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RC-08-1277 (4)BRYNTESEN STRUCTURAL ENGINEERS 13 August 2009 Miami Shores Village Building Department 10050 Northeast 2nd Avenue Miami Shores, Florida 33138 RE: Patrick Lee Residence Permit Number 08 -1277 The following are responses to Building Department Structural Comments dated July 14, • 2009, for the above referenced project. 1. SHOW HOW 4 X 12 WOOD BEAM WILL BE ANCHORED AT NEW WALL - BUCKET? WHAT WILL PREVENT THIS BEAM FROM RACKING OVER BETWEEN END SUPPORTS? Response: The 4 x 12 wood beam will have a bucket type connection at the rake beam side. The connection shown as Detail 'A' was revised to show the missing information for the connectors to be used. At the opposite support end it is connected as per Detail 5/S1 with a steel angle. Both connections are designed to resist over turning of the beam. 2. NEW CONCRETE GABLE END NEEDS TO BE DOWELED TO EXISTING CONCRETE BEAM - SHOW ON SEC. 1 /S1. Response: Dowels were shown on section Detail 4/S1 but are also shown now on Detail 1/S1 as per the revised drawings (see Rev. 1). 3. PROVIDE DIMENSION ON SECTION 3/S1 FROM TOP EXISTING BEAM TO TOP RIDGE BEAM. WHAT IS BEING REMOVED, AND HOW IS REAMING ROOF SUPPORTED? U Response: Dimension to top of ridge and to top of existing beam were added and notes to clarify existing wall vs. new beam were also added under the new Revision 1. New ridge beam support is to be positioned between verticals of existing gable wall. 3045 NORTH FEDERAL HIGHWAY, SUITE 80 • FORT LAUDERDALE, FLORIDA 33306 • TEL: 954568 -1411 • FAX: 954-568 -9367 ti Miami Shores Village Building Department Re: Patrick Lee Residence 13 August 2009 Page Two Should you have any questions, please contact this office. Sincerely, BRYNTESEN STRUCTURAL ENGINEERS v: • vas••ez, P.E. Project E gineer AV /sfg Murray Bryntesen, P.E. #37 Principal d°!l3101 Project Name: Patrick Lee Prepared by: Air System Sizing Summary for Patrick Lee House 01/05/2010 01:40PM Air System Information Air System Name. Patrick Lee House Air System Type. Single Zone CAV Number of zones* 1 Floor Area* 31000 sqft Location* Miami IAP, Florida Sizing Calculation Information Calculation Months. ,Jan to Dec Calculation method* Transfer Function Method Central Cooling Coil Sizing Data Total coil load. 5.9 Tons Load occurs at Aug 1600 Total coil load. 70.3 MBH OA DB / WB• 90.7/76.9 F Sensible coil load. 59.5 MBH Entering DB / WB• 76.1164.9 F Coil airflow. 3151 CFM Leaving DB / WB• 58.6/57.5 F Sensible heat ratio. 0.847 Coil ADP* 56.6 F Area per unit load* 529.2 sqft/Ton Bypass Factor 0.100 Load per unit area 22.7 BTU/(hr-sqft) Resulting RH• 55 % Design supply temp. 58.0 F Central Heating Coil Sizing Data Max coil load* 32.6 MBH Load occurs at Des Htg Coil airflow. 3151 CFM Ent DB / Lvg DB. 68.9/78.4 F Load per unit area 10.5 BTU /(hr -sqft) Supply Fan Sizing Data Actual max airflow. 3151 CFM Fan motor BHP. 0.00 BHP Standard airflow. 3149 CFM Fan motor kW 0.00 kW Actual max airflow per unit area 1.02 CFM/sqft Fan static* 0.00 in wg Outdoor Ventilation Air Data Design airflow. 150 CFM Airflow per person. 25.00 CFM /person Airflow per unit floor area 0.05 CFM/sqft ti Space Sizing Data Spa Odoiing Air of Peak �� aximum S Space. Patrick Lee House 57.8 3151 Jul 1600 28.7 3100.0 1.02 Block Load 4.15 Page 1 of 1 Project Name: Patrick Lee Prepared by: Zone Input Data 01/05/2010 01:40PM Patrick Lee House 1. General Details Floor Area 3100.0 sqft Floor Length- 0.0 if Floor Width- 0.0 ft Avg. Ceiling Height- 8.5 ft Building Weight- Medium 2. Internals 2.1 Overhead Lighting 2.3 People Fixture Type:. Recessed unvented Occupancy 6.0 People Wattage* 0.75 W /sqft Activity Level* Seated at Rest Unoccupied Diversity. 2.0 % Sensible' 230.0 BTU /hr /person Latent 120.0 BTU/hr /person Unoccupied Diversity* 2.0 % 2.2 Electrical Equipment 2.4 Miscellaneous Loads Wattage' 0.75 W /sqft Sensible. 500.0 BTU/hr Unoccupied Diversity 2.0 % Unoccupied Diversity* 2.0 % Latent 500.0 BTU /hr Unoccupied Diversity 2.0 % 3. Walls, Windows, Doors ;iT �t G "fig Aak � f { �t w 2'e Dtt iffy N 1140.0 114.0 10.0 345 0 1 S 1140.0 114.0 10.0 197 0 1 E 403.0 40.3 10.0 23 0 0 W 403.0 40.3 10.0 91 0 0 3.1. Construction Types for ExposureN Wall Type:Stucco + 8" HW Concrete Block + R-4.2 Board 1st Window Type* Generic 1x1 1st Window Shade Type. Type 1 Door Type. Door 31(7' 3.2. Construction Types for ExposureS Wall Type:Stucco + 8" HW Concrete Block + R-4.2 Board 1st Window Type' Generic 1x1 1st Window Shade Type- Type 1 Door Type. Door 3'X7' 3.3. Construction Types for ExposureE Wall Type:Stucco + 8" HW Concrete Block + R-4.2 Board 1st Window Type Generic 1x1 1st Window Shade Type. Type 1 3.4. Construction Types for ExposureW Wall Type:Stucco + 8" HW Concrete Block + R-4.2 Board 1st Window Type* Generic 1x1 1st Window Shade Type- Type 1 4. Roofs, Skylights p� < ®' � h �� eng` f R+o Slope (de . Skylight Qty Y F; H 3577.0 0.0 0.0 0 0 4.1. Construction Types for ExposureH Roof Type. Tile Roof (R-30) 5. Outdoor Airflow Direct Exhaust Airflow. 150.0 CFM 5.1. OA Ventilation Requirements Space Usage. User - Defined OA Requirement 1 • 0.0 CFM/person OA Requirement 2• 0.00 CFM/sqft • 5.2. Infiltration Meted, 1 noel A 4 Den. 4 nF Project Name: Patrick Lee Prepared by: Zone Input Data 01/05/2010 01:40PM Design Cooling. 0.05 CFM/sgft Design Heating. 0.05 CFWsgft Infiltration occurs at all hours. 6. Floors Type. Slab Floor On Grade Carpeted. No Floor Area* 3100.0 sqft Floor Length. 0.0 ft Floor Width. 0.0 ft Total Floor U- Value 0.030 BTU /(hr- sqft -F) Exposed Perimeter 306.0 It Edge Insulation R- Value 0.00 (hr- sqft - F)/BTU 7. Partitions (No partition data). Block Load 4.15 Page 2 of 2 FORM 600A -2004R Tested sealed ducts must be certified in this house. EnergyGauge® 4.5.2 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Patrick Lee Builder: Address: 1122 NE 97TH STREET Permitting Office: MIAMI City, State: MIAMI SHORES, FL 33138- Permit Number: Owner: Jurisdiction Number: 232600 Climate Zone: South 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi - family Single family _ a. Central Unit Cap: 36.0 kBtu/hr 3. Number of units, if multi - family 1 _ _ SEER: 13.00 4. Number of Bedrooms 3 _ b. Central Unit _ Cap: 18.0 kBtu/hr 5. Is this a worst case? No _ SEER: 13.00 6. Conditioned floor area (ft2) 3100 ft2 _ c. 3 Others (See details) Additional _ Cap: 36.0 kBtu/hr 7. Glass typel and area: (Label reqd. by 13- 104.4.5 if not default) a. U- factor: Description Area 13. Heating systems _ _ (or Single or Double DEFAULT) 7a (Sngle, U4).8) 656.0 ft2 _ a. Electric Strip Cap: 40.0 kBtu/hr b. SHGC: _ COP: 1.00 (or Clear or Tint DEFAULT) 7b. (Clear) 656.0 ft2 _ b. Electric Strip _ Cap: 20.0 kBtu/hr 8. Floor types - COP: 1.00 a. Slab -On -Grade Edge Insulation R41.0, 306.0(p) ft _ c. 3 Others (See details) Additional _ Cap: 40.7 kBtu/hr b. N/A - c. N/A _ 14. Hot water systems 9. Wall types a. Instantaneous (Natural Gas) Cap: None a. Concrete, Int Instil, Exterior R=4.2, 2388.0 ft2 _ _ EF: 0.92 b. N/A _ b. Instantaneous (Natural Gas) _ Cap: None c. N/A _ _ EF: 0.92 d. N/A c. Conservation credits _ _ e. N/A _ (HR -Heat recovery, Solar - 10. Ceiling types _ DHP- Dedicated heat pump) a. Under Attic R =19.0, 3577.0 ft2 b. N/A _ c. N/A _ , 11. Ducts(Leak Free) _ a. Sup: Unc. Ret: Unc. AH: Attic Sup. R =6.0, 6.0 112 b. 4 Others 15.0 ft _ 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizone heating) PT, Glass /Floor a: 0.21 Total as -built points: 34768 Total base points: 35963 PASS I hereby certify that th pl. . • pecifications covered by this calculation are in com • =�y' ith the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: 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. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2 &4. EnergyGauge® (Version: FLRCSB v4.5.2) Summary Energy Code Results Residential Whole Building Performance Method A 1122 NE 97TH STREET MIAMI SHORES, FL 33138- Project Title: Patrick Lee Class 3 Rating Registration No. 0 Climate: South 1/5/2010 PASS e- Ratio: 0.97 EnergyGauge®(Version: FLRCSB v4.5) Building Loads Base As -Built Summer: Winter: Hot Water: Total: 84561 points 2999 points 6273 points 93834 points Summer: Winter: Hot Water: Total: 92369 points 4634 points 6273 points 103276 points PASS e- Ratio: 0.97 EnergyGauge®(Version: FLRCSB v4.5) Energy Use Base As -Built Cooling: Heating: Hot Water: Total: 27482 points 1661 points 6819 points 35963 points Cooling: s Heating: Hot Water: Total: 26439 points 5515 points 2814 points 34768 points PASS e- Ratio: 0.97 EnergyGauge®(Version: FLRCSB v4.5) FQRM 600A -2004R Tested sealed ducts must be certified in this house. EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 1122 NE 97TH STREET, MIAMI SHORES, FL, 33138- PERMIT #: EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type /SC Omt Len Hgt Area X SPM X SOF = Points .18 3100.0 30.53 17036.0 1.Single,U= 0.80,Clear N 2.0 2.0 345.0 38.03 0.72 9455.0 2.Single,U= 0.80,Clear S 2.0 2.0 197.0 68.10 0.52 6997.0 3.Single,U= 0.80,Clear E 2.0 2.0 23.0 79.62 0.53 975.0 4.Single,U= 0.80,Clear W 2.0 2.0 91.0 71.69 0.56 3667.0 As -Built Total: 656.0 21094.0 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 4.2 2388.0 2.28 5444.6 Exterior 2388.0 2.70 6447.6 Base Total: 2388.0 6447.6 As -Built Total: 2388.0 5444.6 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Wood 42.0 9.40 394.8 Exterior 42.0 6.40 268.8 Base Total: 42.0 268.8 As -Built Total: 42.0 394.8 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 3100.0 2.80 8680.0 1. Under Attic 19.0 3577.0 3.72 X 1.00 13306.4 Base Total: 3100.0 8680.0 As -Built Total: 3577.0 13306.4 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 306.0(p) -20.0 - 6120.0 1. Slab -On -Grade Edge Insulation 0.0 306.0(p -20.00 - 6120.0 Raised 0.0 0.00 0.0 Base Total: - 6120.0 As -Built Total: 306.0 - 6120.