs. ticrault tl-fa■tut U u DetaLit Tit et L. I. abelstil; at 3*-inc 0 11. 0. Fl8or • iInti-OrAttorie. Ed p iruttlatirm 6 ked ItVot At1jacmg c. N A 5, WO trtnri • W001:1, dOonot Cnscrete, Int InA141, ter or 11.74 1832.7 _ ' q/A E. N.'A In CP' ItnE 4gopt, b. N•A : •A tiliatti A Sup 1111c o . • / Ft. .41-1(Seilleli:Oitt L k=ell.u, 148.0 6' r tllasPi/Flonr Ayala' 19 Total asabuilt points: 31732 F l;;Cby certify that Om planta ond spwilloirgions cUvered by th CalcIJIstion ere .n comp lance with the Florida Energy Code. Total base points. 32118 . EP ED BY; EARTH SMART with the Florida Energy Code, Before construclon is completed DATE: this building will be Inspected for thereby deify that this fuilcing, es designed, Is in compliance WO th a Florida Energy Cade I OWNER/AGENT! DATE,: UNITED ENGINEERING CORP. Ne'A r A. Ilat wt- waft= a. Elwin° ResittAti t, MIA 9544-341÷6773 . Cr crvit G / It nt-Fif rp.retl'ar) St.lar Dllr-Dtdiaated :118T ritit'i0 H1/IC credits (CF.Ceiling fart, CV. ••,.; ItIF.W1kle libuac fan, PT-PtnErenmshie now rograt MZC-MuIto oociing, 1V12.H.Multi2citg atiAg) r Review ol the piens and specgcations covered by this calculat(on indicates cornplianoe complitince witn Section 553.908 Florida Statutes. BUILDING OFFICIAL: --- DATE: Z1001 P EA 1 4 PASS qc Cop. 50.0 ;Am/ ET 0 RR _ EmortlyGoLveall tVcrointit r. A 1 P / a 00 (30S) 7 S - 8772, @ 10/05/2004 16:02 FAX 954 370 5401 UNITED ENGINEERING CORP. OCT -05 -04 09 :24 AM BEST AYR CONDITIONING FORM 600A .200i GLASS TYPES 15 X Conditioned 3t 1:11149 - Points Flow Area ,9e 1556.0 92,80 10734.6 WALL TYPES Area X E3PM = Points Artlar.e nt Enter ur taus Tote!! 140 0 1932.7 1 110 3.70 140 0 4408 3 4688.3 AS- BUILT Overhang ` yueISC Cult Len H t Area X SPM X SOP to PO U Slnate, Ti•it S rI9ie. 11rrt 1sln0ie,'1'111 Single, Tilt SIngla Tilt Single. TIM Sin916, 9'int Sngle, rent Sindld rot Single, Tint angle. 1 ant Single, Tint airlgl®, Tins Singis, I it t Si11�1e, Tifit Single, Tint A.6-Bulit Tut I: Type] S 7.3 7.0 42.9 0t104 0,61 1290.7 8 40 !ll 2;3 9534 067 115 e 1.0 7.0 12 2 55.2 0 139 0e'B.9 E 1.0 6, 23.2 35 40 Ilea 1 E4 t 90 3;i 8 Fig e.fu3 44Nd E 1.0 9.8 25.2 05.40 0.99 1033.1 € 1.0 5.3 12.0 60.40 0.02 013.4 fk1 1 0 2 0 2.3 29.32 0.84 N 1.0 7 8 12.2 20.93 0,06 953.3 N 1 0 8 0 32,4 29.33 0.33 031.1 J 1 i1 h I I 2:1 2 1:9 U ea si!id (1 N 1.0 5 0 13 4 2013 0.99 366.4 N 9.0 71 27,2 20.33 0.99 ?0;3 D 1A' 1.0 9,0 40.4 53.30 0.97 75219 kAl 1.0 $ 8 46.4 5030 I. ®0 s o:0 W 1.0 e,C' 10,9 51330 0.02 I03 °.4 349.9 1M)24,1 R'Jalue Aloe X, 8PM ' Paints promo, Weed, Adlaeent Uncnttti, nt Ir Erttarlo' As -Built Totp1. Type Adtea• tit Weed Exterior Ina.,lated 11,C 143,0 4 • 1637.7 M°euilt Total: 72,8 1.00 140,0 :1d :010 7 9780,7 3027.7 Area X SPRY _ Eolntc 19 0 3.80 83,4 54.8 6.49 380.7 499.9 _yp© R Value Area X BPhil PDinto Type R•Value Area X SPM X 8CM Pointy 1.11d•r ®tale bO ' 1422.7 2,77 7t 9.00 3940.0 As -dullt Total: 14225 3340.9 i. OOR TYPES Atom If BSPM = Pointe Adjooent c ra:fior IBC oaa Total 72.0 2.60 48 8 154.@ 6 60 390.7 Jrteb' Ailee Rasa Tatar. BASE CE1LINO TYPES Arne IZ 13SPN9 9 Points 13 7 B0 3850 41178.0 3880.0 Slob -Jn Grade Edge Inadalion Re eel Wood, Acta cant As -uilt fetarlU 0 0 135.10 1! O 288.0 -$b 09 1 00 •2701,0 2888.3 821.9 24m3,0 + ADDREIG6' LOT e 21, BL16 <S, DADE DO., FL, FI. CDOR'TYPES Aran X t SPM ra Points Stab Raiser! 43alw T aij: SUMMER CALCULATIONS Details Residential Whole Building Performance Method A ° 133.3(0? 288.0 EnalgyantigeaCDCA Pon' 0000. 21701 20 0 -2706.0 •2 10 -611.3 432:1.6 nargyGnupop FL CP6 v3 50 954 +341 +6773 PERMIT It: X002 Pe e2 10/05/2004 TUE 10:20 Q TX /RX NO 6008] 171002 10/05/2004 16:02 FAX 954 370 5401 UNITED ENGINEERING CORP. 0CT -05 -04 09:24 AM BEST AIR CONDITIONING 954 +341+6773 FORM 600Ao2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A m Details ADDRESS: LOT . 29, i13LP - 49, DADE CO., FL, PERMi1 #0: Area X SPM Pain% 1816.0 1 r$.72 34472 Summer Bees Points: 50694.4 Total SL mrrer X Systorn Coaling Point Mult pier Points 50694.4 0.4268 21626.3 1 836 0 15.70 34470.8 Summer As -Built Points: 56271.4 562714 56271.4 1.000 (1.073 x 1.165 x 0,515) C.262 1. 0 17529.0 1.00 1.188 0.262 1.000 11528.6 BASE a>e DNFILTRAT1ON Area X BSPM Points ener8VGouciesr4 DCA Perm 800t. 2001 Total Component AS -BU1LT X Cap X Duct X, System X ered;t Ceovig Ratio Multiplier Multiplier Mulhpter Points (DMk 0$MxOW) ErervGau0o1D/iF,aZEA'2001 FLA O v3.30 003 P003 10/05/2004 TUE 10:20 [TX. /RX NO 6008] a003 10/05/2004 16:03 FAX 954 370 5401 UNITED ENGINEERING CORP. OCT -05 -04 09:24 AM BEST AIR C O N E I T I O N I H G 9541.341 +6773 FORM 600A -2009 WINTER CALCULATIONS Details Residential Whole Building Performance Method A a PIrRMIT 4: An17RF LOT , 21, 13L4� a 48, Op 00., FL, ,18 1615.0 3,35 770.6 WALL, TYPES Area X t$WPM Points Aeleoe n1 taRPHp� Sue 1ote1' 1 480 1790,7 0.50 74.0 040 698 6 1083.6 (alma TVPL8 Area X I1WPM P®IP•t0 Ln9Pr A'rle 1875 0 C ''0 137 FLOML3 TYPES Area X WPM 7 POWttr line Tetet1 9876,9 9 876 Typa!SC AB- BUILT Odoms ng Crnt Len t 11st Arent X WPM X WOF tPo nl,` Single, Tine Singh. Tint Single, Tint Single,, Tint Single. Tlnt Single. Tint Single,. Tint Single, Tint Single `tint Single. Tint Single, Tlri £lnpiu Tiro Single, Tint Slagle, Taint Slr+gln, Tint Single, lint Ae.L4UIIQ 7yps Frame, Wood Adjacent annulate, Int lnoul hutnrlar Ass•BUtlt Total 8 7.1 1.0 S 1.9 Pe 1.0 F. 1Q e, 1.0 E 1.0 N 1.0 Al . 0 Pi 1 .9 N 1.0 I1 1 0 PI 1.0 W 1,0 W I0 W 1.0 10 2.0 7 .G 8.8 30 90 8.0 2.0 m 8 50 0 7 fj 64 10.8 4.0 42.8 2.3 12.2 23.2 0 0 "s5 2 12.0 2.3 112 32 A 23.2 134 27,2 48.4 4 198 11.a 148.0 4 1 10:.q7 7 1700,9 4 70 6.79 4 Y9 0 06 5 [IN 8.00 5,06 43.19 0.I 1 6,11 0.11 611 0.19 0.65 8.00 5 68 0.50 1 03 93A 1 1:1 100 1 01 1 03 1,01 1,01 0 98 100 1.90 0.08 1 00 1 00 100 1.@0 274.8 to b 50.E 1 19.6 41 ti 120 99.1 930 74.4 197.4 141 0 01.9 188 8 281.4 201.7 99 349 0 2040.0 �_ -- R -Value Area X WPO 0 Paint,:, 74,0 1909.5 Type Aclaalrt Wood E4teritx Insulated Ae -eul It Tote!: Area 3t WFW PAiiliS 18.0 64.x3 71,0 1.00 9,40 24.2 80 0 1 28.8 Type tinder Attic As.Betllt Total! TYp© R -Value Are X WPM X WCM ® Pelnta '011 1422 ! 0.10x1.00 142.9 9422,9 142.3 ,LASS TYPES 10 X Conditiarleo X WPM = Point3 tt0ar Area DOOR TYPES ArEa X BWPM d Pointe AdleCenl (E leanor le ts. Tot l 18.0 64.8 72. 1 30 1.80 23.4 ®6,8 921.6 Slab pw�nwd Betio o1LJ1 136,2(2'1 233.0 29.28 41 494.1 Sleb•On ■Grade Edge Insulation .90.t Raised Wood. Adjacent .864.2 ' At -®Uilt Tete!: 1;n ergyGaugeepileRe52001 t"LRCPC v332 R -VA1d0 Arc10 X WPM © Pr3lvt 3.4 135,30 11.0 286.0 =2.10 0, •264 1 143,0 .944.1 BASE Er.e•gyGeugeS QGA earn 500A•2001 004 P t 4 10/05/2004 TUE 10:20 [TX/RX NO 6008] 21004 - 10/05/2004 16:03 FAX 954 370 5401 UNITED ENGINEERING CORP. OCT- 95 -04 09:25 AM 'laRM 500A.20 0t 6r.o.orGGimels' DCA Form 000A 2QL1 BEST AIR CONDITIONING WINTER CALCULATIONS el efaii� Residential Whole ullding Performance Method PERMIT k ADDI1 SS. LOT m 21, 3Lt< -49, DADS CO.o FL, 1616.4 0.6274 01.4 Enor5p0eegoO/ IoRe6'2004 PIRCP9 v330 954+341 - 4.6773 INFILTRATI1ON Arne X SW! M -• Points i8 -0.00 . 90.1 Winter Bose Points; 1615.4 Total Winter X Syctsrrt d Heating �elrt� Multiplier Paints BASE AS -BUILT Area X WPM 10 Points 1035.0 _ -0.06 - 1129 3796.7 Winter As -Built Points: a u Total X Cap X Duct X System X CPdd't f�tiatuti Component Rate Multiplier MUItiplier Multiplier Pa'nte (DM g DOM g AHU) 3790.7 1.000 (1.089‘1,137$05W 4 A00 3796,7 100 1.187 1.000 1.0@t'i r 1.000 4507,0 a 005 P OS 10/05/2004 TUE 10:20 [TX /RX NO 6008] [j005 10/05/2004 16:03 FAX 954 370 5401 UNITED ENGINEERING CORP. OCT - 05 - 04 09_25 Al BEST AIR CONDITIONING 954+341-8.677 FORM 600A-200 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS LOT 048, DADE CO.. FL, 4 BASE WATER HEATING idurnber o? X Muitip for o Total iiedroorn a 236500 04706 Cooling 4 Heatr 4 IiotWitter - Total Points Pointo Point5 Points 21626 9016 9476 32118 17528 Cooling + tWaling , Hot Vkiater Total Points Point PoIiits Points 4507 9896 31732 II Ti BASE Tanis EF' Number of X 'rank X Multiplier s # dll To I volume Multiplier Eledroorne Ratio m _ = lier ier 1.00 2424.09 4.60 59,0 0 86 4 As•aulit Tomi: AS -BUILT CODE COMPLIANCE STATUS PERMIT #: AS -BUILT 9096.4 POQA Energy .loug& DCA Farm 200f. 2901 PASS grgrevc®u®r,liPlagE6'2001 FLAG v3.79 U006 Poet 10/05/2004 TUE 10:20 TX/RX NO 6006] 121005 10/05/2004 16:03 FAX 954 370 5401 UNITED ENGINEERING CORP. OCT - 05 -04 B9 :25 AM BEST AIR CONDITIONING 9544. 344 +6773 FORM 600A -2001 Code Compliance Checklist m Details Residential n" hole Building Performance Method ADDRESS LOT -11, UK, 49, DADE CO., FL, PERMIT 0: - ®A- 21INFILTRATION FtEDUCTION COMPLIANCE CmecKLt$T GH!•cK C9 vtPt�NtN1 a SI=C i1CN REQWQMF E FOR A RCM PRAOTICP .. ; , win .�hT1i,1LQ ft . r aroe y & poy+� �, oar 1,A6C.9.1 � � ;gStS,�_..�£w aMk: . Exterior S Adjacent Wally ! Gat 1.A00.1,2,1 I Caulk gasket weathered's or sec between: wlndowsidoors & framIe, ounounding wall; 1 r Wr ro 0 00.1.AbC.1,2, prnelrrtlt+ndOps stags / 2 Joint members, Flocar €X4Er' :ION. Frame Score n i where m co t nuous rr to th jgerrmeler, oenetrattonq ens seams ColOinga 006 1,ADC,1.2.3 , ®eiwaan walla & ceilings; penetration* or cel8no plane of top f�®or, around shafts, oNnop, . soffits, chimneys, cebinete seated to eent�nJeuel air bore r; grips in aye hoard & top plate; attic acmes, EXCbP1ION: Frame oelonpe where a oenttnLOUa I9fllt�aliOn btir7it7 is I ___ ' .idled that is tw teed at the uerir stet, at ptnlet tb l .!' (10„pgig1U ' Recessed Lighting lialtures ' 60E.1.Ar3C.1 2,4 Type IC Wed with no penetrations, sealed, et Type IC nr ren-IC rated, installed Inolde e pealed Max with iPd" �earancs 8.3" hem rneulat;or', or Oype h: rated Wi471 42.0 6fm trQm ndilioned syetib Mti_s ultory, Ngtlmg1 •_ i , 606,1,Ap�r.AU b titer 1.2.0 A n ar4reter of floor cavity between Roore.__ — �� AedniMal 1 'rt'�te G0e+.4.A5 .1.3 i n exhaust vented to outolooro, dampers; combustion space heaters comply with rJFPA ave comouetiun ail, _ SAT OTHER?RESCRIPTIVE MEASURES COMPONENTS Water Heaters Etter:n(104a% @�A Fet91 CDOR•2C01 I foundation 4 wall ante or sill plate, ;aide between exteri0•• was panels at sterner*, uil Ity • peitetre lions. between wall Innate & top/Sefton) plates; between walla end floor, �ifCCI TiON; Promo walls where a continuous infiltration barrier is tnotellad that oaMende `rum. And ri pawed to the tou ndano n to fi! toy prltte _ ,._ a" ea eiad unless backed by Imes ve 9 rs t ion barrier Is Inot©Jlaut tiltal IS scaled Unergyaauge&FlaREB'2009 FIACIN3 tia,39 SECTION RECUT EM @N 8 _ . . . ......-- -. - - - .. ---.------- G121 . Comply with &Savoy requirements In Table 0 "12. Switch or 6tcarly molted circuit Ones r Clikgtrlo) or Wto f (fiat*) m,II1 ba preyl'ded• Es 2rn J or b�+t.t - ln 122.12 tetel, ,� Swimming Flees 6 i,wor9 ell 1 l Spas & halite! pains mutt have (Arers (e,seeut solar heated). NUrt.uorn,LieJGW trotCs ' muel have a pump timer, Pas spa & pool heaters trust lave a minimt.m thrrmnaal N. Driven i_ 017 0; linnet, _) 1112,1 U +ter flow must by restricted to no mere than 2,5kt tons par minute at ®0 PSI®. Air Disltribuaon Systrii0 G10.9 — All duets. fittings, mechan,ca. equipment And plenum shamovre shall be meohanicntly attschdd, seared, Insulated, and installed In accortena:e with the criteria of Section 690 :_ q___ 1 DUMB In uncOnUltroned sUiC3' R. sin insulation. !- Genitals _ _ ... 86p,9 . .. S?ParaR! dll�'.. 4lb4 tlldnuil,gr rAF. 110Ik. il wrin9.00t°Of..P..W.LAymtiirl (naulabun ° 604 1. Boa.* , Crilitgs•Min, MG. Corrvnon walts•Frarne R.19 or CBS W.3 both sided. i Gartman ceiling &floors R.11, Ej007 Pa e7 CHECK 10/05/2004 TUJE 10:20 [TA /RX NO 6000] [-0007 10/05/2004 16:04 FAX 954 370 5401 UNITED ENGINEERING CORP. OCT -05 -04 09:26 AM BEST AIR CONDITIONING 954- °-341-6773 + 7slose, ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD 1 . Nvw canalYuctitJ 1 IM einttieto 2. Single family dr int.1.i.f.tt411t ;. ivunber r.f netts. Dye tliti•fernll) 4, "tur.ber cif llix:r issits 3 Is thin eviostcaitei fl C.Qlt41TLVietl floor *tea ifla) 7 Glass area in type Icor • single pone t Clear n dauble pane e. Tintlniriir S1? C - t ltsgk pre Tlnt'rther SHI'DC • (Inutile Katie 3 Floor hypes a Siahoiin4 rad® n iii ®Urn fi ilaitei Wood. .4demnt c. )\ ia 9. Wall t.yy21t b. eta. fru Ineu1.1axterlor o, WA d WA ;0. CetlinO types a L':;de. Auk b Nip. iti'4 1 1. I }ects I: SUP UM.. get Uric Al•4(Sctietfc(kunge b, P :/A ESTIMATED ENERGY PERFORNUNCE SCORE' rs $3.9 The Wither the score, 4he mvrc efficient the home. Address 08 Now H.4rtp: DF BUILDERS. LOT -21, BLK 49. DADS CO . FL, Single Pena 0.0 cis 349.91V 0p lit New Single €artily 4 : 1835 0' llouhle Pete 0.0 71=0,11,135 UV! EV 11 0, 286.0f1' _ j;=11G, ft' Rba, 1832.7 ft' ... Sup. R=6.0.125.0 It 12. Cnu114 Iysteiina v. C eptral Unit b N/A c. ?v /A R'•3C.0,14227 _ 13. &a'.bil4 aYtu■is cgs; 34 O is tvlA.' a Electric Strip COP 1.00 b. WA c. 14 let vests nyfitinn.1 s. 1&0 Ro9ieltnnct1 Cap. SU.0 gallon F. 035 o , N:A Cu'tnatvation credits (14R•lieae eueovm , ga 1 ur DnP.Dedicns d hest punt); 15. HVAC credit, ter- Ce•1ing ftn. CV•Ct'uss ventcitetiusb 1 ;r- W4ioia totem Pon, PT- Prcgrirmmnhhle, Th jr 0 C, AMZ- C.Maltievue (4;4itig, I2.f3•titu1tizoas WhirZ.) 1 certify thal: thith Nome has complied with the F1aric1 t Energy Effie :e.ery Cody for Aui114141� f °nn�4rn1., ;rtrt ihrctuE11 the bhc+d•e e:rtt:rdy ,;i AnE reltturas which. will be installed (or exi nrtied) trl this home before Ilsee1 inspection. °than.. ise, €s new LPL Diapley Card *1I he completed based utt installed Code t;o tphant features. Builder S'teeiulure o _ m Dais; City /FL Zip; Cap: 42.5 isBnAr SEMI, I3.GO ',VOTE: The huroia $ e.5iiniatdd atrogt. parfirtnafrice score l; gltly available throug/ rite ,F1..41V,S oceq ufta prow am This is silt a pt°alding Ener1.......n ..(9)1our score Is 30 or peot,sr (or 86 for a US 1:'P.4'DO.t Ener ,5ttsr destgnatfan), pia. how my quoitA arttregti eitr ienc-v mortgage (EF.A?Q lneonetves fyCii obtain 0 Pt'iP 1 'a Erterspi Gauge itardrrg. Cotitacl the Energy Gouge /iodine at 32145384492 or yer the Energy Gauge web sire at t'ns nviec. ut f..edu for irrli+awrtrron and a li.rr eVttrrfl.•d Few' inform anon about Ffi rida'iErirgv gficiertcy Cods For ,Hultddn$ C:Artstrlaletftiu, (WHILE:: has Department of Carmvnilriiiv . /J'ar,•s at @50'487.!824, 1€nArgy (Veralotti PLAC'PISI v2.30) lJ 008 P.08 10/05/2004 TUE 10:20 QTX /RX NO 60087 81008 MIAMi BUILDING CODE COMIPLIANCI' UNFIC I (BCC()) PRODUCT CONTROL DIVISION Vi �i� , IAMI - IYADE CUUNTY, FLORIL 4r11 o -nnrr FLAGUR i1ITh )LNr. 140 WEST FLA4 LER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (1O5117 20o1 FAX (105) 17S 2')1)3 NOTICE OF ACCEPTANCE (NOA) PCT Industries P.O. Box 1529 Nokomis, FL 34274 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). i nos NOA chap 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 AHJ 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 FD-101 Outswing Aluminum French Door w/ Sidelites - Impart APPROVAL DOCUMENT: Drawing No. 9'72, titled "Aluminum French Door w/ Sidelites", sheets 1 through 8 of 8, prepared by man.ufactures, dated 7 -12 -99 and last revised on 01 -17 -03, signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Renewal 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 LA.BELJ iG: Each unit snail bear a permanent label with the manufacturer's name or logo. city. state and oilc•.ving starerne xt: '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. ADVERTISEMEINIT: 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 & renews NOA # 02-0702.01 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. da, Cban4 y . • . : : • • • • • • • • • • •.. • • • • • 410411 • • • • • • • • • • • • .•. • •• • • • 0 • • • 900 • •. •• •. • • • • •.: . 6. • • • • • • • NOA No 02- 0927.13 • E:piratfon Date: February 13, 2008 4, • • • • • • • • • �Apprgyal Date: February 13, 2003 • •• • . • Page 1nduitriel kiO"IiCE OF ACCEPTANCE: EVIDENCE SI ;Z:',111 ► F.0 (For File ONLY. Not part of NOA) D MATERIAL CERTIFICATIONS (transferred from file# 02- 0702.01). 1. Notice of Acceptance No. 00- 1212.04 issued to E. I. DuPont DeNemours for "Butacite PVB ", dated 02/15/2001, expiring on 12/11/2005. 2. Notice of Acceptance No. 01- 0205.02 issued to Solutia, Inc. for "Saflex /Keepsafe Maximum ", expiring on 05/21/06. 3. Notice of Acceptance No. 96- 0527.01 issued to Monsanto Chemical Co. for "Laminated Glass with Saflex PVB Enterlayer", dated 01/09/97, expiring on 01.'09/00. (transferred from file#99- 0128.01) E. S'1A' EALENTS (transferred from file+# 02- 0702.01). 1. Statement letter of conformance, dated July 12, 199, signed by Robert L. Clark, P.E. 2. Statement letter of no financial interest, dated July 12, 199, signed by Robert L. Clark, P.E. 3. Letter of compliance, dated August 12, 1998, prepared by Fenestration Testing Laboratory, Inc., slimed and sealed by Gilbert Diamond, P.E. 4. Addendum letter, along with marked -up drawing of reinforcement (sidelite) dated 2 -3 -2000, issued by Fenestration Testing Laboratory. 5. Letter of compliance, dated September 28, 2000, prepared by Fenestration Testing Laboratory, Inc., signed and sealed by Aido P. Gonzales, P.E 6. Revision request letter dated April 13, 2001, issued by PGT Industries, signed by Robert L. Clark, P.E. 7. Meeting Summary dated January 26, 1999, issued by BBCO 8. Revision request letter dated April, issued by PGT Industries, signed by Robert.L. Clark, P.E. • D. OTHER 1. This NOA revises & renews NOA 02- 0702.01. 2. Manufacturer's "Quality Operation Procedure", submitted per meeting summary dated January 26, 1999(Note: This series FD -101 door is related to file 98- 0506.02, requiring strict manufacturing quality procedure to be followed.) 3. Prior related file NOA(s) 01-0417.06 & 98- 0506.02. _ P.Et. t C oatroE El,:>tmlae • • • • .:: rroar control DEvistm ••' ..: °°°°°°°°°°°°°° • - :" • °°°°°°° °°°°°° •',> t... • • .. • • • .1• ... • • •• • ... • • • • ... • • . • • • • • l • • • . • • • .•. •• •• • •. • • • • • • • 000 •' '• xp1dddit Date: February 13, 2008 Approval Date: February 13, 2003 P(f T Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY Not part of NOA) A. DRAWINGS 1. Manufacturer's die drawings and sections. (transferred from fileit 02- 0702.01) 2. Drawing No. 972, titled "Aluminum French Door w/ Sidelites ", sheets 1 through 8 of 8, prepared by manufacturer, dated 7 -12 -99 and last revised on 01 -17 -03, signed and scaled by Robert L. Clark, P.E. B. TESTS (transferred from file# 02-0702.01) 1. Test report on 1) Air Infiltration Test, per PA 202 -94 2) Uniform Static Air Pressure Test, Loading per PA 202 -94 • 3) Water Resistance Test, per PA 202 -94. 4) Forced Entry Test, per SFBC 3603.2 (b) and PA 202.7 -; 5) Large .'Missile Impact Test per SFBC and PA2 01 -94 6) Cyclic Wind Pressure Loading per SFBC and PA203 -94 along with marked -up drawings and installation diagram of an aluminum out swinging French door w1 sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2067, dated August 12, 1998, signed and sealed by Gilbert Diamond, P.E. 2. Additional test report on (submitted for Hardware do glazing qualification) 1) Air Infiltration Test, per PA 202 -94 2) Uniform Static Air Pressure Test, Loading per PA 202-94 3) Large Missile Impact Test per SFBC, PA20 i 9 4 4) Cyclic Wind Pressure Loading per SFBC, PA 203 -94 5) Water Resistance Test, per PA 202 -94. 6) Forced Entry Test, per SFBC 3603.2 Co) and PA 202 -94 along with marked -up drawings and installation diagram of an aluminum. out swinging French door. prepared by Fenestration Testing Laboratory, Inc , Test Report No. FTL -2612, dated September 29, 2000, signed and sealed by Aldo P. Gonzales, P.E 3. Additional reference test reports FTL -1973 & FTL -2241 per PA201, 202 &203, issued by Fenestration Testing Laboratory, Inc., dated March 19, 1998 and January 14, 1999, signed and sealed by Gilbert Diamond, P.E. C. CALCLZATIONS 1. Glazing capacity Calculations per ASTM -1300, dated 01 -17 -03, prepared, signed and sealed by Robert L. Clark, P.E. 2. Anchor Verification Calculations dated 07 -12 -99 and revised on 1- 14 -00, prepared, signed and sealed by Robert L. Clark, P.E. (transferred from file# 02- 0702.01). lAta,� l - U44•14=1-e• Islaq d P.E. Product Control Examiner • • • • • • a. :. • Product Control Division •. •; ; • • • • • NOA No 02-0927.13 • • • • • • • • •tspir3ui,j p• Date: February l3, 2008 Approval Date: February 13, 2003 • E.1 • • • . • • • • . . •• • 3 •• • • • • • • . . • • • • • • • • •.• • • • • • • ••• • • • • • ••• • • • • • • • •. • •• •• • • • ••' •- • • • •.• • • • i nspection Number: INSP -16815 Inspection Date: 05/10/2006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Project: <NONE> Tuesday, May 9, 2006 Miami Shores Village, FL 33138 Contractor: PALMER HOLDINGS, INC Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone ( 305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: BP2004 -920 Permit Type: Imported Permit Inspection Type: Drywall Screw Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 Page 2 of 2 l® Passed 6) Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until i nspection Number: INSP -16815 Inspection Date: 05/10/2006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Project: <NONE> Tuesday, May 9, 2006 Miami Shores Village, FL 33138 Contractor: PALMER HOLDINGS, INC Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone ( 305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: BP2004 -920 Permit Type: Imported Permit Inspection Type: Drywall Screw Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 Page 2 of 2 'Inspection Number: INSP -10105 Inspection Date: 02/21/2006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Project: <NONE> Miami Shores Village, FL 33138 Contractor: PALMER (HOLDINGS, INC Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Pho : (305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: BP2004 -920 Permit Type: Imported Permit Inspection Type: Truss Insp Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments pA 4 4 :i4‘.4,13/10ei c)/(-04 ec2:&) a,4 d Friday, February 17, 2006 Page 2of2 Inspection Number: INSP -10338 Permit Number: BP2004 -920 Inspection Date: 02/2312006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Wednesday, February 22, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Imported Permit Inspection Type: Truss Insp Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305- 310 -4673 Page 1 of 2 Passed I Inspector Comments ," , ° ° , 4 . / 0, ,, .,,,, lt t. ft 1, (.:-,, , �� I - ,ii Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -10338 Permit Number: BP2004 -920 Inspection Date: 02/2312006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Wednesday, February 22, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Imported Permit Inspection Type: Truss Insp Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305- 310 -4673 Page 1 of 2 175 NE 6Th Court DANIA, FL 33004 To: Miami Shores Building Code Services Division Village Hall 10050 NE Second Ave. Miami Shores, FL 33138 RE: Project: Description: Engineer: Date: Sirs: Structural Field Inspection — Truss erection 469 NE 91 Street Miami Shores, FL. 33138 Single Family Residence Eduard C. Badiu, PE 12/19/05 The inspection was performed for the above listed location on December 19, 2005. I have observed the erection of the trusses and do hereby certify that they are in compliance with the Florida Building Code and the approved truss engineering drawings. Please do not hesitate to contact me if I may be of further assistance. Please be advised that our services have been retained to perform a visual structural field inspection of the items listed below as per Florida Building Code requirements and guidelines: Truss erection FBC 2319.17.2.4 12/19/05 Eduard C. Badiu, P.E. State of Florida Registration #59997 !BB, Op* INSPECTION, STUDIES, DESIGN & TESTING SERVICES www.cebb.net Phone :( 954) 445 -0043 Fax: (954) 581 -2415 469 NE 91 ST Passed � � l 6 Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -1309 Permit Number: BP2004 -920 Inspection Date: 12/08/2005 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Wednesday, December 7, 2005 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: 05)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Imported Permit Inspection Type: Wire Lathe Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 Page 2 of 2 Inspection Date: 11210812005 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Wednesday, December 7, 2005 Inspection Worksheet Miami Shores Village 1005 N.E. 2nd Avenue Miami Shores, FL P ne: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP -1311 Permit Number: BP2004 -920 Block: Permit Type: Imported Permit Inspection Type: Truss Insp Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 469 NE 91 ST Passed Failed Correctio Needed Re- Inspection Fee ($75D No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments D 4) aeg a k d 0S 5e, �� � ov °G tea rg . w A.71,4cA.P # dee 'v d4frvciaez 0 6io<r-ts3, 4 +ete... Are d4 g 0A4 O a) 421 OK- ° T . A.