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 3100.0 18.79 58249.0 3100.0 18.79 58249.0 EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 FORM 600A -2004R Tested sealed ducts must be certified in this house. EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 1122 NE 97TH STREET, MIAMI SHORES, FL, 33138- PERMIT #: BASE AS -BUILT Summer Base Points: 84561.4 Summer As -Built Points: 92368.9 Total Summer X System = Cooling Points Multiplier Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) 84561.4 0.3250 27482.5 (sys 1: Central Unit 36000btuh ,SEER/EFF(13.0) Ducts :Unc(S),Unc(R),Att(AH),R6.0(INS) 92369 0.40 (1.07 x 1.000 x 1.08) 0.260 0.950 10575.6 (sys 2: Central Unit 15000btuh ,SEER/EFF(13.0) Ducts :Unc(S),Unc(R),Att(AH),R6.0(INS) 92369 0.17 (1.07 x 1.000 x 1.08) 0.260 0.950 4406.5 (sys 3: Central Unit 15000btuh ,SEER/EFF(13.0) Ducts :Unc(S),Unc(R),Att(AH),R6.0(INS) 92369 0.17 (1.07 x 1.000 x 1.08) 0.260 0.950 4406.5 (sys 4: Central Unit 18000btuh ,SEER/EFF(13.0) Ducts :Unc(S),Unc(R),Att(AH),R6.0(INS) 92369 0.20 (1.07 x 1.000 x 1.08) 0.260 0.950 5287.8 (sys 5: Central Unit 6000btuh ,SEER/EFF(13.0) Ducts :Unc(S),Unc(R),Att(AH),R6.0(INS) 92369 0.07 (1.07 x 1.000 x 1.08) 0.260 0.950 1762.6 92368.9 1.00 1.159 0.260 0.950 26439.1 EnergyGaugeTo DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 FORM 600A -2004R Tested sealed ducts must be certified in this house. EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 1122 NE 97TH STREET, MIAMI SHORES, FL, 33138- PERMIT #: EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type /SC Omt Len Hgt Area X WPM X WOF = Points .18 3100.0 3.60 2009.0 1.Single,U= 0.80,Clear N 2.0 2.0 345.0 4.00 0.97 1332.0 2.Single,U= 0.80,Clear S 2.0 2.0 197.0 2.58 1.33 675.0 3.Single,U= 0.80,Clear E 2.0 2.0 23.0 2.78 1.11 70.0 4.Single,U= 0.80,Clear W 2.0 2.0 91.0 3.55 1.03 331.0 As -Built Total: 656.0 2408.0 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 4.2 2388.0 1.02 2435.8 Exterior 2388.0 0.60 1432.8 Base Total: 2388.0 1432.8 As -Built Total: 2388.0 2435.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Wood 42.0 2.80 117.6 Exterior 42.0 1.80 75.6 Base Total: 42.0 75.6 As -Built Total: 42.0 117.6 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 3100.0 0.10 310.0 1. Under Attic 19.0 3577.0 0.14 X 1.00 500.8 Base Total: 3100.0 310.0 As -Built Total: 3577.0 500.8 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 306.0(p) -2.1 -642.6 1. Slab -On -Grade Edge Insulation 0.0 306.0(p -2.10 -642.6 Raised 0.0 0.00 0.0 Base Total: -642.6 As -Built Total: 306.0 -642.6 INFILTRATION Area X BWPM = Points Area X WPM = Points 3100.0 -0.06 -186.0 3100.0 -0.06 -186.0 EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 FORM 600A -2004R Tested sealed ducts must be certified in this house. EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 1122 NE 97TH STREET, MIAMI SHORES, FL, 33138- PERMIT #: BASE AS -BUILT Winter Base Points: 2998.8 Winter As -Built Points: 4633.5 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Strip 40000 btuh ,EFF(1.0) Ducts:Unc(S),Unc(R),Att(AH),R6.0 4633.5 0.397 (1.099 x 1.000 x 1.14)1.000 0.950 2190.6 (sys 2: Electric Strip 17000 btuh ,EFF(1.0) Ducts:Unc(S),Unc(R),Att(AH),R6.0 4633.5 0.169 (1.099 x 1.000 x 1.14)1.000 0.950 931.0 (sys 3: Electric Strip 17000 btuh ,EFF(1.0) Ducts:Unc(S),Unc(R),Att(AH),R6.0 4633.5 0.169 (1.099 x 1.000 x 1.14)1.000 0.950 931.0 (sys 4: Electric Strip 20000 btuh ,EFF(1.0) Ducts:Unc(S),Unc(R),Att(AH),R6.0 4633.5 0.199 (1.099 x 1.000 x 1.14)1.000 0.950 1095.3 (sys 5: Electric Strip 6700 btuh ,EFF(1.0) Ducts:Unc(S),Unc(R),Att(AH),R6.0 4633.5 0.067 (1.099 x 1.000 x 1.14)1.000 0.950 366.9 2998.8 0.5540 1661.3 4633.5 1.00 1.253 1.000 0.950 5514.9 EnergyGauge'"`" DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 FORM 600A -2004R Tested sealed ducts must be certified in this house. EnergyGauge® 4.5.2 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 1122 NE 97TH STREET, MIAMI SHORES, FL, 33138- PERMIT #: BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING BASE Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms + Heating + Points Hot Water Points Volume Bedrooms Ratio Multiplier 3 2273.00 Heating + Hot Water Points Points 6819.0 None 0.92 3 0.50 938.00 1.00 1407.0 1661 6819 None 0.92 3 0.50 938.00 1.00 1407.0 5515 2814 34768 As -Built Total: 2814.0 PASS EnergyGauge'TM DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water Points Points = Total Points 27482 1661 6819 35963 26439 5515 2814 34768 PASS EnergyGauge'TM DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 FORM 600A -2004R EnergyGauge® 4.5.2 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: 1122 NE 97TH STREET, MIAMI SHORES, FL, 33138- PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom 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. Floors 606.1.ABC.1.2.2 Penetrations /openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.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 plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.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 Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall 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 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. EnergyGaugeTm DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCSB v4.5.2 Tested sealed ducts must be certified in this house. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.9 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi- family 3. Number of units, if multi - family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass typel and area (Label regd. a. U- factor: (or Single or Double DEFAULT) b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts(Leak Free) a. Sup: Unc. Ret: Unc. AH: Attic b. 4 Others , 1122 NE 97TH STREET, MIAMI SHORES, FL, 33138- New Single family 1 3 No 3100 ft2 by 13- 104.4.5 if not default) Description Area 7a(Sngle, U18) 656.0 ft2 7b. (Clear) 656.0 ft2 R21.0, 306.0(p) ft R=4.2, 2388.0 ft2 R =19.0, 3577.0 ft2 _ Sup. R=6.0, 6.0 ft2 _ 12. Cooling systems a. Central Unit b. Central Unit c. 3 Others 13. Heating systems a. Electric Strip b. Electric Strip c. 3 Others 14. Hot water systems a. Instantaneous (Natural Gas) b. Instantaneous (Natural Gas) c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, 15.0 ft _ 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 EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 36.0 kBtu/hr SEER: 13.00 _ Cap: 18.0 kBtu/hr SEER: 13.00 _ Cap: 36.0 kBtu/hr _ Cap: 40.0 kBtu/hr _ COP: 1.00 Cap: 20.0 kBtu/hr _ COP: 1.00 Cap: 40.7 kBtu/hr _ Cap: None _ EF: 0.92 Cap: None EF: 0.92 PT, _ *NOTE: The home's estimated 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 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualms for energy efficiency mortgage (EEM) incentives if 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.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on ages 2&4. EnergyGaugeo (Version: FLRCSB v4.5.2) Energy Code Compliance Duct System Performance Report Project Name: Patrick Lee Address: 1122 NE 97TH STREET City, State: MIAMI SHORES, FL 33138 - Owner: Climate Zone: South Builder: Permitting Office: MIAMI Permit Number: Jurisdiction Number: 232600 Total Duct System Leakage Test Results CFM25 Total Duct Leakage Test Values Line System Duct Leakage Total Duct Leakage to Outdoors 1 System1 cfm25(tot) cfm25(out) 2 System2 cfm25(tot) cfm25(out) 3 System3 cfm25(tot) cfm25(out) 4 System4 cfm25(tot) cfm25(out) 5 Total House Duct System Leakage Sum lines 1-4 Sum lines 1-4 Divide by Divide by (Total Conditioned Floor Area) = (Qn,tot) (Total Conditioned Floor Area) = (Qn,out) fJ Receive credit if Qn,out< 0.03 AND Qn,tot< 0.09 Receive credit if Qn,tot< 0.03 I hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section 610.1.A.1, Florida Building Code, Building Volume, Chapter 13 for leak free duct system credit. Signature: Printed Name: Florida Rater Certification #: DATE: Florida Building Code requires that testing to confirm leak free duct systems be performed by a Class 1 Florida Energy Gauge Certified Energy Rater. Certified Florida Class 1 raters can be found at: http://energygauge.com/search.htp BUILDING OFFICIAL: DATE: EnergyGauge® (Version: FLRCSB v4.5) • BRYNTESEN smuraURAL ENGINEERS Structural Calculations for LEE. RESIDENCE Miami Shores, Florida Pages • Wind Loads 1 - 2 • Roof Members & Connections 2A - 5 • Foundation check 6 - 16 Total pages 16 In accordance with the Florida Building Code Submitted By: BRYNTESEN STRUCTURAL ENGINEERS Alvaro Vquez, P.E. Murray Bryntesen, P.E. Project Engineer Florida License No. 37162 •• ••: : ; ••• : : . •• • • •: •'• • 0 •• ..° • •• '•• '• •, .• • • • 3045 NORTH FEDERAL HIGHWAY, SU ■ c �', ° `fi, .1=pE a' , FLORIDA 33306 • TEL: 954-568-1411 • FAX: 954-56 &9367 Ya_.i• w. •• • • MECAWind Version 2.0.2.7 per ASCE 7 -05 Developed by MECA Enterprises, Date Company Name : Address City • State File Location: Inc. Copyright 2009 www.mecaenterprises.com 5/28/2009 Project No. . Bryntesen Engineering Designed By . Description . Customer Name : Proj Location : Z: \Cadd Drawings \0 - Project Files \O'Donnell Dannwolf \Lee Residence \Calcs \wind.wnd Basic Wind Speed(V) Structural Category = Natural Frequency Importance Factor Alpha = At = Am Cc. = Epilon Slope of Roof = Ht: Mean Roof Ht = RHt: Ridge Ht = OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = User Input Data: 146.00 mph Structure Type Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin 12 Slope of Roof(Theta) ft Type of Roof ft Eht: Eave Height ft Roof Area II N/A 1.00 9.50 0.11 0.15 0.20 0.20 2.63 : 11.09 13.50 2.00 80.00 ft = Building = C No • 1.00 = 900.00 ft • 1.00 • 0.65 500.00 ft 15.00 ft = 13.58 Deg = Gabled = 8.67 ft = 3604.00 ft^ Bldg Width Across Ridge= Main Wind Force Resisting System (MWFRS) Figure 6 -5 Internal Pressure coefficients for Buildings, GCpi Enclosed Bldg +GCpi ,= 0.18 Enclosed Bldg -GCpi = -0.18 Figure 6 -6 External Pressure Coefficients Cp - Loads on Mainland-Force Resisting Systems (Method 2) MWFRS -Wall Pressures Perpendicular to Ridge Wall Leeward Walls Side Walls Top Ries Bot glen ft ft CP +GCpi (paf) -GCpi (psf) -0.50 -0.70 Kz Kzt qz paf -28.03 -35.90 -11.35 -19.22 Windward Wall- Total shear +GCpi -GCpi + / -GCpi Rip Moment K -ft 13.50 3.50 0.85 1.00 46.32 23.16 39.84 10.00 .00 0.85 1.00 46.32 23.16 39.84 51.19 14.3 51.19 55.3 25.1 373.2 40.00 ft Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting at 'Bot Elev' Roof Location Cp . +GCpi(paf) -GCpi (psf) Windward - Mia.Cp • . • ! .' • -'10 i5�• • Windward - Mix Cp • •• • • • Leeward Perp to Rf g4 • • • -*()„5„" Overhang Top.(Iiadwtard9' ' -0.58 Overhang Top (Leeward) -0.45 Overhang Windward only• • • 0.8Q • • • • •• • • • FRS -Wall P MW ass $ xald el to ;R3 dge • • • • •• ••' ... • Wall • Cp +GCpi(paf) -31.18 -11.09 -26.06 -22.84 -17.72 31.50 • ••• • • ••• • • • • • • • • • • • • • :•' •; •.• .:. :' ': • -14.50 5.58 -9.38 -22.84 -17.72 31.50 -GCpi (pa£) 1 Leeward Walls Side Walls Top Else Hot Blev ft ft -0.30 -20.15 -0.70. -35.90 -19.22 Ks Est qz - Windward Wall- Total psf +GCpi -GCpi + / -GCpi -3.47 Sheer Moment Kip K -ft 13.50 3.50 0.85 1.00 46.32 23.16 39.84 43.31 10.00 .00 0.85 1.00 46.32 23.16 39.84 43.31 6.1 10.6 23.4 157.9 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting at 'Sot Elev' Roof - Dist from Windward Edge Cp +GCpi(psf) - GCpi(psf) 0.0 ft to 5.5 ft 5.5 ft to 11.1 ft 11.1 ft to 22.2 ft 22.2 ft to 80.0 ft Description_,. -0.90 -43.77 -27.10 -0.90 -43.77 -27.10 -0.50 -28.03 -11.35 -0.30 -20.15 -3.47 Wind Pressure on Components and Cladding Width of Pressure Coefficient Zone "a" = 4 ft Width_ Span Aea ,- _.. Zpge Max 1�?..�A Max P ft ft ft 42 . - GCp , ; - GCp psf 10 sf 20 sf. 50 sf 100 sf 10 sf 20 sf 50sf 100 sf 10 sf 20 sf 50 sf 100 sf 10 sf 20 sf 50 sf 100 sf 10 sf 20 sf 50 sf 100. sf 10 sf 20 sf 50 sf 100 sf 200 sf 10 sf 20 sf 50 sf 100 sf 200 sf 3.16 4. 47 7.07 10.00 3.16 4.47 4.47 19.98 7.07 7.07 49.98 10.00 10.00 100.00 3.16 3.16 9.99 4.47 4.47 19.98 7.07 7.07 49.98 10.00 10.00 100.00 3.16 3.16 9.99 4.47 4.47 19.98 7.07 7.07 49.98 10.00 10.00 100.00 3.16 3.16 9.99 4.47 4.47 19.98 7.07 7.07 49.98 10.00 - 1.0.00 100.00 3.16 3.16 9.99 4.47 .4.47 19.98 7.07 7.07 49.98 10.00 10.00 100:00 14.14 14.14 199.94 3.16 3.16 9.99 4.47 4.47 19.98 7.07 '7.07 49.98 10.00 10.00 100.00 ..14. J4: 14..•.4: :19�T94 • • • • ••• ••• •.. •• • • .• Min P psf 3.16 9.99 4.47 19.98 7.07 49.98 10.00 - "100.00 3.16 '9.99 . . • •. . •• • • • • • • • • • • • • • • . ;'. • • : • •• • • •�• •.• ••. • • • •.• • • • • • • • • • • • • • •• 00 • • *OS • • • ••• • • • • • . • •• 00 •. • ••• • • 1 1 .. 1 1 2 2 2 2 2H 2H 2H 2H 3 3 3 3 3H 3H 3H 3H 4 4 4 4 4 5 5 5 5 5 0.500 0.440 0.360 0 -.300. 0.500 0.440 0.360 0.300 0.500 0.440 0.360 0.300 0.500 0.440 0.360 0.300 0.500 0.440 0.360 0.300 1.000 0.94.7 0.877 0.823 0.770 1.000 0.947 0.877 0.823 0.770 - 0.900 - 0.870- - 0.830 -0.800 -1.700 -1.550 -1.351 -1.200 -2.200 -2.200 - 2.200 -2.200 -2.600 -2.420 - 2.181. -2.000 - 3.700 -3.339 -2.861 - 2.500 - 1.100 -1.047 -0.977 - 0.923 -0.870 -1.400 -1.294 - 1.153 - 1.047 -0.941 31.499 - 50.029 28:74 - 48.636 25.025 - 46.791 22:235 - 45.396 31.:499 - 87.087 28:714 - 80.124 25.025 - 70.901 22.235 - - .63.925 23.161 20.376 16.687 13.897 31.499 28.714 25.025 22.235 23.161 20.376 16.687 13.897 54 -.661 - 101.910 - 101.910 - 101.910 - 101.910 - 128.777 - 120.422 - 109.354 - 100.984 - 171.394 - 154.684 - 132.548 `115.807 - 59.293 52.202° 56.834 48.944 - 53.576 46.480 44.019 54.661 52.202 48.944 46.480 44.019 51.113 - 48.651 - 73.190 -68.271 - 61.756 - 56.829 - 51.906 . . • 0,1., • i tr-t-1 I.• • • . , I I ; • l• • - , . • .1. . • " -'s• • • t .44.4 : • ' • I t • • ' f • : . i - : . : !** • • 'Vvo,,sk-t-itts 3 e 3 , • . 3 t- :: • • , , ,• : , ,3-3 3 7 . . , : .., .. +, a..... • • • . . . . • t • • n.•11:11f; * t•-; - :•, : . 4.444. . . t , • : • • , • • '' • '' 4-1 -f,--* ` -4--1 • ° •-• • t ••• t. t.; i • 1kt) , • •••;" •• -1* t.;-1"'";" T-nr-t--;--i•-•-r-1-,...t.-3•0 ..; l• • 1.-4, .i• 1 4''! g :--t • ; '-‘ • .• n t1 4-1..irvg‘i T• .•--40 to!, .94 •„-r-.4 . • •1 •!.,•, ; • 7 : • r : • •• • . • . BRYNTEEN: • STRUCTURAL ENGINES," • • * E II 5089 3045 N. FESSRALlifGHVVAY st36.6met 680 FT. LAUDERDALE, FL. 33334 • :* : TEL (954)5554411 FAX: (954) 5661387 : e:mall addresz turtesen@bellsouthilto r • • • • • PROJECT" : : . • • - • • • • IN • iff . ...-/ -- • : . ; -;* "t1"1.11t-1- 3 , N U • ; . . 3.-....- - , • -: - 3- . • • , ' , • • • ti op•4... ..i. 111 ......3. , ,, si , 1.- 1.--;•. • 3 • t 1 .F• . f : • : • 1:- i- : ; - 4- . t , 3 i • • !. 1;1 1 • „. , : T''t f. 1.1- , i3 , - , , • - .. _ .... --:( -t' 111 , II .. .t--., t , r.,4,..t. • : . : ...i. ; . . ..‘ , . . i - • : i .4- -1 , , , . 4 t ._ L. ! : . • ' . t : : t i...i.-1...t. ....,,-.1.. , :t ‘;.• ', 1 : f „ .. ., ,. .i ; .. . _f f I - F , : • ./ • t • ,c11....;...1-t,"..::...T3.....,.j. . i.. • -r i_ t : '1. '1. i. 1 , „ ... i •. ' 1 ,t • 1T !. r _ 1 ••■••-•' i t - . ..-4 1 f :..— 3_ ........- , : i • _3._ '. . , • I i ; r'rr i i• -. 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LAUDERDALE, FL. 333M • • • ' ,,e TEL (954)568-1411 (95:568-1411 FAX (954) 568-ter :: • • • • • •• • • • • 1PRO• lEC • • • • • • • • • ••• • • YLTLE,-. . 111 • • • • • ° • • • • • • • pAof • • • • • 11-••• • • • • PAGE: 3 „ `.... • ; 5 , • • ..1 60e.50P, - • : • ' ; • 4- • z . ; . • • ; 16 (11-,ci.:.t_ittf. 4xto it4.066 ; • , - 5'; • --- .:• ,• ... . • -: • , ; : ; • . ' • ; ; • r f. 1. '" 4-I • • • • t ' ; „ . . • -**/-* • -**** • (fpci-p-i- • • /f54c 63r( • ; •, — ' =• • • 1.01t50- • fiAt• (4. .:t , 1 E.. •:! • : . '' ; .. : . -- ; : t , I, 1- : , : : : ; t : • i : - . • ,,, . . , ••• •• , - , . , : , . . : :, : :.• . .1 = -I' - : ---r-i--i- 1,*-17-1*--- -•:- ' /-1"-: : - ; 1 - . : : / -1 • : - : t i • t• •1 --g • :• • s• , ; : : •,; 1 ; t '. -: --i i `-`i : t '7 ; + --1-1H--i- --i- i*--; • -"://-3---t --1- i':- - i""I-1-4-i '”? '-`, -- --T,-"';t-'t''-r-t:;;;-:;;'1:;;-1,-;•;I: t';;;;T: k 4.•„i : • • : ; . 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Bryntesen PE 37162 • ' a. 6 • • J- , -t t t t ., . • l'• -: i --i -4 "--L-- `•:-/i ' fp 7. 4 - - • t • : •'' /:: -5. --1----r--r--1 ::::: :5 - ' . , 1' 1-1-+- t • t• 't; `; - , : :: , ; , : : r , , . •••1 i• . , . .. --1--1 -4-4 --i--4/ • 1 i i , t: t •i,ii-if..t.,:t:ti ,.i....t 1_1.,..1..„!. , .......... i i .1 BRYNTEetL■i STRUCTURAL ENGINE IIR4 : • E B 5099 3045 N. FEDERAL HIGHWAY • BUILDING #80 FT. LAUDERDALE, FL 33334 • • TEL (954) 668-1411 FAX (954) 541367 emaU address brintesen@bellsouth.met • • • • .• • • • • 51:10,1cCI*. : . • • . • • • ••• ••- •.• • . • • A • T1T1..4. . . • • • • • •.. ; , • [DATE •• ••••• • • PAGE : 4 • f : • : ; ; 1 •••3•., „ 51',1 5 : • . 5 • r ; • . :°5 rf" • • ; ; *i'-*" • °•' • . • - • •„5.- „5 , ; .51-••• " 5 5 .. • ■ • • • • ;;...* . ...:5 • • 12N : , • 0 • • = : t ; 5 0 -5501 • • t • 5 • ; . L = 5 355- 5° 5 „ :t 5 --4-• - t- • -.4. 5 .--- -5 • , '.10O%' I • . : ' , : ; 5, ; : ' ; 5 : I ! . . i- : ! '. _ •, ; ; -3' ' ' (1)35,140 "5 , • i. • ' : .5 . i ':.° . • "•! : ; : • . . .•55, ;;:5';, 5 °._ - - L ' 5 ; • r ; 640* *.; I. • . ; • Fis 64;e4440 ute4 55 • , - 5; . , „...01,-,,,s—• ; F-t 1.:-I-f:-. 4, . , ; j • 7(3 : v.. 7,7 . : ' -.„4 . , , . . , t f , 5 ; , . t ; • : ' — L 5. 1 . .4... .5 ' .,55, ,..„..?„ , ;• ; , 5,. ;1 :' ;,, 5 : . . =5,": : 5--1 : =; ' : • -55 • -55-t• 55., — • • 5 • 5 ; :t 5 ; 5 • . 5' C ' 1 ; t 5 : ; -;* 5- 5,5 ; **.• • , • i r. —;* ; ° ° t ; • • , ; t ; 5 - t ; —; 5— k*" • • • ;. * • ^ • 5 L • ;err,. • $. 2c,‘Ki.Z4-- ay Ce.) 0 • 64e.:=L • ; . . „ ;•.;i• ; , t • ° 1 --7" 15-5 5t' , ; -5* --t•-•-•*-5- • ;, = 133 1 e534/1 - OKE•0 ° „ tr`, ,.104a: .480 ; • • •' ; •• ;; • ; • frn I. •.?7f3. . 4 , . , t ; . • , , . 9 ;- : ' F ; ^ : t 5. • : : • ; t , , . ,< ;, : -; L. i • .,i -r "T --... .., . i 71-3.-...-.*.- ..t.r..T. •; : • !. • 5„ • t„. • t * ; 5 ;• . . , 5 ; • ; • „ k • • —.4...4— .5:— ;5.... , ( _; , , ;, .t. ; I 3 • Murray G. Bryntesen PE 37162 , „ . • , • , , 55— 1 = . e -M1 ;. •tititr5;t : 5 t • : , • • y•,•• ,' • ' 5 • ° 15:5: , i k 1 , 5 - 5 • ; 'r;- t' • 5 : = .' = • 1 ; : ; i 5 1;55 :55, :5,L•55. *;!555°:5.5i.-15 5-51-6— '11 .i. ; ; i " 55 5! —15' " 55i • 6 51, ik •0' ••• , 5 :. f ; . ; ,t- ,,,„; , ; _ , „.,_ ••• :• 54I ; ; 5,,,„. • of 5 ', i• • , .5 - ' 5. ilk 5 , 5 cji;, . 41° t ',..ii:c.' .4. ,. .. ,„..., ,...„,..... . •... • ,*#•,•, "'4 : si: e ''. ". ". '''i '-':` 1:' 4 '''. ".' '. ', ti 1, 0 -.:.....3...*:•t.