(15.S.es . Cee te-,4a''620,4":„ ®g n Page 1 of 2 Inspection Number: INSP-13258 Inspection Date: 03/28/2006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Monday, March 27, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phon92(305)795 -2204 Fax: (305)756 -8972 N Block: Permit Number: BP2004 -920 Permit Type: Imported Permit Inspection Type: Insulation Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 Page 2 of 2 ) Passed Inspector Comments ' / �� e Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP-13258 Inspection Date: 03/28/2006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Monday, March 27, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phon92(305)795 -2204 Fax: (305)756 -8972 N Block: Permit Number: BP2004 -920 Permit Type: Imported Permit Inspection Type: Insulation Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 Page 2 of 2 Inspection Date: 03/22/2006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Deaartment Comments Tuesday, March 21, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP -12833 4 Permit Number: BP2004 -920 Block: Permit Type: Imported Permit Inspection Type: Framing Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 Page 2 of 2 Passed a Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 03/22/2006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Deaartment Comments Tuesday, March 21, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP -12833 4 Permit Number: BP2004 -920 Block: Permit Type: Imported Permit Inspection Type: Framing Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 Page 2 of 2 i nspection Number: INSP -12544 Permit Number: BP2004 -920 Inspection Date: 03/17/2006 Inspector: Grande, Claudio Owner: DEVELOPMENT, TALISMAN Job Address: 469 91 Street NE Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Thursday, March 16, 2006 Miami Shores Village, FL 33138 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Inspecto r Comments k 4e-0/- 0, , -T®AiS I) 2.4eArote-- 140-c 104 Permit Type: Imported Permit Inspection Type: Framing Work Classification: Building Phone Number (305)310 -4673 Parcel Number PARC2004 -16 Lot: Phone: 305 - 310 -4673 t re-40;a1 Page 2 of 2 BUILDING PERMIT APPLICATION , Owner's Address r f: 1 City C Tenant/Lessee Name D F BUIL *EIS IINC 10001 Winding Lakes Rd 203 Sunrise, - FL 33351 1 WACHOVIA. Describe Work: 4 tcobvi v - Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 • State F PAY TO THE ORDER OF 1 .S-:;Ci .ta i Notary $ Training/Education Fee $ Scanning $ Radon $ Code Enforcement $ Total Fee Now Due $ (Continued on opposite side) .1iU a 6 FBC 2001 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) Bu LA) . Electrical Plumbing Mechanical S 1 Job Address (where the work is being done) - (-11 c T ?—k A Zip Wachovia Bank, N.A. wachovia.com FOR Nr; 'ANT ) ,/i1)1.1 PO012 b311° 406700643 20: 20000 10604 lasEto Submittal Fee 11.15 Permit Fee $ S 1 1 ***** ***********************Fees**********************H******* Structural Pia Permit No. Master Permit No. Phone # Zip ;.--; Phone # CCF $ DATE 7 co/cc DOLLARS ,17 Teehnology Fee $ . Zoning /1 eview. $ ond $ Roofing 1213 63-643/670 BRANCH 09150 1 122 ./1�- 92� ' ST 9 DATE it /7 /6 /9 2/2 59 , /7 // .JOB NUMEER SKETCH NUMBER LOCATION MAP (N.T.S.) /i T DRAWN A�• g5 PROPERTY ADDRESS: 465 N.E. 91st FOR: TALISMAN INVESTMENTS, INC. BY LEGAL DESCRIPTION: Lot 21, Block according to the plat thereof, at Page 27, of the Public Records REV SION3 SURVEYOR'S NOTES 1) TMs eurv,*y was conducted for the pulp= of a 'Boundary Survey only and Is not Intended to de:7ieats 9re retp=tory jurtsc on al eny federal, state regional or dal agency, bond, comm or other entity. 2) Ths accuracy obtained by rneaaurernents and cadu.s^_orns on the our y, !Meta end exceod3 the Weimum Technical Standards rave.,, none for a Suburban erea (1 toot In 7,500 teet) ea spedAed In Chaff 61017 -6, Florida AdmInetrattve Coda. 3) The Survey does not retest or determine owneroh$r. 4) Legal description subject to cry dedications, limitations. reatrigana reservations or eeaernarYs of record. 5) Examination of the Abstract et Tk19 will have to be made to dolFmine recorded Instrumento, If any al7scang the property, manor) Ot Putt Retards not performed by tee Moe. 6) No a Itu l ws3 made by the office to locate any underground Lals3 and/or struwlnea whin or abutting the subject property. 8) The survey has been prepared for the exctusvo Lice a1 the end retried hereon only and 6,a certacn errs hereon do rot extend to any unnamed cartes. 9) The survey was prepared ter a Mortgage Tranea on on Mol to be tread for d tgn and/or construoton purposes without tha consent of the 'Inc e. 10) Utttly facts within Linty E.—earner not nda0 as viciabon3. 11) Driveways or ptartare thereof Within Roadways not noted as vSaa9orcr or encroachrrente. 12) Fo,aedelons erdler too um:ferreted, the ground surfSCe that m&y erase beyond the bounctoy linos Of Who herein d ed parcel ere not shown. 13) All from Pipes or Re -Bard found end shown on the sketch of euevey have no cape u nlesn a3tcry • � d. 14) Ferree ownerehip determine by visual rrcns only (11 mry); Legal owr,oroh p net determined. 15) No search of records was made by the firm beside the nscord pal therefore we do not erg* or accept reqconselEly for cry Easement, Dedoaltan or Limitation for wheh irdarrrmfie n was not furnished. 16) Carted the app114771C.D3 autherides pry to any design work on the h reo n- derccrIbed parcel far BuBde:a end Zonifg InItrrnalbn. 17) Pre:esstonai Land Surveyor and Mapper in reepanc bee charge: i and. Ortiz LS 4312, Seta el Florida. 18) The survey Is rot veld wtlhad the eignalure end the rued see] Oa Florida Licensed Land Surveyor and Mapper. Street, Miami, Florida 33138. 49, "MIAMI SHORES SECTION 2 ", as recorded in Plat Book 10, of Miami -Dade County, Florida. CERTIFY TO: TALISMAN INVESTMENTS, INC. UNION TITLE SERVICES, INC. COMMONWEALTH LAND TITLE INSURANCE COMPANY. COCONUT GROVE BANK, it's successors and /or as their interest may appear. assigns, ABBREVIATIONS: RAY RIGHT OF WAY ENC. (M .) MEASURED C.L.F. RECORD W.F. (Calc.) CALCULATED CONC. F.I.P. FOUND IRON PIPE C.P. FRB FOUND RE -BARD F FD/H FOUND DRILL HOLE W , F.N. FOUND NAL F.N %�yy D FOUND NAIL A DISC W.P. B.S. CONCRETE BLOCK LP. AND STUCCO P.c.P, C/B CATCH BASIN P.1. (Ty) TYPICAL P.C. • CENTER UNE P.T. [t MONUMENT UNE U.E. D PROPERTY UNE O.M.E. CL CLEAR ENCROACH ' CHAIN UNN FENCE GOOD FENCE CONCRETE CONCRETE POLE FIRE HYDRANT MAN HOLE WATER METER WOOD POLE UGHT POLE PERMANENT CONTROL POINT POINT OF INTERSECTION POINT OF COMMENCE PANT OF TANGENCY UTIUTY EASEMENT DRAINAGE AND MAINTENANCE EASEMENT PREPAFED BY. GUN 1 ER GROU . INC. LAND SURVEYBWtG - LAND PLAM'ANG ROCA Oi10(CIATE OF AUTHORIZATION B LB 4597 9350 S.W. 22nd TERRACE tdlAMl, FLORDA 33165 (305) 220 -0073 I hereby certify to the above named fern and/or pardons Ural the Sketch of Survey of the described property is true and correct to the beet of my knowledge and betel, es recently eurveyed and plated under rn9y d:recTon; toed that meets the N&hAnurn Technical Standards set in Chapter 61017 -8, Florida Administrative Code, pasuan1 Section 472.027 Ronda StaMee. BY. :' OLANDO ORTIZ LS 4312 OR:' RICARDO ORTIZ LS 5629 �d ��� 200 G - d'ZOOS ( e /1 2 -A1f .gU /0f/ PROFESSIONAL LAND SURVEYOR 5- 2? J X , I e � 00 � , 10ZAG� l7 — /S— 20 , s - l QJ ®� ®� re 3!/ & MAPPER, STATE OF FLORIDA. 'ks • SKETCH OF SURVEY SCALE 1" - 20 03 6 5' _ -A 1 --/ .Q> >/// La/7D egarJ17 ACCORDING TO THE NATIONAL FLOOD INSURANCE PROGRAM THE SUBJECT PROPERTY FALLS IN FLOOD ZONE ti V. o 30. f, f; E. 936 o 9 - _5/ 5-/O 'a'a& .. - z// c/P L ' GG 4 ,5-5.60 7 i Miami Shores Village 10050 NE 2nd Avenue Phone: 305- 795 -2204 Printed: 5 /24/2005 Applicant: MARTIN Owner: PALMER JOB ADDRESS: 469 Contractor PALMER HOLDINGS, INC Local Phone: 305 - 310 -4673 Parcel # PARC2004 -16 Signed: N.E. 91 Legal Description: (INSPECTOR) Building Permit Permit Number: BP2004 -920 PALMER MARTIN ST. Contractors Address: 1900 S BAYSHORE DR Page 1 of 2 Fees: FEE2004 -9938 FEE2004 -10015 FEE2005 -3124 FEE2005 -3125 FEE2005 -3126 FEE2005 -3127 FEE2005 -3129 FEE2005 -3130 FEE2005 -3131 FEE2005 -3132 FEE2005 -3133 FEE2005 -6605 Description Structural Fee Structural Fee Building Fee CO /CC Training and Education Fee Technology Fee Scanning Fee Radon Zoning Review Builders Bond Submittal Fee Change of Contractor Total Fees: Amount $50.00 $50.00 $5,250.00 $150.00 $35.00 $131.25 $150.00 $23.35 $140.00 $300.00 ($300.00) $75.00 $6,054.60 Total Fee46,054.60 Total Receipts: $0.00 e. 0 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Permit Status: APPROVED Permit Expiration: 9/2/2005 Construction Value$175,000.00 Work: 4 BEDROOM 3.5 BATHROOM 2 STORY NEW SINGLE FAMILY HOME Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 8/17/2005 Applicant: MARTIN PALMER Owner: PALMER MARTIN JOB ADDRESS: 469 N.E. 91 ST. Building Permit Permit Number: BP2004 -920 Contractor PALMER HOLDINGS, INC Contractor's Address: 1900 S BAYSHORE DR Local Phone: 305 - 310 -4673 Parcel # PARC2004 -16 Legal Description: Fees: Description Amount FEE2004 -9938 Structural Fee $50.00 FEE2004 -10015 Structural Fee $50.00 FEE2005 -3124 Building Fee $5,250.00 FEE2005 -3125 CO /CC $150.00 FEE2005 -3126 Training and Education Fee $35.00 FEE2005 -3127 Technology Fee $131.25 FEE2005 -3129 Scanning Fee $150.00 FEE2005 -3130 Radon $23.35 FEE2005 -3131 Zoning Review $140.00 FEE2005 -3132 Builders Bond $300.00 FEE2005 -3133 Submittal Fee ($300.00) FEE2005 -6605 Change of Contractor $75.00 FEE2005 -11270 Structural Fee $50.00 FEE2(105 -11295 ;Building Fee ; $35.00 Signed: (INSPECTOR) Page 1 of 2 Total Fee46,089.60 Total Receipt$6,054.60 MO 1 9 PMO c_/,%. i4, In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: FEE2005 -11299 Submittal Fee Total Fees: ($50.00) $6,089.60 Permit Status: APPROVED Permit Expiration: 4/1/2006 Construction Value$175,000.00 Work: 4 BEDROOM 3.5 BATHROOM 2 STORY NEW SINGLE FAMILY HOME Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 9/13/2005 Applicant: MARTIN Owner: PALMER JOB ADDRESS: 469 Contractor PALMER HOLDINGS, INC Local Phone: 305 - 310 - 4673 Parcel # PARC2004 -16 N.E. 91 Legal Description: Signed: (INSPECTOR) Signed: (Contractor or Builder) Building Permit Permit Number: BP2004 -9Z0 Page 1 of 2 PALMER MARTIN ST. Contractor's Address: 1900 S BAYSHORE DR BY: Fees: FEE2004 -9938 FEE2004 -10015 FEE2005 -3124 FEE2005 -3125 FEE2005 -3126 FEE2005 -3127 FEE2005 -3129 FEE2005 -3130 FEE2005 -3131 FEE2005 -3132 FEE2005 -3133 FEE2005 -6605 FEE2005 -11270 FEE2005 -11295 Description Structural Fee Structural Fee Building Fee CO /CC Training and Education Fee Technology Fee Scanning Fee Radon Zoning Review Builders Bond Submittal Fee Change of Contractor Structural Fee Building Fee Amount $50.00 $50.00 $5,250.00 $150.00 $35.00 $131.25 $150.00 $23.35 $140.00 $300.00 ($300.00) $75.00 $50.00 $35.00 Total Fee6,159.60 Total Receipt:6,089.60 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. 4 • FEE2005 -11299 Submittal Fee ($50.00) FEE2005 -12320 Building Fee $70.00 Total Fees: $6,159.60 Permit Status: APPROVED Permit Expiration: 5/31/2006 Construction Value$175,000.00 Work: 4 BEDROOM 3.5 BATHROOM 2 STORY NEW SINGLE FAMILY HOME Signed: (INSPECTOR) In consideration of the issuance to me of this permit, 1 agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit 1 assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Al -Flex Exterminators, Inc. 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 / Miami Florida 33165 -0213 Tel. (305)552 -0141 / 1 -800 782 -9284 FAX (305) 227 -1797 WEB PAGE: www.al- flex.com / E -Mail: al- flex @bellsouth.net Project Name: NEW CONSTRUCTION Property Address:469 NE 91 ST Lot 0 Block 0 Model: Service order by: BELLO CONSTRUCTION 13142 NE 3 COURT MIAMI, FL. 33161- Date: 6/30/2005 Time: 1:00 PM Product Used: DURSBAN TC Number of Gallons applied : Area Treated : 1,700 Sq. Feet Tamp: N Stage of Treatment : Horizontal /Interior Vertical Partial Treatment Notice MIAMI Permit #: Applicator: GEOVANI Chemical Used: CHLORPYRIFOS (active ingredient) 235 Percent Concentration: 0.50% Linear feet Treated : 164 This form is for inspection or construction draw purposes only. The perimeter of the above structure must be treated at final grade accordance with pesticide label and Florida Statue. Warranty and treatment certification will be issued upon completion of final treatment. This is not valid without a company seal 1. The above noted structure has received the first of two or more required treatmets for the prevention of native subterranean termites. 2. Upon completion of this treatment and payment of any balance due under this contract, Al -Flex will provide purchaser with written confirmation that the treatment is completed and the associated limited warranty is in full force and effect. The limited warranty shall not be considered to be in effect until all required payment has been made. This form should not be accepted as proof of complete treatment for Certificate of Occupancy or Closing. NOTICE TO BUILDER: It is the responsibility of the builder to notify AL -Flex Exterminators should treatment be required for patios, driveways and entryways. Al -Flex Exterminators must be notified et final grade of structure so final treatment can be completed warranty issued, and required paperwork for closing submitted. THIS IS NOT A PROOF OF WARRANTY FL Test No. Proc. L No. Test Location Lift No. Dry Densit k Moist. Comp. Result 1 4400 i East Area of Building Slab Final 100.3 10.2 96.8 Pass 2 4400 West Area of Building Slab _J Final 101.3 12.1 97.8 Pass 3 4400 Center Area of Building Slab Final 101.7 10.1 98.2 Pass Proctor No. Soil Description Max. Dry Density (pcf) Optimum Moisture ( ) 4400 Fine Beige Sand 103.6 10.1 Required Compaction ( %) 95 Test Depth Penetration (inches): _ 12 Project Name: Residence Project Location: 469 North East 90 Street, Miami Shores, Florida Client: Bello Construction 13142 NE 3 Court Miami, FL. 33161 NELCO TESTING AND ENGINEERING SERVICES FIELD DENSITY TEST REPORT PROCTOR DATA Date: June 9, 2005 Job: D- 050685 FIELD DENSITY TEST RESULTS Comments: 13370 S.W. 131 Street, Suite 105, Miami, FL. 33186 (305) 259 -9779 Richa cia Profession . ' nai i • : No.56712 orida MEMO To ':wilding Department of Dade County From : Garry Vermaas, PhD, PE o � Date: 7/15/05 Se- RE: Structural Field Inspection —Tie earns and Filled Cells Sirs: A site visit was conduct on July 15, 2005 by Jennifer Turner, El from our o ce, the d ta gathered was analyze•, by Garry Vermaas, PhD, PE. The purpose of the visit was to perform a visual structural field inspection for tie beams and filled cells on the first floor (0, th building per FBC2001 Section 2121.2.3 and 2122.4, for the following location: Palmer Residence 469 NE 91 St. Miami Shores, Florida 33138 documents and Pik - i / i GROUND ENGINEERING inspection r utts: We found Tie r: ams QTE3-4 & TB-5) located in the hallway and garage were missing the (2) 45 middle reb::,r. This was noted by the contractor and was to be fix ;,= immediately. All other ins cted structural elements (o r; fined above) to meet or exceed a design e requirements of the Florida Budding Code. Pease do not h - sitate to .• ntact me if I may be of further assistance. aas,PhD, PE State of Florida Registration •1163 3081 E. Commercial Blvd.' Suite 102 1 Ft. Lauderdale 1 FL 33308 954- 776 -7314 1 954 - 776 -2032 Fax 1 groundfl.com MEMO To: Building Departm of Dade County From: Garry Ve PhD, PE Date: 8/18/O5 1tE: Structural Field Tnspe on —Tie Bea and Filled Cells 2" Floor Sirs: site visit was conducted on August 18, 2005 by Jennifer Turner, El from • ur offs < , and the data gam was analyzed by Cary ' lemmas, PhD, PE. The purpose of the visit was erfoim a Visual structural field inspection for tie beams and filled cells on the second r of the building per FBC2001 Section 21212.3 and 2122A, for the following [location: Pal Residence 469 NE 91 St Miami Shores, Florida 33138 Onspection 11,11 Ali inspected structural elements ( above) meet or grid the requirements of the Florida Building Code. lease do me if 1 may be of further assistance. • GROUND FLOCA ENGIN €EAING 1 E. falmniercial Blvd.' Suite 102 Ft. Lauderdale 1 FL 33303 953 -776 -7314 1 954 - 776 -2032 Fax 1 groundfl.com MEMO G aas, PhD, PE GROUN ENGINEERING To: Building Department of Dade County From: Garry Vermaas, PhD, PE Date: 7/15/05 RE: Structural Field Inspection —Tie Beams and Filled Cells Sirs: A site visit was conducted on July 15, 2005 by Jennifer Turner, El from our o ce, and the data gathered was analyzed by Garry Vermaas, PhD, PE. The pu ,•pose of th visit was to perform a visual structural field inspection for tie beams and filled cells on the first floor of th building per FBC2001 Section 2121.2.3 and 2122.4, for the following location: Palmer Residence 469 NE 91 St. Miami Shores, Florida 33138 Please do not hesitate to contact me if I may be of further assistance. Ons; ction resu We found Tie Beams (T[:, & TB-5) located in the hallway and garage were missing the (2) 05 middle rebar. This was noted by the contractor and was to be fixed inrtmediate y. X01 other inspected structural elements (outlined above) to meet or ex the design documents and the requirements of the Florida Building Code. State of Florida s registration #161163 3081 E. Commercial 6Ivd.1 Suite 102 1 Ft. Lauderdale 1 FL 33308 954 -776 -7314 1 954 -776 -2032 Fax 1 groundfl.com 1) Provide final PE certification letter. 2) Tapcons are required at all hinges in front door. 3) Handrails in stairs are not installed. 4) Safeguards are required in all windows with sill less than 31" high. 5) Seal all penetrations in garage wall. 6) Replace all broken glass in windows and doors. 11/9/06 CG. Passed Inspector Comments / I A i Failed r Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -31756 Permit Number: BP2004 -920 Inspection Date: 11/09/2006 Inspector: Grande, Claudio Owner: PALMER, MARTIN Job Address: 469 91 Street NE Project: <NONE> Miami Shores Village, FL 33138 Contractor: PALMER HOLDINGS, INC Building Department Comments Thursday, November 9, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Imported Permit Inspection Type: Final Work Classification: Building Phone Number Parcel Number Lot: 305 - 310 -4673 PARC2004 -16 Phone: 305 - 310 -4673 Page 1 of 2 Test No. _ Proc. No . i Test Location Lift No. Dry Density % _Moist. % Comp.J 96.8 1 Result Pass 1 4400 East Area of Building Slab Final 100.3 10.2 2 4400 West Area of Building Slab Final 101.3 12.1 97.8 Pass 3 4400 Center Area of Building Slab Final 101.7 10.1 98.2 Pass Proctor No. — Soil Descri Max. Dry Density pc 1 Optimum Mo Moisture ( %) 4400 Fine Beige Sand 103.6 10.1 Required Compaction (% 1 95 Test Depth Penetration (inches): , 12 Project Name: Residence Project Location: 469 North East 91 Street, Miami Shores, Florida Client: Bello Construction 13142 NE 3 Court Miami, FL. 33161 NELCO TESTING AND ENGINEERING SERVICES FIELD DENSITY TEST REPORT PROCTOR DATA Date: June 9, 2005 Job: D- 050685 FIELD DENSITY TEST RESULTS Comments: 13370 S.W. 131 Street, Suite 105, Miami, FL. 33186 (305) 259 -9779 Richari a Professional E ee i o.56712 Sta, _ • a AREA TYPE THICKNESS R -VALUE MANUFACTURER AIR CONDITIONED CEILING AREA FIBERGLASS BATTS 10" R -30 OWENS CORING GARAGE COMMON WALLS, JOIST ENDS AND MID FLOOR FIBERGLASS BATTS 3.50" R -11 OWENS CORING KNAUF EXTERIOR WALLS FOIL 3 /e" R -4.1 FIFOIL GALE INSULATION CERTIFICATE OF INSULATION - INSTALLATION BUILDING PERMIT# JOB ADDRESS: 465 NE 91 ST. STATEMENT OF COMPLIANCE: We the undersigned hereby certify that the thermal insulation has been installed in the referenced building in compliance with the South Florida Building Code, Chapter 52 and the approved plans and specifications, and in accordance with good construction practice. The insulation furnished is of the type, thickness and R -value as set forth below: MULTIFAMILY RESIDENTIAL CONSTRUCTION: The COMMON (PARTY) walls separating different tenants shall be insulated as follows: Frame/Metal Stud Walls R -11 (min.); CBS or Concrete Walls R -3 (Min.) by Energy Code requirements. See Energy Code, Rev. 1/87, paragraph 903.2(b), on page 0 -17, latest edition. These "minimum levels of insulation ", are not included in the Energy Calculations, but shall be installed in the field INSULATION CC# CGC009238 CERTIFICATION DATE: November 8, 2006 INSULATION CONTRACTORS SIGNATURE: BUILDER: 'rELLO CONSTRUCTION BUILDERS SIGNATURE: I PERSONALLY KNOW THE AFFIANT, RUSSELL SOBEZAK SWORN TO AND SUBSCRIBED BEFI 'r ME THIS 8 —: ovember 2006 Notary Public, State of Florida 43,,,00 v SUMEY GIL , C MY COMMISSION # DD233444 SOS 0 - EXPIRES: August 31. 2007 1.600.3.NOTARY FL Notcry Discount Assoc. Co. Inspection Number: INSP -32072 Inspection Date: 11/13/2006 Inspector: Grande, Claudio Owner: PALMER, MARTIN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Monday, November 13, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: BP2004 -920 Permit Type: Imported Permit Inspection Type: Final Building Work Classification: Building Phone Number Parcel Number Lot: 305- 310 -4673 PARC2004 -16 Phone: 305 - 310 -4673 Page 2 of 2 1 Passed , ® nspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -32072 Inspection Date: 11/13/2006 Inspector: Grande, Claudio Owner: PALMER, MARTIN Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PALMER HOLDINGS, INC Building Department Comments Monday, November 13, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: BP2004 -920 Permit Type: Imported Permit Inspection Type: Final Building Work Classification: Building Phone Number Parcel Number Lot: 305- 310 -4673 PARC2004 -16 Phone: 305 - 310 -4673 Page 2 of 2 Miami Shore s Village Department of Code Enforcement Building Inspe uon This ce rtificate iss ue pursuant to the requirements of the International Building Code ce rtif ingmk at the time of issuance this kr ctur was in compliance with the various ordinances of the jurisd ictonregulating bu lding construction or use. For the foliowing: Not Tra n e bl POST IN A CONSPICUOUS PLACE I _ « ¢ ;; 2 � / ¥ ; \ \ . ` /' ¥y \ : \ = - .w }; \� e ®aK » .g ®Rb th ±k Signature CONFIRMATION OF COMPLETION OF SUBTERRANEAN TERMITE PRETREATMENT AND CERTIFICATE OF COMPLIANCE Purchaser : BELLO CONSTRUCTION Address 13142 NE 3 COURT /MIAMI, FL Phone (305) 790 -9895 Number of Structure(s) to be treated : ONE Square Footage : ILnnear Footage : Permit #: Date Initial Treatment : 6/30/2005 1:00 PM Date of Completion : 7/13/2006 2:00 PM Technician : LAZARO Al -Flex Exterminators hereby confirms that the structures described above have received a complete treatment for the prevention of subterranean termite infestation. Treatment has been made in accordance with the rules and laws as established by the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grads Al- Flex's limited warranty is presently in full force and effect. Al -Flex Exterminators, Inc. 4035 S.W. 98 Avenue, Miami Florida 33165 Tel. (305)552 -0141 / 1 -800 782 -9284 FAX (305) 227 -1797 WEB PAGE: www.al - flex.com / E -Mail: al- flex @bellsouth.net Al -Flex Exterminators, Inc. by Corporate Sean: President Dated: 7/12/2006 1,700 Gallons Used : 164 Gallons Used : 170 Address of Treated Premises : NEW CONSTRUCTION Lot- 0 Bldg- 0 469 NE 91 ST/ MIAMI BEACH, FL PROBUILD T.C. Product Used : 65 CYPERMETHRIN ( 0.25 MEMO To: Building Department of Dade County From: Garry Vermaas, PhD, PE Date: 7/15/05 RE: Structural Field Inspection -Tie Beams and Filled Cells Sirs: A site visit as conducted on July 15, 2005 by Jennifer Turner, El from our r ", and to data gathered was analyzed by Garry Vermaas, PhD, PE. The purpose of t. e visit was to perform a visual structural field inspection for tie bea „s and filled cells on the frst door of th building per FBC2001 Section 2121.2.3 and 2122.4, for the following location: Palmer Residence 469 NE 91 St. Miami Shores, Florida 33138 inspection results: We found Tie Beams (T -4 & TB-5) located in the hallway and garage were missing ti s (2) #5 middle rr bar. This was noted by the contractor and was to be fixed imrediateiy. All other inspected structural elements (outlined above) to meet or exceed the design documen ► and the rrn , ,uirerments of the Florida Building Code. s Garry ermaas, PhD, PE : ( 4 ' \ \ GROUND Please do not hesitate to contact me if I may b of fu! er assistance. to of Florida Registration #61163 3081 E. Commercial Blvd.' Suite 102 1 Ft. Lauderdale 1 FL 33308 954- 776 -7314 1 954- 776 -2032 Fax 1 groundfl.com P1. ivnr uummuiNi i r tvrwit , GUMMUN 1 Y NUMBER I B2. COUNTY NAME UNINCORPORATED 120635 MIAMI —DADE , B3. STATE FLORIDA 84. MAP AND PANEL NUMBER 12025C -0093 B10 I d' t th B5. SUFFIX J B6. FIRM INDEX DATE 7/17/1995 B7. FIRM PANEL EFFECTIVE/REVISED DATE 3/2/1994 88. FLOOD ZONE(S) "X" B9. BASE FLOOD ELEVATION(S) (Zone AO, use depth of flooding) N/A PROCES# P© C ia FOLIO # 30- CROWN OF ROAD 8 - 8 2 Ft NGVD FEMA Form 81 -31, January 2003 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION HORIZONTAL DATUM: ❑ NAD 1927 i 4 NAD 1983 SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 4312 O.M.B. No. 3067 -0077 Expires December 31, 2005 For Insurance Company Use: Policy Number Company. NAIC Number BUILDING OWNER'S NAME TALISMAN INVESTMENTS, INC, BUILDING STREET.ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 465 N.E. 91ST STREET, STATE MIAMI, FLORIDA PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 21, BLOCK 49, PLAT BOOK 10, PAGE 27, MIAMI —DADE COUNTY, FLORIDA, BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use a Comments area, if necessary.) SINGLE FAMILY HOME. LATITUDE/LONGITUDE (OPTIONAL) ( # #° - ##' - # #.##" or ##.#####°) ZIP CODE 33138. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER ROLANDO ORTIZ SOURCE: ❑ GPS (Type): ❑ USGS Quad Map ® Other. AUTOMATIC LEVEL . n .ca e e source of the Base Flood Elevabon (BFE) data or base flood depth entere in B 9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' IJ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram NumberL (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/A0 Complete Items C3. -ai below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. DatumNGVD Conversion/Comments Elevation reference mark used G53RJoes the elevation reference mark used appear on the FIRM? ❑ Yes 1;1 No O a) Top of bottom floor (including basement or enclosure) 9 .98 ft.( O b) Top of next higher floor _ _tt( u) O c) Bottom of lowest horizontal structural member (V zones only) N /A. _ft.(m) N O d) Attached garage (top of slab) 9 32 8, (m) E 2 O e) Lowest elevation of machinery and/or equipment w " servicing the building (Describe in a Comments area) _ _ ft.(m) t O f) Lowest adjacent (finished) grade (LAG) _ 20 ft( z O g) Highest adjacent (finished) grade (HAG) 850 ft.(m) O h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade O i) Total area of all permanent openings (flood vents) in 03.h sq. in. (sq. cm) TITLE COMPANY NAME PRESIDENT GUNTER GROUP, INC. ADDRESS CITY STATE 9350 SW 22 1413 T CE MIAMI FLORIDA SIGNATURE DATE TELEPHONE 7/18/2005 305- 220 -0073 ZIP CODE 33165 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and /or Bldg. No.) OR P.O. ROUTE AND BOX NO. 465 N.E. 91ST STREET, CITY STATE MIAMI, FLORIDA COMMENTS TOP OF TIE BEAM ELEVATION: 20.16 FEET N.G,V.D, ZIP CODE 33138. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR -F, Section C must be completed. El. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed – see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is I I I ft.(m) I LI above or 1 I below (check one) the highest adjacent grade. E3. For Building Diagrams 6 -8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is I_I_I ft•(m) I_I_lin.(cm) above the highest adjacent grade. E4. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the.community's . floodplain management ordinance? Yes No Unknown. The local official must certi this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNERS AUTHORIZED REPRESENTATIVE'S NAME ADDRESS SIGNATURE COMMENTS COMMENTS CITY DATE SECTION G - COMMUNITY INFORMATION (OPTIONAL) LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE TELEPHONE For Insurance Company Use: Policy Number Company NAIC Number 1 1 Check here if attachments STATE ZIP CODE 1 1 Check here if attachments The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. II The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. II A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. I I The following information (Items G4 -G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCP'OCCUPANCY I L ISSUED G7. This permit has been issued for I I New Construction II Substantia Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: . ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: . ft.(m) Datum: 1 - 1 Check here if attachments FEMA Form 81 -31, AUG 99 REPLACES ALL PREVIOUS EDITIONS o i. rvnr wwumIVI i T MUM rx UUMMUNI I Y NUMBER I B2. COUNTY NAME UNINCORPORATED 120635 MIAMI —DADE , 83. STATE FLORIDA B4. MAP AND PANEL NUMBER 12025C -0093 B10 I d 135. SUFFIX J 86, FIRM INDEX DATE 7/17/1995 87. FIRM PANEL EFFECTIVE/REVISED DATE 3/2/1994 B8. FLOOD ZONE(S) "X" 89. BASE FLOOD ELEVATIONS) (Zone AO, use depth of fooding) N/A s PROCES # ; (Q - FOLIO # 30- CROWN OF ROAD 8 . 82 Ft NGVD BUILDING OWNER'S NAME TALISMAN INVESTMENTS, INC. BUILDING STREET, ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 465 N.E. 91ST STREET, CITY MIAMI, STATE FLORIDA PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 21, BLOCK 49, PLAT BOOK 10, PAGE 27, MIAMI —DADE COUNTY, FLORIDA. BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use a Comments area, if necessary.) SINGLE FAMILY HOME. LATITUDE/LONGITUDE (OPTIONAL) ( # # ° - ##' - # #.##" or ##.#####°) FEMA Form 81 -31, January 2003 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Usa: Policy Number Company NAIC Number • HORIZONTAL DATUM: ❑ NAD 1927 0 NAD 1983 SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) O.M.B. No. 3067 - 0077 Expires December 31, 2005 ZIP CODE 33138. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER ROLANDO ORTIZ 4312 TITLE COMPANY NAME PRESIDENT GUNTER GROUP, INC. ADDRESS CITY • STATE 9350 SW 22 TERRACE MIAMI FLORIDA SIGN DATE TELEPHONE 7/18/2005 305- 220 -0073 SOURCE: ❑ GPS (Type): ❑ USGS Quad Map CO Other. AAuToM .Trc LEVEL n ,cafe the source of the Base Flood Elevabon (BFE) data or ba se flood d epth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): — B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): — B12. Is the building located in a Coastal Banier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes © No Desi nation Date 01. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' LE Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number] (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations – Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO Complete Items C3, -a-i below according to the building diagram specified in Rem C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. DatumNGvD Conversion/Comments Elevation reference mark used G531boes the elevation reference mark used appear on the FIRM? ❑ Yes 11 No O a) Top of bottom Door (including basement or enclosure) 9 .98 ft.(m) Tii O b) Top of next higher floor __—___41 u) 0 c) Bottom of lowest horizontal structural member (V zones only) N /A, _ft.(m) O d) Attached garage (top of slab) . .32 (t.(m) E ° O e) Lowest elevation of machinery and/or equipment u, " servicing the building (Describe in a Comments area) ft.(m) E O f) Lowest adjacent (finished) grade (LAG) 8 20 ft.(m) z ' a O g) Highest adjacent (finished) grade (HAG) 850 ft.(m) 0 O h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade O i) Total area of all permanent openings (flood vents) in C3.h sq. in. (sq. cm) ZIP CODE 33165 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and /or Bldg. No.) OR P.O. ROUTE AND BOX NO. 465 N.E. 91ST STREET CITY MIAMI, For Insurance Company Use: Policy Number Company NAIC Number STATE FLORIDA ZIP CODE 33138. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS TOP OF TIE BEAM ELEVATION: 20.16 FEET N.G.V.D. 1 —I Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR -F, Section C must be completed. El. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed – see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is I_1_1 ft.(m) I— I_lin.(cm) I___I above or (_1 below (check one) the highest adjacent grade. E3. For Building Diagrams 6 -8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is I 1I ft.(m) I_I_lin.(cm) above the highest adjacent grade. E4. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the.community's . floodplain management ordinance? I_1 Yes I No I Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS SIGNATURE COMMENTS CITY SECTION G - COMMUNITY INFORMATION (OPTIONAL) G4. PERMIT NUMBER G5. DATE PERMIT ISSUED DATE TELEPHONE The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. GI . I_I The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. I I A community official completed Section E for a building located in Zone A (without a FEMA - issued or community - issued BFE) or Zone AO. G3. II The following information (Items G4 -G9) is provided for community floodplain management purposes. G7. This permit has been issued for New New Construction I I Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: LOCAL OFFICIAL'S NAME COMMUNITY NAME SIGNATURE COMMENTS FEMA Form 81 -31, AUG 99 G6. DATE CERTIFICATE OF COMPLIANCr'.'OCCUPANCY ISSUED TITLE TELEPHONE DATE STATE ZIP CODE • (_I Check here if attachments . ft.(m) Datum: . ft.(m) Datum: 1_1 Check here if attachments REPLACES ALL PREVIOUS EDITIONS PA I D BY Z:7 ', ; YEAR ANNUAL "; PERIOD USED AMOUNT PAID DATE PAID 1940 r' i / 6' 1, f( - 1 -----._ 1941 1942 1943 / e i . Y(0 ,§ • 6; r; „2_:_a__: / / /9 - - ' a/4 • • , ,,,,,e..A2. . :/:1-70-J,/,‘,4-. ,... I , z i • , '_'..- 1944 / . jd /€2. 0 C.) / iri-/kj, 0 e) /.:, . 1945 1946 h 1' 1947 L. 0 1 ).- —41— Sit‘ , . e,- or> t.s. •„, w 1948 i ;-; , (2 („! i i=-..`" c /- ?- il f 2 ,.{: ..,,?-) i i.- - ( 2' - '7 ' /9 - e:, op 1949' 1950 oc7 // /..- ,:, , ,,,7 ' y 1.7- g I - 7ca ''. / • . -- '' /-//- S Li /1.7 7 it i' te LOCATION GARBAGE TAX RECORD • 469 X. E. 91st St. By B. O. Chltty • 1 Year Annual Tax Period Used Amount Paid Date Paid Receipt # s r - STATE OF FLORIDA DEPARTMENT OF STATE Division of Archives, History and Records Management DS- HSP -3AAA Site Name Chitty Home Address of Site: 469 NE 91 St. , Miami Instruction for locating on n1 si He of NE NE 5 Ave. Location Miami Shores Sec, 2 subdivision name County Dade Owner of Site: Name: Lee, Pauline Address: 469 NE 91 St. , Miami Type of Ownership private Recorder: Name & 'Title: Address: MSHPB Condition of Site: Check One ❑ Excellent ❑ Good ® Fair ❑ Deteriorated 863= = 863= = 863= = ❑ Moved( ) (Date: )( ) 858 = = NR Classification Category Building 916= = Threats to Site: none Check One or More ❑ Zoning( )( ❑ Development ( )( ❑ Deterioration( )( ❑ Borrowing( )( ❑ Other (See Remarks Below): Areas of Significance Rev. 3 -79 FLORIDA MASTER SITE FILE Site Inventory Form FDAHRM 802= = 1009 = = Stofik, Marty Integrity of Site: Check One or More 6 Altered ❑ Unaltered O Original Site • 848= = 858 = = 858 = = 858 = = 863 = = ❑ Restored( ) (Date: )( )858= = )( ) 878 = = )( ) 878 = = )( ) 878 = = )( ) 878 = Architecture Site No. 830= = Survey Date 8505 820= = Shores, Fla, 33138 905= = 91 St between NF: 4 Ave & 813 = = 49 21 868= = 808= = block no. ❑ Transportation( ❑ Fill( )( ❑ Dredge( )( 878= = 1 ( lot no. Shores, Fla. 33138 902= = Recording Date 832= = 818= = Original Use private resid8,38= = Present Use private res id.850 = = Dates: Beginning ± 1926 844= = Culture /Phase American Period 20th Century 845= = )( )878= = )( ) 878 = = )( )878= = 910 = = Significance: Structure is a fine example of Mediterranean Revival architecture, significant for its scale and detailing, and in character with the original theme of the Miami Shores subdivision. The original owner, B.C. Chitty, owned a company which transported canned goods and produce to the Florida Keys via the Overseas Highway in the 1920s and 1930s. 911 == ARCHITECT unknown_ BUILDER unknown STYLE AND /OR PERIOD _Mediterranean Revival 872 = = 874 = = 964 = = PLAN TYPE rectangular /irregular EXTERIOR FABRIC(S) rough textured stucco 966= = STRUCTURAL SYSTEM(S) concrete block _ -- - -- 856 854 = = PORCHESS: screened 5 bay _ y (3/1/1), � access. S #S: 2nd story deck, canvas awning, access. N - — FOUNDATION: concrete block 942 _ = ROOF TYPE: hio 942 = _ SECONDARY ROOF STRUCTURE(S): Porte cochere, flat, t & g 942 942 CHIMNEY LOCATION: E end ext, front slope 942 WINDOW TYPE: alum. awning , = = CHIMNEY: CBS -- — 942= ROOF SURFACING: Spanish barrel tile 882 = _ ORNAMENT EXTERIOR: cast masonry 882 = = NO. OF CHIMNEYS 1 952 = = NO. OF STORIES 2 950 882 = = NO. OF DORMERS none — - = = 954 = _ Map Reference (incl. scale & date)Miami Shores 'Nil lage Plat 1980 Latitude and Longitude: O Site Size(Approx. Acreage ort Property): TT1 LOCATION SKETCH OR MAP N Contact Print 0 Township Range Section 6 53S 42E UTM Coordinates: Photographic Records Numbers __85N102HG04; 85N102HG05 Zone — Filling 7 809 = = 800 = = 833 = = 812= = 890 = = 860 = = STATE OF FLORIDA DEPARTMENT OF STATE Division of Archives, History and Records Management DS- HSP -3E 9 -74 • CONTINUATION SHEET Site No„ Site Name Chitty Home 469 NE 91st Street Miami Shores Physical Description Home is a two -story Mediterranean Revival structure on one of the original Miami Shores 50 -foot lots. The screened porch across the S facade originally was open with wrought iron balconies. Its five bays now are screened, with the entry door in the center of the three front bays. The two side front bays are fronted with glass panes in trellis awning frames. French doors lead to the second story deck above porch. A porte cochere is attached on E. MSHPB USE ONLY Windows: original DHS, replaced 1966 i? /5 ,0 /J : 55 Rid 50 1 mmm 92 f • J 111/1111011101111111111101 IHNERMINEMEN ImmmmmMANII 0L'I/ L Gelr lV 2 111111111 1111 din 111001400011 mum N 11 N. mu oo comma 1111130 U dingri 1 j imd4 © ©00 • N.W. N 2 _9 97' �lmoapv -11� 9 4' UMILOMIl rang ;N.w 99 a 0. OHM no Hamm m: 1 04 r". 9T dmmmmovom 1111112111 F-0 3 a 9 9 r... jT. J �101oP gmm6:y coo 9 8 " 5.7. 9 T. 5 T. 'mmmel 4111 5 T. 5 T. 96T"• S T. NUN 11111 I®BP�aa ®0 11101/11111 Emm .J rpm ELM; smomm �ammm ompumo .WI 'r MIN — —1-G> 5'_ .-- 5 ;. �ommoaa momom�dm 41111511110 t 1. ' I J • . -r. IMMOSOOU e. Nit .: ®l Uwe W 44 tl / P 9 . z J /0 , /< ram y �K— �a , 0 ft- id 1 3 t / 4 ®00 Via© ill dim N.E. 10,1 1111111 11 111 lie MIN Rpm dr msa/.a mi 00011000 m 0119!001 1 . 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MINI 4 ,'1,14 TRACT A 00 41 40 S/ 8055 OF 1/214 558001 1 CHURCH ,1 M I K 141 L A K E f ammo mu um T Q n1111,11 r Affis ” 1oCOD9009t�1 100x 1 - , 10 NO Jilin .J 1 /, lO MIN moommmmv 54 NE If �1m1a �111ro mmmomm • mmmm 1111 " m1' P 1111 1/11 6 MIN , .oa om A maom t 1a1o� :111 0 Dorm qua / =ao1 mra OUF ' • 1 . W Q /. . as 5-- t' ' 103'. ogra U/AMI SHORES EL EVE/MIRY RY SCHOOL 11109008100' 31111 •MI Amu NOUN MP 111 rIfil 3. MOW BUILDING ELECTRICAL PLUMBING ROOFING Owner of Building Architect Contractor or Builder Legal Lot Description Address of Building 1 I✓ CONTRACTOR OR BUILDER MIAMI SHORES VILLAGE, FLORIDA PERMIT N9 6163 Work to be performed under this Permit_ Bl. Subdi- vision Value of Project $ — DATE. • Contractor's 1 License No. Amount of II Permit $ -- - -.- - `' This permit is granted to the contractor or builder named above to construct the building or to install the equipment or device desrribcd in the applica- tion herefor in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in compliance with any plans, drawings, statements or specifications that may have been submitted to and approved by the proper municipal authorities. Thiv Permit may he revoked at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon which this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinances and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assumes re sibility for work done by his agents, servants or employees. Signed. In consideration of the issuance to me of this permit I agree to perform the work covered hereunder in compliance with all ordinances and re ations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami 'Shores Village. In ac• cepting this permit I assume responsibility for all work done by either, myself, my agent, servant or employee. BY AUTHORI:"Y 3)Z2474 MIAMI SHORES VILLAOEN- BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date WD5 Type Insp'n Y ► C Permit No. Name Ho' +ir PC) I r e Inspection Date Re- Insp'n Fee Address 4- G9 - 9 Company lrn a 14-c. Id 7 rice. Phone # Caz) 790 - 9S 7 Approved Correction �,� c'5 MJIA I SHORES V]I LLAG E BUIf LD [NG DEPARTMENT 305- 795 -2204 ]Building Inspection Request Date 10 2 O O.S Type Insp'n Permit No. GPo4 - (= lzo Name I ;r4 L-1-& Address 469 MP 9 1 ST CompanyPAL N IE. 2 4 c Li s IL i E Phone# (3c5 ) q 1 D — IB9s Inspection Date Approved Correction Re- Insp'n Fee At) 4 fr 9458 ►i1 /A-VS D.,1/4) /Jo c Correction Date p O 0 Re- Insp'n Fee 3L3 3 4 i MIAMI SHORES VILLAGE 105 BUILDING 6)EPARTMENT 305- 795 -2204 Building Inspection Request Type Insp'n U tt`OWES Permit No. Name Man I n Address 2C0 AJS ( �+ Company .1 NCO Phone # Inspection Date 8162, Approved ❑ V l W 1108 Cl/OA MIAMI SHORES VILLAGE --/ Approved Correction Re- Insp'n Fee 11311IDLD ING DEPARTMENT ENT 305- 795 -2204 Building Inspection Request Date /30/05 Type Insp'n �7 /CJh . and rocs r Q . Permit No. SPCA ` 900 �` Name L U 1 � Address 4 69 0 Company T l Phone # ` 305) `' D - gag S Inspection Date Off- / . ,J i /05 Date 1 q/ Inspection Date Approved Correction Re- Insp'n Fee 3530 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request 114; Type Insp'n 1 i e Permit No. B+Po4 920 Name ° "►C_ d-1-'9r -I RD 1br7 f Address 4 6 cf - 1 S T Company lrin5 Inc. Phone # (3c5 ) 31O - 4613 S /IcI /cps ❑ MIAMI SHORES VILLAGE iL Date 7 UI LDING DEPARTMENT 305- 795 -2204 Building Inspection Request ZZ c25 Type Insp'n E , k c ` U Permit No. aPO4 P 92.® Name ° ` V D e I n i j Address 4G 9/ ST Company - 1 9 14c Id i r 9S Phone # 6 969s Inspection Date 1 Approved Correction Re- Insp'n Fee ❑ 7/,25/e- Inspection Date Approved Correction Re- Insp'n Fee 111' MIAMI SHORES VILLA . UILDING DEPARTMENT 305- 795 -2204 zy Buil ' ing Inspection Request Date q Type Insp'n t_p)\--CCIM 1 Permit No. SP. Gq- q Name MI J U ' Address Company Phone # i a qd A41 Stkia-rtft;o1,-0-61Ayes 4i t5p±rct‹ 12_1.14 lip• , Q 42V c .. ,0,,od G Ll_ gay, 'IND: Miami I each Pr ®t�ec�t Il�e�ffio It IIDeseriptu ©nn 3 Story Single Family Residence July 28, 2005 Garry \vim Ph.D, P.E. State of Florida Re istration #611163 100 Palm Ave GROUND' I� uuilding Department Miami I:teach, FL. 33139 III: Structural Field Inspection — wood truss, truss connections and truss bracing €NGINCCRI4e IEffi Ulm een : Jeff Cheng, PhD. PE Garry Vermaas, PhD, PE Date: 7/28/05 Sirs: Please be advised that our services have been retained to perform a visual structural Eeld filtr273StiC21 of the items listed below as per Florida uuilr 'I wg Code requirements and guidelines: Roof truss connections to structure FI:tC 2319, FBC 2321, FBC 2324 Steel connections FBC 2218.2 Pre - fabricated wood truss bracing FI3C 231 9.17 Reinforced masonry wall The inspection was performed for the above listed location on July 28, 2005. During this time the structural integrity of the roof truss' was inspected and the existing reinforced masonry walls were Rooked at. Per our visual inspection, the entire roof and/or f�' =or taus framing r connections to structure and the structural integrity of these wall appeared to meet or exceed the requuirements of the Florida ]Building Code. Please do not hesitate to contact me if l may be of funrrther assistance. CA #26018 3081 E. Commercial Blvd.' Suite 102E Ft. Lauderdale 1 FL 33308 954 -465 -0346 1 954-776-2032 Fax 6 grcucd71.com ZECMEWM 'Ire: Miami Beach RE: Structural (Field Inspection — wood truss, truss connections and truss bracing Prrojee I)e rdieffio Date: Sirs: 7/28/05 uilding Department 100 Palm Ave 9/ , //\ GROUND'S £NGINCERING Miami (:teach, FL. 33139 Deseriptiem: 3 Story Single Family Residence lErmEineerr: Jeff Cheng, PhD. PE Garry Vermaas, PhD, PE Please be advised that ow services have been 'Retained to perform a visual 51=11=1 wend of the items listed below as per IFlorri•' Building Code requirements and g 11dellines: Roof and/or floor truss connections to structure Steel connections Pre - fabricated wood truss being Truss Layout The inspection was performed for the above listed location on July 28, 2005. We found that two gamer gausses do not match the roof Brae t ri Payout. Wet l to r Cie shag drawings and truss engineers, but we were =bile to obtain tilmm. However, per oar of fl the entire roof and/or floor truss Ilrait i1'; and cu rrrec:ions to staistum aosamd. to meet or cexcz„, the requirements of the Florida Building Code. Please do not hesitate to contazt me if II may be of July 28, 2005 Carry Vey PhD, P.E. State of (Florida I" e t; stration #611163 I i nrU6 ar FRarrce FBC 23119, FBC 23211, FBC 2324 PI. 2218.2 FBC 23119.17 CA 026018 3081 E. Commercial Blvd.' Suite 102 1 R. Lauderdale 1 FL 33308 954 - 465 -0346 p 954-776-2032 Fall p go -0=0.com lre: Miami Beach Building Department IR IE: Structural Field ]inspection — woad truss, truss connections and truss bracing lipirgee 11® no 103 Palm Ave Miami Beach, IFIL. 331 39 Desariptiorm 3 Story Single (Family Residence IEngnnc rr: Jeff Cheng, PhD. (PIE Garry Vermmaas, PhD, (FIE If eqe: 7/28/ 05 Sirs: Nea e be advised 1 cumr szrviaes have kaa retakts11 tom IpZCZEI. 2 VLE77P; S L'` . ¶_ 2° r �L2� : of the items listed below as per Florida Building Code requirmaants EH gari&fil t fo::ul Roof and/or floor truss connections to structure IFBC 23119, C 2328, FBC 2324 Steel connections FBC 2218.2 Pre - fabricated trUSS bracing FBC 23119.117 The inspection was performed for the above listed location on July 23, 2035. Our visual fiTSZIM of tile end roofs End/or azo tmis acalia t Gz appeaned mmt or eaceed > aKaEraments oilt Florida I - r,, gCoo13. ]Encase do not 1'msitate to contact me WI may be of further assistance. July 23, 2005 Garry Vas, PhD, P.E. State of Florida Registration #61163 GROUND 7I (ENGINEERING CtZEDLS 3Z8 L EE. Cartme ES f hvd.p 1.02 p L9. Ilufat."as G C CL 33323 954-465-0346 1 964 - 776 -2032 Faz I grow taJ.ccm To: Miami Beach IProect Iloc rttniffi: sn GROUN wilding Department IRE: Structural Field Inspection — Final Letter 100 Palm Ave Miami I each, FL. 33139 esc roQntrn®ffi: 3 Story Single Family Residence IE az irmeem: Jeff Cheng, PhD. PE Garry Vermans, PhD, PE IIAartre: 11/08/06 Sirs: Please be advised that our services have been retain ,, Ii to perform visual strurtural iEeld ins of the items listed in three attached letters and below as per Florida Build umg Code requireniants and guidelines: Roof and/or floor truss connections to structure Steel connections Pre- fabricated wood truss bracing Truss Layout The inspection was perform .il Roof truss connections to structure Steel connections Pre - fabricated wood truss bracing Reinforced masonry wall The inspection was psrorvned for the above listed location on July 28, 2005. Roof and/or floor truss connections to structure Steel connections Pre - fabricated wood truss bracing The inspection was perform , V C:11( ?., ENGINEERING for the above listed location on July 28, 2006. for the above listed location on Dully 28, 2006. a MEEMEN BY oa FB 2319, FBC 2321, FB 2324 F 22118.2 F C 2319.17 FB 2319, FB 2321, FB 2324 F I: C 2218.2 FB 2319.17 ThC 2319, FB(C 2321, FIB 2324 FI C 22118.2 Fl :C 2319.117 CA #26018 3081 E. Commercial Blvd.' Suite 102 1 Ft. Lauderdale 1 FL 33308 954 -465 -0346 1 954 -776 -2032 Fax p groutdfl.com We found that two girder trusses do not match the roof framing layout. We r.,d to research the shop drawings and truss engineers, but we were unable to obtain them. However, per our visual inspection, the entire roof and/or floor truss 1r ;o i na _. , a. d con1IL Ctions to stmeture appeamd to >iTeet C3 Aso ©ed the requirements of the ]Florida 1 uik ing Code. No4' _- 8 , 2�II6 Garry Verrna2s, PhD, P.E. State of IFlori,.i..: Registration #61 163 i GROUND C GINErCRING Please do not hesitate to contact me if g may be of further assistance. CA #26018 3081 E. Commercial Blvd.I Suite 102 1 Ft. Lauderdale 1 FL 33308 954- 465 -0346 1 954- 776 -2032 Fax 1 groundtLcom nctu Project: <NONE> Inspection Date: 06/29/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Building Department Comments Wednesday, June 28, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 3 Contractor: PRESTO ROOFING CORPORATION Block: Permit Type: Roof Inspection Type: ot Mop Work Classification: - oof ew Phone Number Parcel Number Lot: (305)790 -9895 PARC2004 -16 Phone: 305 - 822 -5707 Page 1 of 2 Passed Inspector Comments - -0- / ' I 7. / "" �' 4g,, aa.u.t- , / A \' 1 f . ,/e...4-4.- , 0 f- ' ` / e '- Failed � N Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . ---- until nctu Project: <NONE> Inspection Date: 06/29/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Building Department Comments Wednesday, June 28, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 3 Contractor: PRESTO ROOFING CORPORATION Block: Permit Type: Roof Inspection Type: ot Mop Work Classification: - oof ew Phone Number Parcel Number Lot: (305)790 -9895 PARC2004 -16 Phone: 305 - 822 -5707 Page 1 of 2 !ednesday, June 28, 2006 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 \,_, ) Phone: (305)795 -2204 Fax: (305)756 -8972 Scheduled Ins • # Project: <NONE> Owner: DJ BUSINESS ENTERPRISES Phone: (305)790 -9895 Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Parcel: PARC2004 -16 Block: Ins • ection T • e Ins • ection Status 01/01/2999 INSP -1096 Final Roof None 01/01/2999 INSP -1094 Tile In Progress None 01/30/2006 INSP -1093 Hot Mop CANCELLED CANCELLED BY VICTOR 01/30/2006 INSP -1092 Tin Cap CANCELLED CANCELLED BY VICTOR 01/31/2006 INSP -8237 Hot Mop DENIED Claudio Grande 1/31/2006 #90 PAPER USED NOT PROPERLY ADHERED TO ASPHALT, TOO MANY ROLL PAPER AND RECALL INSPECTION 01/31/2006 INSP -8234 Tin Cap S. CHANGE 90 LBS ap APPROVED Claudio Grande 1/31/2006 02/01/2006 INSP -8429 Hot Mop APPROVED George RE INSPECTION OF NEW #90 WAS REMOVED IN NEW. HOT 2/1/2006 APPROVED OVED AND NEW #90 WAS MOP N Desharnis 06/29/2006 INSP-21270 OT MOP IS Tin Cap Pending Inspection Claudio Grande Not Complete 06/29/2006 INSP -1095 Hot Mop Ins • ector Date Com • Ieted Default Inspector Not Complete Default Onspector Not Complete Claudio Grande 1/30/2006 Claudio Grande 1/30/2006 Pending Inspection COaudio Grande Not Complete Page 1 of 1 1 Passed I / Inspector Comments ✓ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -25411 Permit Number: RF -12 -05 -1118 Inspection Date: 08/23/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PRESTO ROOFING CORPORATION Building Department Comments Wednesday, August 23, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Phone Number Parcel Number Lot: N Permit Type: Roof Inspection Type: Tile in Progress Work Classification: Roof - New (305)790 -9895 PARC2004 -16 Phone: 305 - 822 -5707 Page 2 of 2 .................... Inspection Date: 09/25/2006 Inspector: Desharnis, George Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PRESTO ROOFING CORPORATION Building Department Comments Friday, September 22, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Phone Number Parcel Number Permit Type: Roof inspection Type: Final Roof Work Classification: Roof - New Lot: (305)790 -9895 PARC2004 -16 Phone: 305 - 822 -5707 Page 1 of 2 Passed Inspector Comments J ° ° ` � a °` c_ (--- --A...., 6 '' --/ < C , o` {� ,._.�� - cc,- - 7/ 4 ')< Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until .................... Inspection Date: 09/25/2006 Inspector: Desharnis, George Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PRESTO ROOFING CORPORATION Building Department Comments Friday, September 22, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Phone Number Parcel Number Permit Type: Roof inspection Type: Final Roof Work Classification: Roof - New Lot: (305)790 -9895 PARC2004 -16 Phone: 305 - 822 -5707 Page 1 of 2 1 � Up Infraction Passed Comments TIN CAP SPACEING False Passed Inspector Comments / ' g , 7,--e-0 .....„, ° 4.) Failed Correction Needed Re- Inspection Fee ($ No Additional Inspections can be scheduled re- inspection fee is paid . until Inspection Date: 06/29/2006 Inspector: Grande, Claudio Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Owner: ENTERPRISES, DJ BUSI RS3 ( Egt Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Building Department Comments Wednesday, June 28, 2006 Contractor: PRESTO ROOFING CORPORATION Block: Permit Type: Roof Inspector Type: Tin Cap Work Classification: Roof - New Phone Number Parcel Number Lot: (305)790 -9895 PARC2004 -16 Phone: 335- 822 -5707 Page 2 of 2 inspection Number: INSP -8237 t Inspection Date: 01/31/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PRESTO ROOFING CORPORATION Building Department Comments Monday, January 30, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phon,- 305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: RF -12-05 -1118 Permit Type: Roof Inspection Type: Hot Mop Work Classification: Roof - New Phone Number Parcel Number Lot: (305)790 -9895 PARC2004 -16 Phone: 305- 822 -5707 Page 2 of 2 Passed Inspector Comments 4 o /D14 /t T 1,,.