-•:. t . '• i• •;. : ; ; ".. ; y1- -- :- - -.- - .1.-.1....1„.;.„. , :. ; al, .. , . • ;_ -CI Li.' -.;,. --...„„: '4 BFYNTEEfl STRUCTURAL ENGINEIRS: : : . E B 5099 . • 3045 N. FEDERAL HIGHWAY BUILDING #80 FT. LAUDERDALE, FL 33334 .4, • • /146, TEL (954) 568-1411 FAX (954) 568-9rt 1 ernaU address b i • • • • • • • 51ReSJEc-r: • • • • • • • • • • • • • • • • • • • • •• • TITLIc • . d• • 1/4, • • . • .• • 2p. r• • • • • , • ••• • • • PAGE: Titre 8jedc Line 1 You oil dlangos this area using tl s'Sefli f gs'"menu item and then using the 'Printing Title Block' selection. Title Block Line 6 Lic. # : KW- 06007042 Description : Wood Beam At Side Support Material Properties License Owner : BRYNTESEN STRUCTURAL ENGINEERS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species : Wood Grade . . Beam Bracing Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 1,000.0 psi E: Modulus of Elasticity 1,000.0 psi Ebend - roc 1,300.0 ksi 1,000.0 psi Eminbend -roc 1,300.0ksi 1,000.0 psi 65.0 psi 65.0 psi Density 34.0pcf Appli_ed Load for Span Number 1 Uniform Load : D = 0.160, Lr = 0.240, DESIGigSt1Y Maximum Bending Stress Ratio Section used for this span Service Toads entered. Load Factors will be applied for calculations. fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr ±S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio W = -0.630 kilt, Tributary Width =1.0 ft 0.611: 1 4x12 611.15psi 1,000.00psi +D+W+H = 4.000ft Span # 1 = 0.041 in = 0.000 in = 2324 = 0.041 in = -0.108 in = 885 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK_ 0.848 : 1 4x12 55.15 psi 65.00 psi +D +W+H 0.000ft Span #1 r' Load Combination - Segment Length Span # - Combinatioi Max Stress Ratios M V C d Mactual fb -deslgn Fb -altos Summary of Moment Values Summary of Shear Values Vactual fir-design Fv -allow 4D Length = 8.0 ft 1 0.208 0.289 1.000 40+L+H Length = 8.0 ft 1 0.208 0289 • :.000 40+Lr+H •• ••• ;AO • ' ° Length = 8.0 ft • 1 ; : : 142 • 1.000 +D40.750Lr+0.750L+H • • • • • • • • • • Length =8.0ft •1,• ••i 0.442 ••• b.614 "1.000 +D+W4H Length = 8.0 ft 1 0.611 0.848 • 1.g00 +D+0.750Lr40.750L40.750W+H • • . • • • • • • • Length = 8.0 ft . • 1 • • Q1 I8 : • 0.149 • telt +0+0.750L+0.750S40.750W+H ,' • i • • ' • : * ° • • • • Length =8.0ft ••1 ••' 025 • 0.359°° 1100 -'0.600+W+H Length = 8.0 ft 1 0.434 0.602 11600 • • • ••• • • ••• • • • • • • • • • •° e • • • •• ••; '•° • ••• • • 1.28 208.05 1,000.00 1.28 208.05 1,000.00 3.20 520.13 1,000.00 2.72 442.11 1,000.00 -3.76 611.15 1,000.00 -1.06 172.29 1,600.00 -2.50 406.35 1,600.00 -4.27 • 694.37 1,600.00 0.49 18.77 65.00 0.49 18.77 65.00 1.23 46.93 65.00 1.05 39.89 65.00• 1.45 55.15 65.00 0.41 15.55 104.00 0.96 36.67 104.00 1.64 62.66 104.00 6 Tittle; Black Line 1 Youcan change this area **me tt r gs1 menu item and'rthen us)ng,.the'Printing & Tdle.Biock' selection. Title Block ne�6 Job # Printed: 28 Lic. # : KW- 06007042 Description : Load Combination Wood Beam At Side Support flil t olit14.01factored. .� License Owner : BRYNTESEN STRUCTURAL ENGINEERS Span , Max. " -' Defl Location in Span Load Combination Max. *+" Defl Location In Span 0.0000 n' facto Support & Load Combination Support 1, (W Only) Support 2, (VII Only) 0.000 W Only Support notation : Far left is #1 Support Reaction -0.1084 4.040 •• - ••• • • • • • • • • • • • • • •• • •• •i • • • • • •• • • �•• •• • ••• ••• ••• • • • •• • • •• • •• • • • • • • • • • • • • O• •O i • • ••• • •• • • • • • • •• • • ••• • • • • • • • • ••• • • ••• • • • • • • • • • • • ••• • • • • • • • • • • •• •• • • • • ••• • • • • • •• •• • • -2.520 k -2.520 k 7 Title Block Veal' Yettcan,chanteetbis area using-the *Saftinge Menu item and then using & Title Block" selection. Title Block Line 6 .V-41 Lic. # : KW-06007042 Job # Description : Wind Beam at Side ...,:tite likrtles.' '41,. , -;_: ' `, :: •,-;•,,,- re vz .= 4.0 ksi 4) Phi Values Flexure: fr = Pc '7.50 = 474.34 psi Shear: NJ Density = 145.0 pcf 0 1 = Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7-05 Fy - Main Rebar = 60.0 ksi Fy - Stirrups E - Main Reber = 29,000.0 ksi E - Stirrups = Stirrup Bar Size # . Num of Bars Crossing Inclined Crack 41y. License Owner : BRYNTESEN STRUCTURAL ENGINEERS Calculations per IBC 2006, CBC 2007, ACI 318-05 0.90 0.750 0.850 ••• W(0.28) . - - 4018109Aitt „, PAO* Rectangular Section, Width = 12.0 in, Height = 8.0 in #1 Remford Section : 12" w x 8" h, Span = 8.330 ft 245 at 2.0 in from Bottom, from 0.0 to 8.330 ft in this span 245 at 2.0 in from To., from 0.0 to 8.330 ft in this s *an Load for Span Number 1 Uniform Load : W =0.280 k/ft, Tributary Width = 1.0 ft 1010 114114H. • Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.235: 1 Section used for this span Typical Section Mu: Applied 3.886 k-ft Mn * Phi : Allowable 16.547 k-ft Load Combination +1.20D+0.50Lr40.50L+1.50W Location of madmum on span 4.165ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Ma Upward. L+Lr+S rDeflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Design OK 0.000 In 0.000 in :0<360 0.019 in 0.000 in 5275 Support & Load Combined Support Reaction SuPPoitl, OnlY) Support 2, (Vd Only) No Stirrups Required from 0.00 to 8.33 ft along span, Condition : Vg < PttlUcJ2 :Xglidtajl'kliitittaft" •kV Load Combination ' LocItn : :'Etending•Stress Results ( k-ft) t Segment Length Span 4, " mispan • • • Me Max' phrmnx Stress Ratio 1.166 k 1.166 k MAXirnum BENDING Envelope Span # 1 +120D+1.60Lr40.541+0.80W Span # 1 +1.20D+0.50L+1.60S+0.80W Span # 1 +1.20D40.50Lr+0.50L+1.&OW Span # 1 +1.20D40.50L+0.50S+1.60W Span # 1 40.90D+1.60W+1.60H 1 4.165 • 3.89 • • 16.55 • • • • • • • • • • • • • t, • • • •4 165 • • • • • • • OO • OO • • • • • • • • • • • • • • • • ... , • • • 1 • • 4165 • 4.165 • • • • 7, • • • 116,5 0• • • • • •• ••• • • • • • • • • • • • • • • • •e• • • • • • • • • • • • • s• •• ••• • • 023 8 Description : Wind Beam at Side Load Combination Segment Length Span # in Span Location (ft) License Owner : BRYNTESEN STRUCTURAL ENGINEERS Bending Stress Results (.k ft ) Mu : Max Phi'Mnx Stress Ratio Span #1. Load Combination 1 4,165 Span 144: Max. " Defl Location in Span Load Combination Max. Defl Location in Span W Only 1 0.0189 4.061 4141 4141. • • • • . 4141 41 41 . . . • • • • • • .: ••1 . . .. . •• • • • • 4141• • . 4141 •• .•• •• • • • •• • • • 4141 • • • . • • • • • ••41 • • • :4141 • • • • • • • • •0• 41.41 .410 • • • • • • • •• • • • ••. • • • • • • •. • • . 4141. • • • • • • s• • •i •4141 •i T1tle Block Une 1 1' oan cringes this area us ng-the `�#!ngs" n�enu,Item aid `lhen usitlg fhe'i?rinting & T41# Block selection. Title Meek Whet Lic. # :KW- 06007042 Description : Gable Wind Beam tic = 4.0 ksi fr.= fc1 * 7.50 = 474.34 psi W Density = 145.0 pcf Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 Fy - Main Rebar = 60.0 ksi Fy - Stirrups = E - Main Rebar = 29,000.0 ksi E - Stirrups = Stirrup Bar Size # Num of Bars Crossing Inclined Crack = License Owner : BRYNTESEN STRUCTURAL ENGINEERS Calculations per IBC 2008, CBC 2007, AC1318-05 Phi Values Flexure : Shear : 131 = W(0.056,0.241�_ 0.90 0.750 0.850 60.0 ksi 29,000.0 ksl # 3 2 W 0.241 0.056 00"1 #9 8 uDl ails Rectangular Section, Width =16.0 in, Height = 8.0 in Section : 16" w x 8" h, Span = 23.30 ft S' = .#1 Reinforcl ,... 2 - #6 at 2.0 in from Bottom, from 0.0 to 23.30 ft in this span ` 246 at 2.0 in from Top rom`0.0to23.30ftin this s*an Service Toads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform load : W(S,E) = 0.0560 - >0.2410 klrt, Extent = 0.0 -> 11.650 ft, Tributary Width =1.0 ft Varying Uniform Load : W(S,E) = 02410- >0.0560 kfft, Extent = 11.650 –» 23.30 ft, Tributary Width = 1.0 ft Maximum Bending Stress Ratio Section-used .for this span Mu Applied Mn • Phi : Allowable Load Combination Location of mwdrnum on span Span # where maximum occurs 0.542: 1 Typical Section 19.472 k -ft 23.121 k ft +1.20D40.50Lr+0.50L +1.60W 11.650ft Span # 1 Maximum Reflection Max - Downwar SL *Ergo, Dofiection Max Upward:LkLr +$: Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Design OK 0.000 in 0.000 0 in 1.395 In 0.000 in 200 Support 1, (W ) Support 2. (W Only) 1.730 k 1.730 k Load Combination • • • LotAU8n (ftj' Segment length Span # In Span MAXImum BENDING Envelope Span# 1 +1.20D+1.80Lr+0.501.+0.80W Span # 1 +1.201}+0.50L +1.60S+0.80W Span #1 +120D +0.50Lr+0.50L +1.60W Span #1 1 +120040.501.+0.50S +1.60W Span # 1 1 • BW3ndlt% Stress Results (k -ft) Mu : Max pin, Stress Ratio • • • _•• ,•11.650.•• •••19.47 :: 13.12 0.84 •• • • • • i�• • • • • , i • 1 11.650 • •• 11,650 • • ..• • 1t.65b•• • • •.• • • • .•• • • • ••• • • • • • ••• •• •• • • 10 Title iBlbck ine 1 Yotr�ean chOtt:' ges this area usir g'tf a "$etiira s` s area item moth_ en usirig e'Printing & Title : lock' selection. Title B.l�ok Line°6 Description : Gable Wind Beam • Load Combination Segment Length +0.90D+1.60W +1.60H Span # 1 %Qnillr.Maxr Load Combination W Only Span # Location (ft) in Span Bending Stress Results (k -ft ) License Owner : BRYNTESEN STRUCTURAL ENGINEERS Mu : Max Phi'Mnx Stress Ratio 11.650 Span Max. =" Dell Location In Span Load Combination Max. "+" Dell Location in Span 1 1.3952 •• ••• • • • • • •• O • • • • •.. • . • • • • • • •• • • . . . . . •• • • • • • • • • •• 11.359 • • •• • •• • • • • ; • • . • o • • • • • .�• • • • • ••• • ••• • • • .•• • • • • • • • • • • • • • • ••• • 00000 • •• •• ••• • • • ••• • • • • • • • • • • • • • • •• •• ••• • • 0.0000 0.000 11 Tt'tle:Biock.Line 1 You oanEohanges this area using'the "Settings"'tnenu item and using the "Printing & TitieBlock'selection. Title Block Line 6 Title: Dsgnr: Project Desc Project Notes: Job #. `. Description : Ridge Beam 4x10 Material Properties License Owner : BRYNTESEN STRUCTURAL ENGINEERS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Skies : Southern Pine Wood Grade : No.2: 2" - 4" Thick : 10" Wide Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans +it's Calculations per IBC 2006, CBC 2007, 2005 NDS 1,050.0 psi E: Modulus ofBasticity 1,050.0 psi Ebend -)oc 1,600.Oksi 1,500.0 psi Eminbend -xx 580.0ksi 565.0 psi 175.0 psi 575.0 psi Density 35.440 pcf First Brace starts at 1.0 ft from Left-Most support Regular spacing of lateral supports on . length of beam = 1.330 ft 0(0.146) Lr(0.22) W( -0.75) 4x10, Span = 7.750 if Service Toads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.1460, Lr = 0.220, W = -0.750 klft, Tributary Width = 1.0 ft aximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span $pan # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Load Combination Segment Length Span # 0.944 1 4x10 = 1,090.26 psi 1,155.O0psi +D+W+H 3.875ft = Span #1 0.049 in 0.000 in 1908 0.049 in -0.166 in 559 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.502 : 1 4x10 87.84 psi 175.00 psi +D+W+H 7.014ft Sport# 1 4044 tt o>gs Max Stress Ratios M V Summary of Moment Values C d Mactual fb -design Fb -allow Summary of Shear Values Vactual fv -deslgn Fv-allow +D Length = 0.9688 ft Length = 1.356 ft Length = 1.318 ft Length =1.318 ft Length = 1.356 it Length =1.318 ft Length = 0.1163 ft +D+L+H Length = 0.9688 ft Length = 1.356 ft Length = 1.318 ft •• M. .•: f.�80 :•; v.121 :• 1.000 . • • 4.16 • • 1;1 • 1.000 1 • • 0.Z,7'' •.' 5.1x1 ••1.000 •l• • • • 0.228 0.121 1.000 1 0.228 0.121 1.000 1 0.714 • 0.121 • 1,000 • • • • • 0418 : ; 0.121 • 1.009 t • . On? ".• 0.121i•• 1.080 • 0.192 0.121 1.000 1 0.227 0.121 1.000 ••t •1 ••• • • • • • • • • • • • •• •• • • ••• • • • • • • • ••• • • • • • • • •• •• • ••• • • 0.48 115.30 1,155.00 0.92 221.37 1,155.00 1.09 262.59 1,155.00 1.10 263.54 1,155.00 1.10 263.54 1,15540 1.10 263.54 1,155.00 1.10 26354 1,155.00 0.48 115.30 1,155.00 0.92 221.37 1,155.00 1.09 262.59 1,155.00 0.46 21.23 175.00 0.42 21.23 175.00 0.23 21.23 175.00 0.16 21.23 175.00 0.36 2123 175.00 0.46 21.23 175.00 0.46 21.23 175.00 0.46 21.23 175.00 0.42 21.23 175.00 0.23 21.23 175.00 12 e:Blodc Line <1 YOU can changed this area using the' irjgs' menu item and then using�.,ti a Priniit g TWa Biodc' selection. Title -Block Line net Description : Ridge Beam 4x10 Load Combination Segment Length Span # Max Stress Ratios M V Cd Summary of Moment Values Mactual tb- design Fb -allow Summary of Shear Values Vactual fv-design Fv -afow Length = ,1.318 ft Length =1.356 ft Length = 1.318 it Length = 0.11631t +D+Lr+H Length = 0.9688 ft Leath =1.356 ft Length = 1.318 ft Length = 1.318 ft Length = 1.356 ft Length = 1.318ft • Length = 0.1163ft +0+0.750Lr+0.750L+H . Length = 0.9688 ft Length =1.356 ft Length =1.318 ft Length =1.318ft Length = 1.356 ft Length = 1.318ft • Length = 0.1163 ft +D+W+H Length = 0.9688 ft Length = 1.356 ft Length = 1.318 ft Length =1.318 ft Length = 1.356 ft Leath =1.318 ft Leath = 0.1163 ft +D+0.750Lr+0.750L+0.750W+H Length = 0.9688 ft Length =1.356 ft Length = 1.318 ft Length = 1.318ft Length =1.356 ft Length = 1.318 ft Leath =1.1163 ft +040.750L+0.750S+0.750W+H Length = 0.9688 It Length = 1.356 ft Length = 1.318 ft Length = 1.318 ft Length = 1.356 ft Length = 1.318 ft Length = 0.1163 ft +0.60D+W+H Length = 0.9688 ft Length = 1.356 ft Length =1.318 ft Length = 1.318 ft Length = 1.356 ft Length = 1.318 ft Length =0.1163 ft Load Combination 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.228 0.228 0.228 0.228 0.250 0.480 0.570 0.572 0.572 0.572 0.572 0.213 0.408 0.484 0.486 0.486 0.486 0.486 0.413 0.793 0.941 0.944 0.944 0.944 0.944 0.172 0.330 0.392 0.393 0.393 0.393 0.393 0.285 0.547 0.649 0.651 0.651 0.651 0.651 0283 0.543 0.645 0.647 0.647 0.647 0.647 0.121 0.121 0.121 0.121 0.304 0.304 0.304 0.304 0.304 0.304 0.304 0.258 0.258 0.258 0.258 0.258 0,258, . 0.258 0.502 0:502 0.502 0.502 0.502 0.502 0.502 0209 0.209 0209 0.209 0.209 0209 0.209 0.346 0.346 0.346 0.346 0.346 0.346 0.346 0.344 0.344 0.344 0.344 0.344 0.344 0.344 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.600 1.600 1.600 1.600 1.600 1.600 1.600 • Spat • • @lae' el • � Lac�tion in Span • • • 1 • • • �Oi0300; • • • • 0.000 umMJel tltt ,l1 on?t gild' 1 p Support notation : Far left is #1 Support & Load Combinaton 1.10 1.10 1.10 1.10 1.20 2.31 2.74 2.75 2.75 2,75 2.75 1.02 1.96 2.33 2.33 2.33 2.33. 2.33 -1.98 -3.81 -4.52 -4.53 -4.53 -4.53 -4.53 -0.83 -1.59 -1.88 -1.89 -1.89 -1.89 -1.89 -1.37 -2.63 -3.12 -3.13 -3.13 -3.13 -3.13 -2.18 %4.18 -4.96 -4.97 -4.97 -4.97 -4.97 263.54 263.54 263.54 263.54 289.04 554.95 65828 660.66 660.66 660.66 660.66 245.60 471.56 559.36 561.38 561.38 561.38 561.38 476.99 915.82 1,086.34 1,090.26 1,090.26 1,090.26 1,09026 198.61 381.34 452.34 453.98 453.98 453.98 453.98 328.92 631.52 749.11 751.81 751.81 751.81 751.81 523.11 1,004.37 1,191.37 1,195.68 1,195.68 1,195.68 1,195.68 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1,155,00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 1.155 00 1,155:00 1,155.00 1,155.00 1,155.00 1,848.00 1,848.00 1,848.00 1,848.00 1,848.00 1,848.00 1;848.00 0.16 0.36 0.46 0.46 1.15 1.06 0.57 040 0.89 1.15 1.15 0.98 0.90 0.48 0.34 0.76 0.98 0.98 1.90 1.76 0.94 0.66 1.47 1.90 1.90 0.79 0.73 0.39 027 0.61 0.79 0.79 1.31 1.21 0.65 0.45 1.02 1.31 1.31 2.08 1.93 1.03 0.72 1.62 2.08 2.08 21.23 21.23 2123 21.23 5323 53.23 53.23 53.23 53.23 53.23 5323 45.23 4523 45.23 4523 45.23 45.23 4523 87.84 87.84 87.84 87.84 87.84 87.84 87.84 36.57 36.57 36.57 36.57 36.57 36.57 36.57 60.57 60.57 60 :57 60.57 60.57 60.57 60.57 96.33 96.33 96.33 96.33 9633 96.33 96.33 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 175.00 280.00 280.00 280.00 280.00 280.00 280.00 280.00 Load Combination W Only Max. ' +' Deti Location in Span Support 1, (W Only) • • • • • • • • • i • i 2.906 k Support 2, (W Only) • • • • • • • • • • • 2.906 k • • • • ••• • ••• • • • • Support Reaction ••• • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• 00.0'0 • -0.1681 3.914 13 Tdie Bieck Line 1 Youn changes this area using the °Seinjs° menu item and;then using the °Printing & Tdletilock° selection. Title Bl o k Lihe.6' Lic. #k : KW- 06007042 Description : Roof Rafter 3x8 • Material Properties icense Owner : BRYNTESEN STRUCTURAL ENG Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species : Southern Pine Fb - Tension Fb - Compr Fc - PdI Fc - Perp Wood Grade : No.2: 2" - 4" Thick : 8" Wide FY Ft Beam Bradng : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2008, CBC 2007, 2005 NDS 1,200.0 psi 1,200.0 psi 1,550.0 psi 565.0 psi 175.0 psi 650.0 psi E: Modulus ofElasticity Ebend- xx 1,600.0ksi Eminbend - xx 580.0 ksi Density 35.440pcf 0(0.026) Lr(0.04) W(- 0.102) 3x8, Span = 7.330 ft 0(0.028) Lr(0.04) W(-0.107) 3x8, Span = 3.50 ft Y \3 Load for Span Number 1 Uniform Load : D = 0.0260, Lr = 0.040, W = -0.1020 klft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0260, Lr = 0.040, W = -0.1070 klft, Tributary Width =1.0 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum. Deflection Max Downward L +14 +S Deflection 0.010 in Max Upward L +Lr+S Deflection 0.000 in Live Load Deflection Ratio = 9113 = 0.227. 1 3x8 271.84 psi 1,200.00psi +D+W+H = 7.330ft = Span #1 Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio = 0.010 in -0.024 in 3542 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fir : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs YDesign OK 0.164:1 3x8 28.65 psi 175.00 psi +D+W+H 7.330ft Span # 1 Load Combination Segment Length Span # 1a fi`ron8 Max Stress Ratios M V Cd Summary of Moment Values Summary of Shear Values Mactual fb-design Fb -allow Vactual fir-design Fv -allow +D Length =7.330 ft Length = 3.50 ft +D+L+H Length = 7.330 ft Length = 3.50 ft +O+Lrifl 1 0.073 • „OAP • .1.000 •B • • • : tot3 • • s0.o 5 • 1.000 • • • • • • • • '+ • • L0 • • • •.0 • • p.0�5 • • 1.000 026 • • • O.Q ° 0.055 1.000 Length = 7.330 ft • 1 • • • 0.185 • 0.140 • 1.000 Length = 3.50 ft • 6 q,1t8 • • 0.140 +D+0.750Lr+0.750L+H • • • • • Length = 7.330 ft ••Z • ; • 015A ••• 0.114•• 1080 Length = 3.50 ft • • 0.187' 0.119 1.000 +D+W+H Length = 7.330 It 1 0.227• • • DJ64, 1A00 ••• • • • • • • • • • • ••S • • • • • • • • • • • • • • • • . • •• •• • • • •• •• • • -0.16 87.26 1,200.00 0.12 9.68 175.00 -0.16 87.26 1,200.00 0.08 9.68 175.00 -0.16 87.26 1,200.00 0.12 9.68 175.00 -0.16 87.26 1,200.00 0.08 9.68 175.00 -0.40 221.50 1,200.00 0.30 24.58 175.00 -0.40 221.50 1,200.00 0.19 24.58 175.00 -0.34 187.94 1,200.00 0.25 20.86 175.00 -0.34 187.94 1,200.00 0.18 20.86 175.00 0.50 271.84 1,200.00 0.35 28.65 175.00 14 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mactual fb -design Fb -allow Vactual fir -design Fwallow • Length = 3.50 ft 2 0.227 0.164 1.000 0.50 271.84 1,200.00 0.24 28.65 175.00 . +0+0.750Lr+0.750L+0.750W+H Length = 7.330 ft 1 0.068 0.045 1.000 0.15 81.38 1,200.00 0,10 7.89 175.00 Length = 3.50 ft 2 0.068 0.045 1.000 0.15 81.38 1,200.00 0.07 7.89 175.00 +0+0.7501.+0.7505+0.750W41 Length = 7.330 ft 1 0.152 0.109 1.000 0.33 182.06 1,200.00 0.23 19.07 175.00 Length = 3.50 ft 2 0.152 0.109 1.000 0.33 182.06 1,200.00 0.16 19.07 175.00 +0.60O+W+H Leath = 7.330 it 1 0.160 0.116 1.600 0.56 306.74 1,920.00 0,39 32.53 280.00 Leath = 3.50 ft 2 0.160 0.116 1.600 0.56 306.74 1,920.00 0.27. 