€,O , <, t a 71) o ��' et , (' ° ez.e.S ,J0--oe--e 4 ti, Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. _ or, `- , until inspection Number: INSP -8237 t Inspection Date: 01/31/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PRESTO ROOFING CORPORATION Building Department Comments Monday, January 30, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phon,- 305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: RF -12-05 -1118 Permit Type: Roof Inspection Type: Hot Mop Work Classification: Roof - New Phone Number Parcel Number Lot: (305)790 -9895 PARC2004 -16 Phone: 305- 822 -5707 Page 2 of 2 nn I VL Infractio Passed Comments TIN CAP SPACEING True Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. nspection Number: INSP -8234 Permit Number: RF -12-05 -1118 Inspection Date: 01/31/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Project: <NONE> Miami Shores Village, FL 33138 Contractor: PRESTO ROOFING CORPORATION Building Department Comments Monday, January 30, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone )795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number Parcel Number Lot: Q305)790 -9895 PARC2004 -16 Phone: 305 -822 -5707 Page 1 of 2 1 i nspection Number: INSP -8429 Inspection Date: 02/01/2006 Inspector: Desharnis, George Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Project: <NONE> Miami Shores Village, FL 33138 Contractor: PRESTO ROOFING CORPORATION Building Department Comments Tuesday, January 31, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Ph (305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: RF -12-05 -1118 Permit Type: Inspection Type: Hot Mop Work Classification: Roof - New Phone Number Parcel Number Lot: Q305)790 -9895 PARC2004 -16 Phone: 305 y22 -5707 Page 2 of 2 e '1 Passed Inspector Comments 3 '-,/r c p ' 5 -;2_ � ° -.1/4 A-I ®1.-2 ,, _ _c Failed Vey f �' Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until 1 i nspection Number: INSP -8429 Inspection Date: 02/01/2006 Inspector: Desharnis, George Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Project: <NONE> Miami Shores Village, FL 33138 Contractor: PRESTO ROOFING CORPORATION Building Department Comments Tuesday, January 31, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Ph (305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: RF -12-05 -1118 Permit Type: Inspection Type: Hot Mop Work Classification: Roof - New Phone Number Parcel Number Lot: Q305)790 -9895 PARC2004 -16 Phone: 305 y22 -5707 Page 2 of 2 e '1 f Inspection Number: INSP -1093 Permit Number: RF -12-05 -1118 Inspection Date: 01/30/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Project: <NONE> Miami Shores Village, FL 33138 Contractor: PRESTO ROOFING CORPORATION Building Department Comments Friday, January 27, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Ph e: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Hot Mop Work Classification: Roof o New Phone Number Parcel Number Lot: (305)790 -9895 PARC2004 -16 Phone: 305 -822 -5707 Page 2 of 2 Passed Inspector Comments d e ‘ .. p A i A Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until f Inspection Number: INSP -1093 Permit Number: RF -12-05 -1118 Inspection Date: 01/30/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Project: <NONE> Miami Shores Village, FL 33138 Contractor: PRESTO ROOFING CORPORATION Building Department Comments Friday, January 27, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Ph e: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Hot Mop Work Classification: Roof o New Phone Number Parcel Number Lot: (305)790 -9895 PARC2004 -16 Phone: 305 -822 -5707 Page 2 of 2 RF -12 -05 -1118 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Project: Owner: Phone: <NONE> DJ BUSINESS ENTERPRISES (305)790 -9895 Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Parcel: PARC2004 -16 Block: Lot: Scheduled Ins • # Ins • ection T Ins • ection Status 01/01/2999 INSP -1095 01/01/2999 INSP -1096 01/01/2999 INSP -1094 01/30/2006 INSP -1093 01/30/2006 INSP -1092 Up Lift Report Final Roof Tile In Progress Hot Mop Tin Cap None None None Pending Inspection Pending Inspection Ins ector Default Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Claudio Grande Ciaudio Grande Roof Date Com • leted Not Complete Not Complete (Friday, January 27, 2006 Page 1 of 1 D i nspection Number: INSP -1092 Inspection Date: 01/30/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PRESTO ROOFING CORPORATION Building Department Comments Friday, January 27, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL PIS %: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: RF -12-05 -1118 Permit Type: Roof inspection Type: Tin Cap Work Classification: Roof - New Phone Number Parcel Number Lot: 005)790 -9895 PARC2004 -16 Phone: 305 -822 -5707 Page 2 of 2 Infractio Passed Comments TIN CAP SPACEING True Passed Inspector Comments dp4- 7 / / ¢ ■ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until D i nspection Number: INSP -1092 Inspection Date: 01/30/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Project: <NONE> Contractor: PRESTO ROOFING CORPORATION Building Department Comments Friday, January 27, 2006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL PIS %: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Number: RF -12-05 -1118 Permit Type: Roof inspection Type: Tin Cap Work Classification: Roof - New Phone Number Parcel Number Lot: 005)790 -9895 PARC2004 -16 Phone: 305 -822 -5707 Page 2 of 2 RF -12 -05 -1118 Inspection History Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Project: Owner: Phone: <NONE> DJ BUSINESS ENTERPRISES (305)790 -9895 Job Address: 469 91 Street NE Miami Shores Village, FL 33138 Parcel: PARC2004 -16 Block: Lot: Scheduled Insp # 01/01/2999 INSP -1095 01/01/2999 INSP -1096 01/01/2999 INSP -1094 01/01/2999 INSP -1093 01/30/2006 INSP -1092 Inspection Type Up Lift Report Final Roof Tile In Progress Hot Mop Tin Cap Inspection Status None None None None Pending Inspection Roof Inspector Date Completed DefauGQ Inspector Not Complete DefauGt Inspector Not Complete Default Inspector Not Complete Default Inspector Not Complete Claudio Grande Not Complete Friday, January 27, 2006 Page 1 of 1 4 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Owner's Name (Fee Simple Titleholder) L. 1 S Phone # Owner's �� Address 4 9 j St City f•-)1. 1. ANA t S t to Zip 3.3 1 l Tenant/Lessee Name Phone # Electrical AI ' Plumbing Mechanical Job Address (where the work is being done) ÷G + 1 City _ Miami Shores Village County Miami -Dade Is Building Historically Designated YES NO Contractor's Company Name Pre- s4-c=) 2 Contractor's Address 26C- c9 l � S l City _ A t l Y-r. i State . Qualifier (\4 . V ►� i r� S.I Zip State Certificate or Registration No. Re CC g " C CD Certificate of Competency No. �-- 1 C, Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit Type of Work: ❑Addition ['Alteration Describe Work: t.E— eC;:t%S ►'�_C 1.- y - , S 1 , S r, cw +C. I(( Total Fee Now Due $ (Continued on opposite side) 4 0 1 000 . ❑New 4 t Y r Permit No.k () l 1 L Master Permit No. Zip Phone # C 3c�`J ) U Square Footage Of Work: ❑ Repair/Replace ex i *** ** *** ********************Fees****************************** Submittal Fee $ p Permit Fee $ V7 tc CCF $ Roofing ❑ Demolition r CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will rot be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of ,20,by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: APPLICATION APPROVED BY: chc 05/13/03 Signature l 2-- y. Contractor The foregoing instrument was acknowledged before me this day of ,20__,by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: My Commission Expires: ** * * * ** * * * * ** * * * * * * * * * * * * * * * * * *7 * *A._M * * * * * * * * ** * * * * * * * * * * * * * * * * ** Plans Examiner Engineer Zoning Date /� m �'�✓ Notary as L o Ownet and /or My Commission Expires: ** * FEES: PERMIT APPROVED: Zoning PERMIT APPLICATION FOR MIAMI SHORES VILLAGE Job Address `'g" ' N E" q ' ' r Tax Folio Legal Description Owner / Lessee //LL Owner's Address E q! Contracting Co. f' s ETb Address Qualifiers i ) 0 4 2 4 1. .J4/; d o `/ - / Tenant 4411 5E1,&() State 4e4410S01 Municipal # Architect /Engineer Address Bonding Company Address Mortgagor Address Permit Type(circle one): BUILDING ELECTRICAL PLUMBING MECHANIC i/ ROOFIN ' PAVING FENCE SIGN WOR15 DESCRIPTION I R / ( , • /4472 121 IZ . /- .4-7 i d4 I l oP / -549Tf, mi LL, "6" e! c4ci % l d e t 2'9 Square Ft. /75 Estimated Cost(value) " WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO NIA'? RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT). Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the above -named contractor to do the work stated. Signature of owner and /or Condo President Date: ,/L/4' -o Condo President Tiffany D. Shagarm My Commisslbn DD290402 , Evires Febrdary 12. 200i Competency it RADON C.C.F. 2 F - C2S-1 1 1 8 'o q'l &67 S -1 11 71441i - Phone 3 Q w- b Ins .Co X76. - -? ` %, :w' ^ �, Fire Building Mechanical Plumbing Master Permit #P' Phone 3; J ' .. Signat re of 'ntractor.'or Owner- - Builder Date: / - / Notary as to Contractor or Own B My Commission Expires: 4 9 0y � MY �:et'�liRIS til I Exr;r:: =y ;�e41rL_Py 12. 2CC * * * * * * * ** NOTARY TOTAL DUE Other Electrical Engineering BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) :141_,P44e 1._. Owner's Address ) f ' ) / '.1, = , 'ms s"` 4 0 City 4 /v - State d 1- Tenant /Lessee Name Job Address (where the work is being done) City • Miami Shores Village Is Building Ilistorically Designated YES Contractor's Company Name Contractor's Address City rfr`; Qualifier State Certificate or Registration No. Architect /Engineer's Name (if applicable) S Value of Work For this Permit Describe Work: Total Fee Now Due $ (Cortinued on opposite side) Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Electrical Miami Shores Village __ _ County Miami -Dade Zip State NO Master Permit No. Plumbing Mechanical Phone # : '° A .. Zip —` ; �3, a Phone # Phone # Zip Permit No. Certificate of Competency No. Phone # _ Square Footage Of Work: Type of Work: ['Addition ❑Alteration New ❑ Repair /Replace ❑ i)emc►lilinn **** **** ` * " * * * * *.www„KxK "** Fees** *** *** * *Tlft*?l*** *r:r;i:i::': ::':r:ti:*** Submittal Fee 3 Permit Fee $ CCF $ Notary S Training /Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ ('ode Enforcement $ Structural Plan Review. $ CO /CC Rooting a Bonding Company's Name (if applicable) _ Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Signature NOTARY PUBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY: Chc 05/13/03 Owner or Agent Signature Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of' all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for EI.ECIRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first ispection w ''•h occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection v'i not be d and a reinspection fee will be charged. Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before nie this_ day of _,20,by who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. day of , 20 , by who is personally known to me or who has produced NOTARY PUBLIC: Sign: Print: My Commission Expires: • ********,*********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** * * * * ** * * * * * * * * * * * * * * * * * * * * * ** Plans Examiner Engineer Zoning BUILDING PERMIT APPLICATION FBC 2001 Owner's Name (Fee Simple Titleholder) ' ,_ r Phone # Owner's Address Cite_ - '_ State r Zip / • Tenant/Lessee Name Phone # Job Address (where the work is being done) -"-/ Cite Miami Shores Village Is Building Historically Designated YES Contractor's Company Name Contractor's Address • Cite , Qualifier Permit Type (circle): Building ' ,'_ Total Fee Now Due $ State Certificate or Registration No.' / /! / Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # 5 Value of Work For this Permit Type of Work: ❑Addition ❑Alteration Describe Work: 74 /, it /" Submittal Fee S e Notary S Permit Fee $ Scanning 5 Code Enforcement $ (Continued on opposite side) !e, /7) State ****************************Fees****************************** Training/Education Fee $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Radon $ Zoning Structural Plan Review. $ Permit No. !< Master Permit No. Electrical Plumbing Mechanical Roofing i County Miami -Dade Zip NO ✓' Zip ,/'`�� Phone # Square Footage Of Work: r w D Repair/Replace CCF $ .) 0 CO /CC / '/: ❑ Demolition Technology Fee $ $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of c•onunencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of sum posted notice, the inspection will not be approved and a reinspection fee will be charged. NOTARY PUBLIC: Sign: Sign: Print: APPLICAT;ON APPROVED BY: Chc 05/13/03 Print: Signature Signature Owner or Agent The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before w e this-,75'- " t day of , 20 , by , day of T 11r , 20 , by (:, ,; 0 j (- l. who is personally known to me or who has produced who is' rsonally known to me or who has produced J As identification and who did take an oath. ,,s identification and who did take an oath. NOTARY PUBLIC: I Contractor My Commission Expires: My Commissicn E ******** * *** *** * * * * ** ** ** ** * * * * * * * * * *x* nit * *** * **** * * * * ** * * * * * * * * * * * **** *::.apt t >: ****-* *oi* * * * ** k i*itl 1** * * * *** ... !Vt c•r tng t 3 2 ******************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ) j********rt '* * * * * * * * * * * * * * * * * * * * * * * * ** * * ** * Plans Examiner Engineer Zoning DEC -30 -2005 11:11 FROM° A IStLiUMUtU uurr ivivai DC rulI W uIV I nG .juu J116. rl PERMIT NO .131E- l 1 ( TAX FOLIO NO. STATE OF FLORIDA: COUNTY OF MIAMI -DADE: 1 11111- u, a ,owe , .....• ...... THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Legal description of property and street/address: 46 kiiEd 2. Description of improvement: 3. Owner(s) name and address: interest in property: Name and address of fee simple titleholder: 4. Contractor's name and address: Nu) 5. Surety: (Payment bond required by owner from contractor, if any) Name and address: Amount of bond $ 6. Lender's name and address: n Riocu • t 7. Persons within the state of Florida designated I* provided by Section 713.13(1)(a)7., Florida Statutes, Name and address: 8. in addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name and address: 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date is rye -d) Signature of Owner PP � Print Owner's Name i�Jt 5 Ito Sworn to and subscribed before me this J / day of Notary Public / sr ties STATE Or FLORIDA, COUP tv or DADE ay or �!!� SIC NENE onjWil Ra1 t.a "s ray WI., ' .ni c ; HARVEY RUVI 4 CLERK 0 My commission expires:. MY CflmmIssian DD200 62 'S w,l Expires February 12. 2406 123.01 -G2 PACE 4 10104 T °639 P.001 /001 F °322 CFN 210105R11. 216)06 7_ OR El< 23985 Ps 4718; (fps RECORDED 11/22/2005 15023:59 HARVEY RUVI{llv CLERK OF COURT r1IACfI�DADE COUNTYe FLORIDA LAST PAGE FL ay be served as Prepared by ! O 261/4/ 140 aoL) , 20 Address: k'M 0 g ' Print Notary's Name a sd8^ I o l ei w� Expires February 12, 2009 issue Date: 12/15/2005 Owner's Name: DJ BUSINESS ENTERPRISES Permit Type: Roof Work Classification: Roof - New Job Address: 469 91 Street NE Contractor(s) Phone Primary Contractor PRESTO ROOFING CORPORATION 305 - 822 -5707 Yes Comments: RE -ROOF, TEAR OFF EXISTING ROOF INSTALL 1 -30 FELT WITH TIN CAPS; HOT MOP 1 -90 SLATE, INSTALL "S" CLAY TILES BY COLTERRA Additional Information Miami Shores Village, FL 33138 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Expires: 12/06/2006 Type of Work: Re -Roof Additional Info: In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Building Department File Copy Applicant Signature Parcel #: Block: Section: Permit Status: AP ROVED Permit Number: RF -12 -05 -1118 Phone: (305)79Q -9$95 PARC2004 -16 Lot: Total Square Feet: 1875 Total Valuation: $ 9,000.00 Required Inspections Tin Cap Hot Mop Tile In Progress Up Lift Report Final Roof Fees Due CCF Education Surcharge Permit Fee - New Roof Scanning Fee Technology Fee Total: Amount $5.40 $1.80 $275.00 $6.00 $6.90 $295.10 Invoice Number RF - 12 - 05 - 23120 Total: Amt Due $295.10 DEC 3O Amt Paid . agG.ID NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. Roof System I n =quire,; 3e tions of the Fermi` Applic F ation orm At az.- dents Fo, =c Se L i s_ e st 3 =_I Low Slope Application 1 A.,3,C 1.2,3.44.5.5.7 Prescriptive BUR -RAS 150 I .4, 4.5 Asphaltic Shin le.s I A.3,D 1 .2,4.5,6,7 Concre` or Clay Tile A,3,D,= 1,2 Metal Roots I &. .D 1 2.3,4.5 i Wood Shingles and Shakes I A,B,D 1.2,4 Other I As .Applicable 1.2 9 • • ••• • • • •.• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• SECTION ION 1525 . . ,1 . /ELF^ e 'E ) 9 UNiF �: PERM !' L ^` er';N � HIGH-� _ t,E� l • fjL� �< < t ..; F .�, `� .:Er, l `5 _ °��i r ��: \ • • • • • ( . • • •• • i •• i l�t�ieL.0 OwfFC �FI C�ic e EditIon 2004 �J / High - Velocity Hurricane Zone Uniform Permit Appfica` ion Fora. , • • e • • • •• ••• •e • • • • • • • • ••• • • [ ;�� f•U+ ION PAGE • •• • • • • • ••• •• COMP PTE THE NECESSARY SECTIONS OF THE UNIFORM ROOFING PERMIT APPLICATION FORM AND ATTACH THE REQUIRED DOCUMENTS S 4S NOTED ED EELO • .l 2. ATTACHMENTS REQUIRED: Fire Directory Listing Page From Product Approval: Front Page Specific System Description Specific System Limitations General Limitations Applicable Detail Drawings 3. 1 Design Calculations per Chapter 1S, or If Applicable, RAS 127 or RAS X128 4. I Other Component of ?roduot ".pproval 5. - Municipal -Permit Application 6. i '.)wners Notifications for Roofing Considerations (Reroofing Only) 7. I Any Requires Roof les_ino/Cal:ulatiz•n ❑ocument_tion. TZFC6- r t 1 3 (22C2)2= 3if x /3 *A 1( 7 2i A �7 . 0 New Roof • Low .S l op.e Asphaltic Shingles Prescriptive BUR -RAS 150 Low Sloped Roof Area (SF) • Fiari� Builriin.g.Cp.c[e Edina. %.00,4 •• •• • • • •s- re •— • Sig -ZV4oc - 1;)rt.e;Lt_ /0 r!: Permit 4pplica :ioa Form. • • • _ • • • • • • • ••• • • • • ••• Section A (G -en eral information) • • • • � � • ;� i\gaster Pe_�nit'��o � • . Process No _ -- Contractor's Name ! Job Address 00 : • •• • . I, • .-. • • • • • •• • • • } o" t!A•iTE Ot i" SeL 11 14echarically Fastened Tile V__ C.o: ar t -S - �Aro�d S ,i - t] l�/Ic;.al Pare�•JhinaleS - Shin-21 es Vent I 's J tic) ROOF TYPE 0 Re-covering. _ R e .air MJ.'_i?=enan MEE 2x'L 7 - z ROOF SYSTEM IN ORMATION Steep Sloped Roof Area (SF) (' F ) r7. Section. 8 (Roof Plan) Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow sc,u_D -Ders and ov•erfiow drains. Include dimensions of sections and levels, clearly identify dimensions of elevated pressure Zoned and location of parapets. I I I ! I 11111116■11°41.111111traiNealli I0.\ U 11 I 1 ii 1111101 I: I I i i i IIII 5 ----- __I IMIMIw ti �-► i .,, d 1 I I I - -..__...:...I illiMill MIMI INIIIIII ._. ffiligial1111111 L I I I 1 . 11i► ! I ' (22C2)2= 3if x /3 *A 1( 7 2i A �7 . 0 New Roof • Low .S l op.e Asphaltic Shingles Prescriptive BUR -RAS 150 Low Sloped Roof Area (SF) • Fiari� Builriin.g.Cp.c[e Edina. %.00,4 •• •• • • • •s- re •— • Sig -ZV4oc - 1;)rt.e;Lt_ /0 r!: Permit 4pplica :ioa Form. • • • _ • • • • • • • ••• • • • • ••• Section A (G -en eral information) • • • • � � • ;� i\gaster Pe_�nit'��o � • . Process No _ -- Contractor's Name ! Job Address 00 : • •• • . I, • .-. • • • • • •• • • • } o" t!A•iTE Ot i" SeL 11 14echarically Fastened Tile V__ C.o: ar t -S - �Aro�d S ,i - t] l�/Ic;.al Pare�•JhinaleS - Shin-21 es Vent I 's J tic) ROOF TYPE 0 Re-covering. _ R e .air MJ.'_i?=enan MEE 2x'L 7 - z ROOF SYSTEM IN ORMATION Steep Sloped Roof Area (SF) (' F ) r7. Section. 8 (Roof Plan) Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow sc,u_D -Ders and ov•erfiow drains. Include dimensions of sections and levels, clearly identify dimensions of elevated pressure Zoned and location of parapets. .. • • • • S. • • 1,., • • • • • ' k'P • • • • • • ▪ • • • • • . • • • • • • 0090 0000 • • • • • i o;' i'• eeeeee •4z`o . •• • oo 0 O 0 0 0 O 0 0 000000 00;0064 o �,_ A • I•CJ, DE' • • ••. • • • ..• •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • ••. • • • • .•• INA BL';o DING CODE COMPLIANCE.OFFLCE (BGCO) •• PRODUCT CONTROL DIVISIOII • • • • •. • • • • • • . . _ NOTICE OF ACCEPTANC€ (NOA • • :'tlsf`'Corporation ... • 4383 SW 70 Court . • Miami, FL 33155 • •• • ••. • • • • • • • • • • • • • • • • • • • • ••• • • .• • • • • •• • • • • • ••• •• •• M IAMI -DADE COUNTY, FLORIDA \lF lit(- 1)AI)E FLAGLER BUILDING 1-10 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -290S SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by the BCCO and accepted by the Building Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The BCCO (In Miami Dade County) and/or the AHJ (in areas other than Miami Dadc Count) 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 \\ill incur the expense of such testing and the AH1 may immediately revoke, modify, or suspend the use of such product or material ‘vithin their jurisdiction. BCCO reserves the right to revoke this acceptance, if it is determined by BCCO that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply \kith the South Florida Building Code, 1994. Edition for Miami -Dade County or Florida Building Code. DESCRIPTION: Colterra "S" Roof Tile 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 NO.\ 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 prcccdcd by the Nvords Miami-Dade County, Florida. and followed by the expiration datc may bc displayed in advertising literature. If any portion of the NOA is displayed, thcn 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 bc available for inspection at the job sitc at the request of the Building Official. This NOA consists of pages 1 through 5. The submitted documentation was reviewed by Frank Zuloaga. RRC NOA No,. 01.0904.04 Expiration D 11%21/06 Approval Date: 11/21/01 Page 1 of 5 ROOFING ASSEMBLY APPROVAL Category: Sub Category: Material: I. SCOPE Trim Pieces 2.1 Ice and Water Shield Tile Nails • •• • • • • 0 Rodfing. • ••• • • • ••• • • • •• •• • • • • • • • • • ••• • • • • • • • • • ••• • • • • ••• • • •• •• • • • • • • . ••. • R®efinS•'Filcs • Clay • ••• • • • ••.•. •. • •.•• • • •• • • • •• ••• •• • • . . • • . This new roofing systtm • ming Crst•Ce crra 'S' Clay Roof' Tile, as manufactured Coma Cast Corporation described in Section 2 of this Notice of Acceptance, designed to comply %vith the South Florida Building Code, 1994 Edition for Miami -Dade County. For the locations where the pressure requirements, do not exceed the design pressure values obtain by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by Applicant Coltcrra 'S' Clay Roof Tile Product Dimensions Length: 18" Width: 11" varying thickness Length: varies Width: varies varying thickness COMPONENTS OR PRODUCTS MANUFACTURED BY OTIIERS 30 "x75'roll Rainproof II 36" x 75' roll or 60" x 75' roll 36" x 75' roll Test Specifications Test Dimensions Specifications PA 104 Min. l0dx 3" PA 114 Appendix E Tile Screws #8x 2 '''A" Tong PA 114 0.335" head dia. Appendix E 0.131" shank dia. 0.175" screw thread dia. Roof Tile Mortar N/A PA 123 ( "TilcTitcT`r ") Product Description High profile, one - piece, 'S' shaped, clay roof PA 112 tile with a single roll. For dircct deck nail -on, mortar sct, or adhesive sct applications. Accessory trim, clay roof pieces for use at PA 112 hips, rakes, ridges and valley terminations. Manufactured for each tile profile. Product Description Single ply, nail -on undcrlavnient Nvith 2" self- adhering top edge. PA 103 Self - adhering undcrlayment Corrosion resistant screw or smooth shank nails Corrosion resistant, coated, square drive, galvanized, coarse thread ■wood screws Prepared mortar mix designed for mortar sct roof tile applications. iilanufacturcr Protcct -O -Wrap, Inc. (with currcnt NOA) W.R. Grace Co. (with currcnt NOA) Gcncric (with current NOA) Gcncric (with current NOA) Bermuda Roof Company, Inc. (with current NOA) NOA No.: 01- 090.1,04 Expiration Hate: 11/21/06 Approval Date: 11/21/011 Page 2of5 • Product Hurricane Clip & Fasteners Colterra 'S' Tile Profile • • •• • • • • • • Dimet i Roof Tile Mortar - ( "Quikrctc® Roof Tile Mortar H1140 ") Roof Tile Mortar N/A ("BONSALt}s Roof Tile Mortar • • Mix ") Roof Tile Adhcsivc N/A ( "PoIvproi® AH 160 ") . . Roof Tile Adhesive Factory premixed TileBond canisters N/A PA 123 • PjjQarcd mortar mix •• • • •• • :d :signed for mortar set roof • • • • • • • • ••• ••. •.• • applications. • O Clips Min. V2 Nvidth Min. 0.060" thick Clip Fasteners Min. 8d x 1 ' /," ••• • • • ••• • • • • • 110 • •:SiZaficatioras•:• PA 123 Product Description Prepared mortar mix • • • • • • • • • • i csigned for mortar set roof tire applications. • • • • • • • • • 000 • • Sec PCA See PCA PA 114 Appendix E Table 1: Aerodynamic Multipliers - 2. (ft X (ft Direct Deck Application 0.263 ,N1anufacturcr Quikrctc Construction Products (with current NOA) W. R. Bonsai Co. (with current NOA) Two component polyurethane adhesive designed for adhcske set roof tilt applications. Single component polyurethane foam roof tile adhesive Corrosion resistant clips Generic with corrosion resistant (with current NOA) nails. Polyfoam Products, Inc. (with current NOA) Flexible Products (with current NOA) 3. LIMITATIONS 3.1 Firc classification is not part of this acccptancc. 3.2 For mortar or adhesive set tile applications, a static field uplift test shall be performed in accordance with RAS 106. 3.3 Applicant shall retain the services of' a Miami-Dade County Certified Laboratory to perform quarterly test in accordance with PA 112, appendix 'A'. Such tcstino, shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum undcrlayment shall be in compliance with the applicable Roofing .Applications Standards listed scction 4.1 herein. 