32.53 280.00 oditii Span Max. Deli Location in Span Load Combination Max. '+' Deli Location in Span Load Combination to mt�m cal � n Support & Load Combination 1 0.0000 0.000 W Only 2 0.0000 0.000 W Only AC1bt1 - Support notation : Far left is #1 Support Reaction Support 1, (W Only) -0.284 k Support 2, (W Only) -0.838 k Support 3, (W Only) k •• ••• • • • • • •• • •• • • • • • •• •• • •• •••• • • •• ••• ••• ••• ••t •• • • •• • • •• • . • • • . • •• • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • ••• • • • • ; • • • • • • • • •• •• • • .• •• -0.0233 3.158 -0.0237 3.500 15 BRYNTESEN STMICTURAL ENGINEERS Structural Calculations for LEE. RESIDENCE Miami Shores, Florida Pages • Wind Loads 1 - 2 • Roof Members & Connections 2A - 5 • Foundation check 6 - 16 Total pages 16 In accordance with the Florida Building Code Submitted By: BRYNTESEN STRUCTURAL ENGINEERS Alvaro Va -uez, P.E. Project ngineer •• ••• • • •• -_ •. • • •• • • • • • • • •• • • • • • ••• • • •• • • 3045 NORTH FEDERAL HIGHWAY, SUIT{ B.,t • • LilpEg DAtt, FLORIDA 33306 ■ TEL 954 - 568-1411 • FAX: 954 -568 -9367 • • • Murray Bryntesen, P.E. Florida License No. 37162 slzgle21 MECAllind Version 2.0.2.7 per ASCE 7 -05 Developed by MECA Enterprises, Inc. Copyright 2009 www.mecaenterprises.com Date : 5/28/2009 Project No. Company Name : Bryntesen Engineering Designed By Address 'Description . City Customer Name : State Proj Location : File Location: • Z: \Cadd Drawings \0 - Project Files \O'Donnell Dannwolf \Lee Residence \Calcs \wind.wnd Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Alpha At Am Cc Epsilon Slope of Roof Ht: Mean Roof Ht RHt: Ridge Ht OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = User Input Data: 146.00 mph Structure Type II N/A 1.00 9.50 0.11 0.15 0.20 0.20 2.63 : 12 11.09 ft 13.50 ft 2.00 ft Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Roof Area = Building = C No • 1.00 • 900.00 ft • 1.00 • 0.65 500.00 ft 15.00 ft = 13.58 Deg = Gabled • 8.67 ft = 3604.00 ft^ 80.00 ft Bldg Width Across Ridge= 40.00 ft Main Wind Force Resisting System (MWERS) Figure 6 -5 Intern]. Pressure Coefficients for Buildings, GCpi Enclosed Bldg +GCpi 0= 0.18 Enclosed Bldg -GCpi = -0.18 Figure 6 -6 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems (Method 2) MlWFRS -Wall Pressures Perpendicular to Ridge Wall Cp +GCpi (pat' ) - GCpi(pan) Leeward Walls -0.50 Side Walls -0.70 Top Elev Hot Slew Km Net ft ft qz per' -28.03 -11.35 -35.90 -19.22 -Windward Wall- Total Shear Moment +GCpi -GCpi + / -GCpi Rip K-ft 13.50 3.50 0.85 1.00 46.32 23.16 39.84 51.19 14.3 25.1 10.00 .00 0.85 1.00 46.32 23.16 39.84 51.19 55.3 373.2 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting at 'Dot Elev' Roof Location Cp +GCpi (paf) -GCpi (psf) Windward - Min Cp 10.$, Windward - Mg3j Cp.. • • • • -0:07° Leeward Perp to iii. O., • -0..45•• Overhang Top•tWindward) -0.58 Overhang Top (Leeward) -0.45 Overhang (Wij dwa rd onlwa • 0.81 •. . . • • • MWFRS -Wall P»essmes 74rilltalAo•} .dge -31.18 -11.09 -26.06 -22.84 -17.72 31.50 • • • • Wall Cp +GCpi(paf) •0. • • • • • • • • • • • • *00 • • • • • • • • ..• • •• •• • • • • • . ••• • • • • ••• • • • • • • .•• • 00 • • • • -14.50 5.58 -9.38 -22.84 -17.72 31.50 -GCpi (prof) 1 Leeward Walls Side Walls Top Elea Hot Slew ft ft -0.30 Hz Net qz psf -20.15 - 35.90' -3.47 -19.22 Windward Wall- Total Shear Moment +GCpi -GCpi + / -GCpi Kip K -ft 13.50 3.50 0.85 1.00 46.32 23.16 39.84 43.31 6.1 10.6 10.00 .00 0.85 1.00 46.32 23.16 39.84 43.31 23.4 157.9 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting at 'Sot Elev' Roof - Dist from Windward Edge Cp +GCpi (psf) -GCpi (pef) 0.0 ft to 5.5 ft 5.5 ft to 11.1 ft 11.1 ft to 22.2 ft 22.2 ft to 80.0 ft -0.90 -43.77 -27.10 -0.90 -43.77 -27.10 - 0.50 -28.03 -11.35 - 0.30 -20.15 -3.47 Wind Pressure on Cozy oaeats and Cladding Width of Pressure Coefficient Zone °a" = 4 ft Description_ _Width _ Span Area_ _., Zpne Max __- 1044 „ Max P ft ft; ft2 ; GCp , GCp psf 10 sf 20 sf. 50 sf 100 sf 10 sf 20 sf 50sf 100 sf 10 sf 20 sf 50 sf 100 sf 10 sf 20 sf 50 sf 100 sf 10 sf 20 sf 50 sf 100 .sf 10 sf 20 sf 50 sf 100 sf 200 sf 10 sf 20 sf 50 sf 100 sf 200 sf Min P psf 3.16 3.16 9.99 4 -.47 4.47 19.98 7.07 7.07 49.98 10.00 10.00- 100.00' 3.16 3.16 '9.99 4.47 4.47 19.98 7.07 7.07 49.98 10.00 10.00 100.00 3.16 3.16 9.99 4.47 4.47 19.98 7.07 7.07 49.98 10.00 10.0D 100.00 3.16 3.16 9.99 4.47 4.47 19.98 7.07 7.07 49.98 10.00 10.00 100.00 3.16 3.16 9.99 4.47 4.47 19.98 7.07 7.07 49.98 10.00 - 10.00 100.00 3.16 3.16 9.99 4.47 4.47 19.98 7.07 7.07 49.98 10.00 10.00 100:00 14.14 14.14 199.94 3.16 3.16 9.99 4.47 4.47 19.98 7.07 '7.07 49.98 10.00 10.00 .10Q.00 ."141:4: 14,.1.4 0 0199.94 • • • • • • • . • • .• • •• • • • • • • • • .. • • • • • • • • • •�. ... • • • • • • • • • • • • ... • • • • • • • .. •. . • 000 • • • • •• • • • • • • • • • • • • ..• • ... • • • • • • • • • • • • • • .. .. ... • • 1 0.500 -0.900 1 • 0.440 ` - 0.870= 1 0.360 "- 0.830 1 _ ' 0.300... -D.800 2 ` 0.500 2 0.440 2 0.360 2 0.300 2H 0.500 2H 0.440 2H 0.360 2H 0.300 3 0.500 3 0.440 3 0.360 3 0.300 3H 0.500 3H 0.440 3H 0.360 3H 0.300 4 1.00.0 4 '0.94.7 4 0.877 4 0.823 4 •0.770 5 1.000 5 0.947 5 0.877 5 0.823 5 0.770 -1.700 - 1.550 -1.351 -1.200 -2.200 -2.200 -2.200 -2.200 -2.600 - 2.420 - 2.181. - 2.000 -3.700 -3.339 - 2.861 -2.500 - 1.100 -1.047 - 0.977 - 0.923 -0.870 -1.400 -1.294 -1.153 -1.047 -0.941 31.499 28.714 25:025 22.23"5 31.499. 28:7+14 25.025 22.235 23.161 20.376 16.687 13.897 31.499 28.714 25.025 22.235 23.161 20.376 16.687 -50.029 - 48.636 - 46.791 - 45.396 - 87.087 - 80.124 - 70.901 - .63.925 - 101.910 - 101.910 - 101.910 - 101.910 - 128.777 - 120.422 - 109.354 - 100.984 - 171.394 - 154.684 - 132.548 13.897 - 115.807 54.661 - 59.293 52.202' 56.834 48.944 -- 53.576 46.480 -51.113 44.019 54.661 52.202 48.944 46.480 44.019 - 48.651 - 73.190 - 68.271 - 61.756 - 56.829 - 51.906 r,3---1 • • • • ; -• -••-; :-,4••••-1-2••• • • ; • • ; ; "1••••••• • • • , • "t . •• ; • . • ; „. ••• •;•• • • • i • ; • • ; FAFTtes. e. : . ...t I-2:- 1 - • --, ',, , L. , 1 • : Nu- • I t ; • . c? ...is ... 41.:-.114.• c . ; • • zbx- - ._; --.•i.tpt 7 • . , : . :0.x:1:33z 4()e;:117 • '4'.14:-W(5', t ITT1(..f.,33--.: I -0 Z~.0.(--7 - f- -,• -,- 1 - .t. ....• • .. : • . — i .-. : - • : .L.I ....,;.....i...i...........i f , , t ; ! : 1.• t ! : : • l, ; I i ■ i . • • ' ' ..k- - . -* . . ? • VyijaCAtC .r .... 1 1 ; • ' . :! . . . . ....,- ../, . .: , 1. .1 I„ L i..• i..... ,. 1 21,..... i; ! .1.), l'. :' ) ...! t• • ' ,-).f.-., ..-t -_, - • • - . , Ti..1--: ±-f-f-1--i•--t•-i•-1-.4,-.. :--ItEilist...i : 1...-:, 1 .3 -- :i -I -., .1.•4••: 4 --r / - 1. $ .-1 —i . i .' ; ! -4"-1.'" .... --I-4 Jt ' , ' ! : , 1.1 1 I i t I, • , • .: -,,, ,••i•-• .. .•i. ,., iia, ,•■ • , , ., „ -.. . -VIVI: I — ;SI 0 •':* • • •4°. `St, ,-, • • •:., 4.: ........• i . . ! . • L ...i-4 ..,. ,...,2 ',0 • • t• i • i II; II i ! i , , • . ,: • f ti 1 1 *.• t 1 ari'f.. 41`,* 4' -0' .111.. 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' cl- (31,44,C. :Aq., ,„ ; . • -: ' . ; :, ';',7 t, - : ; -: : ; - • . ,JD , p f„,..a.,,c 12,:t-(1,-) .6'...e.c.: : .. : ,..........:, .,....„. i...4,±+.,....i..,.._,._ • , i.., , .._. -. ,,.. ... ‘.,-.. / (4rco y ?... ) Tt .4-- "7-,.- .7 ' - , — • -- ;- --%- - , :--7' *f - - .- ', : : . .„ , ,e, •„,syn-; ' JLItalt.,...ei , ,.. -, J_ 1 ; : .L . . , 1 , --'5"-'-- 113: Orc •.'''- - i -‘: " ts '.4. 7 ; *: 1 '; '';;-- 1- 1 '' ' kS:li ' . • 5 l f -1-1----,--t''''''r-1---, s!—'-i--; I-- ; : : ,,, 7 7-, 7 :::::: ..... • „,. •• .,, ' 1i f 4...4 . ' 1,‘• . , 1 ; , • . 7 t --V*1" k / kO: • 0 ' * " o-1 • • • • t' 5 ; . ; ' I -t`` „ ,2 ' wis 'A;V lb5' Sw; i s- • ,.e 5• ; • i- ' • ; 5 ' • ,5 5 t 5; 4--74 4 .4 -1 ; , = . . A • •• • — L k , • • 5 , i .: 1 --A • 5' i •• . B FZYNTEA•EiNi • STRUCTURAL ENGINEtg 6 • • E B 5099 3045 N. FEDERAL HIGHWAY BUILDING MO • • • • .Fr. LAUDERDALE, FL. 33334 • • TEL:e: (954ad) 558-1411 FAX: (954) 56 1) 0I9 • 3.61: • : • • • • • • • • IRROUECI".”- • • • • • • • • • • • • • • di • • • • - • • • • • • • • 7. d2rATE::. :" PAGE : 3 Z Murray G. Bryntesen PE 37162 ..t. s . y..,.: . • . f • ■•_ F • •• • BRYNTElq . STRUCTURAL ENGINEERS • • E B 5099 • 3045 N. FEDERAL HIGHWAY BUILDING #80 FT. LAUDERDALE, FL 33334• ; • TEL (854) 588 -1411 FAX (954) 568.938» e:mall address: bryntesen®beilsoutt� net • .' ••• • •• • • • • PR{3',IECT':: • • •• • ••• . ,TJT.LE.. • • . IP • •• • • • • • • • •. r. • • • • 4 PAGE : cif V t • . . �.,�. 'we . • Murray G. Bryntesen Pg 37162 • •. • BRYNTES.E}4 • STRUCTURAL ENGINEtRT • • EB5099 • • 3045 N. FEDERAL HIGHWAY WIPING #80 FT. LAUDERDALE, FL 33334* • • • TEL a4 d) 568-1.4 1b1 ynteFaAeX n ® Orel ) o5u6th 80 i3e8t • • • • ... • •• • • :PRO J T • • • C - •• • • I • • • • • • • • • ••• • .TjTj ; . • p . • • • • p • •.• • 1•1 • i 5 PAGE: DATE:. • • • .. • • ••• • • el c a11903 this area' usingthe'Set ngs' menu item and than ueing the'PilntGng & TitieEBlock' selection. Titie.,Block Lines Puce Desc.: Description : Wood Beam At Side Support Material Properties License Owner: BRYNTESEN STRUCTURAL ENGINEERS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Wood Grade . . Fb - Tension Fb - Compr Fc - Pill Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 1,000.0 psi E : Modulus of Elasticity 1,000.0 psi Ebend -xx 1,300.0ksi 1,000.0 psi Eminbend -xx 1,300.0ksi 1,000.0 psi 65.0 psi 65.0 psi Density 34.0pcf D(0.16) Lr(0.24) W( -0.63) 4x12, Span = 8.0 ft APO Load for Span Number 1 Uniform Load : D =0.180, Lr = 0.240, W = -0.630 k/ft, Tributary Width =1.0 ft ®i1GN ;Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward LtLr +S Deflection Live Load $Sfleation Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.611: 1 4x12 = 611.15psi 1,000.00psi +D+W+H 4.000ft Span #1 = 0.041 in = 0.000 in = 2324 = 0.041 in _ -0.108 in = 885 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs _Design ®6f __ -:- 0.848: 1 4x12 55.15 psi 65.00 psi +D +W+H 0.000ft Span #1 Load Combination Max Stress Ratios - Segment Length Span # Summary of Moment Values M V C d Mactuai tb -design Fb-allow Summary of Shear Values Vactual fv -design Fv -allow 40 Length = 8.0 ft +D+L+H Length = 8.0 ft Length = 8.0 lt +0+0.750Lr+0.750L+H Length = 8.0 ft +D+W4H Length =8.0ft +D+0.750Lr+0.750L+0.750W+H Length =8.0ft +0+0.750L+0.750S+0.750W+H Length = 8.0 ft +0.60D+W+H Leath = 8.01t 1 0.208 1 0.208 •• ••• 1 • • 0.529: • . • 1 •• 0.442• 1 • 1 .• • • • • • 1 0.289 1.000 1.28 208.05 1.28 208.05 • •; 0422; :31000 • 3.20 520.13 • • • • • • • `• 0.61.4 •1.000 • 2.72 442.11 0.611 • 0.841 1.000, • -3.76 611.15 • • • • • 1• • • .1 8 • : •.0. 9: •1.609 • : : 4.06 172.29 • • • • • • • • • • 0254 • 0.351 1.600 • • -2.50 406.35 :.612 • • •1.6g0 • -427. 694.37 • • • 02/9 •1900 •• • • • • • • • 1 0.434 ••• • •• • • • • • • • • • • • • • • •• •• ••• • • 000 • • • • • • • • • • 0 • 00 •• 0 1110 • • 1,000.00 1,000.00 1,000.00 1,000.00 1,000.00 1,600.00 1,600.00 1,600.00 0.49 18.77 0.49 18.77 1.23 46.93 1.05 39.89 1.45 55.15 0.41 15.55 0.96 .36.67 1.64 62.66 65.00 65.00 65.00 65.00• 65.00 104.00 104.00 104.00 6 e $lock One 1 iten changes this area . tj ttte'Sttings' menu item and'then using the 'Printing & Tale =Block". selection. Ittleaock.0 e 6 Description : Wood Beam At Side Support Load Combination ons- Unfectct License Owner : BRYNTESEN STRUCTURAL ENGINEERS Span . Max. '= Deli Location in Span Load Combination Max. Deli Location in Span 1 0.0000 0.000 W only Support notation : Far left is #1 Support Reaction Support 1, (W Only) Support 2, (W Only) -2.520 k -2.520 k •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• •• • • • • •• • • • • • • • • 11 • • • • • • • • • •• • • • • • • • • • • • • ••• ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • -0.1084 4.040 Title Bock Une1 You# chariyes:this area (tag t e'Selrlgs' menu item andathert using.lhe'Printing & Title; look' selection. Title.Biock Lint36 Description : • ; ,'t+tt'ial f c 1n = 4.0 ksi fr = i c * 7.50 = 474.34 psi y► Density = 145.0 pd Elastic Modulus = 3,122.0161 Load Combination 2006 IBC & ASCE 7 -05 Fy - Main Rebar = 60.0 ksi Fy - Stirrups = E - Main Rebar = 29,000.0 ksi E - Stirrups = Stirrup Bar Size # . Num of Bars Crossing Inclined Crack = Wind Beam at Side License Owner : BRYNTESEN STRUCTURAL ENGINEERS Calculations per IBC 2008, CBC 2007, ACI 318-05 Phi Values Flexure : Shear: i3 1 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi # 3 2 W(0.28) Section : 12" w x 8" h, Span = 8.330 ft Rectangular Section, Width =12.0 in, Height = 8.0 in S • . #1 Reinfordn..... 2 -r#5 at 2.0 in from Bottom, from 0.0 to 8.330 ft in this span 2- #5 at 2.0 in from Top, from 0.0 to 8.330 ft in this s•an Service Toads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : W = 0.280 k/ t, Tributary Width =1.0 ft Y Maximum Bending Stress Ratio = 0.235: 1 Section used for this span Typical Section Mu : Applied 3.686 k- -ft Mn * Phi : Allowable 16.547 k -ft Load Combination +1.20D+0.50Lr+0.50L +1.60W Location of maximum on span 4.165ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr++S Deflection Live Lead Deflection Ratio Design OK 0.000 In 0.000-in 0 <360 Max Downward Total Deflection 0.019 in Max Upward Total Deflection 0.000 In Total Deflection Ratio 5275 Support & Load Combinati Support 1, (W only) Support 2, (W Only) No Stirrups Required from 0.00 to 8.33 ft along span, ConditionVu cPhWcl2• • • oit Support Reaction 1.166 k 1.166 k Load Combination Segment Length Span MAXknum BENDING Envelope Span 81 +120D+1.60Lr+0.50L+0.60W Span #1 +120D+0.50L +1.60S+0.80W Span 81 +120D+0.50Lrr0.50L +1.60W Span 81 +120 W 0.50L+0.50S +1.60W Span 81 +0.90D +1.60W +1.60H 1 �.�65 • • • • • • • 1 •ri.165: � • • • • 1 ii 165 • 1 4.�6• 1 4.14 • r1.89 • • • • •• • • • • • • • • • •• • • • • •• •• 1645 • • • • • • • • • • • • • • ••• • • AI ••• • • • • • • •••• • • • • • • • • • • • • •• •• • ••• • • 0.23 8 �dla��gcic�itte 1 this area:, .; tphgs" meriuttprr ing the sclaction. e6,; Job, KW- 06007042 Description : Wind- earn at Side Load Combination Segment Length Span # in Span Location (ft) Bending Stress Results (k - -ft ) Mu : Max phrmnx Stress Ratio r : I3RYNTESEN STRUCTURAL ENGINEERS Span #1 Load Combination 4165 Span Max.' -' Dell Location hi Span Load Combination Max. Dell Location in Span W Only 1 0.0189 4.061 • • • • • • • .. ••• •• • • • .. •. • • • • •.. • • • •. • 0 •• • • • . • • • • ••. .•. • • • . .' • • ••. • ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • • • • .. •• 0.0000 0.000 # : KW- 06007042 Description t'c = 4.0 ksi dj Phi Values fr.= fc112 * 7.50 = 474.34 psi yl Density = 145.0 pcf R r Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7 -05 Gaiila Wind Beam License Owner : BRYNTESEN STRUCTURAL ENGINEERS Flexure : 0.90 Shear : 0.750 = 0.850 Fy - Main Rebar = 60.0 ksi Fy - Stirrups = 60.0 ksi E - Main Reber = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # # 3 Num of Bars Crossing Inclined Crack = 2 0 056,0 241 2 4 on; ing Rectangular Section, Width = 16.0 in, Height = 8.0 in S Calculations per IBC 2006, CBC 2007, AC1318 -05 W 0.241 0.056 er. fl':1 Reinfofd... r.r. Section : 16" wr x 8" h, Span = 23.30 ft 246 at 2.0 in from Bottom, from 0.0 to 23.30 ft in this span 246 at 2.0 in from Top, from 0.0 to 23.30 fi in his s +an Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : W(S,E) = 0.0560 - >0.2410 k1Ft, Extent = 0.0 -» 11.650 ft, Tributary Width = 1.0 ft Varying Uniform Load : W(S,E) = 0.2410 - >0.0560 k/ft, Extent = 11.650 -» 23.30 ft, Tributary Width = 1.0 ft 121 Maximum Bending Stress Ratio = 0.842:1 Section used for this span Typical Section Mu : Applied 19.472 k-ft Mn * Phi : Allowable 23.121 k -ft Load Combination +1.20D- +0.50Lr+0.50L +1.60W Location of maximum on span 11.650ft Span # where maximum occurs Span # 1 Design OK Maximum Deflection Max Downward li- +Lr +S; Deflection , 0.000,,.in Max Upward,t:+Lr +S.Deil n mood. in Live Load Deflection Ratio 0 <360 Max Downward Total Deflection 1.395 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 200 Support &Load Combined Support 1, (W Only) Support 2, (W Only) Support Reaction 1.730 k 1.730 k ••• ... . No Stoma ffequfredfrom 0.00 to 23.30 ft along span, Condon .Tu aPh:Vcle• • • : • - • • • ••* • • • • • Load Cornbkration trtlLetlgth, Spurr# MAXtmum BENDING Envelope Span #1 1 +1.200+11101r+0.50L+0.80W Span .# 1 1 +1.20040.50L +1.60S+0.60W Spun # 1 1 11.650 +1.20D+0.50Lr+0.50L +1.60W Span #1 1 +1.20D+0.50L+0.50S +1.60W Span #1 1 Mu : Max PhillInx Stress Raiio • .• • • • • • 3 9.47 :. : T3.12 : . 0:84 •• • . . • . • • • • • ••• • ••• • • • • 11.650 • . ._ ••• • • • • • . • • • •• ••. • • 11.650 ••• • •. • ••• 0 • • • • • • • • • • • • •• •• •.• • • 10 Title afeektto 1 Yeti** chimes this.area using,tle'hngs" menu item and then using-the'Printing & Title;l3lock',seection. Tine Block U e.6 Description : Gable Wind Beam Load Combination Segment Length 40.90D +1.60W +1.60H Span # 1 Spy Location (ft) • Bending Stress Results (k ft ) Ta -7-s icense Owner : BRYNTESEN STRUCTURAL ENGINEERS Mu : Max phrmni Stress Ratio 1 11.650 **IMP 9010-8 Span Load Combination W Only 1 Max. Dell Location in Span Load Combination Max. Detl Location in Span • 1.3952 •. •.• • • 11.359 • • • •• • . • • • • •• ••• •. • • • •. .. . • • •.. . • • • .. . 0 •. • • - • • • .. .. . • • • • ▪ • • • ... • • • 00. • ▪ • • • • • • ••. • . • • . • • • • • • ▪ ••• • • .:. •.••• • • • :• •• • • 000 • • 0.0000 0.000 11 Tiitle Blacirji'ne 1 You can h ges this area using the'S�ngs" menu<itemm and then usiegthe "Printing .& Title Block' Selection. Me Block Lille 6 LEG. # KW- 06007042 ililP' Dsgnr Project Desc: Project Notes:: Job # Description Ridge Beam 4x10 Material Properties ., . License Owner BRYNTESEN STRUCTURAL ENGINEERS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb - Compr Fc -Pill Wood Species : Southem Pine Fc - Perp Wood Grade : No.2: r- 4" Thick : 10" Wide Fv Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans First Brace starts at 1.0 ft from Left-Most support Regular spacing of lateral supports on, length of beam = 1.330 ft Calculations per IBC 2006, CBC 2007, 2005 NDS 1,050.0 psi E: Modulus of Elasflc#y 1,050.0 psi Ebend -xi( 1,600.0ksi 1,500.0 psi Eminbend - xx 580.0 ksi 565.0 psi 175.0 psi 575.0 psi Density 35.440pcf 0(0.146) Lr(0.22) W( -0.75) 4x10, Span = 7.750 ft Load for Span Number 1 Uniform Load : D = 0.1460, Lr = 0.220, W = -0.750 klft, Tributary Width = 1.0 ft aximum Bending Stress Ratio Section used for this span lb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection [ Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.944 1 4x10 1,090.26 psi 1,155.00psi +D +W+H 3.875ft = Span #1 0.049 in 0.000 in 1908 0.049 in -0.166 in 559 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.502: 1 4x10 87.84 psi 175.00 psi +D+W+H 7.014ft Span #1 � Rf. • Load Combination Segment Length +D Length = 0.9688 It Length = 1.356 ft Length = 1.318 ft Length = 1.318 ft Length= 13564 Length =1.318ft Length = 0.1163 ft +D+L+H Length = 0.9688 ft Length = 1.356 ft Length =1.318 ft Span # - .. In tl© Max Stress Ratios M V Cd Summary of Moment Values Mactual fb -design Fb -allow Summary of Shear Values Vactual fv-design Fv -allow 1 1 1 1 1 1 1 1 1 1 ••• ••• • • • • • •• 0.100• 0321' • ;1400; ' ' 148 0.192 '• 6.32; ;1400: ••. 