3.5 30/90 hot mopped undcrlavrnent applications may bc installed perpendicular to thc roof slope unless stated otherwise by thc undcrlavrncnt material manufacturers published literature. 3.6 This acccptancc is for ‘yood deck applications. Minimum deck requirements shall bc in compliance with applicable building code. 3.7 play bc installed on slopes 7:12 and greater. 4. INSTALLATION 4.1 Coltcrra 'S' Clay Roof Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118, RAS 119, and RAS 120. 4.2 Data For Attachment Calculations NOA No.: 01- 0904.04 Expiration Datc: 11/21/06 Approval Datc: 11/21/01 Page 3 of 5 •• •- • • •• •• • Table 3: Attachment Resistance Expressed as a Moment - M (ft-Ibf) •• • • • for.Nail•On . stems Table Z: • Rbstbrir3g:Moments.due to Gravity - M (ft -Ibf) . Tile Profile 3 „ :12” : ••• : 4""12" • ••. 5 " :12.. 6 " :12" 7 " :12" Colterra 'S' DirectDeck ..Qirgt1Dec , , DirectDeck 1 DirectDeck DirectDeck 8.a8 . .•U.44 •_ a 8.27 8.07 7.84 • • •. • • • • •• • Table 4: Attachment Resistance Expressed as a Moment M (ft-lbf) for Two Patty Adhesive Set Systems Tile Tile Application Profile 1 I Minimum Attachment Resistance Colterra 'S' 29.3 Adhesive 2 See manufactures component approval for installation requirements. 3 Flexible Products Company TileBond Average weight per patty 10.7 grams. Polyfoam Product, Inc. Average weight per patty 8 grams. Table 4A: Attachment Resistance Expressed as a Moment - M (ft-lbf) for Single Patty Adhesive Set Systems Tile Tile Application Profile Colterra 'S' Polyfoam PolyPro Polyfoam PolyProTM 4 Large paddy placement of 63grams of PolyProT"' 5 Medium paddy placement of 24grams of PolyPro Minimum Attachment NOA Nu.: 01- 0904.04 Expiration Dale: 11/21/06 Approval Date: 11/21/01 Page 4 of 5 Table 3: Attachment Resistance Expressed as a Moment - M (ft-Ibf) •• • • • for.Nail•On . stems • Tile • • Profile •• •••eCType• • ••• •• Direct Deck Direct Deck (min 15/32" (min. 19/32" plywood) plywood) Colterra 'S' 2 -10d Rini Shank Nails 28.6 41.2 1 -10d Smooth or Screw Shank Nail 5.1 6.8 2 -10d Smooth or Screw Shank Nails 6.9 9.2 1 . #8 Screw 20.7 20.7 2 . #8 Screws 43.2 43.2 1 -10d Smooth or Screw Shank Nail Field Cli • 23.1 23.1 1 -10d Smooth or Screw Shank Nail Eave Cli • 29.3 29.3 2 -10d Smooth or Screw Shank Nails Field Cli• 27.6 27.6 2 -10d Smooth or Screw Shank Nails Eave Cli. 38.1 38.1 2 -10d Ring Shank Nails', 33.1 48 Installation with a 4" tile headlap and fasterners are located a min. of 2A' from head of tile. • • •. • • • • •• • Table 4: Attachment Resistance Expressed as a Moment M (ft-lbf) for Two Patty Adhesive Set Systems Tile Tile Application Profile 1 I Minimum Attachment Resistance Colterra 'S' 29.3 Adhesive 2 See manufactures component approval for installation requirements. 3 Flexible Products Company TileBond Average weight per patty 10.7 grams. Polyfoam Product, Inc. Average weight per patty 8 grams. Table 4A: Attachment Resistance Expressed as a Moment - M (ft-lbf) for Single Patty Adhesive Set Systems Tile Tile Application Profile Colterra 'S' Polyfoam PolyPro Polyfoam PolyProTM 4 Large paddy placement of 63grams of PolyProT"' 5 Medium paddy placement of 24grams of PolyPro Minimum Attachment NOA Nu.: 01- 0904.04 Expiration Dale: 11/21/06 Approval Date: 11/21/01 Page 4 of 5 1 AL . Table 4B: Atta2hnienI R6>;IsCance Expressed as a Moment - M (ft -Ibf) for Mortar Set Systems Tile Profile • • •• • • • • Colterra 'S' • • • •• Tile l Attachment • AppOicatIon • • • •• Resistance Mo�ta�r Sgt 24.5 5. LABELING • All tiles shall'bearI h c • :omrf n C o I r •• ••• fiaUlc marking of the manufacturer's name or logo, or �>� eOv following statement: :IbGAni:D�t : ;inty f'leduct Control Approved ". • 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this s■stcm. / • • ••• • • • ••• • • • • • • • • • • • • • PROFILE DRAWINGS 11" s/ COLTERRA `S' CLAY ROOF TILE END OF TIIIS ACCEPTANCE NOA No.: 01 -0904.0.4 Expiration Date: 11/21/06 Approval Date: 11/21/01 Page 5 of5 A. TESTS: Test Aeencv Rcdland Tcchnologics Rcdland Tcchnologics The Ccntcr for Applicd Enginccring, Inc. The Ccntcr for Applied Enginccring, Inc. The Ccntcr for Applied Enginccring, Inc. The Ccntcr for Applied Enginccring, Inc. The Ccntcr for Applicd Enginccring, Inc. The Ccntcr for Applicd Enginccring, Inc. The Ccntcr for Applicd Enginccring, Inc. The Ccnlcr for Applicd Enginccring, Inc. Rcdland Tcchnologics Rcdland Tcchnologics B. CALCULATION Calculation Walker Enginccring, Inc. Walker Enginccring, Inc. Walker Enginccring, Inc. Walkcr Enginccring, Inc. • SO • • • ••• • • • •• • • • ••• •• •• • • • Of •. • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • •.• • • • • ••• .'. TcstRvcrat tier • • • • •• • • • • • • • }�1 •�• ••• Appendix Ill •• • • 7 6G1-4/3 ••• • . :Apc igd. • • • • 1)4:033• : •• • • • • • ••• 94 -084 25- 7094 -9 25- 7094 -6 25- 7183 -4 25- 7183 -3 25- 7214 -3 25- 7214 -7 7161 -03 Appendix 11 Later Dated Aug. 1, 1994 • • • • • • • • Test Report Evaluated 25 -7183 25 -7094 25 -7496 25 -7584 25- 7804b -8 25- 7804 -4 & 5 25- 7848 -6 • ••• • Test Name /Rcirort •• • • • • • Static Uplift Tcsting PA 1020 •• Static Uplift Tcsting ••• PA IO2(A) •• • Static Uplift Testing PA 101 (Adhesive Sct)O Static Uplift Testing PA 101 (Mortar Sct)❑ Static Uplift Testing PA 102 (4" Headlap, Nails, Direct Deck, Ncw Construction)O Static Uplift Testing PA 102 (4" Hcadlap, Nails, Battcns)0 Static Uplift Testing PA 102 (2 Quik-Drivc Screws, Dircct Dcck)O Static Uplift Testing PA 102 (2 Quik -Drive Screws, Battcns)O Static Uplift Testing PA 102 (1 Quik -Drive Scree, Dircct Dcck) O Static Uplift Tcsting PA 102 (1 Quik -Drive Scrcw, Baticns)O Wind Tunnel Tcsting PA 108 (Nail -On)J Wind Tunnel Tcsting PA 108 (Nail -On) Date March 1995 February 1996 April 1996 December 1996 Date Dcc 1991 Dcc. 1991 April 1994 May 1994 Oct. 1994 Oct. 1994 Fcb. 1995 Fcb. 1995 March, 1995 March, 1995 Dec 1991 Aug. 1994 NQA No.: 01- 0904.04 Expiration Date: Approval Date: E -11 Walker Engineering, Inc. Aerodynamic \lultiplicrs April 1999 • • •• • • ••• •• • • • • • • • • Walker Engineering, Inc. • •' ' • obaotv Aahcysivc let System 1999 • • • • April ••• ••• • • • • • • • • • C. OTHER • • ••• • • ••• • • •• • • • • • • • • • • • • • • • • • • Calculation • • sC Report.raluatcd Date • • ••• • • • ._. • •• • • • •• ••• •• • • • • 1. NTRMA Assooia4iott ttcmbcr • • • •• • • • • • ••• •• 2. Notice of Acceptance number 01-0904.04 NOA No.: 111 - 09114.04 Expiration Dale: Approval Date: E -2 DEC -14 -2005 11:19 FROM- n 14. nmv, 07;123 al MON 3.3: OS Via 154 57 05-- P FOmu i'.10.11.11«aobi$e° MIAMI OD CT Vnlyfoam Products, the. 24U0 Spring- Stucbncr Road Spring ,TX .77393 -1132 APPROV : fiGLISVIGE ACCEPTANCE, NO.: nlai 5�l'1 tIGS: OjIt 0/I Ofi ag¢ P T -504 P.002 /007 F -231 M1MVU DAin COUNTY FLORIDA. ht1ODA17E FLACLE1t 8011 -D1IUt aunt 1r1C C OOL CaMIPLIANCE orneE memo -DADE r1JtOLiit. out .Dtrio 140 WI 4.f1.AGLEf 1rI', L IGOY MinMt, MAMMA 33% t1 -1169 one] 375.2901 FAX Mesa 375-2 rrrrntA4TO* tier} aIN0 sIcl tc* 00)31545V l'AX 0631313.233 Corrr r�,erou Kowa Rc MfZWr rove ,K (703) 315.2'164 Ian N I.3 Ma v wnuCr CONTROL DIVISION Oa71 37$41 Oz PAX (31/S) 3 Your opplieAtaori ForNatia:e of Acceptance (NOA) of: Two Component Polyurethane PAM,' ADhesive under Chapter S a f the Code of Miami -Dads County governing the use of Alternate Materials and Tye ®E' Construction, and cornpteteiy described herein, has been recommended for acceptance by ilte Miami-Dude Courtly Building Code Compliance Waco (BCCO) under the conditions specified herein, This ACA shall not be valid after the expiration data suited below, BCCO reserves the right to genUtt thin pradtIet or material at any time from a dobsitc or manurneturcr's plant for`•quality control tresdng_ If this product or rnaeerial fails to perform irn the approved manner, BCCO may reYOke, Dtddily, or suspend dm use of Such product or riunerial irne udieteiy. BCCO reserves the right to revoke this approval, if of determined by BCCO that this product or material fails to meet the requiretrtcid of the Sc1r1Lla ii ®rids �ui9di Code, The expense of such lesdr g will bm incurred by the ranuracturcr. Raul Rodriguez Chia 'roduet Cunt r cc Rs s_ IF A Tit F coy _ 'LS nts_ lti_ailptlq ODE Jc PROTIUCT 1tfi11'TFtiV CO!MX1r -I J This application for Produce Approval his bean reviewed by the QCCO and approved by the �uc�dti� Cade and Product Review Comrailtea to be used In Miami -Dade County, Florida under the conditions sat forth above. Francisco i, 4Olrttne o �. Mr/sow M i i1 -Dade County Building Comb Compliance OffieS ht04S9601 Werir+ptateilse Elsa ue.panem wait p p,det IflaerIlcn oEa►aii na9Qircist erase waslergibullUIncem,k0n110124121n. • limiepatem http:lr s,bull+llalienedeandor-m • DEC-14-2005 11:19 1•1, 1 8 eV 0, {N .6Y FROM - FiluM - Agb aurr6r Id4 «17723 /afl &ION 13:08 P 9E4 $Y8 1042 tsialp_My_r rtll�te �. ROOFING ASST' Ml3Ly APPROVAL t • - booting 51-b- :ltogiRTY'. Pinuf'1i10 AdIicsi ,i Approval Dalai ; Ynne 1.4211 1, Espiralian Mien PA u 1fl. X1:1 rcrittb R Polyurethane ><- SCOPE This zopprrve91 Polypru® Af 1160 qty marvatlitctrarcd by Polytonal Products, rInca O$ described IA Section 2 QL this Notice 0['Acceptance. Per the locations when the design pressure requirements. as determined by applicable building coda, does not =OA the design pressure values obtained by caletdatlons in compliance with Roofing Application S'tandArd RAS 127. for use with approved tint, low, and high prdkile rod' tiles system uOing Potyproe AN 160. Where the atracknerc calculations arc done as a moment blued system for sin&le patty placement, and as an uplift based system for double putty systemic 2. PRODUCT DESCRIPTION Manufactured red t;y Annti.,can Polypret1;1 A .}1160 Faampro.5 rarl N/A ProPaek 30 it 100 2.2 Typietal L"hycieal Properticsa IznpgLy Tsz Density ASTM 13 1 622 Compressive ASTM 01621 Strength Tensile Strength ASTW b 1623 Miler Absorption ASTM D 2127 Moiaiirc Vapor Asim 1, g6 Tai ission Dimunsiout9t ASTM 1) 2126 Stabitily T - 584 P.003 /007 F - 231 561 585 46ST T -770 P.68V000 V.150 POLUM AR PRODUCTS, M1IC. W3 GO ACCEPTANCE No, a QFdn {Ot} ti ®fl9 Teat IPt nt net SltecificotionA Iteelleact N/A PA 10! Twn componettE • polyttrelltane Dispensing Equipment ILIA l)iStra[Wing Egllapatien¢ 2.1 COtltpotpeliRS Or products manufactured tured by c!thers! Any i inmi.Dnde Cotalty Product Control Ar:re'pted RocrTilu AsAernbty having a eetwarp, NO which IisQ uplift resistance values with the use of Polypre Alt! 60 roof 2 ll�uue I6 PSI partial to rye 12 PS1 Perpendicular tc rise a8 PSI Parallel to rise r.a l Lbsld:t2 3.1 Perm / ine,71 +0,07% Vniutne C1 ankle 0-40° F.. 2 weeks +trt.Q% VolliT1m Chart v 11utt1«Uty, 2 we k, Fntnk Zulanga. ItRc Product Control Jenntinter • DEC -14 -2005 11:19 FROM- a+nn 11 01 IV.a+. i nd. nmd .IV1. Yi YqY ' 07/23/91 MON 2.3;09 FAX 954 570 102 Po lvcoam _erorl ucl Inc., 3 • T -584 P.004/007 F -231 WW1 • S 1 IId ..tltla.nnY 1 ptlY POLYFOAV PRODUCTS, T.NC, maces ACCCPTANCE Xo. = Q1- 0421.102 • `gyp Mote: The physknt properties listen Arm tire presented us typical teenage va1uc3 as d /M0f/Cd Rey accepted AST"M test metitiods mid ar Jubjea t to normal rnls+nufsrutu+ing ynrtetiett. 3. fl..I 81'ATIil lirS 3,.II Fire classi[eation is not part Of this acceptance. Refer to the Prepared Roof T i1c Assembly for lire rating, 3.� Polypro® A1-1160 shall solely be used with flat. Iaw & high tilt: profiles. 33 Minimum underlayments shall be in compliance with the R.oe(ng Application Standard RAS 120, 3.4 hoof Tile manufactures acquiring acceptance for the use of Polypro® AH 1 G0 roof file atihesivc with their tilt Assemblies shall test in accordance with PA 101. 3.5 ReofTlie manufactures acquiring acceptance Tor two paddy placement with the use ofPalyprowl Aii160 roof tile adhesive with their tile assemblies shall test in aecordaim* with PA 101 and with section 10.4 es modified herein. ms 4, MST U.A. ICJ!O I 1.11 Polyproo A HI GO may be used with any roof tile assembler having a etiprtrit I'A` flag lists uplift resistance values with the use of Polyprar# Aril 60. �a2 Polyprbg7 AM 160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted Herein. The morale assembly's adhesive attachment with the use of Pelypro® AF1160 shall provide sa� cient attachment resistance, expressed as an uplift baSc d system, to meet or exceed the uplift resistance determined in compliance with Minmi -Dade County Roofing Application Standards RAS 127. The adhesive attachment data is noted in the Mr tile assembly 1OA 4..3 Polypro® AE-I160 roof the adhesive and its components shall be installed in accordance with Roofing Application Standard PAS 120, and Polyfoarn Products, Ern Polypro® AH160 Operating instruction and Maintenance booklet. 4.4 'installation must be by a factory Trained 'Qualified Applicator' approved and licensed by Polyfearn Products, tine. Palyfoam Products Inc. shall supply a list ofappreved applicators to the authority having jurisdiction. CS Calibration of the Fearnpre® dispensing equipment is required before appltcattei aaiy adhesive. The intivc ratio between the "A °' component and the "9" component shall be maintained between 1,0 - 1.15 (A) : 1 (B), The dispense timer shall be set to deliver 0.0175 0.15 pounds per the as determined at calibraliott, No ether 5ettipg shall be approved. 4.6 Polypr ®lp AF1160 shall be applied with reampt'o 111 1 or ProPtiel,qt430 dispensing equipieut only 447 1' 41yproe AFf 160 shall not be exposed permanently to surd Frank Zuleasa. RAC Product Control Exatatltsa DEC -14 -2005 11:19 FROM - _ 2$/b1 MON D:09 ` F? 954 S98 $134,1 ,PolvinkoTroduegs,,lac h B''U4U miumul,a , A3ya.. 4 T -584 P.005/007 F -231 ACCEPTANCE No, 0 0.75.M.01 4.8 Tiles must be adhered in Freshly applied Adhesive. Tile must be set 'within 2 tt) 3 minutes atcr Poiyprogo AH 160 has been dispensed, 49 Polyps°:' AMIGO placement and minimum patty weight shell be in accordance with the 'Placement t otails kcrcin_ Each generic tile profile requires the specific placcmew noted herein, `;1 ublae 1: Adhesive Movement Isar Each Dena k Tile 1' `t atan: dale Flag, Levu 1-Qi,h Profiles Placement Detail Single Paddy We:ictit min. (grams) Two Pnoidy Weight per pneldy Min. rams Flat, Low Hi h Profiles fl 1�i�1a lareCI a (2 Piece Barrel) �#1 5. LA13EL NC All PolyprQ ! l 160 containers shall comply with the Standard Conditions listed Well. G. 1 WLDT (G PERMIT REQUIREMENTS 3, $ required by the Building Official or applicable Building Code in order gQ properly evaluate the iYVstal1at1on of $Iris system. Frank Zuk n & RELIC Precluct Control Eiwnhvy DEC -14 -2005 11:20 FROM- HY111 *.ru`t 16.464 rlwm - r &Y adrrbI u9v Elul uWu rouul OT /.23/ 1 MON 131:09 FAA 054 578 1042 t'uLxJUAM 'xuuULX, i[IF.. PO t AD ,Stvt PLACEpvtENT 13 *TAU., 1 S1rcLE PATTY 3 T °504 P.006 /00? F °231 ACCEPTANCE No. o RAMS. tl Iucs +�andllflnrrnzl.kiglirop bolt To WO kla+u FD ea MN Pr r- I , tua pleb +ssR1>4�ru 2I Tom agu•swalittim Fuem 4541 hi 1 oultira sap Al? Ma 700 *baths Is. Prank ZulnA a, R.RC Product Contort Examincw ' DEC-14 =2005 1 1 : 2 0 FROM- 0//23/01 ION 19;10 PAX 994 'APB 10x2 �c�lY�Qar�j9 �raduC1�. ��9?�, POLYMA PRODUCTS, INC. +�I CCEPTAN CE ?+ o % 0 a4 Arai - 1ES1VE PLACEMENT DETAIL 2 S%NCIA PATTY 6 T -504 P.007/007 P °231 Frank 2uloaga, R1tC Product Con rol Pxauirtu C LVD S 22_2.3__ . , 50 55.4'2j DATE OF RR t 7 - / 7 - 9 5 LOCATION MAP (N.T.s.) PROPERTY ADDRESS: 465 N.E. 91st LEGAL DESCRIPTION: Lot 21, Block according to the plat thereof, at Page 27; of the Public Records FOR: TALISMAN INVESTMENTS, INC. SURVEYOR'S NOTES: 1) This survey was conducted for the phspcee of a *Boundary Survey only and le riot Inter to deelreaos the regulatory • lur a on of any federal, state regional or local agency, board, oorrnn :fin or other a, Cay. 2) The accuracy obla:red by rneasuremorts and oalcuetOrte cn this survey, meets and exoaeds the Minimum Technical Standards r qu irement, for a Suteurban area (1 foot in 7,500 feet) as specified In Chapter (31017 -8, Florida Administrative Code. 3) Th:a Survey does not reflect or Bert whine ownership. 4) Legal description aub1eat to any dedications, I:mltaDore, nestrl reservations or casements of record. 6) Examination of the Abstract of Tits will have to be made to de nrm7te recorded Inrurnents, I? any effecting the property; search of Pubic Records not performed by this aftroe. 8) No elbrl was made by this office to locate any underground nd uN'.Ues and/or structures within or abutting the subject property. 8) This survey has been prepared for the excti use of the entities named hereon only and the Bert f ta ' an hereon do not extend to any unnamed parties. 9) This survey was prepared for a Nlortgeg° Trert:;aclion on Not to be used for demon and/or cote ructon purposes w ut the consent Of th15 office. 10) 1 Aerty feeltiee within UCIty Easements not noted as violations. 11) Driveways or portions thereof wStW1 Roadways not noted as violators or encroachmerro. 12) Foundations and/or fodltr,gs underneath the ground surface that may aoea beyond the bound ,y lime of the herein described parcel are not shown. 13) All iron Ftpes or Re -Bard found end shown on the sketch of survey have no cape unless otherwise stated 14) Ferree ownership determine by visual aware only (3 any); Legal ownerettip riot determined. 16) No search of records was made by its tern beside the record prat therefore we do not lnmpty dr eiccePt r fa* crly Easement, Dedication or Umbel am for which information was not *niched. 16) Clonact the epprc)iate authorities prior to any design watt on the parcel for Building r_nd Zorcng Information. 17) Professional Land Surveyor end Mapper In rile charge: Rolando CAS LS 4312, Gets of Ftcdd3. 18) This euvey te not valid without the eignetse and the raised seal d a Ronda Charmed Lard Surveyor and M Street, Miami, Florida 33138. 49, "MIAMI SHORES SECTION 2", as recorded in Plat Book 10, of Miami -Dade County, Florida. ABBREVIATIONS: R/W RIGHT OF WAY ENC. (Meta.) MEASURED C.LF. (R) RECORD W.F. (Colt.) CALCULATED CONC. F.I.P. FOUND IRON PIPE C.P. FRB FOUND RE -BARD F FD/H FOUND DROLL HOLE W� F.N. FOUND NAIL F.N g D FOUND NAIL 8 DISC W.P. C.B.S. CONCRETE BLOC( LP. AND STUCCO p_C_p, C/8 CATCH BASIN P.I. (Tw) TYPICAL P.C. (ENTER LINE P.T. 9 MONUMENT UNE U.E. @ PROPERTY UNE D.M.E. cL CLEAR ENCROACH CHAIN LINK FENCE WOOD FENCE CONCRETE CONCRETE POLE FIRE HYDRANT MAN HOLE WATER METER \K00 POLE UGHT POLE PERAAKENT CONTROL POINT POINT OF INILRs.CTtON PONT OF COMMENCE POINT OF TANGENCY UTIUTY EASEMENT DRAINAGE ANO MAINTENANCE EASEMENT PREPAFfEJD BY GUNTER GROUP, INC. LAND SURVEYNG - LANE) FLA+Rh M MAIM CERP.FICAIE cF AUTRORRA1:31 / LB 4557 9350 S.W. 22nd TERRACE MIAMI, FLORIDA 33165 (305) 220 -0073 _oI re: to-03149 60 /S /3/2 I hereby certify to the above named firm endla poi re that the Bestir of Survey of the described property is true and correct to the be of my k nvMedpe end betel, ore recently euveyed and ptetted under cry direction; oleo that meets the Minimum Technical Standards est in Chapter 81017.8, Rode Adrniristrs6ve Cocks, pusuent to Section 472.027 Florida Statutoe. Fsh4ka_ RE D sat/ W:.S�40h BY '01AND0 ORTIZ LS 4312 RE 6 j 05 DATE 1091A)tf�R SKETCH DRAWN 13Y, OR: RICARDO ORTIZ LS 5629 (f/P -P ©'6 - rCi fe/ PROFESSIONAL LAND SURVEYOR #-5 1 5- 7Z 4' I 2 00 4' 1 �4Z,Q6e 17'-/5 2JO r �Qf -O4l re edi /G`v) & MAPPER, STATE OF FLORIDA. s ky 02-9 , )1" /.D7 ACCORDING TO THE NATIONAL FLOOD INSURANCE PROGRAM AM THE SUBJECT PROPERTY FALLS IN FLOOD ZONE SKETCH OF SURVEY SCALE 1" e 20 - 715 ' - - 9' ? A4a // % - I CtM MUNTY No. /2 6 '7-1 E 9/ST ST SUFFIX (0 E FIRM ZONE >- m w 0 LL 'LPCc1 BAsED FLOtb ELEV. 1 j t o No one working on roof, no ladder on the job, no permit on the job. Inspection not cancelled. 8/21/06 CG Passed Inspector Comments (-7 1/9 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Number: INSP -1094 Permit Number: RF -12 -05 -1118 Inspection Date: 08/21/2006 Inspector: Grande, Claudio Owner: ENTERPRISES, DJ BUSINESS Job Address: 469 91 Street NE Project: <NONE> Miami Shores Village, FL 33138 Contractor: PRESTO ROOFING CORPORATION Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number Parcel Number Lot: (305)790-9895 PARC2004 -16 Phone: 305 - 822 -5707 Monday, August 21, 2006 Page 1 of 2 SUPERIOR TRUSS 8500 NW 58 ST MIAMI FL 33166 Project: Model: Block No: Lot No: Contact Site Name. Phone: Fax: w 0001 . FT1 0005 FTG1 0009 GT1 0013 H6 0017 H8A 0021 HJ4 0025 J3 0029 J6 0033 MV2 0037 T3 0041 V57 "NEW CUSTOM HOME" DF. BUILDER Office To: "BELLO CONSTRUCTION" Deliver To: 469 N.E. 91 ST. MIAMI SHORES, FLORIDA Deliver To Address3 Tentative Delivery Date: Material Summary Includes the following Truss List General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Wind: ASCE 7 -98 per FBC2001; 146 mph; Total Roof Gravity Load =55 PSF. Floor Gravity Load =55 PSF. Exposure C , Enclosed. Computer Program Used: MiTek 20/20. Pages or sheets covered by this seal from: 0001 thru 0042 Total: 42 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. Chapter 23 of the Florida Building Code. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per ANSI/TPI 1 -1995 Section 2. OSCAR CORRAL P.E. STATE OF FLORIDA REG. NO 12467 - 8500 NW 58 ST, MIAMI, FL 33166 Truss Truss Truss Truss 0002 FT2 0003 FT3 0004 FT4 Job No: 12938 Page: 1 of 1 Date: 7/14/2005 Project 12938 Account No: Designer: GAOS Salesman: Quote No: 0006 FTG2 0007 FTG3 0008 FTG4 0010 H10 0011 H106 0012 H4 0014 H66 0015 H8 0016 H86 0018 HH12 0019 HH14 0020 HHGT46 0022 HJ6 0023 HJ8 0024 J1 0026 J4 0027 J46 0028 J5 0030 J7 0031 J8 0032 MGT1 0034 T1 0035 T2 0036 T2A 0038 T4 0039 T5 0040 V17 0042 V97 Job 12938 r i o 7 1 i 7x8 = 1 12 2x4 I I -0 -3-4 0 -3-4 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL. 0.0 BCDL 5.0 LUMBER LOAD CASE(S) Standard Truss ITruss Type IFT1 (FLAT I I 6 -3-4 6 -3-4 2x4 I I 3x4 = 2 3 11 5x6 = 8 -6 -12 2 -3 -8 Plate Offsets (X,Y): (1:0- 3- 8,Edge], (6:0- 3- 8,Edgel, (11:0 -3 -0,0 -2-41 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 /ANSI95 2x4 I I 4 10 TOP CHORD 2 X 4 SYP No.2ND 'Except' T2 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND 'Except' B1 2 X 4 SYP No.1 D WEBS 2 X 4 SYP No.2ND *Except* W3 2 X 4 SYP No.3, W3 2 X 4 SYP No.3, W3 2 X 4 SYP No.3 4x4 = Qty 7 -0-3 6 -3 -4 8 -6 -12 14 -8-4 19 -5 -0 19 -8-4 0 -3 -4 6 -3 -4 2 -3 -8 6 -1 -8 4 -8 -12 0 -3-4 Scale = 1:36.3' BRACING TOP CHORD BOT CHORD 9 14 -8-4 6 -1 -8 4x4 = REACTIONS (Ib /size) 1= 1052/0 -3-4, 6= 1052/0 -3 -4 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =0/28, 1 -2 =- 3106/0, 2 -3 =- 3106/0, 3 -4 =- 3106/0, 4 -5 =- 3106/0, 5 -6 =- 2588/0, 6 -7 =0/28 BOT CHORD 11- 12= 0/237, 10- 11= 0/3106, 9- 10= 0/2588, 8- 9= 0/2588, 7 -8 =0/114 WEBS 1 -11= 0/2959, 3 -11 =- 556/0, 4 -10 =- 244/0, 5 -10= 0/534, 5 -8 =- 749/0, 6 -8= 0/2610 PIY I "BELLO CONSTRUCTION" 12938 1 0001 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:12 2005 Page 1 4x4 = 5 8 5x6 = NOTES 1) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I 4-8 -12 Weight: 92 Ib 7x8 = 6 7 2x4 II 19 -5 -0 1 941 -8 0 -3 -8 • S PLATES GRIP MI120 249/190 Sheathed or 1 -11 -10 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. l CSI TC 0.95 BC 0.92 WB 0.73 (Matrix) DEFL in (toc) I/defl Ud Vert(LL) -0.41 8 -10 >561 360 Vert(TL) -0.57 8 -10 >400 180 Horz(TL) -0.09 6 n/a n/a / W 1 .. 1/y Vy rr .: NI u u ■ Job 12938 r i o 7 1 i 7x8 = 1 12 2x4 I I -0 -3-4 0 -3-4 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL. 0.0 BCDL 5.0 LUMBER LOAD CASE(S) Standard Truss ITruss Type IFT1 (FLAT I I 6 -3-4 6 -3-4 2x4 I I 3x4 = 2 3 11 5x6 = 8 -6 -12 2 -3 -8 Plate Offsets (X,Y): (1:0- 3- 8,Edge], (6:0- 3- 8,Edgel, (11:0 -3 -0,0 -2-41 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 /ANSI95 2x4 I I 4 10 TOP CHORD 2 X 4 SYP No.2ND 'Except' T2 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2ND 'Except' B1 2 X 4 SYP No.1 D WEBS 2 X 4 SYP No.2ND *Except* W3 2 X 4 SYP No.3, W3 2 X 4 SYP No.3, W3 2 X 4 SYP No.3 4x4 = Qty 7 -0-3 6 -3 -4 8 -6 -12 14 -8-4 19 -5 -0 19 -8-4 0 -3 -4 6 -3 -4 2 -3 -8 6 -1 -8 4 -8 -12 0 -3-4 Scale = 1:36.3' BRACING TOP CHORD BOT CHORD 9 14 -8-4 6 -1 -8 4x4 = REACTIONS (Ib /size) 1= 1052/0 -3-4, 6= 1052/0 -3 -4 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =0/28, 1 -2 =- 3106/0, 2 -3 =- 3106/0, 3 -4 =- 3106/0, 4 -5 =- 3106/0, 5 -6 =- 2588/0, 6 -7 =0/28 BOT CHORD 11- 12= 0/237, 10- 11= 0/3106, 9- 10= 0/2588, 8- 9= 0/2588, 7 -8 =0/114 WEBS 1 -11= 0/2959, 3 -11 =- 556/0, 4 -10 =- 244/0, 5 -10= 0/534, 5 -8 =- 749/0, 6 -8= 0/2610 PIY I "BELLO CONSTRUCTION" 12938 1 0001 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:12 2005 Page 1 4x4 = 5 8 5x6 = NOTES 1) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I 4-8 -12 Weight: 92 Ib 7x8 = 6 7 2x4 II 19 -5 -0 1 941 -8 0 -3 -8 • S PLATES GRIP MI120 249/190 Sheathed or 1 -11 -10 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. l CSI TC 0.95 BC 0.92 WB 0.73 (Matrix) DEFL in (toc) I/defl Ud Vert(LL) -0.41 8 -10 >561 360 Vert(TL) -0.57 8 -10 >400 180 Horz(TL) -0.09 6 n/a n/a ,Job '12938 -0-3.4 0 -3-4 6 -3 -4 6x8 = Truss FT2 Truss Type FLAT Qty 7 Ply 1 6 -3 -4 8 -6 -12 2x4 i I 2 -3 -8 2x4 I I "BELLO CONSTRUCTION" 12938 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:12 2005 Page 1 14 -10 -0 6 -3 -4 6x8 = 8 2x4 I I 0 -3-4 6 -3 -4 2 -3 -8 6 -3-4 Plate Offsets (X,Y): [1:0- 3- 8,0 -3- 0),[4:0- 3- 8,0 -3- 01,[6:0- 3- 0,0 -2- 01,[7:0- 3- 0,0 -2 -01 LOADING (psf) SPACING 2 -0 -0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 I Rep Stress Incr YES BCDL 5.0 Code FBC2001 /ANSI95 LOAD CASE(S) Standard 7 5x6 = 6 5x6 = 6 -3-4 8 -6 -12 14 -10 -0 CSI TC 0.93 BC 0.53 WB 0.83 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D BOTCHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 1= 800/0 -3-4, 4= 800/0 -3 -4 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2007/0, 2 -3 =- 2007/0, 3 -4 =- 2007/0 BOT CHORD 7- 8 =0/0, 6- 7= 0/2007, 5 -6 =0/0 WEBS 1 -8 =0/32, 4 -5 =0/32, 1 -7= 0/2070, 2 -7 =- 464/0, 3 -6 =- 464/0, 4 -6= 0/2070 DEFL in (loc) I /defl L/d Vert(LL) -0.16 6 -7 >999 360 Vert(TL) -0.21 6 -7 >832 180 Horz(TL) -0.05 4 n/a n/a NOTES 1) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PLATES GRIP MI120 249/190 Weight: 70 Ib BRACING TOP CHORD Sheathed or 2 -5 -14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 15 -1 -4 0 -3-4 Scale = 1:27.7 5 2x4 ' i i 0002 Job 12938 - 0 - 3 - 4 0 -3 -4 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL' 5.0 8 3x4 11 LOAD CASE(S) Standard Qty 5 Ply 1 Truss FT3 6 -3 -4 6 -3 -4 0 3,4 6 - 0 -3-4 6 -3-4 Plate Offsets (X,[1:0- 3- 8,0 -3 -0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2001 /ANSI95 ( Truss Type , FLAT REACTIONS (lb/size) 1= 678/0 -3-4, 5= 678 /Mechanical CSI TC 0.91 BC 0.65 WB 0.55 (Matrix) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -8 =0/73, 1 -2 =- 1343/0, 2 -3 =- 1343/0, 3 -4 =- 1343/0, 4 -5= -682/0 BOT CHORD 7 -8= 0/316, 6- 7= 0/1343, 5 -6 =0/68 WEBS 1- 7= 0/1059, 2 -7 =- 358/0, 3 -6 =- 349/0, 4- 6= 0/1371 2x4 11 7 4x4 = 8 -6 -12 2 -3 -8 2x4 11 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 *Except* W1 2 X 4 SYP No.2ND, W1 2 X 4 SYP No.2ND 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:10:44 2005 Page 1 6 1 Job Reference (optional 4x4 = 8 -6 -12 1 12-4 -4 2 -3 -8 3 -9-8 DEFL in (loc) I /defl Ud Vert(LL) -0.13 7 -8 >999 360 Vert(TL) -0.18 7 -8 >825 180 Horz(TL) -0.02 5 n/a n/a NOTES 1) Refer to girder(s) for truss to truss connections. 2) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. "BELLO CONSTRUCTION" 12938 12 -7 -8 4 -0 -12 PLATES GRIP MI120 249/190 Weight: 60 lb Sheathed or 4 -3-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 4x4 = 5 00031 I j Scale = 1:23.11 2x4 11 12 -78 0 -3-4 Job 12938 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 Truss IFT4 1 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2001 /ANSI95 Truss Type FLAT 2 2x4 11 6 2x4 11 REACTIONS (Ib /size) 6= 199 /Mechanical, 5 =199 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/0, 2- 3 =0/0, 3- 4 =0/0, 3 -5= -112/0 BOT CHORD 5 -6 =0/0 WEBS 2- 6= -113/0 CSI TC 0.11 BC 0.11 WB 0.02 (Matrix) 2 -3 -0 2 -3 -0 T1 2 -3 -0 2 -3 -0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 • Qty 1 Ply 1 5.200 s 2te4 212003 MiTek Industries, Inc. Thu Jul 14 11:04:13 2005 Page 1 3 4 5 "BELLO CONSTRUCTION" 12938 Job Reference (optional 2)(4 11 I DEFL in (loc) I /deft Ud Vert(LL) -0.00 5 -6 >999 360 Vert(TL) -0.00 5 -6 >999 180 Horz(TL) 0.00 5 n/a n/a NOTES 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -in span(s): 2 -3 -0 from 0 -0 -0 to 3-7-8; 5 -2 -0 from 0 -0 -0 to 3 -7 -8 3) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard . 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 3 = -100, 3- 4 = -100, 5- 6=- 96(F = -86) PLATES GRIP M1120 249/190 Weight: 10 Ib Sheathed or 2 -3 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 0004 Scale = 1:8.9 W1 i 2 W I 0 2 3 ' I , B 1 u _I Job 12938 1 2 3x6 = w 14 2x4 II LOADING (psf) ' TCLL 40.0 TCDL 10.0 BCLI, 0.0 BCDL 5.0 3 -5 -8 3 -5 -8 iTruss I FTG1 3 3x4 = 13 3x4 = 3 -5 -8 6 -6 -4 Plate Offsets (X,Y): [7:0- 3- 8,0 -2 -0], [10:0- 3- 4,0 -4 -4] SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2001 /ANSI95 LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -8= -100, 9- 14 = -10 Concentrated Loads (Ib) Vert: 15=- 2436(F) Qty 1 Ply 2 Truss Type !FLAT 6 -6 -4 3 -0 -12 2x4 I I 4 12 3x4 = 3 -5 -8 3 -0 -12 2 -3 -8 CSI TC 0.24 BC 0.95 WB 0.96 (Matrix) 8 -9 -12 2 -3 -8 2x4 I I 5 11 3x4 = LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOrCHORD 2 X 6 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 'Except' W1 2 X 6 SYP No.2, W1 2 X 6 SYP No.2 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:14 2005 Page 1 11 -10 -8 3 -0 -12 "BELLO CONSTRUCTION" 12938 Job Reference (optional DEFL in (loc) I/defl Ud Vert(LL) -0.11 11 >999 360 Vert(TL) -0.15 11 >999 180 Horz(TL) 0.01 9 n/a n/a 3x4 = 6 8 -9 -12 11 -10 -8 15 -4 -0 REACTIONS (Ib /size) 14= 1175 /Mechanical, 9=2942/Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/0, 2 -3 =- 2042/0, 3 -4 =- 3544/0, 4 -5 =- 3544/0, 5 -6 =- 3544/0, 6 -7 =- 4333/0, 7 -8 =0/0 BOT CHORD 13- 14 = -0/0, 12- 13= 0/2042, 11- 12= 0/3544, 10- 11= 0/4333, 10- 15 =0/0, 9- 15 =0/0 WEBS 4 -12= -306/0 5 -11= -214/0 6 -11= -874/0 6 -10 - 0/44 2 -14 - - 1114/0 - 2 -13 0/2251 3 13 1048/0 - 3 120/1664 7 -9 =- 2191/0, 7- 10= 0/4776 10 15 6x8 = 15 -4 -0 3 -5 -8 3 -0 -12 3 -5 -8 PLATES GRIP MI120 249/190 Weight: 176 Ib Sheathed or 5 -10-4 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES - - - - - / 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: / / Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -4 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2436.0lb down at 13 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 4x8 = Scale = 1:26.0 7 8 9 2x4 II 0005 IJob 112938 1 2x4 II Truss I Truss Type FTG2 LOADING (psf) SPACING 2 -0 -0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL- 0.0 Rep Stress lncr NO BCDL 5.0 Code FBC2001 /ANSI95 LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 4 = -100, 5- 8=- 319(F= -309) Concentrated Loads (Ib) Vert: 6=- 120(F) IFLAT 4 -7 -12 6 -11-4 LUMBER TOP„CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W1 2 X 4 SYP No.2ND, W1 2 X 4 SYP No.2ND REACTIONS (lb /size) 8= 2412/0 -4 -0, 5= 2436 /Mechanical 4 -7 -12 2 -3 -8 4 -7 -12 2x4 !I 7 6x8 = 4 -7 -12 6 -11-4 Plate Offsets (X,Y): [1:0- 3- 0,0 -1- 8],[4:0- 3- 0,0 -1- 8],[6:0- 3- 8,0 -2- 8],[7:0- 3- 8,0 -2 -8] CSI TC 0.49 BC 0.50 WB 0.98 (Matrix) TI B1 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 4667/0, 2- 3=- 4667/0, 3- 4=- 4667/0 BOT CHORD 7- 8 =0/0, 6 -7= 0/4667, 5 -6 =0/0 WEBS 1 -8 =- 1721/0, 4 -5 =- 1726/0, 1 -7= 0/4906, 2 -7 =- 365/0, 3 -6 =- 343/0, 4 -6= 0/4906 !Qty I1 2x4 I I 3 6 6x8 = Ply 2 0006 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:14 2005 Page 1 DEFL in (loc) I /defl Lid Vert(LL) -0.11 6 >999 360 Vert(TL) -0.16 6 >844 180 Horz(TL) 0.01 5 n/a n/a "BELLO CONSTRUCTION" 12938 11 -7 -0 11 -7 -0 4 -7 -12 2 -3 -8 4 -7 -12 BRACING TOP CHORD Sheathed or 5 -1 -14 oc puriins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES , 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120.01b down at 6 -8 -6 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. Weight: 127 Ib 5x6 = 4 5 Scale = 1:19.9, 2x4 { PLATES GRIP M1120 249/190 Job 12938 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 Truss FTG3 1 2 2x4 11 I 2x4 ; I SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2001 /ANSI95 ,Truss Type FLAT LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 6 SYP No.2 REACTIONS (lb/size) 6= 326/0 -3 -8, 5= 326 /Mechanical ■ FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/0, 2- 3 =0/0, 3- 4 =0/0, 3 -5= -199/0 BOT CHORD 5- 6 = -0/0 WEBS 2- 6= -164/0 CSI TC 0.24 BC 0.17 WB 0.01 (Matrix) 3 -7 -8 3 -7 -8 T1 3 -7 -8 3 -7 -8 Qty 1 Ply 1 "BELLO CONSTRUCTION" 12938 Job Reference (optional) 5.200 s Dec 2 2003 MiTek 2114stties, Inc. Thu Jul 14 11:04:14 2005 Pace 1 3 4 DEFL in (loc) 1 /defl L/d Vert(LL) -0.01 5 -6 >999 360 Vert(TL) -0.01 5 -6 >999 180 Horz(TL) -0.00 5 n/a n/a BRACING TOP CHORD BOT CHORD NOTES 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -in span(s): 2 -3 -0 from 0 -0 -0 to 3 -7 -8; 5 -2 -0 from 0 -0 -0 to 3 -7 -8 3) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -3= -100, 3- 4 = -100, 5- 6=- 96(F = -86) 2x4 ,1 1 Sheathed or 3 -7 -8 oc puriins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. I✓ PLATES GRIP M1120 249/190 Weight: 19 lb 0007! Scale = 1:8.9I 'Job 12938 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 6 SYP No.2 LOAD CASE(S) Standard Truss Truss Type FTG4 FLAT 1 2 2x4 '1 W1 1 1 6 2x4 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2001 /ANS195 REACTIONS (Ib /size) 6= 172/Mechanical, 5= 172/Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/0, 2 -3= -38/0, 3- 4 =0/0, 2 -6 =- 159/0, 3 -5= -159/0 BOT CHORD 5 -6 =0/38 3 -2 -3 3 -2 -3 T1 B1 3 -2 -3 3 -2 -3 Qty 1 Ply I "BELLO CONSTRUCTION" 12938 1 00081 Job Reference (optional) 5.200 s Dec 2 20032d44et ndustnes, Inc. Thu Jul 14 11:04:15 2005 Page t 3 4 5 W1 ,2x4 H 1 CSI TC 0.11 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) 0.00 6 >999 360 Vert(TL) -0.00 1 >999 180 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MI120 249/190 Weight: 17 Ib BRACING TOP CHORD Sheathed or 3 -2 -3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Refer to girder(s) for truss to truss connections. 2) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Scale = 1:8.9 1 Job ,12938 GT1 5x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLt 0.0 BCDL 10.0 Truss LUMBER TOP- CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.1D WEBS 2 X 4 SYP No.3 4.00112 3 -6 -2 3 -6 -2 4 -2 -0 4 -2 -0 Plate Offsets (X,Y): [3:0 -3- 12,0 -1 -8], [4:0- 3- 2,0 -1 -4], [5:0 -2- 14 -1 -4] SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 Truss Type COMMON CSI TC 0.80 BC 0.85 WB 0.63 (Matrix) REACTIONS (Ib /size) 1= 2704/0 -8 -0, 3= 2007/0 -7 -4 Max Uplift 1=- 1618(load case 2), 3=- 1221(Ioad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 5130/3075, 2- 3=- 5221/3142 BOT CHORD 1 -6 =- 2747/4664, 5- 6=- 2747/4664, 4 -5 =- 2380/4002, 3-4 =- 2890/4870 WEBS 2- 4=- 1208/2083, 2 -5 =- 869/1625 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2 = -90, 2- 3 = -90, 1- 6 = -20, 4- 6=- 535(F= -515), 3 -4 = -20 Concentrated Loads (Ib) Vert: 4=- 1722(F) 4x6 = 4 -9 -15 1 -3 -13 Qty 1 BRACING TOP CHORD BOT CHORD Ply "BELLO CONSTRUCTION" 12938 NOTES 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1618 Ib uplift at joint 1 and 1221 Ib uplift at joint 3. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1722.01b down and 1071.51b up at 4 -9 -4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:15 2005 Page 1 8 -0 -0 3 -2 -1 9-4.0 5 -2 -0 DEFL in (loc) I /deft L/d Vert(LL) 0.13 4 >803 360 Vert(TL) -0.16 4 >644 180 Horz(TL) 0.03 3 n/a n/a PLATES GRIP MI120 249/190 Weight: 41 Ib Sheathed or 2 -3-4 oc purtins. Rigid ceiling directly applied or 4 -8 -15 oc bracing. Scale = 1:15.5 1 0 1 -4- 9-4 -0 0-4 -0 1 -0 -0 0009 IJob 12938 O 4x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL_ 0.0 BCDL 10.0 3x8 ; I 2 14 1-4 -0 1 -0 -0 1 -0 -0 0-4 -0 LOAD CASE(S) Standard Truss H10 6 -1 -7 10 -0 -0 6 -1 -7 3 -10 -9 4.00 rif 3 2x4 10 -0 -0 1 16 -0 -0 8 -8 -0 6 -0 -0 Plate Offsets (X,Y): 12:0- 4- 4,0 -1- 81,[4:0- 5- 4,0 -2- 41,[6:0- 5- 4 -2- 4],[12:0- 4- 0 -3 -01 LUMBER TOP CHORD 2 X 4 SYP SS 'Except' T2 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Inc: YES Code FBC2001 /ANSI95 'Truss Type jQty /Ply "BELLO CONSTRUCTION" 12938 IHIP 1 1 4x8 = 4 13 3x4 = 16 -0 -0 22 -0 -0 6 -0 -0 6 -0 -0 CSI TC 0.91 BC 0.74 WB 0.40 (Matrix) 2x4 II 4x8 = 5 6 T? 12 5x8 = BRACING TOP CHORD BOT CHORD 11 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:16 2005 Page 1 3x4 = DEFL in (Ioc) I /deft Ud Vert(LL) 0.5911 -12 >599 360 Vert(TL) - 0.70 11 -12 >504 180 Horz(TL) 0.11 10 n/a n/a 25 -10 -9 32 -0 -0 3 -10 -9 6 -1 -7 2x4 7 22 -0 -0 30 -8 -0 6 -0 -0 8 -8 -0 PLATES GRIP MI120 249/190 Weight: 144 Ib Sheathed or 2-4 -15 oc purtins. Rigid ceiling directly applied or 4 -8 -3 oc bracing. REACTIONS (lb /size) 14= 1761/0 -7 -4, 10= 1761/0 -7 -4 Max Upliftl4=- 1213(load case 2), 10=- 1213(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2874/1651, 2 -3 =- 3250/2012, 3 -4 =- 3120/1966, 4 -5 =- 3578/2388, 5 -6 =- 3578/2388, 6 -7 =- 3120/1966, 7 -8 =- 3250/2012, 8- 9=- 2874/1651 WEBS BOT CHORD 1- 14=- 1739/2941, 13 -14 =- 1739/2941, 12 -13 =- 1659/2958, 11 -12 =- 1659/2958, 10 -11 =- 1739/2941, 9- 10=- 1739/2941 / 3 -13 =- 17/284, 4 -13 =- 51/127, 4 -12 =- 512/864, 5 -12 =- 529/481, 6 -12 =- 512/864, 6 -11 =- 51/127, 7 -11 =- 17/284, 2-14=-1273/1059, 8-10=-1273/1059 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1213 Ib uplift at joint 14 and 1213 Ib uplift at joint 10. 3x8 :I 8 9 1 4x4 = 32 -0 -0 31� 0 -0 l 0-4 -0 1 -0 -0 0010 Scale = 1:56.4 0 Plate Offsets (X,Y): [1:0 -2- 15,0 -0 -2], [2:0- 4- 1,0 -1 -8], [4:0- 5- 4,0 -2 -0], [8:0 -3- 12,0 -1 -15] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.88 Vert(LL) 0.21 9 -11 >999 360 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.32 8 -9 >792 180 BCLL- 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 100 Ib ,Job 12938 3x4 =12 1-4 -0 I 1 -0 -0 , 1 -0 -0 0-4 -0 LOAD CASE(S) Standard 'Truss • Truss Type IH106 HIP 1 7 -3 -14 10 -6 -0 7 -3 -14 j LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except* T1 2 X 4 SYP No.1 D BOT CHORD 2 X 4 SYP No.2ND 'Except' B1 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3 -3 -2 10 -6 -0 9 -2 -0 3 -2 -2 4x8 = 12 -10 -0 16 -0 -2 2-4 -0 3 -2 -2 11 10 9 3x4 = 3x4 = 3x8 = 12 -10 -0 2-4 -0 BRACING TOP CHORD BOT CHORD { REACTIONS (Ib /size) 8= 1150/0 -8 -0, 12= 1307/0 -7 -4 Max UpliftB=- 672(load case 2), 12=- 940(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1907/987, 2 -3 =- 2166/1287, 3 -4 =- 1798/1107, 4 -5 =- 1738/1138, 5 -6 =- 1872/1156, 6 -7 =- 2191/1393, 7 -8 =- 2306/1380 BOT CHORD 1- 12=- 1064/1942, 11 -12 =- 1064/1942, 10 -11 =- 802/1685, 9 -10 =- 802/1685, 8- 9=- 1175/2079 WEBS 3 -11 =- 367/322, 4 -11 =- 36/229,4 -9 =- 76/226, 5 -9 =- 182/359, 6 -9 =- 466/414, 2 -12 =- 917/868 22-4 -0 9 -6 -0 Sheathed or 3 -5-6 oc purlins. Rigid ceiling directly applied or 5 -3 -1 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 672 Ib uplift at joint 8 and 940 Ib uplift at joint 12. Qty Ply "BELLO CONSTRUCTION" 12938 1 1 00111 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04'16 2005 Page 1 22 -4 -0 6 -3 -14 Scale = 1:39.1i 4x6 I I In 1 — F2 1 1 in 1 —oil I W2 W2 �' h ,17 6 '1 1:11 ` 3x4 = 3x4 = 9 8 3x4 = 4x4 = 2x4 I I 4x4 = 1 -0 -0 1-4 -0 4 -0 -0 6-4 -0 9 -0 -0 -0 10-4 -0 f 9-4 I 1 -0 -0 0-4 -0 2 -8 -0 2-4 -0 2 -8 -0 0-4 -0 1 -0 -0 Plate Offsets (X,Y): [4:0- 5- 4,0 -2 -0], ]7:0 -1- 12,0 -3 -0], [10:0 -1- 12,0 -1 -11] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.47 BC 0.51 WB 0.12 (Matrix) DEFL in (loc) 1 /dell L/d Vert(LL) 0.07 8 -9 >999 360 Vert(TL) -0.08 8 -9 >999 180 Horz(TL) 0.01 7 n/a n/a PLATES GRIP MI120 249/190 Weight: 39 Ib Job 12938 Qty 1 Ply 1 Truss H4 4.001 .00 ,l 12 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 4 -0 -0 4 -0 -0 Truss Type HIP 3 { 4x4 = 6 -4 -0 2 -4 -0 REACTIONS (Ib /size) 10= 691/0 -7 -4, 7= 691/0 -7-4 Max Upliftl0=- 620(load case 2), 7=- 620(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 626/228, 2 -3 =- 727/361, 3 -4 =- 633/354, 4 -5 =- 727/362, 5 -6 =- 626/230 BOT CHORD 1 -10 =- 237/625, 9 -10 =- 237/625, 8 -9 =- 236/632, 7 -8 =- 238/625, 6 -7 =- 238/625 WEBS 3 -9= 0/109, 4 -9 =- 35/36, 4 -8 =0/90, 2 -10 =- 422/385, 5 -7 =- 422/385 BRACING TOP CHORD BOT CHORD 4x8 = 4 "BELLO CONSTRUCTION" 10 -4 -0 4 -0 -0 Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES ; 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C: enclosed; C -C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 Ib uplift at joint 10 and 620 Ib uplift at joint 7. 5) Girder carries hip end with 3 -0 -0 end setback 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110.01b down and 72.4Ib up at 6-4 -0, and 110.0Ib down and 72.4Ib up at 4 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3 = -90, 3- 4=- 99(F = -9), 4- 6 = -90, 1- 9 = -20, 8- 9=- 22(F = -2), 6 -8 = -20 Concentrated Loads (Ib) Vert: 9=- 110(F) 8=- 110(F) 12938 00121 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:17 2005 Page 1 Scale = 1:17.81 Job 12938 Truss H6 !Truss Type HIP Qty 1 Ply 1 1 -0 -0 1 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 4x4 = 2 4.00112 6 -0 -0 6 -0 -0 LUMBER TOP CHORD 2 X 4 SYP SS `Except* T2 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 4x8 = 3 2x4 11 9 -4 -8 3 -4 -8 3x4 = 13 12 11 10 3x4 = 3x8 = 6 -0 -0 9-4 -8 5 -0 -0 3-4 -8 3-4 -8 Plate Offsets (X,Y): [2:0- 1- 12,0 -1- 11],[3:0- 5- 4,0 -2- 01,[5:0- 5- 4,0 -2- 0],[6:0 -1- 12,0 -3 -0] CSI TC 0.84 BC 0.88 WB 0.33 (Matrix) 2x4 i I 4 T2 12 -9 -0 3 -4 -8 4x8 = 9 5 2x4 11 12 -9 -0 17 -9 -0 DEFL in (loc) I /defl Ud Vert(LL) 0.3611 -12 >537 360 Vert(TL) -0.41 9 -11 >473 180 Horz(TL) 0.05 8 n/a n/a BRACING TOP CHORD Sheathed or 2 -7 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4 -7 -12 oc bracing. REACTIONS (Ib /size) 13= 1638/0 -7 -4, 8= 1638/0 -7 -4 Max Upliftl3=- 1246(load case 2), 8=- 1246(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2586/1585, 2 -3 =- 2856/1851, 3 -4 =- 3461/2387, 4 -5 =- 3461/2387, 5 -6 =- 2856/1851, 6 -7 =- 2586/1585 BOT CHORD 1 -13 =- 1607/2593, 12- 13=- 1607/2593, 11 -12 =- 1607/2605, 10 -11 =- 1607/2605, 9- 10=- 1607/2605, 8- 9=- 1607/2593, 7 -8 =- 1607/2593 WEBS 3 -12= 0/186, 3 -11 =- 711/1091, 4 -11 =- 694/597, 5 -11 =- 711/1091, 5 -9= 0/186, 2 -13 =- 939/773, 6 -8 =- 939/773 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1246 Ib uplift at joint 13 and 1246 Ib uplift at joint 8. 5) Girder carries hip end with 5 -0 -0 end setback 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.3lb down and 272.1Ib up at 12 -9 -0, and 385.3lb down and 272.11b up at 6 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 7) ;n the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3 = -90, 3- 5=- 144(F = -54), 5- 7 = -90, 1- 12 = -20, 9- 12=- 32(F = -12), 7 -9 = -20 Concentrated Loads (Ib) Vert: 12=- 385(F) 9=- 385(F) "BELLO CONSTRUCTION" 12938 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:17 2005 Page 1 18 -9 -0 6 -0 -0 5 -0 -0 1 -0 -0 PLATES GRIP MI120 249/190 Weight: 76 Ib i I 4x4 = u1 6 ' 7 ;N ;ri 3x4 = 1 18 -9 -0 0013 Scale = 1:32.6, Job Truss 12938 1 uy 4x4 = W2 W \V2 2 N1 r 3x4 = 11 1-4 -0 I 1 -0 -0 I ! 1 -0 -0 0-4 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL- 0.0 BCDL 10.0 4.00112 LOAD CASE(S) Standard 6-6-0 11 -8 -0 6 -6 -0 5 -2 -0 6 -6 -0 5 -2 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 3 Truss Type HP 4x4 = 10 3x4 = CSI TC 0.96 BC 0.99 WB 0.49 (Matrix) 3x4 = 4 9 4x4 = 16 -10 -0 10 -4 -0 Plate Offsets (X,Y): [1:0 -2- 15,0 -0 -2] [2:0- 1- 12,0- 1 -11] [5:0- 2- 4,0 -2 -4], [7:0 -3- 12,0 -1 -15 Q 1 LUMBER BRACING TOP.CHORD 2 X 4 SYP No.2ND *Except* TOP CHORD T1 2 X 4 SYP No.2D BOT CHORD BOT CHORD 2 X 4 SYP No.2D *Except* B2 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 2 -11 -0 Ply 1 REACTIONS (Ib /size) 7= 1150 /Mechanical, 11= 1307/0 -7 -4 Max Uplift7=- 706(load case 2), 11=- 974(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension I TOP CHORD 1 -2 =- 1999/1083, 2 -3 =- 2242/1318, 3 -4 =- 2046/1301, 4 -5 =- 2248/1462, 5 -6 =- 2383/1481, 6 -7 =- 2464/1465 BOT CHORD 1- 11=- 1110/2022, 10- 11=- 1110/2022, 9 -10 =- 1723/2759, 8- 9=- 1723/2759, 7 -8 =- 1269/2220 WEBS 3 -10 =- 95/424, 4 -10 =- 896/663, 4 -8 =- 714/487, 5 -8 =- 124/471, 2 -11 =- 865/671 "BELLO CONSTRUCTION" 12938 1 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:17 2005 Page 16 -10 -0 22 -4 -0 5 -2 -0 5 -6 -0 4x4 = 8 5 3x4 = DEFL in (loc) I /defl L/d Vert(LL) 0.37 8 -10 >676 360 Vert(TL) -0.64 8 -10 >393 180 Horz(TL) 0.08 7 n/a n/a Sheathed or 2 -10 -13 oc purlins. Rigid ceiling directly applied or 4 -5 -12 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 706 Ib uplift at joint 7 and 974 Ib uplift at joint 11. 22-4 -0 5 -6 -0 3x6 4x6 1 PLATES GRIP M1120 249/190 Weight: 94 Ib 0014 Scale = 1:39.1 Job 12938 0 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5 -0 -0 5 -0 -0 4.00112 5x8 = 3x6 = 4x10 1 -0 -0 8 -0 -0 1 -0 -0 7 -0 -0 Continued on page 2 Qty 1 PIy 2 "BELLO CONSTRUCTION" 12938 Job Reference (optional) 0015 Truss Truss Type ,H8 HIP 2x4 8 -0 -0 3 -0 -0 5x8 = 4 15 3x4 = SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 LOAL? CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 13-4 -9 5-4 -9 2x4 !I 5 14 Plate Offsets (X,Y): [1:0- 1- 9,0 -3- 4],[4:0- 5- 4,0 -2- 8],[7:0- 5- 4,0 -2- 8],[10:0- 1- 9,0 -3-4] CSI TC 1.00 BC 0.89 WB 0.44 (Matrix) 18 -7 -7 5 -2 -13 T7 13 13 -4 -9 18 -7 -7 5 -4 -9 5 -2 -13 3x4 = 6 12 3x8 = 5x6 = 3x4 = LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND *Except* TOP CHORD T2 2 X 4 SYP No.2 BOT CHORD BOT CHORD 2 X 6 SYP No.2 1 WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 1 -10 -0, Right 2 X 4 SYP No.3 1 -10 -0 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:18 2005 Page 1 24 -0 -0 5 -4 -9 11 DEFL in (loc) 1/deft Ud Vert(LL) 0.6912 -14 >543 360 Vert(TL) -0.78 12 -14 >481 180 Horz(TL) 0.14 10 n/a n/a REACTIONS (Ib /size) 1= 3499/0 -7 -4, 10= 3499/0 -7 -4 Max Uplift1=- 2370(Ioad case 2), 10=- 2370(Ioad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 9828/6730, 2 -3 =- 9712/6741, 3 -4 =- 9641/6684, 4 -5 =- 11658/8208, 5 -6 =- 11658/8208, 6 -7 =- 11707/8245, 7 -8 =- 9631/6676, 8 -9 =- 9708/6738, 9 -10 =- 9823/6726 BOT CHORD 1 -15 =- 6285/9214, 14 -15 =- 6229/9205, 13 -14 =- 8025/11706, 12 -13 =- 8025/11706, 11 -12 =- 6220/9192, 10 -11 =- 6282/9210 WEBS 3 -15 =- 81/254, 4 -15 =- 538/1063, 4 -14 =- 1956/2869, 5 -14 =- 1002/981, 6 -14 =- 176/71, 6 -12 =- 1050/975, 7 -12 =- 2007/2934, 7.11 =- 520/1040, 8 -11 =- 89/246 { 27 -0 -0 3 -0 -0 5x8 = 7 3x4 = NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2370 Ib uplift at joint 1 and 2370 Ib uplift at joint 10. 7) Girder carries hip end with 7 -0 -0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 807.21b down and 570.0Ib up at 24 -0 -0, and 807.21b down and 570.0Ib up at 8 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 2x4 32 -0 -0 5 -0 -0 10 Imo I 5x8 = 4x10 3x6 = 24 -0 -0 31 -0 -0 32 -0 -0 5-4 -9 7 -0 -0 1 -0 -0 PLATES GRIP MI120 249/190 Weight: 354 Ib Sheathed or 3 -3 -10 oc purlins. Rigid ceiling directly applied or 5 -10 -7 oc bracing. Scale = 1:55.61 Job 12938 Truss H8 Truss Type HIP Qty 1 Ply 2 "BELLO CONSTRUCTION" 12938 0015 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1- 4 = -90, 4- 7=- 189(F = -99), 7- 10 = -90, 1- 15 = -20, 11- 15=- 42(F = -22), 10- 11 = -20 Concentrated Loads (lb) Vert: 15=- 807(F) 11=- 807(F) Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:18 2005 Page 2 !Job 1Truss • 12938 H86 NOTES Truss Type HIP 5 -7 -12 8 -6 -0 5 -7 -12 2 -10 -4 4.00112 2x4 .� 4x8 = 4 Qty 1 Ply 1 14 -10 -0 6 -4 -0 T2 "BELLO CONSTRUCTION" 12938 00161 ] Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industnes, Inc. Thu Jul 14 11:04:18 2005 Page 1 5x6 = 5 22 -4 -0 7 -6 -0 3x4 = 11 1-4 -0 1 -0 -0 [ ■ 1 -0 -0 0-4 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL- 0.0 BCDL 10.0 LOAD CASE(S) Standard iV 6 3 62 8 -6 -0 7 -2 -0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except' T1 2 X 4 SYP No.1 D 1 BOT CHORD 2 X 4 SYP No.2ND 1 WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3 -11 -11 3x4 = 10 CSI TC 0.90 BC 0.94 WB 0.26 (Matrix) 9 3x4 = 14 -10 -0 6 -4 -0 Plate Offsets (X,Y): [1:0 -2- 15,0 -0 -2], [2:0- 4- 10 -1 -81 (4:0- 5- 4,0 -2 -0], [5:0- 3- 4,0 -2 -8], [7:0 -3- 12,0 -1 -15] 8 3x4 = 1 DEFL in (loc) I /deft Ud Vert(LL) 0.24 8 -10 >999 360 Vert(TL) -0.30 8 -10 >852 180 Horz(TL) 0.07 7 n/a n/a REACTIONS (Ib /size) 7= 1150 /Mechanical, 11= 1307/0 -7-4 Max Uplift7=- 689(load case 2), 11=- 957(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1843/991, 2 -3 =- 2125/1280, 3 -4 =- 2058/1287, 4 -5 =- 2072/1395, 5 -6 =- 2178/1387, 6 -7 =- 2300/1370 BOT CHORD 1 -11 =- 1060/1894, 10 -11 =- 1060/1894, 9 -10 =- 1050/1962, 8 -9 =- 1050/1962, 7 -8 =- 1159/2066 ' WEBS 3 -10= 0/266, 4 -10 =- 54/119, 4 -8 =- 168/292, 5 -8= 0/217, 2 -11 =- 986/846 22-4 -0 7 -6 -0 3x4 3x4 PLATES GRIP M1120 249/190 Weight: 96 Ib BRACING TOP CHORD Sheathed or 3 -3 -7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5 -2 -12 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 1 ,../ 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1): cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 689 Ib uplift at joint 7 and 957 Ib uplift at joint 11. Scale = 1:39.1 4x6 '! Job 112938 Truss H8A LUMBER TOF: CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard 4.001 8 -0 -0 8 -0 -0 Truss Type HIP 4x6 = 3 10 -9 -0 2 -9 -0 4 Qty 1 { 4x8 = BRACING TOP CHORD BOT CHORD Pry 1 REACTIONS (Ib /size) 11= 1032/0 -7-4, 7= 1032/0 -7-4 Max Upliftl 1=- 789(Ioad case 2), 7=- 789(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1250/560, 2 -3 =- 1467/821, 3 -4 =- 1289/847, 4 -5 =- 1466/821, 5 -6 =- 1250/561 BOT CHORD 1 -11 =- 624/1286, 10 -11 =- 624/1286, 9 -10 =- 621/1289, 8 -9 =- 621/1289, 7 -8 =- 625/1286, 6 -7 =- 625/1286 WEBS 3 -10 =- 92/210, 4 -10 =- 224/224, 4 -8 =0/69, 2 -11 =- 788/735, 5 -7 =- 788/735 "BELLO CONSTRUCTION" Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:19 2005 Page 1 18 -9 -0 8 -0 -0 Sheathed or 3 -5 -15 oc puffins. Rigid ceiling directly applied or 7 -2 -7 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water pending. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 Ib uplift at joint 11 and 789 Ib uplift at joint 7. 12938 0017' Scale = 1:32.6 swill . ■ `r., 1 iN 4x4 = 2 W 2 w W2 14 4x4 = 1 '- 5 1 '1 M 3x4 = o 3x4 = 11 10 9 8 3x4 = 3x4 = 2x4 II 18 -9 -0 { 1- 0 -01 -4 t 0 8 -0 -0 I 10 -9 -0 17 -5 -0 17 -9r0 { 1-0-00-4-0 6 -8 -0 2 -9 -0 6 -8 -0 0-4-01-0-0 Plate Offsets (X,Y): [2:0- 1- 12,0 -1- 11],[4:0- 5- 4,0 -2- 0],[5:0 -1- 12,0 -3 -0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.92 BC 0.67 WB 0.22 (Matrix) DEFL in (loc) I /deft Ud Vert(LL) 0.17 8 -10 >999 360 Vert(TL) -0.20 8 -10 >954 180 Horz(TL) 0.03 7 n/a n/a I PLATES GRIP 1 MI120 249/190 Weight: 70 Ib Job 112938 Truss H8A LUMBER TOF: CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard 4.001 8 -0 -0 8 -0 -0 Truss Type HIP 4x6 = 3 10 -9 -0 2 -9 -0 4 Qty 1 { 4x8 = BRACING TOP CHORD BOT CHORD Pry 1 REACTIONS (Ib /size) 11= 1032/0 -7-4, 7= 1032/0 -7-4 Max Upliftl 1=- 789(Ioad case 2), 7=- 789(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1250/560, 2 -3 =- 1467/821, 3 -4 =- 1289/847, 4 -5 =- 1466/821, 5 -6 =- 1250/561 BOT CHORD 1 -11 =- 624/1286, 10 -11 =- 624/1286, 9 -10 =- 621/1289, 8 -9 =- 621/1289, 7 -8 =- 625/1286, 6 -7 =- 625/1286 WEBS 3 -10 =- 92/210, 4 -10 =- 224/224, 4 -8 =0/69, 2 -11 =- 788/735, 5 -7 =- 788/735 "BELLO CONSTRUCTION" Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:19 2005 Page 1 18 -9 -0 8 -0 -0 Sheathed or 3 -5 -15 oc puffins. Rigid ceiling directly applied or 7 -2 -7 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water pending. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 Ib uplift at joint 11 and 789 Ib uplift at joint 7. 12938 0017' Scale = 1:32.6 Plate Offsets (X,Y): [2:0 -1- 12,0- 1 -11], [4:0- 3- 0,0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) 0.08 1 >211 360 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.08 1 >200 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 67 Ib Job ITruss ,12938 1-4 -0 1 -4 -0 1 -0 -0 1-4 -0 1 -0 -0 0-4 -0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2N0 WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard HH12 Truss Type MONO TRUSS 6 -8 -0 5-4 -0 8 -9 -5 7 -5 -5 Qty 1 8 3x4 = Ply "BELLO CONSTRUCTION" 12938 0018] Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:19 2005 Page 1 1 12 -0 -0 5 -4 -0 13 -11 -8 5 -2 -3 REACTIONS (Ib /size) 7= 715/0 -3 -0, 9= 841/0 -7 -4 Max Horz 9= 345(load case 2) Max Uplift7=- 501(load case 2), 9=- 640(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 950/317, 2 -3 =- 1100/518, 3 -4 =- 744/334, 4- 5 = -8/0, 5- 6 =0/0, 5 -7= -8/14 BOT CHORD 1 -9 =- 361/963, 8- 9=- 706/963, 7 -8 =- 219/300 WEBS 2- 9=- 585/568, 3 -8 =- 462/448, 4 -8 =- 271/535, 4- 7=- 714/540 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1) / -0 -0 -1 to 14 -2 -8; cantilever left 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 501 Ib uplift at joint 7 and 640 Ib uplift at joint 9. 13 -11 -8 14 -2-8 1 -11 -8 0 -3 -0 4x6 = Scale = 1:25.91 2x4 i 4 5 6 3x4 = BRACING TOP CHORD Sheathed or 4 -10 -15 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6 -9 -3 oc bracing. Job Truss i 112938 I HH14 I Truss Type MONO TRUSS Qty 1 Ply 1 s Dec "BELLO CONSTRUCTION' 12938 0019 Job Reference (optional) 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:20 2005 Page 1 13-11 -8 14-2-8 5.200 1 -4 -0 7 -4 -2 , LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 -4 -0 1 -0 -0 1-4 -0 1 - - 0-4 -0 LUMBER TOR CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 5 -7 -13 4 -3 -13 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 6 -0 -2 Plate Offsets (X,Y): 1:0- 0- 0,0 -0 -0], [2:0 -1- 12,0- 1 -11], [3:0- 0- 0,0 -0 -01, [4:0- 0- 0,0 -0 -0] 1 REACTIONS (Ib /size) 6= 705/0 -3 -0, 8= 841/0 -7 -4 Max Horz8= 414(Ioad case 2) Max Uplift6=- 527(Ioad case 2), 8=- 615(Ioad case 2) 2x4 // 1 CSI TC 0.72 BC 0.58 WB 0.77 (Matrix) 1 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 944/176, 2 -3 =- 1100/357, 3 -4 =- 181/4, 4- 5 = -8/0, 4 -6 =- 285/302 BOT CHORD 1 -8 =- 207/959, 7 -8 =- 622/959, 6 -7 =- 704/917 WEBS 2 -8 =- 602/498, 3- 7= 0/139, 3 -6 =- 893/712 NOTES LOAD CASE(S) Standard 13 -11 -8 8 -3 -11 6 -7 -6 DEFL in (loc) I /defl L/d Vert(LL) 0.07 6 -7 >999 360 Vert(TL) -0.20 6 -7 >759 180 Horz(TL) 0.02 6 n/a n/a 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1) -0 -0 -1 to 14 -1 -4; cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 527 Ib uplift at joint 6 and 615 Ib uplift at joint 8. Weight: 64 Ib 0 -3 -0 3x14,2 = 1:27.0 4 5 3x4 = PLATES GRIP MI120 249/190 BRACING TOP CHORD Sheathed or 4 -11 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6 -10 -12 oc bracing. Job 12938 Truss HHGT46 Truss Type MONO HIP Qty 1 Ply 1 "BELLO CONSTRUCTION" 12938 00201 Job Reference (optional) I 0 1 2 2 2 ■4 1 W . , o i 3x4 = 4x6 = 13 12 11 10 9 15 8 3x6 % 2x4 I I 3x4 = 3x8 = 5x6 = 5x6 = 3x4 II 1-4 -0 1 1 -0 -0 1 4 -6 -0 1 9 -0 -6 13 -5 -0 17 -9 -10 22-4 -0 I 1 1 1 -0 -0 3 -2 -0 4 -6 -6 4-4 -10 4 -4 -10 4 -6 -6 0-4 -0 Plate Offsets (X,Y): [1:0-2-9,0-2-4], [3:0- 5- 4,0 -2 -4], [7:0 -2- 12,0 -2 -8], [9:0-2-12,0-2-12] LOADING (psf) TCLL 30.0 TCDL 15.0 BCCL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.82 8C 0.88 WB 0.92 (Matrix) DEFL in (toc) 1 /dell L/d Vert(LL) 0.55 11 -12 >479 360 Vert(TL) -0.65 11 -12 >402 180 Horz(TL) 0.06 8 n/a n/a PLATES GRIP I M1120 249/190 Weight: 122 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2 -3 -10 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -2 -6 oc bracing. SLIDER 4.00 FIT 4 -6 -0 4 -6 -0 4x8 = 3 9 -0 -6 4 -6 -6 { 3x4 = 4 2 X 4 SYP No.2ND 'Except' W1 2 X 4 SYP No.3, W1 2 X 4 SYP No.3, W1 2 X 4 SYP No.3 W1 2 X 4 SYP No.3 Left 2 X 4 SYP No.3 1 -8 -3 13 -5 -0 4 - 4 - 10 2x4 I I 5 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:28:33 2005 Page 1 17 -9 -10 4 -4 -10 3x4 = 6 REACTIONS (lb /size) 1= 1315/0 -7 -4, 8= 1722/Mechanical Max Horz 1= 122(load case 2) Max Uplift 1=- 829(load case 2), 8=- 1134(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 3435/2178, 2 -3 =- 3372/2186, 3-4 =- 4956/3268, 4 -5 =- 5249/3458, 5 -6 =- 5249/3458, 6 -14 =- 4138/2724, 7 -14 =- 4138/2724, 7- 8=- 1542/1058 BOT CHORD 1 -13 =- 2124/3207, 12- 13=- 2123/3220, 11- 12=- 3268/4956, 10 -11 =- 2724/4138, 9- 10=- 2724/4138, 9 -15 =- 261/377, • 8-15=-261/377 WEBS 3 -13= 0/129, 3 -12 =- 1203/1822, 4 -12 =- 499/433, 4 -11 =- 200/309, 5 -11 =- 379/349, 6 -11 =- 774/1170, 6 -9 =- 823/649, 7- 9=- 2594/3963 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left 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 829 Ib uplift at joint 1 and 1134 Ib uplift at joint 8. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 445.01b down and 292.91b up at 17 -9 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (p1f) Vert: 1-3=-90, 3- 6 = -90, 6- 14=- 133(F = -43), 7- 14 = -90, 1- 9 = -20, 9- 15=- 30(F = -10), 8- 15 = -20 Concentrated Loads (Ib) Vert: 9=- 445(F) 22 -4 -0 4 -6 -6 Scale = 1:39.4! 5x6 = 14 7 Truss Type JACK Qty 2 Ply 1 Job 12938 1 d Truss LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 HJ4 1 -4 -11 1-4 -11 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WrBS 2 X 4 SYP No.3 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 3 -2 -14 3 -2 -14 1 -10-4 I 0 -5 -9 CSI TC 0.33 BC 0.18 WB 0.08 (Matrix) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1= 0(F =45. B= 45)- to- 3=- 126(F = -18, B = -18), 1= 0(F =10, B= 10)- to- 4=- 28(F =-4, 8 = -4) DEFL in (loc) I /deft Lid Vert(LL) 0.04 1 >508 360 Vert(TL) 0.05 1 >445 180 Horz(TL) 0.01 3 n/a n/a "BELLO CONSTRUCTION" 12938 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04'20 2005 Page 1 5 -7 -2 3 -8 -14 5 -7 -2 2-4 -4 REACTIONS (Ib /size) 3= 166 /Mechanical, 4 =46 /Mechanical, 5= 214/1 -0 -1 Max Horz 5= 82(load case 2) Max Uplift3=- 134(load case 2), 5=- 446(toad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension i TOP CHORD 1- 2=- 103/13, 2- 3= -39/28 BOT CHORD 1 -5 =0/82, 4 -5 =0/0 WEBS 2 -5 =- 197/268 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); / cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. I✓ 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 3 and 446 Ib uplift at joint 5. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MI120 249/190 Weight: 17 Ib BRACING TOP CHORD Sheathed or 5 -7 -2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:9.5 3 y.TI 0021 Job 12938 1 Truss HJ6 1 -10-4 1 -10 -4 Truss Type MONO TRUSS 5 -7 -2 3 -8 -14 2 .............. ............... ............... ,•.•...❖ �0000•. o.•o 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BC @L 10.0 1 -3 -13 1 -3 -13 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 1 -10 -4 1 0 -6 -7 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.65 BC 0.43 WB 0.14 (Matrix) REACTIONS (Ib /size) 4= 229 /Mechanical, 5= 324 /Mechanical, 5= 324 /Mechanical, 7= 415/1 -0 -1 Max Horz 7= 186(load case 2) Max Uplift4=- 239(load case 2), 5=- 119(Ioad case 2), 7=- 517(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 550/197, 2 -3 =- 595/287, 3-4= -66/40 BOT CHORD 1 -7 =- 223/548, 6- 7=- 409/548, 5 -6 =0/0 WEBS 2 -7 =- 230/353, 3 -6 =- 604/451 Qty Ply 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:21 2005 Page 1 8-4 -4 6 -6 -0 1 DEFL in (loc) I/defl Ud Vert(LL) 0.12 1 >189 360 Vert(TL) 0.13 1 >174 180 Horz(TL) 0.03 4 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint 4, 119 Ib uplift at joint 5 and 517 Ib uplift at joint 7. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 0(F =45, B= 45)- to- 4=- 189(F = -50, B = -50), 1=- 0(F =10, B= 10)- to- 5=- 42(F = -11, B = -11) "BELLO CONSTRUCTION" 12938 0022; Job Reference (optional) 8 -5 -1 2 -9 -15 PLATES GRIP M1120 249/190 Weight: 30 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8 -7 -14 oc bracing. 0 -0 -13 Truss Type MONO TRUSS Qty 2 Ply 1 ;Job 12938 N LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3x4 = 1 -6 -10 1 -6 -10 Truss HJ8 2 CSI TC 0.83 BC 0.74 WB 0.30 (Matrix) DEFL in (loc) 1/deft Ud Vert(LL) -0.07 1 >318 360 Vert(TL) -0.38 6 -7 >287 180 Horz(TL) -0.01 6 n/a n/a PLATES GRIP M1120 249/190 Weight: 43 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WtBS 2 X 4 SYP No.3 3x6 I i SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 8 -0 -0 8 -0 -0 REACTIONS (Ib /size) 7= 665/0 -7-4, 6= 1067 /Mechanical Max Horz 7= 337(load case 2) Max Uplift7=- 331(load case 2), 6=- 786(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 987/477, 2 -3 =- 1065/613, 3-4 =- 102/41, 4 -5= -17/0 BOT CHORD 1- 7=- 517/982, 6 -7 =- 854/982 WEBS 2 -7 =- 373/504, 4 -6 =- 326/361, 3- 6=- 1143/994 2.831 11 -3 -0 9 -8 -6 BRACING TOP CHORD BOT CHORD NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); % Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 Ib uplift at joint 7 and 786 Ib uplift at joint 6. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1= 0(F =45, B= 45)- to- 5=- 253(F = -82, B = -82), 1= 0(F =10, B= 10)- to- 6=- 56(F = -18, B = -18) "BELLO CONSTRUCTION" 12938 0023, Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:21 2005 Page 1 2x4 11-3-0 3 -3 -0 Sheathed or 5 -1 -12 oc purtins. Rigid ceiling directly applied or 5 -8 -0 oc bracing. Scale = 1:19.1; 2x4 4 5 n 6 3x4 = Truss J1 Truss Type JACK Qty 12 Ply 1 Job 12938 Plate Offsets (X,Y): (1:0- 1.4,0 -1 -8) LOADING (psf) TCLL 30.0 TCDL 15.0 BCCL 0.0 BCDL 10.0 REACTIONS (Ib /size) 1 =55 /Mechanical, 2 =45 /Mechanical, 3 =10 /Mechanical Max Horz 3= 33(load case 2) Max Upliftl=- 30(load case 2), 2=- 47(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -19/12 BOT CHORD 1 -3 =0/33 LOAD CASE(S) Standard SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 1 1-0-0 1 -0 -0 4.00112 CSI TC 0.16 BC 0.01 WB 0.00 (Matrix) 3x6 = T1 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Job Reference (optional 3 - 0-if -1 1 -0 -0 1 1 -4 -0 0 -0 -1 1 -0 -0 0-4 -0 DEFL in (loc) I /deft L/d Vert(LL) n/a - n/a 999 Vert(TL) -0.00 1 >999 180 Horz(TL) -0.00 2 n/a n/a Sheathed or 1 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ib uplift at joint 1 and 47 Ib uplift joint 2. "BELLO CONSTRUCTION" 12938 5.200 s Doc 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:22 2005 Page 1 PLATES GRIP MI120 249/190 Weight: 3 Ib 0024 Scale = 1:4.5. Truss Type JACK Qty 12 Ply 1 ,Job 12938 Truss J3 M I Plate Offsets (X,Y): 12:0 -1- 12,0 -1 -11] LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 2x4 = 1 -0 -0 1.0 -0 CSI TC 0.16 BC 0.16 WB 0.08 (Matrix) 4.00 riT 1-4 -0 0-4 -0 REACTIONS (Ib /size) 3 =36 /Mechanical, 4 = -10 /Mechanical, 5= 297/0 -7 -4 Max Horz 5= 93(load case 2) Max Uplift3=- 21(load case 2), 4=- 10(load case 1), 5=- 443(load case 2) Max Gray 3= 36(load case 1), 4= 56(load case 2), 5= 297(load case 1) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 99/34, 2- 3 = -34/7 BOT CHORD 1 -5= -0/93, 4 -5 =0/0 WEBS 2 -5 =- 211/255 LOAD CASE(S) Standard 3 -0 -0 3 -0 -0 B1 BRACING TOP CHORD BOT CHORD 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:22 2005 Page 1 "BELLO CONSTRUCTION" 12938 Job Reference (optional 3 -0 -0 1 -8 -0 DEFL in (loc) 1/deft L/d Vert(LL) 0.02 1 >750 360 Vert(TL) 0.02 1 >825 180 Horz(TL) 0.01 3 n/a n/a 3 4 PLATES GRIP MI120 249/190 Weight: 10 Ib Sheathed or 3 -0 -0 oc puffins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 3, 10 Ib uplift at joint 4 and 443 Ib uplift at joint 5. 0025 Scale = 1:7.0; Plate Offsets (X,Y): (2:0 -1- 12,0 -1 -11] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) 0.02 1 >859 360 MI120 249/190 TCPL 15.0 Lumber Increase 1.33 BC 0.11 Vert(TL) 0.02 1 >913 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 13 Ib Job 12938 LOAD CASE(S) Standard Truss J4 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 1 -0 -0 1 -0 -0 Truss Type JACK 1 -4 -0 0-4 -0 REACTIONS (Ib /size) 3 =90 /Mechanical, 4 =15 /Mechanical, 5= 328/0 -7 -4 Max Horz5= 124(load case 2) Max Uplift3=- 83(load case 2), 5=- 429(load case 2) Max Grav3= 90(load case 1), 4= 32(Ioad case 2), 5= 328(load case 1) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 135/38, 2- 3= -46/21 BOT CHORD 1 -5 =- 0/124, 4 -5 =0/0 WEBS 2 -5 =- 257/297 Q 1 Ply 1 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:22 2005 Page 1 4 -0 -0 2 -8 -0 'BELLO CONSTRUCTION" 12938 Job Reference (optional) i NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); ./ cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 3 and 429 Ib uplift at joint 5. BRACING TOP CHORD Sheathed or 4 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 0026 Truss Type JACK Qty 2 Ply 1 Job 12938 LOADING (psf) TCLL 30.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 1 1 LOAD CASE(S) Standard Truss J46 2x4 = 2 4x4 = 1 -0 -0 1 -4 -0 , 1 -0 -0 0-4 -0 Plate Offsets (X,Y): [2:0- 1- 12,0 -1 -11] SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.21 BC 0.08 WB 0.10 (Matrix) 4.00 12 4 -6 -0 4 -6 -0 T1 B1 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:23 2005 Page 1 4 -6 -0 3 -2 -0 "BELLO CONSTRUCTION" 12938 Job Reference (optional DEFL in (loc) 1 /deft Ud Vert(LL) 0.01 1 >999 360 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.00 3 n/a n/a REACTIONS (Ib /size) 3= 114 /Mechanical, 4 =25 /Mechanical, 5= 350/0 -7-4 Max Horz 5= 139(load case 2) Max Uplift3=- 108(load case 2), 5=- 433(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension ! TOP CHORD 1 -2 =- 154/40, 2- 3= -52/27 BOT CHORD 1- 5=- 0/139, 4 -5 =0/0 WEBS 2 -5 =- 286/327 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1);',/ cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 3 and 433 Ib uplift at joint 5. Weight: 14 Ib 4 PLATES GRIP MI120 249/190 Sheathed or 4 -6 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 0027! 1 /I \ScaIe= 1:8.9 Plate Offsets (X,Y): (2:0 -1- 12,0 -1 -11] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.24 Vert(LL) 0.01 1 >999 360 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) -0.01 4 -5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 16 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No 2ND Truss J5 Truss Type JACK Qty 8 Ply 1 Job 12938 LOAD CASE(S) Standard 1 -0 -0 1 -0 -0 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 1 -4 -0 , 0-4 -0 "BELLO CONSTRUCTION" Job Reference (optional 12938 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:23 2005 Page 1 BOT CHORD 5 -0 -0 3 -8 -0 N VV UUIIIIIJ. REACTIONS (Ib /size) 3= 136 /Mechanical, 4 =34 /Mechanical, 5= 373/0 -7 -4 Max Herz 5= 155(load case 2) Max Uplift3=- 132(load case 2), 5=- 441(load case 2) ; FORCES (Ib) - Maximum Compression /Maximum Tension , TOP CHORD 1- 2=- 174/43, 2- 3= -59/33 BOT CHORD 1- 5=- 0/155, 4 -5 =0/0 WEBS 2 -5 =- 318/360 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Iriterior(1);L" cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 3 and 441 Ib uplift at joint 5. 0028 Rigid ceiling directly applied or 10-0-0 oc bracing. / 1 Truss J6 Truss Type JACK Qty 4 Ply 1 Job 1 12938 LOADING (psf) TCLL 30.0 TCDL 15.0 , BCLL 0.0 BCDL 10.0 2x4 = 1 -0 -0 1 -0 -0 Plate Offsets (X,Y): [2:0 -1- 12,0 -1 -11] LUMBER Tt3P CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard 4x4 = 2 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.34 BC 0.14 WB 0.13 (Matrix) 4.00 12 6 -0 -0 6 -0 -0 B1 BRACING TOP CHORD BOT CHORD Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:23 2005 Page 1 6 -0 -0 4 -8 -0 DEFL in (loc) I /defl Ud Vert(LL) -0.03 1 >601 360 Vert(TL) 0.04 1 >389 180 Horz(TL) 0.01 3 n/a n/a "BELLO CONSTRUCTION" 12938 REACTIONS (Ib /size) 3= 180 /Mechanical, 4 =52 /Mechanical, 5= 422/0 -7 -4 Max Horz 5= 184(load case 2) Max Uplift3=- 176(load case 2), 5=- 457(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 214/51, 2- 3= -74/44 BOT CHORD 1- 5=- 0/184, 4 -5 =0 /0 WEBS 2 -5 =- 387/433 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C, enclosed; C -C Interior(1); cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 Ib uplift at joint 3 and 457 Ib uplift at joint 5. PLATES GRIP MI120 249/190 Weight: 19 Ib Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 0029 4 Job 12938 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 2x4 = Truss J7 2 LUMBER Ti°P CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 4x4 = 1 -0 -0 1 -0 -0 Plate Offsets (X,Y): [2:0 -1- 12,0 -1 -11 0-4 -0 Truss Type JACK REACTIONS (Ib /size) 3= 223 /Mechanical, 4 =68 /Mechanical, 5= 473/0 -7-4 Max Horz 5= 212(load case 2) Max Uplift3=- 216(load case 2), 5=- 475(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 256/61, 2- 3= -89/55 BOT CHORD 1- 5=- 0/212, 4 -5 =0/0 WEBS 2 -5 =- 465/514 4 .00 12 7 -0 -0 7 -0 -0 T1 B1 Qty 4 BRACING TOP CHORD BOT CHORD 7 -0 -0 5 -8 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.52 BC 0.25 WB 0.16 (Matrix) DEFL in (loc) 1 /deft L/d Vert(LL) -0.08 1 >210 360 Vert(TL) 0.09 1 >173 180 Horz(TL) 0.03 3 n/a n/a Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 3 and 475 Ib uplift at joint 5. LOAD CASE(S) Standard Ply "BELLO CONSTRUCTION" 12938 1 00301 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:24 2005 Page 1 PLATES GRIP MI120 249/190 Weight: 22 Ib 3 Scale = 4 Job ITruss Truss Type Qty Ply I "BELLOCONSTRUCTION' 12938 (MONO TRUSS R 1 0031 12938 IJ8 , Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:24 2005 Page 1 ; r= LUMBER I TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 ' REACTIONS (Ib /size) 3= 265 /Mechanical, 4 =84 /Mechanical, 5= 526/0 -7-4 Max Horz 5= 240(load case 2) Max Uplift3=- 255(load case 2), 5=- 494(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension i TOP CHORD 1 -2 =- 301/73, 2- 3=- 104/65 1 BOT CHORD 1- 5=- 0/240, 4 -5 =0/0 WEBS 2 -5 =- 550/604 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); l cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 Ib uplift at joint 3 and 494 Ib uplift at joint 5. LOAD CASE(S) Standard 8 -0 -0 BRACING TOP CHORD BOT CHORD Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 4x4 2 = 1 ` B 1 ' 2x4 = 4W 4 1-0-0 -4 -u. 8-0-0 1 -0 -0 0-4 -0 6 -8 -0 Plate Offsets (X,Y): F2:0 -1. 12,0 -1 -11j LOADING (psf) TCLL 30.0 TCQL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.74 BC 0.39 WB 0.18 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.15 1 >108 360 Vert(TL) -0.12 1 >137 180 Horz(TL) 0.06 3 n/a n/a PLATES GRIP M1120 249/190 Weight: 25 Ib Job ITruss Truss Type Qty Ply I "BELLOCONSTRUCTION' 12938 (MONO TRUSS R 1 0031 12938 IJ8 , Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:24 2005 Page 1 ; r= LUMBER I TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 ' REACTIONS (Ib /size) 3= 265 /Mechanical, 4 =84 /Mechanical, 5= 526/0 -7-4 Max Horz 5= 240(load case 2) Max Uplift3=- 255(load case 2), 5=- 494(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension i TOP CHORD 1 -2 =- 301/73, 2- 3=- 104/65 1 BOT CHORD 1- 5=- 0/240, 4 -5 =0/0 WEBS 2 -5 =- 550/604 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); l cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 Ib uplift at joint 3 and 494 Ib uplift at joint 5. LOAD CASE(S) Standard 8 -0 -0 BRACING TOP CHORD BOT CHORD Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Job Truss I Truss Type , 12938 I MGT1 I MONO TRUSS LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BC& 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 = SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 REACTIONS (Ib /size) 1= 475/0 -7 -4, 3= 445 /Mechanical Max Horz 1= 129(Ioad case 2) Max Upliftl=- 269(load case 2), 3=- 310(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 76/46, 2 -3 =- 137/155 BOT CHORD 1- 4 =0/0, 4- 5 =0/0, 3 -5 =0/0 CSI TC 0.26 BC 0.37 WB 0.00 (Matrix) 3 -6 -0 3 -6 -0 3 -6 -0 Qty 1 N "BELLO CONSTRUCTION" 12938 00321 1 1 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:24 2005 Page 1 2x4 I I DEFL in (loc) 1 /deft Ud Vert(LL) 0.01 1 -3 >999 360 Vert(TL) -0.02 1 -3 >999 180 Horz(TL) 0.00 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); % Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. • 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 Ib uplift at joint 1 and 310 Ib uplift' at joint 3. 4) Girder carries tie -in span(s): 16 -9 -0 from 1 -0 -0 to 2 -6 -0 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4 = -20, 4- 5=- 409(F= -389), 3- 5 = -20, 1 -2 = -90 2x4 PLATES GRIP MI120 249/190 Weight: 15 Ib BRACING TOP CHORD Sheathed or 3 -6 -0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:8.9, 1 1 J ob 12938 LOADING (psf) TCLL 30.0 TCQL 15.0 BCLL 0.0 BCDL 10.0 Truss MV2 Plate Offsets (X,Y): (2:0- 2- 8,0 -1 -0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND SPACING 2 -0 -0 Plates Incre 0.90 Lumber Increase 0.90 Rep Stress Incr YES Code FBC2001 /ANS195 I Truss Type IVALLEY REACTIONS (Ib /size) 2= 16/2 -0 -0, 1= 16/2 -0 -0 FORCES (Ib) - Maximum Compression /Maximum Tension BOT CHORD 1 -2 =0/0 NOTES j 1) Gable requires continuous bottom chord bearing. LOAD CASE(S) Standard 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 Qty 2 BRACING BOT CHORD Ply "BELLO CONSTRUCTION" 1 00331 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04•5 2005 Page 1 2x4 11 PLATES M1120 Weight: 5 Ib 12938 Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 Scale = 1:4.5 CSI TC 0.00 BC 0.02 W B 0.00 (Matrix) DEFL in (Ioc) I / deft Vert(LL) n/a n/a Vert(TL) n/a n/a Horz(TL) 0.00 n/a L/d 999 999 n/a 1 Job 12938 1-4 -0 1 1 -0 -0 I 1 -0 -0 0-4 -0 Plate Offsets (X,Y): LOADING (psf) TCLL 30.0 TCQI. 15.0 BCLL 0.0 BCDL 10.0 LOAD CASE(S) Standard Truss T1 LUMBER TOP CHORD 2 X 4 SYP No.1D BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 Truss Type COMMON 7 -2 -13 11 -8 -0 1 16 -1 -3 7 -2 -13 4 -5 -3 4 -5 -3 4.00 12 2:0- 4- 10 -1- 8],[9:0- 4- 0,0 -3 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 11 -8 -0 10-4 -0 4x6 = 4 Qty 9 5x8 = BRACING TOP CHORD BOT CHORD Ply Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:25 2005 Page 1 1 REACTIONS (Ib /size) 10= 1284/0 -7 -4, 8= 1284/0 -7-4 Max Uptift10=- 908(load case 2), 8=- 908(Ioad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1870/938, 2 -3 =- 2122/1233, 3 -4 =- 1664/970, 4 -5 =- 1664/970, 5 -6 =- 2122/1233, 6 -7 =- 1870/938 BOT CHORD 1- 10=- 1016/1904, 9- 10=- 1016/1904, 8- 9=- 1016/1904, 7 -8 =- 1016/1904 WEBS 3 -9 =- 483/400, 4 -9 =- 200/513, 5 -9 =- 483/400, 2 -10 =- 895/853, 6 -8 =- 895/853 "BELLO CONSTRUCTION" 12938 22 -0 -0 10-4 -0 23-4 -0 7 -2 -13 CSI TC 0.86 BC 0.97 WB 0.26 (Matrix) DEFL in (loc) I /defl Ud Vert(LL) 0.27 9 >917 360 Vert(TL) -0.32 9 -10 >776 180 Horz(TL) 0.06 8 n/a n/a PLATES GRIP MI120 249/190 Weight: 92 Ib Sheathed or 3 -6 -5 oc purlins. Rigid ceiling directly applied or 5 -9 -1 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h=22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C -C Interior(1); cantilever Left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 908 Ib uplift at joint 10 and 908 Ib uplift at joint 8. 23-4 -0 22 -4� -0 0-4 -0 1 -0 -0 0034 i I Scale = 1:39.9 Job i Truss 1 12938 'T2 Truss Type COMMON Qty 3 Ply 1 h tfl 3x4 = 11 1 -0- 01 -4-0 1 -0 -0 0-4 -0 LOAD CASE(S) Standard 5 -10 -14 5 -10 -14 4.00 12 3 2x4 9-4 -8 3 -5 -10 4x4 4x4 = 2 6 111:41 . 011. /11 , 41 Plate Offsets (X,Y): (2:0 -1- 12,0- 1 -11], [4:0- 2- 0,0 -2-4], [6:0- 1- 12,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 1 TCLL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANSI95 9-4 -8 8 -0 -8 CSI TC 0.89 BC 0.79 WB 0.20 (Matrix) 4x4 = 4 i 12 -10 -2 3 -5 -10 REACTIONS (Ib /size) 11= 1032/0 -7-4, 8= 1032/0 -7 -4 Max Uplift11=- 777(load case 2), 8=- 777(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1335/633, 2 -3 =- 1529/862, 3 -4 =- 1226/699, 4 -5 =- 1226/699, 5 -6 =- 1529/862, 6 -7 =- 1335/633 BOT CHORD 1 -11 =- 684/1356, 10- 11=- 684/1356, 9 -10 =- 684/1356, 8 -9 =- 684/1356, 7 -8 =- 684/1356 WEBS 3 -10 =- 312/255, 4 -10 =- 86/310, 5 -10 =- 312/255, 2 -11 =- 717/664, 6 -8 =- 717/664 "BELLO CONSTRUCTION" 12938 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:25 2005 Page 1 Job Reference (optional 2x4 5 E 1- 3 - x4 = 10 9 8 3x4 = 3x8 = 17 -5 -0 8 -0 -8 DEFL in (loc) I /defl L/d Vert(LL) 0.20 10 >978 360 Vert(TL) -0.23 10 >834 180 Horz(TL) 0.04 8 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); i ✓ cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 777 Ib uplift at joint 11 and 777 Ib uplift at joint 8. 18 -9 -0 5 -10 -14 PLATES GRIP MI120 249/190 Weight: 74 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3 -6 -8 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6 -7 -14 oc bracing. WEBS 2 X 4 SYP No.3 Scale: 3/8 " =1" 7 18 -9 -0 17 -9r0 0-4 -0 1 -0 -0 0035 Job 12938 Truss T2A Truss Type COMMON Qty 2 Ply 1 "BELLO CONSTRUCTION" 12938 0036 Job Reference (optional) 3x4 4x4 = 2 10 1 -0 -0 1,-4 -0 1 -0 -0 0-4 -0 Plate Offsets (X,Y): [2:0 -1- 12,0 -1- 11],[4:0- 2- 0,0 -2- 4],[6:0- 3- 0,0 -1 -8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LOAD CASE(S) Standard 5 -10 -14 5 -10 -14 4.00 12 131 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 3 9-4 -8 8 -0 -8 2x4 CSI TC 0.93 BC 0.79 WB 0.21 (Matrix) 9 -4 -8 3-5-10 4x4 = 4 9 8 3x4 = 3x8 = LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 `Except* W3 2 X 8 SYP No.2 .200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:26 2005 Page 1 12 -10 -2 3 -5 -10 2x4 5 U B2 .,. DEFL in (loc) I/defl Ud Vert(LL) 0.17 7 -9 >999 360 Vert(TL) -0.20 7 -9 >952 180 Horz(TL) 0.04 7 n/a n/a REACTIONS (Ib /size) 10= 1040/0 -7-4, 7= 880 /Mechanical Max Horz 10= 39(Ioad case 2) Max Upliftl0=- 792(Ioad case 2), 7=- 504(Ioad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1353/657, 2 -3 =- 1551/893, 3 -4 =- 1250/734, 4 -5 =- 1254/738, 5 -6 =- 1591/941, 6 -7 =- 767/519 ' BOT CHORD 1 -10 =- 711/1377, 9 -10 =- 750/1377, 8 -9 =- 804/1421, 7 -8 =- 804/1421 ' WEBS 3- 9=- 312/249, 4 -9 =- 123/340, 5 -9 =- 357/311, 2 -10 =- 731/685 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792 Ib uplift at joint 10 and 504 Ib uplift at joint 7. 