012 0.227• • • f0121 • • 1.800 • • 1.09' 0.228 0.121 1.000 1.10 0228 0.121 1.000 1.10 0428• • • • 0.121 • • 1.000 ,1.10 . OfEl • • 0.12 :• 1;801 8.11 : • • • : ' • ' • • . • • • • 0.160 • 0.121• 1.008 :•40.4✓'f.• 0.192 0.121 1.000 0.92 0.227 0.121 1.000 1.09 ••• • • • • • • • • • • ••• • • • • • • • • •• • •• • • • •.• • • • ••• • • • • • • • • • • • • • • • •• •• 115.30 221.37 262.59 263.54 263e54 263.54 263.54 115.30 221.37 262.59 1,155.00 1,155.00 1,155.00 1,155.00 1,155:00 1,155.00 1,155.00 1,155.00 1,155.00 1,155.00 0.46 21.23 175.00 0.42 21.23 175.00 0.23 21.23 175.00 0.16 21.23 175.00 0.36 21.23 175,00 0.46 21.23 175.00 0.46 21.23 175.00 0.46 21.23 175.00 0.42 21.23 175.00 0.23 21.23 175.00 12 Ti9e Bkxk One 1 You can chatt,,esthis Oi usi tgthe "Settngs' menu;1tem andiben using tthe "Printing. &' Titlex.Baock" seion. TftleBiock Line6 Lic. # : KW- 06007042 Job Description : Ridge Beam 4x10 Load Combination Max Stress Ratios License Owner : BRYNTESEN STRUCTURAL ENGINEERS Summary of Moment Values • Segment Length Span # M V C d Mackie! tb- design Fb -allow Summary of Shear Values Length = ,1.318 ft Length = 1.356 ft Length = 1.318 ft Length =0.1163ft +D+Lr+H Length = 0.9688 ft Length = 1.356 ft Length = 1.318 ft Length = 1.318 ft Length =1.356 ft Length =1.318 ft Length = 1.1163 ft +D+0.750Lr+0.750L+H • Length = 0.9688 ft Length =1.356 ft Length = 1.318$ Length =1.318 ft Length =1.356 ft Length =1.318 ft • Length = 0.1163 ft Length = 0.9688 ft Length = 1.356 ft Length = 1.318 ft Length = 1.318 ft Length = 1.356 ft Length = 1.318 ft Length = 0.1163 ft +13+0.750Lr+0.750L+0.750W+H Length = 0.9688 ft Length = 1.356 ft Length = 1.318 ft Length = 1.318ft Length = 1.356 ft Length = 1.318 ft Length = 0.1163 ft +D+0.750L+0.750S+0.750W+H Length = 0.9688 ft Length = 1.356 ft Length = 1,318ft Leigth =1.318ft Length = 1.356 ft Length =1.318ft Length = 0.1163 ft +0.60D+W+H Length = 0.9688 ft Length = 1.356 ft Length= 1.318ft Length =1.318 ft Length = 1.356 It Length = 1.318 ft Length = 0.1163 ft Ov_4 Load Combination 1 0.228 0.121 1 0.228 0.121 1 0.228 0.121 1 0.228 0.121 1 0.250 0.304 1 0.480 0.304 1 0.570 0.304 1 0.572 0.304 1 0.572 0.304 1 0.572 0.304 1 0.572 0.304 Vactuai fv -design Fv -allow 1.000 1.10 263.54 1,155.00 0.16 21.23 175.00 1.000 1.10 263.54 1,155.00 0.36 21.23 175.00 1.000 1.10 263.54 1,155.00 0.46 21.23 175.00 1.000 1.10 263.54 1,155.00 0.46 21.23 175.00 1.000 1.20 289.04 1,155.00 1.15 53.23 175.00 1.000 2.31 554.95 1,155.00 1.06 53.23 175.00 1.000 2.74 658.28 1,155.00 0.57 53.23 175.00 1.000 2.75 660.66 1,155.00 0.40 53.23 175.00 1.000 2.75 660.66 1,155.00 0.89 53.23 175.00 1.000 2.75 660.66 1,155.00 1.15 53.23 175.00 1.000 2.75 660.66 1,155.00 1.15 53.23 175.00 1 0.213 0.258 1.000 1.02 245.60 1,155.00 0.98 45.23 175.00 1 0.408 0.258 1.000 1.96 471.56 1,155.00 0.90 45.23 175.00 1 0.484 0.258 1.000 2.33 559.36 1,155.00 0.48 45.23 175.00 1 0.486 0258 1.000 2.33 561.38 1,155.00 0.34 45.23 175.00 1 0.486 0.258 1.000 2.33 561.38 1,155:00 0.76 45.23 175.00 1 0.486 6,258. 1.000 2.33 561.38 1,155.00 •0,98 45.23 175.00 1 0.486 .6258 1.000 2.33 561.38 1,155.00 0.98. 45.23 175.00 1 0.413 0.502 1.000 -1.98 476.99 1,155.00 1.90 87.84 175.00 1 0.793 0.502 1.000 -3.81 915.82 1,155.00 1.76 87.84 175.00 1 0.941 0.502 1.000 -4.52 1,086.34 1,155.00 0.94 87.84 175.00 1 0.944 0.502 1.000 -4.53 1,090.26 1,155.00 0.66 87.84 175.00 1 0.944 0.502 1.000 -4.53 1,090.26 1,155.00 1.47 87.84 175.00 1 0.944 0.502 1.000 -4.53 1,090.26 1,155.00 1.90. 87.84 175.00 1 0.944 0.502 1.000 -4.53 1,090.26 1,155.00 1.90 . 87.84 175.00 1 0.172 0.209 1.000 -0.83 198.61 1,155.00 0.79 36.57 175.00 1 0.330 0.209 1.000 - 1.59 381.34 1,155.00 0.73 36.57 175.00 1 0.392 0.209 1.000 - 1.88 452.34 1,155.00 0.39 36.57 175.00 1 0.393 0.209 1.000 -1.89 453.98 1,155.60 0.27 36.57 175.00 1 0.393 0209 1.000 - 1.89 453.98 1,155.00 0.61 36.57 175.00 1 0.393 0.209 1.000 -t89 453.98 1,155.00 0.79 36.57 175.00 1 0.393 0209 1.000 - 1.89 453.98 1,155.00 0.79 36.57 175.00 1 0.285 0.346 1.000 - 1.37 328.92 1,155.00 1.31 60.57 175.00 1 0.547 0.346 1.000 - 2.63 631.52 1,155.00 1.21 60.57 175.00 1 0.649 0.346 1.000 -3.12 749.11 115000 0.65 60.57 175.00 1 0.651 0.346 1.000 -3.13 751.81 1,155.00 0.45 60.57 175.00 1 0.651 0.346 1.000 -3.13 751.81 1,155.00 1.02 60.57 175.00 1 0.651 0.346 1.000 -3.13 751.81 1,155.00 1.31 60.57 175.00 1 0.651 0.346 1.000 -3.13 751.81 1,155.00 1.31 60.57 175.00 1 1 1 1 1 1 1 0.283 0.543 0.645 0.647 0.647 0.647 0.647 Support & Load Combination Support 1, (W Only) Support 2, (W Only) LO S Span 1 0.344 0.344 0.344 0.344 0.344 0.344 0.344 1.600 1.600 1.600 1.600 1.600 1.600 1.600 -2.18 523.11 1,848.00 2.08 96.33 280.00 -4.18 1,004.37 1,848.00 1.93 96.33 280.00 -4.96 1,191.37 1,848.00 1.03 96.33 280.00 .4.97 1,195.68 1,848.00 0.72 98.33 280.00 -4.97 1,195.68 1,848.00 1.62 96.33 280.00 -0.97 1,195.68 1,848.00 2.08 96.33 280.00 .4.97 1,195.68 1,848.00 2.08 96.33 260.00 •a.:, • • •• •....•.. • • • Mat,'= Deis : t•ottlonsin Cpaa • •Load Combination • 4.0000•: • •: t1 i0 • • • • W Only Support notation : Far left is #1 • • support Reaction • •• • •• • , •, • • 2.906 k •• 2.908• ; • • • • • • ••• • • • ••• • • • • • • • • • • • • ••• • • • • • • •• . ••• •• • • • ••• • • • • • • • • • • • • • • •• •• ••• • • Max. Defl Location in Span -0.1661 3.914 13 Title Block Line 1 You can changes this area using the'Settiings' menu item anti then usingthe °Printing & Title13lack° selection. Tfte Block U e:6 t Desc.: ectNotes: Job Material Properties License Owner : BRYNTESEN STRUCTURAL ENGINEERS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Southern Pine Wood Grade : No.2: 2" - 4" Thick : 8" Wide Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Calculations per IBC 2008, CSC 2007, 2005 NDS E: Modulus ofElasticcty Ebend -roc 1,600.0ksi Eminbend - xx 580.0ksi 1,200.0 psi 1,200.0 psi 1,550.0 psi 565.0 psi 175.0 psi 650.0 psi Density 35.440pcf D(0.026) Lr(0.04) W(- 0.102) 3x8, Span = 7.330 ft D 0.026) Lr(0.04) W( -0.107) 3x8, Span = 3.50 ft Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0260, Lr = 0.040, W = -0.1020 klft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0260, Lr = 0.040, W = -0.1070 k/ft, Tributary Width = 1.0 ft DESXNW_._. Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward'Total Deflection Total Deflection Ratio 0.227. 1 3x8 271.84 psi = 1,200.00psi +0 +W+H 7.330ft Span # 1 0.010 in = 0.000 in 9113 0.010 in _ -0.024 in 3542 Maximum Shear Stress Ratio Section used for this span iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.164:1 3x8 28.65 psi 175.00 psi +D+W+H 7.330ft Span #1 a> I�omb�n.�.,yc�s Load Combination Segment Length Span # Max Stress Ratios M V C Summary of Moment Values Mactual lb-design Fb -allow Summary of Shear Values Vactuai iv-design Fv -allow Length = 7.330 ft +�th = 3.50 ft +D Length = 7.330 ft Length =3.50 ft +D+Lr+11 Length = 7.330 ft Length = 3.50 ft +13+0.750Lr+0.750L+H Length = 7.330 ft Length Length =7.330 ft 1 2 0.073 • • • 9.955. • 1.090 • • -0.16• 0.073• • 0.Q55• •:1:0 : : 1.16 • • ••• • 1 0.073• • • 41155.• : 1140. : : -11 46' 2 0.073 0.055 1.000 -0.16 1 01& • 0.140..1.090 2 0•195 ::0.14Q. 1xt 1 0.167 ••• 0.11g•• 1•.098 2 0.157 0.119 1.000 1 0.229.• • • • .•• • 0.164 • • • • ••• •• •• • • • 1009• • • • • ••• • • • • • • • • • • • ••• 87.26 1,200.00 87.26 1,200.00 87.26 1,200.00 87.26 1,200.00 41.40 • 221.50 1,200.00 4.48 • 221.50 1,200.00 • • • • 34 • 187.94 1,200.00 -0.34 187.94 1,200.00 • 0.59 271.84 1,200.00 • • • • ••• •• •• 0.12 0.08 9.68 175.00 9.68 175.00 0.12 9.68 175.00 0.08 9.68 175.00 0.30 24.58 175.00 0.19 24.58 175.00 0.25 20.86 175.00 0.16 20.86 175.00 0.35 28.65 175.00 14 Description : Roof Rafter3x8 Load Combination Segment Length Span # Length = 3,50 ft 2 • +0+0.750Lr+0.750L+0.750W+H Length = 7.330 ft 1 Length = 3.5011 2 +0+0.750L+0.7505+0.750W+11 Length = 7.330 It 1 Length = 3.50 ft 2 +0.60D- W41 Length = 7.330 ft 1 Length = 3.50 ft 2 Overall 11 f>gtm A l ti 411 Load Combination Max Stress Ratios License Owner : ERYNTESEN STRUCTURAL ENGINEERS Summary of Moment Values M V C d Mactual tb -design Fb -allow Summary of Values Vactual fv design Fv -allow 0.227 0.164 1.000 0.50 271.84 1,200.00 0.068 0.045 1.000 0.15 81.38 0.068 0.045 1.000 0.15 81.38 0.152 0.109 0.152 0.109 0.160 0.116 0.160 0.116 1.000 1.000 1.600 1.600 0.33 0.33 0.56 0.56 182.06 182.06 306.74 308.74 1,200.00 1,200.00 1,200.00 1,200.00 1,920.00 1,920.00 0.24 28.65 175.00 0.10 0.07 0.23 0.16 7.89 175.00 7.89 175.00 19.07 175.00 19.07 175.00 0.39 32.53 280.00 0.27 32.53 280.00 Span Max. -' Dell ° Location in Span Load Combination Max. NI' Deti Lotion in Span 308411)M1104010-4 ieketh* Support & Load Combination Support 1, (W Only) Support 2, (W Only) Support 3, (W Only) • 1 2 0.0000 0.0000 0.000 W Only 0.000 W Only Support notation : Far left is #1 Support Reaction -0.0233 -0.0237 3.158 3.500 • • • • •• ••• • e •• • • • -0.284 k -0.838 k k • • • •• ••• •• • . • • • • •• • • • • • • • • • • • • ••' • • • •• • • • • •• • • • • • • • • ••• • • • • • • • • • • • • • ••• • • •'•• • • • • • ••• • • • • ••• • • • • • .• • • • • • • • • • • • • ••• • • • • • • • • ••• •• •• 15