17 -9 -0 4 -10 -14 17 -5 -0 1T-9r0 8 -0 -8 0-4 -0 PLATES GRIP M1120 249/190 Weight: 71 Ib Sheathed or 3 -5-6 oc puffins, except end verticals. Rigid ceiling directly applied or 6 -2 -12 oc bracing. Scale = 5x6 l 6 4K• 7 Truss Type COMMON Qty 1 Ply 1 Job 12938 LOADING (psf) TCLL 30.0 TCDL 15.0 BC LL 0.0 BCDL 10.0 Truss T3 1-0-0 ,1-4 -9 1 -0 -0 0-4 -0 5 -2 -0 5 -2 -0 Plate Offsets (X,Y): [2:0-1-12,0-1-11], [4:0-1-12,0-3-0] SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.33 BC 0.29 WB 0.12 (Matrix) REACTIONS (Ib /size) 8= 569/0 -7 -4, 6= 569/0 -7 -4 Max Uptift8=- 539(load case 2), 6=- 539(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 396/70, 2 -3 =- 484/208, 3-4 =- 484/208, 4 -5 =- 396/70 BOT CHORD 1 -8 =- 86/397, 7 -8 =- 86/397, 6 -7 =- 86/397, 5 -6 =- 86/397 WEBS 2- 8=- 394/389, 4 -6 =- 394/389, 3- 7=- 13/122 LOAD CASE(S) Standard 4x4 = "BELLO CONSTRUCTION" 12938 Job Reference (optional 5.200 s Dec 2 2003 MiTek Industries. Inc. Thu Jul 14 11:04:26 2005 Page 1 10 -4 -0 5 -2 -0 Scale = 1:17.4 2x4 11 9 -0 -0 7 -8 -0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2N0 TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 DEFL in (loc) l/defl L/d Vert(LL) 0.04 7 >999 360 Vert(TL) -0.04 7 >999 180 Horz(TL) 0.00 6 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1);I✓ cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 Ib uplift at joint 8 and 539 Ib uplift at joint 6. 9-4 -9 10-4 -0 0-4 -0 1 -0 -0 PLATES GRIP MI120 249/190 Weight: 35 Ib Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 0037' Truss Type MONO TRUSS Qty 6 Ply 1 Job 12938 ,1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCCL 0.0 BCDL 10.0 1 -4 -0 1 -4 -0 3x4 = 1 -0 -0 1, -4 -0 1 -0 -0 0-4 -0 Plate Offsets (X,Y): [2:0 -1- 12,0 -1 -111 j LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD I WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 6= 715/0 -3 -0, 8= 841/0 -7-4 Max Horz 8= 421(Ioad case 2) Max Uplift6=- 548(Ioad case 2), 8=- 612(Ioad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 944/170, 2 -3 =- 1099/350, 3 -4 =- 180/4, 4 -5= -11/0, 4 -6 =- 295/323 BOT CHORD 1 -8 =- 201/958, 7- 8=- 622/958, 6- 7=- 703/916 WEBS 2- 8=- 602/497, 3- 7= 0/138, 3 -6 =- 893/712 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1) -0 -0 -1 to 14 -2 -8; cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 Ib uplift at joint 6 and 612 Ib uplift at joint 8. LOAD CASE(S) Standard Truss T4 5 -7 -13 4 -3 -13 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 7-4 -2 6 -0 -2 7 2x4 CSI TC 0.71 BC 0.58 WB 0.77 (Matrix) 5.200 s Dec 2 2003 MiTek Industnes, Inc. Thu Jul 14 11:04:26 2005 Page 1 "BELLO CONSTRUCTION" Job Reference (optional 13 -11 -8 8 -3 -11 13 -11 -8 6 -7 -6 DEFL in (loc) I /defl Lid Vert(LL) 0.07 6 -7 >999 360 Vert(TL) -0.20 6 -7 >759 180 Horz(TL) 0.02 6 n/a n/a Weight: 64 Ib 12938 14 -2 -8 0 -3 -0 3x4 I Scale = 1:27.0 5 4 3x4 = 1 PLATES GRIP M1120 249/190 Sheathed or 4 -11 -0 oc purlins, except end verticals. 00381 Rigid ceiling directly applied or 6 -10 -122 oc bracing. =tom I Qty 1 Ply 1 Job '12938 • LOADING (psf) TCLL 30.0 TCQL 15.0 BCLL 0.0 BCDL 10.0 1 LUMBER TOF CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard Truss I T5 1 -4 -0 1 -4 -0 2x4 = Plate Offsets (X,Y): [2:0 -1- 12,0 -1 -11] 1 -0 -0 1 1 -4 -0 1 -0 -0 0-4 -0 Truss Type MONO TRUSS REACTIONS (Ib /size) 5= 330/0 -3 -0, 6= 474/0 -7 -4 Max Horz 6= 238(load case 2) Max Uplift5=- 293(load case 2), 6=- 462(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 204/0, 2 -3 =- 214/0, 3-4= -11/0, 3 -5 =- 254/305 BOT CHORD 1 -6= 0/148, 5 -6 =- 90/129 WEBS 2- 6=- 465/519 7 -1 -8 5 -9 -8 7 -1 -8 5 -9-8 BRACING TOP CHORD BOT CHORD "BELLO CONSTRUCTION" Job Reference (optional NOTES / 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1) -0 -0 -1 to 7-4 -8; cantilever left exposed ; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 Ib uplift at joint 5 and 462 Ib uplift at joint 6. 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04'27 2005 Page 1 7-4 -8 0 -3 -0 3x4 '1 4 2x4 11 1 Weight: 26 Ib 12938 PLATES GRIP MI120 249/190 Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 00391 Scale = 1:15.31 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.65 BC 0.21 WB 0.16 (Matrix) DEFL in (loc) t /defl Ud Vert(LL) -0.02 1 >748 360 Vert(TL) 0.03 1 >598 180 Horz(TL) 0.00 5 n/a n/a Job '12938 LOADING (P Sin) TCLL 30 TCDL 15.0 BCLL 0 BCPL 10 LUMBER BOT CHORD 2 X 4 SYP No.2ND LOAD CASE(S) Standard Truss V17 SP ACING 2 -0 -0 Plates'Incre 0.90 Lumb Increase 0.90 Rep Stress Incr Code FBC2001 /ANSI 95 Truss Type KINGPOST REACTIONS (lb /size) 2= 9/1 -7 -0, 1= 9/1 -7 -0 FORCES (lb) - Maximum Compression /Maximum Tension BOT CHORD 1 -2 =0/0 CSI TC 0.00 BC 0.01 WB 0.00 (Matrix) Qty Ply 1 1 -7 - 1 -7 -0 DEFL in (loc) I /deft Ud Vert n/a n/a 999 Vert( n/a n/a 999 Horz(TL) 0 .00 n/a n/a "BELLO CONSTRUCTION" Job Reference (optional 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:27 2005 Page 1 BRACING BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Stand 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2 -0 -0 oc. PLATES Weight: 2 lb 12938 GRIP 0040 Job 12938 LUMBER Tt;P CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND LOAD CASE(S) Standard Truss V57 2 -9 -8 2 -9 -8 Truss Type VALLEY 3x4 = 2x4 REACTIONS (Ib /size) 1= 208/5 -7 -0, 3= 208/5 -7 -0 Max Upliftl=- 136(load case 2), 3=- 136(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 291/248, 2 -3 =- 291/248 BOT CHORD 1 -3 =- 204/256 5 -7 -0 5 -7 -0 Qty 1 BRACING TOP CHORD BOT CHORD N "BELLO CONSTRUCTION" 12938 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industnes. Inc. Thu Jul 14 11:04:28 2005 Page 1 5 -7 -0 2 -9 -8 2x4 Plate Offsets (X,Y): 12:0- 2- 0,Edgej LOADING (psf) TCLL 30.0 TCDL 15.0 BCK 0.0 BCDL 10.0 SPACING 2 -0 -0 CSI Plates Increase 1.33 TC 0.12 Lumber Increase 1.33 BC 0.12 Rep Stress Incr YES WB 0.00 Code FBC2001 /ANSI95 (Matrix) DEFL in (loc) I /defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MI120 Weight: 14 Ib 249/190 Sheathed or 5 -7 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 1 and 136 Ib uplift at joint 3. 0041 Scale = 1:8.5 Truss V97 Truss Type VALLEY Qty 1 Ply 1 1 ,Job '12938 • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BC(,'L 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND W E°BS 2 X 4 SYP No.3 LOAD CASE(S) Standard 2x4 4 -9 -8 4 -9 -8 4.00 12 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 CSI TC 0.20 BC 0.12 WB 0.09 (Matrix) 4x4 = 2 2x4 11 9 -7 -0 9 -7 -0 REACTIONS (Ib /size) 1= 169/9 -7 -0, 3= 169/9 -7 -0, 4= 519/9 -7 -0 Max Uplift 1=- 110(load case 2), 3=- 110(load case 2), 4=- 311(load case 2) Max Gray 1= 181(load case 3), 3= 181(load case 4), 4= 519(load case 1) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 72/48, 2- 3= -72/48 BOT CHORD 1-4 =0/24, 3-4 =0/24 WEBS 2-4 =- 386/311 DEFL in (loc) I /deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a BRACING TOP CHORD BOT CHORD 5.200 s Dec 2 2003 MiTek Industries, Inc. Thu Jul 14 11:04:28 2005 Page 1 I "BELLO CONSTRUCTION" Job Reference (optional 9 -7 -0 4 -9 -8 12938 0042 Scale = 1:15.2 �::•i i i : ❖ :• :• : ❖ :KK•::K•:•i :•i :•:•:•:•: " i e i i : e eee : "" .. :• : : :Ki :❖: KK:::::::::❖:•:':•:•:•:• : ❖ :' :• : ❖ : :: : :• :• :• : ❖ : : :: K ::• :•:•:• : : :i i :'i i :•i 0 i- mx.m.O•.•:.i0•000O�iO•�•�00•di i 0�O •: i i e i i %OO i0 i•00� :100•i OJ0000�•�000•OPO• i ' O i i i i OO OOOO O i i ” 0.000 • •i • 001 N 00�`*OO�D '�D•00�44.00�D i iD• Ki 00000004 a 00.. i i i i o, . _ .. 0000.0.0000. 000000. i•0000�00•00� ii0•044 00 •i0 i i•0 . x, i i i i i i• Ave.0000. iiO•OAODOO•00� i i i i i i•OOOA•�0 .V... 00 O�OO •!�O ••.'0000 • •0 0 0 00� • OO. 000 . 0.0.000 .0000000000A0 0 0• ii 000000 .0�000.0000�4.i0i• . 0�1�00i000. 0.0000 0 :0 •0 00.000 0 00000 00 0.000�000.000� :•000 : i000 ..•.•Ji i i i i i i•.•i i :000000•0•A•00 i00 .000.0 *0.0* i00 i 0.00000000 4. •� POOH J000000000000�0 i 0�0 00000�00•000�0 0000 i i i �i•0000� w.•.Q. •0.00.00 0.000�00.0.1•i 0.0.0.0 •ii•.•.•S.•. iii.•.•.•.•.•.4.4. i iii i i ..44 •.•Ji i.•.•i i i 0.00.0•.•. 0.•.•.•i i i J •Ji i .•.• iii.•. •O.O•.•.•.•.i0�������0�i0000000 i i 0!0000�0.0�0.000�•000000���0 Weight: 28 Ib NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C -C Interior(1); I✓ Lumber DOL =1.33 plate grip DOL =1.33. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ib uplift at joint 1, 110 Ib uplift at joint 3 and 311 Ib uplift at joint 4. 2x4 PLATES GRIP M1120 249/190 Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. PRODUCT CODE JOIST SIZE Y DIMENSIONS FASTENER 1 ;. LOADS W H A HEADER JOIST DO ‘` UPLIFT EI1U1126` 2X6 1 5/8 5 1/4 3 1/2 20 -16d 10 -10d X 1 1/2 238: 1200 E11U112611 2X6 1 5/8 5 1/4 3 1/2 20 -HN20A 10 -HN20A — - -0 1730 EHUI -128` 2X8 1 5/8 7 1/4 3 1/2 28 -16d 14 -10d X 1 R - 14 -HN20A �i>t re . ∎ 1845 15 2110' EI IUII28r I E111111210 2X8 1 5/8 7 1/4 3 1/2 28 -HN20A 2X10 1 5/8 9 1/4 3 1/2 32 -16d 16 -10d X 1 1/23._96 EIIUH210N _ [H111126 2 2X10 1 5/8 9 1/4 3 1/2 32 -HN20A 16 -HN20A 4700 2875 (2) 2X6 3 1/8 5 3/8 3 1/2 22 -16d 11 -10d X 1 1/2 . 2875 1690 El-R.11-126-2N (2) 2X6 3 1/8 5 3/8 3 1/2 22 -HN20A 11 -HN2OA 3285 2195 EIIUH28 -2 (2) 2X8 3 1/8 7 3/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUII28 2N (2) 2X8 3 1/8 7 3/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 EHUH28 -3 (2) 2X8 5 1/8 6 13/16 3 1/2 40 -16d 16 -10d 5190 2645 EHUI -128- 3N (2) 2X8 5 1/8 6 13/16 3 1/2 40 -HN20A 16 -1-IN20A 5335 2850 EHIJH210- -2 (2) 2X10 3 1/8 9 3/8 3 1/2 40 -16d 16 -10d 5190 1645 EHUH210 -2N (2) 2X10 3 1/8 9 3/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 E110146 EIIUH46H 4X6 3 9/16 5 1/8 3 1/2 22 - 16d 11 -10d 2875 1690 4X6 3 9/16 5 1/8 3 1/2 22 -HN20A 11 -HN20A 3285 2195 E11U1148 4X8 3 9/16 7 1/8 3 1/2 32 -16d 14 -10d 4185 2155 EIItJH48N 4X8 3 9/16 7 1/8 3 1/2 32 -1-1N20A 14 -1-1N20A 4775 2790 EHUH410 4X10 3 9/16 9 1/8 3 1/2 40 -16c1 16 -10d 5190 2715 [IIUII410IJ 4X10 3 9/16 9 1/8 3 1/2 40- H1N20A 16- I -IN20A 5335 2850 NOTE 1.) PENUTRATION OF FASTENER IN HEADER IS 2° FOR 16d NAIL & 1 3/4' FOR HN20A EXTRA HEAVY CONNECTOR 14 GA�J NONE 2.) PENETRATION OF FASTENER IN JOIST IS 1 1/2' GENERAL NOTES • I) STEEL SIIAI.L CONFORM TU ASTH A653 STRUCTURAL GRADE 331 U. U. N. 2) FASTENERS ARE CUHHON WIPE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A SHORT TERN DURATION FACTOR OF 33% FOR WIND LOAD CONDITIONS. NO FURTHER INCRE4SE IS In_LOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERN DURATION FACTOR. A.p eXi, a c9^314,Y51)+4 Id* ift FEcntin Old din C Da1s IYCOAi# Miami Dade Division NAME' EHUFI SERIES DATE' 6/9/03 SI-IEET' 1 OF 2 DRAWING NO. Effik126 - 2 SHOWN NTS UNITED STEEL PRODUCTS COMPANY 703 RNIGERS DRIVE, NNNTGIIH[RY, MN. 56069 PHONE (507) 364-7333 ROBERT W LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55 M1)0603A hl DA DE STOCK NO. STEEL GAUGE DIMENSIONS (In) FASTENER SCHEDULE , ��LovvAaLe LOADS (lbs) li«°der,! CRY Joist Qty - Type F |no% . ~ 460 psi 115% 125% F 100% 115% 125% |41111 133m . 160% W 11 D Type T}/n2o |» 16 _____ 16 |x" �_ � _ ��. /n" __-_'----__-_ ) �� s '�___ �� 7 9 18 � � 20 • 16x ���` 164 o 104 1',/, `������������ 15 100 |G ______________ 20 10d |% Z*3o ����� 3500 --_ ___ 3970 2795 ������ 3820 --___ 4255 3040 780 2795 ____ ` 3965 ___ 3040 � 1520 2025 - -� 2535 1825 _. _ __ 2330 - 3040 V0%U I �� 3965 l865 _ __ ' 1110 210 30 16d 4445 �__ _ 4715 5000 5115 MD 26-2 14 ���_ �� 14 l'/ 5 �`���� 7 2% ���� - Zn" 18 ���` 28 16(1 ���� 16d |Z |od ��������'�� 10 104 , 2450 �� `� 3750 2015 3055 ����� 1680 Z15o 2815 __`_ _ 4315 3055 _ __ 4680 ' 1875 ___ ' Zxoo 2805 2190 � z1u5_ 3585 _ 111D 28-2 ������� 3 ' 7 .« � 4315 3r50 n|U2}U'J 14 J'/., 9 2% '---- 30 ---' 164 ------- 20 10d 5090 5855 0305 � 5O90 5855 6365 TUD\75 14 _______ w 14 l'� 5 3 18 i00 12 10dx11/4 2450 3810 __�� 4335 2015 3055 2450 2815 3055 _-__ 1535 -_'- 2050 �� 2560 1845 __-- _- _ O|V |77 ___ -_- 1 , n 1% ou 8% l • 3 zu ao |�d _` 16d }u |nux |% 4180 ����� 4025 1335 ���_ � 4815 3810 __ 3810 � 5170 _ xaan �_��` 5490 8S _ 4405 _ 5680 2330 _ __ 3070 MD 179 ___ `_ 20 100 x 11/4 T|/D46 14 14 3% �___ �� 3% 5% �__^� 7 • 2% 10 _____ 20 164 _ 104 |2' 100 �__`___���_ _ 16 100 3451 __ _��� 3750 2015 3055 2450 3750 2815 �___`` 4315 3055 _ ____ 4690 6355 1075 .. ._ 230 ____ 2100 `_. _ 2485 ____ 3585 -_ �_ T|K)40 2% 4315 4690 THD41n 14 3 _____ Jm" 9 -_ 11 7}{ 28 40 164 __ 16d 20 |nJ 5090 5855 6650 6365 5080 5855 7905 2905 THD 412 14 2% 20 10d 6430 5650 6430 0650 0650 3585 T||D010 13 12 5%, ---- V ---- 11 3 ----- 3 38 ----- 48 |GU '� --- 160 Zo 104 5360 ----�- 6160 '--'---� 6700 5360 e160 6700 lzm> -_ __ 3410 ---' | --' | 1110 612 '------ - - 1 Mininaan header thick less be 1' • � �xeLso'nmomemsm Evaluation Report No. NER-478 7echnica! Resources - USP Structural Connect .. : . -600 -328 -5934 - joist hangers, lumber connectors. fram... Page 1 of = • FL 815 Product Approval 3Itck_Here Eased on evaluation of NER 478 Approved product model numbers: .:SP Stock No. ▪ r'11 2 '01714 -'1770 H217925 - .2210 H DD210 -2 - 1.)210 -3 "3212 2212 -2 - 7,212 -3 221` -2 - 3 -3216 -3 2 4 -2 . : DDL ^225 -3 2 H 227925 -028 - D28 -2 • -328-3 -2310 • -3312 •HD312 -2 2314 -2316 - 7 321 25 -234 - .236 -238 - 238 -2 -2410 - 2 4 12 =3414 - 3416 -346 -248 - .251135 SbuCturaI Connectors- i GISattr2 , Muswn • St17ssahrau SO 'twist 1 16 • MO. 'IFL Approval No. FL815.1 IF L815.2 IIFL815.3 FL815.4 I F 815.6 FL815.7 FL815.8 FL815.9 FL815.10 FL815.i1 FL 815.12 1 1F :1 815.13 •IFL81.5. 14 IF; 815.15 IFL81E.16 IFL815.17 FL815.18 FL815.19 FL815.20 FL815.21 FL815.22 FL815.23 FL815.24 F L815.2:3 FL815.2e. FL815.27 FL815.28 FL815.29 FL815.30 FL815.31 FL815.32 FL815.33 FL815.34 FL815.35 FL815.36 FL815.37 IFL815.38 IFL815.39 IFL815.40 IFL815.4 1 FL815 42 FL815.43 IF' 815. FL815.45 FL815.46 F L315.4 7 CAD library Cosputisoo Guides .literotuse Request Building Stronger Safer Structures FLORIDA STATEWIDE APPROVALS USP Stock No. HD0614 HD0616 HD066 HD068 SKH1520L SKH1520R SKH1520L -2 SKHI520R -2 SKH1524L SKH1524R SKH1524L-2 SKH1524R -2 SKH 1620L SKH162OR SKH1624L SKH1624R SKH1720L SKH172OR SKH17241 SKI-! 1724R SKH2O20L SKH2O2OR SKH2O20L -2 SKH2O20R -2 SKH2024L SKH2C24R SKH2O24L -2 SKH2O24R -2 SKH210L SKH210R SKH210L -2 SKH21OR -2 SKH212L -2 SKH212R -2 SKI-'2320L SKH232OR SKH2320L -2 SKH232OR -2 SKH2324L SKH2324P, SKH2324L -2 SKH2324R -2 SKH24L SKH24R SKH252OL SKH252OR SKH2520L -2 ' lP:'/ www .uspconnectors.co:1; /fl815.htm IFL Approval No. FL815.92 FL 815.93 FL815.94 FL815.95 FL815.96 F-1815.96 FL815.97 FL815.97 FL815.98 FL815.98 FL815.99 IFL815.99 IFL815.100 IFL815.100 FL815.101 FL815.101 FL815.102 FL815.102 FL815.103 FL815.103 FL815.104 FL815.104 FL815.105 FL815.105 FL815.106 IFL815.106 FL815.107 FL815.107 FL815.108 IFL815.108 FL815.109 FL815.109 FL815.110 FL815.110 FL815.111 FL815.11 1 FL815.112 FL815.112 FL815.113 FL815.113 FL815.114 FL 815.114 FL 815.115 IFL815.115 FL815.116 FL815.116 FL815.117 ( USP Stock No. THD46 THD48 T HD61 C ITHD612 I T HF15112 1 THE 15112 -2 THF 15140 • THF15140 -2 THF15925 THF15925 -2 THF161 ,2 THF16' 12 -2 THE 16140 IITHF16140 -2 ITHF 16925 THE 16925 -2 THF17112 THF17112-2 THF17140 THFii140 -2 THF17157 THF17157-2 THF17925 THE 17925 -2 THF20112 THF20112 -2 THF20140 THF20140-2 THF20925 THF20925 -2 THF23118 -2 THF2314C THF23140 -2 THF23160 THF23160-2 THF23180 THF23925 THF23925 -2 THF25 112 THF25112 -2 T HF25I3C THF25140 THF25140 -2 THF25160 THF25160 -2 THF25925 THF25925 -2 IFL Approval INo. IFL815.145 IFL815.146 IFL 815.147 IFL815.148 I IFL 815.149 IFL815.150 IFL815.151 - L815.152 FL815.153 IFL815.154 IFL815.155 IFL815.156 IFL815.157 IIFL815.158 'IFL815.159 IIFL815.160 IIFL 815.161 IFL815.162 IFL815.163 IFL815.154 IFL815.165 IFL815.166 FL 815.167 FL815.168 FL815.169 FL815.170 FL815.171 FL815.172 FL815.173 FL815.174 1FL815.179 FL815.180 FL815.181 FL815.182 FL815.183 FL815.184 FL815.185 FL815.186 FL815.187 IRL815.188 IFL315.190 IFL815.191 IFL815.192 IFL815.193 FL815.194 FL815.195 FL815.196 USP Stock No. T H020118 -2 THO20140 THC20140- 2 TH020160 TH020160 -2 TH020950 TH020950-2 TH023100 TH023100 -2 TH023112 -2 THC23118 THC23118 -2 T H023120 -2 TH023140 TH023140 -2 T H023160 TH023160 -2 TH023180 TH02 1 G -2 T G {O 0 -2 1H0. 5 i" ed, 95,, 3 Tf.025100 T, 025100 -2 TH025112 TH025112 -2 - 025115 TH025115 -2 TH025118 TH025118 -2 TH025120 TH025120 -2 THC25130 T H025140 TH025140-2 THC25142 TH025150 TH025160-2 HC25180 TH025180-2 THC25200 TH025200 -2 TH025925 TH025925 -2 CONLTRUCT ml +000UCTs IFL Approval IN o. FL815.248 FL815.249 I -. 81525C IFL 815.252 2 I F 815.254 FL815.255 FL815.256 FL 315.258 FL815.255 FL815.260 IFL815.262 I =L81 5.264 FL815.265 FL815.266 FL815.257 FL815.268 IFL % 5. 69 Fi 815.270 F 815 `71 5.273 3 FL 81 4 FL815.275 FL815.276 FL815.278 FL815.279 FL815.283 F FL815.282 . _815.283 - L815.284 FL815.285 FL 815.288 FL815.289 F_815.29C F' 8 5 291 = '_815.293 I= L815.294 IFL815.296 (FL015 297 FL 815.298 FL815.299 FL815.300 i 0/228;200- Truss Span Langitud de Tramp Top Chord Temporary Lateral Brace ( TCTLB) Spacing Espaciamiento del Arriostr Temporal de la Cuerda Superior Up to 30' Hasta 30 pies " 10' o.c. max. 10 pies maximo 30' to 45' 30 a 45 pies - 8' o.c. max. 8 pies maximo 45' to 60' 45 a 60 pies L 6' o.c. max. 6 pies maximo 60' to 80'* 60 a 80 pies* 4' o.c. max. 4 pies maximo Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3 -4 tiles high GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handing, installing and temporary bracing of trusses. Refer to RSSLL Guide te_Goo_d_R acute _fot Handling,Jnstalling &,_Bracing_oLMetaLPiate, Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCS1EB3 Summary Street - W&Me111betletman_e L6Laci o ek Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. ran The cc-seouances of Irrprcper !red : :r.c, roster ".rg and bradeg may b2 a collapse of the structure, or c,sc, sar,cus persona! ir;i:ry Cr death. El resu:tado de un manejo, instalacion y arriostre inedecuedos, puede ser !a ca`da de !a cstructura o ccn pear, mcartcs o her,dos. Bard ng erd truss p:ates have sharp edges. Wear gloves when handling ar.d safety grasses when cutting banding. Empaques y places de metal tieren bordes af:ados. Use guantes y lentes protectores cuando carte los empaques. HANDLING ® PIANO() M Allow no more than 3" of deflec- tion for every 10' of span. . ter 1a 4I/ " e•mas. 1r L a " Imo' to I Pick up vertical bundles at the top chord. No permita mas de 3 pulgadas de pandeo por cada 10 pies de tramo. Levante de la cuerda superior los grupos verticales de trusses ONE WEEK OR LESS MORE THAN ONE WEEK I il • E Bundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetcs almacenados en la terra por una semana o mss deben ser elevados con b!oques a cada 8 0 10 pies. t i7 For long term storage, cover bundles to pre- y _ LJ vent moisture gain but allow for ventilation. Para a!macen- amiento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilation. NOTAS GENERALES Los trusses no estan marcados de ningtin modo que identifique la frecuencia o localization de los amostres (bracing) temporales. Use las recomendaciones de manejo, instalacion y ardostre temporal de los trusses. Vea el (pflptg 6C5I,1,03 Guia _dr fipeaagacticapmaylliane; jnstalacing v Amostre da_)gs_ russesj1e adera_eonnertarloAson placers de 11etalpara pars mayor information. Los dibujos de diseto de los trusses pueden especificar las localizaciones de los arriostres permanentes en los m!embros individua!es en compresjon. Vea la hoja Ie.s irwr en B(5( 3_PaLA1os atres_err�raLle_0185_ LLgjpenosdelo5 miembros secundarios (webs) para mayor information. El resto de arr'.ostres permanentes son la responsab ::!dad del Disenador del Edificio. Use special care in windy weather or near power lines and airports. Spreader bar for \ � truss bundles i LJ I'i7 Check banding prior to moving bundles. n Avoid lateral bending. — Evite la flexion lateral. � � Do not store unbraced bund:es upright. C % DD cot unnen grouter. Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. Revise los empaques antes de mover los paquetes de trusses No almacene verticalrnente los trusses sueltos. Yo ,:!mac, re cn HAND ERECTION — LEVANTAMIENTO A MANO rzif Trusses 20' or `, - t' �7 Trusses 30' or LEA Icss, support , ' �! less, support at at peak. quarter points. Tagline Levante dcl pica los trusses de 20 pies o menos. Trusses up to 20' Trusses hasta 20' l —tom OES MING — LEVANTAMIENTO j( d Hold each truss In position with the erection equipment until temporary bra ''ng is installed and ! truss is fastened to the bearing points. - Sostenga cada truss en position con la grim haste que el arriostre temporj instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peal. J No !evantc del p:co los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS preader bar Toe -in _ W Toe-in BRACING ° ARRIOSTRE ik Refer to B- G51_87 SummarN_Sjleet- Truss Instaita- lion and TemppraW3nIcrng for more information. Vea el resumen RCSI R2__ Insto'arinn de Trusces y e Trm?nr, para mayor informacton. Do net v e,.t an unbraced truss No camine en trusses sueltos. Ur Locate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well � — before erection of additional trusses. Tagline Spreader bar 1/2 to 2/3 truss length — TRUSSES UP TO GO' — TRUSSES NASTA CO' Locate above mid - height Tagline Levante de ICS cuartos de tramo los trusses de 30 pies o menos. Trusses up to 30' cE— Trusses hasta 30' G \ Greater than 30' Mas de 30 Dies Approx. 1/2 truss length TRUSSES UP TO 30' TRUSSES NAM 30' Spreader bar Attach or stiffback 10' o.c. max. Spreader bar 2/3 to 3/4 truss length —4 " TRUSSES U9 TO AND OVER G0' TRUSSES PASTA V SO3REE GO' Top Chord Temporary Lateral Bracing ( TCTLB) BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO 0 This bracing method Is for all trusses except 3x2 and 4x2 parallel chord trusses. Este Este mtttodo de ardostre es pars todo trusses except) trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CU2RDA SUPERIOR •Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. 0 See BCSI -B2 for TCTLB options. Vea el BCSI -B2 para las opciones de TCTLB. n Refer to BCSI_66 Summary SJ)_eet Gab_e_Endf@me flaring. Vea e: resumen SCSI B6- Ati1oWe, del truss_terminaL de untecho_aslos i Ei 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two tWsses. 10' -15' max. Set first five trusses with spacer pleces, then add diagonals. Repeat process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. Diagonal braces every 10 truss spaces (20' max.) Repeat diagonal braces. Repita los arriostres diagonales. Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS q t Web members , ' ' \N / 1 / 1 ) i l 1 e. { 10' -15' max. same spacing as bottom chord lateral bracing Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. DD IIAE (a L3S3ACIIKE IIS V[j 7 nYJpon4QC7 - /\ FEEL A'n' IIOOall .s MAL^D, k:Aa, ES LTti © =1LrtEB BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 V 4x2 Maximum late brace spacing St mmanl Stir, - t 1 0 ' o.c. for 3x2 chords 15' o. c. for 4x2 chords Diagonal braces P p r ZO' of 15 every 15 truss ��► `= —�_ spaces (30' max.) Irfarmaticn, u Rcrer to Rf'ST -57 p. V22 Rt - ST - R7 - Arr near+ tn;'sns r'r rurrr!.s P °re'vs pars mayor rformec:on. l-'3( Tolerances for 1 = 1 Out -of- Plumb. Tolerancias para Fuera -de- Plomada. 0 /50 max The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. INSTALLING INSTALACION ® Tolerances for Out -of- Plane. — Tolerancias para Fuera -de- Plano. Era-- Length —c>l Max. Bow r Max. Bore 1 1 relax Bow Length —+s • a Length 0 Do not overload small groups or single trusses No sobrecargue pequenos grupos o trusses individua!es. D /50 1/4" 1/2° 3/4° 1° 1 -1/4" 1 -1/2" 1 -3/4° 2" D (ft.) 1' 2' 3' 4' 5' 6' 7' a- 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construction hasta que todos los arriostres esten colocados en forma apropiada y segura. ( Do not exceed maximum stack heights. Refer to FC51_BA_ Surma oading for more information. No exceda las maximas alturas recomendadas. Vea el Lestimen )3C51.-34 Cargasle CQnstruccion para mayor information. 0 Place loads over as many trusses as possible. Coloque las cargas sofas cargas sabre tantos trusses como sea posible. lJ l* Position loads over load bearing walls. Coloque las cargas sabre las paredes soportantes. Lateral braces 2x4x12' length lapped over two trusses O O Do not cut, alter, or drill arty structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perforc ningtin miembro estructural de los trusses, a menos que este especificamente permltido en el dibujo del diseno del truss. Max. Bow 3/4" 7/8° 1" 1 -1/8° 1 -1/4° 1 -3/8" 1 -1/2" 1 -3/4° 2' Truss Length 12.5' 14.6' 16.7' 18.8' 20.8' 22.9' 25.0' 29.2' a33.3' ALTERATIONS — ALTERACIONES Refer to 13C5I_65_Suglma_Shee TrussDamag_e lobsite Modifications and Installation Errors. Vea el LesurmenBCSI165 [Milos d _tr_pcses_Modifcacionesen_le ObrayFrrores de Insto!eritin. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's I!m,ted warranty null and vo'd. Trusses que se han sobrecargado durante la construction o han s:do alteredos sin una autorizaaon previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. MOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (If applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent parry. The methods and procedures outlined are intendcd to ensure that the overall construction technlqu s employ wi:1 put Soar and roof trusses into place SAFELY. These rccommcndatans for handling, instal:mg and bracing mood trusses are based upon the collective experience of leading technical personnel In the wood truss Industry, but must, due to 160 nature of responsibilities involved, be presented only as a GUIDE for use by a qualified Building D Ogner or Erection/Instaltation Cont actor. R is not Intended that these recommendations bra interpreted as superior to any design specification (prov1dsd by either an Architect, Engines,, the Building Des.'gner, the Ercct1o, Installation Contractor or otherwise) for handling, Installing and bracing wood truss 05 and It does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the tens Erection/Installation Contractor. Thus, the wood Truss Council of America and the Truss Plate Institute expressly dtsla'm any responsibi :Ay for damages arlsng from the use, application, or reliance on the recommendations and information contained hCn. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center • 6300 Enterprise Lane • Madison, WI 53719 608/274 -4849 • www.woodtntss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive • Madison, 0/1 53719 608/833.5900 • www.tpinst.org BIWARN11x17 031125 IRMA RESUMER DE LA GUTA DE BUENA PRACTICA PARA