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Home My WebLink About48736-Z o�1%ggFF04 Town of Southold 7/10/2024 o� y P.O.Box 1179 o ` rh 53095 Main Rd Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 45342 Date: 7/10/2024 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 800 N Sea Dr, Orient SCTM#: 473889 Sec/Block/Lot: 15.-3-40 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 11/17/2022 pursuant to which Building Permit No. 48736 dated 1/13/2023 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: modular single family dwelling with unfinished basement, front covered porch with balcony above and attached garage as applied for. The certificate is issued to Smith,Tim&Karen of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R-22-0425 3/20/2024 ELECTRICAL CERTIFICATE NO. 48736 6/6/2024 PLUMBERS CERTIFICATION DATED 5/29/2024 Brj4,Piecuch Au o ze S nature �o�SUFFot,��o TOWN OF SOUTHOLD` �y BUILDING DEPARTMENT H x ' TOWN CLERK'S OFFICE SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 48736 Date: 1/13/2023 Permission is hereby granted to: Smith, Tim 4 Alma Ln E Northport, NY 11731 To: Construct a two story single family modular dwelling with HVAC as applied for per SCHD approval. At premises located at: 800 N Sea Dr, Orient SCTM #473889 Sec/Block/Lot# 15.-3-40 Pursuant to application dated 11/17/2022 and approved by the Building Inspector. To expire on 7/14/2024. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $2,432.00 CO-NEW DWELLING $50.00 Total: $2,482.00 Building Inspector pF SO!/l�,ol Town Hall Annex Telephone(631)765-1802 54375 Main Road P.O.Box 1179 �Q sean.devline-town.southold.ny.us Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issued To: Tim Smith Address: 800 N. Sea Dr city:Orient st: NY zip: 11957 Building Permit#: 48736 Section: 15 Block: 3 Lot: 40 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: Electrician: Modern Electric East License No: 4253ME SITE DETAILS Office Use Only Residential X Indoor X Basement X Service X Commerical Outdoor X 1st Floor X Pool New X Renovation 2nd Floor X Hot Tub Addition Survey X Attic X Garage X INVENTORY - Service 1 ph X Heat Duplec Recpt 13 Ceiling Fixtures 11 Bath Exhaust Fan Service 3 ph Hot Water GaSX2 GFCI Recpt 2 Wall Fixtures Smoke Detectors 4 Main Panel 200A A/C Condenser 2 Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower 2 Range Recpt Ceiling Fan Combo Smoke/CO 55 Transfer Switch UC Lights Dryer Recpt Emergency Strobe Heat Detectors 1 Disconnect 1 Switches 11 4'LED Exit Fixtures Sump Pump Other Equipment: 200A Panel 54 Circuit/47 Used, Septic Disconnect Notes: Modular HVAC, Service, Septic, Smokes &Attached Garage Inspector Signature: . Date: June 6, 2024 S.Devlih-Cert Electrical Compliance Form o�SUFFOI,��,00 iawn rlati Annex y Telephone(631)765-1802 54375 Main Road . tom_O.Box 1179 y _ Souihold;NY 11971-0959 �. • y Off. BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATION Uate: ,-/,,—9 02- Building Permit No. Owner. 1 ► (Please print) Plumber: rmd (Please print) I certify that the solder used in the water supply system contains less than 2/10 of 1%lead. (Plumbers Signature) Sworn to before me this day of� , 20� Notary Public, 6W'a11,0 ff County SUSAN A.RIZZO 'Notary Public.State of New York No.01 RI6183459 Qualified in Suffolk County Commission Expires March 17,2QZj? .l UF SOUTyo6 # # TOWN OF SOUTHOLD BUILDING DEPT. `ycourrnN 631-765-1802 INSPECTION F NDATION 1ST [ ] ROUGH PLBG. [ UNDATION 2ND [ ] INSULATION/CAULKING FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] REN REMARKS: ��o�n � D w vVir �e vr�/e� oL fA C- DATE l Y INSPECTORMIZ �aq SOUTyO Gi G �o Nl cat # # TOWN OF SOUTHOLD BUILDING DEPT. 631-765-1802 INSPECTION [ ] FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] 'FIRE SAFETY INSPECTION [ ] FIRE RESISTANT'CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) - ] 'ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: �l Q✓ AkAG4� DATE INSPECTOR " Of SOUTyo� TOWN OF SOUTHOLD .BUILDING DEPT. 0 rm 0ao 631-765-1802 qp-*lNs-PECTl0N [ . ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ]- FOUNDATION 2ND [ ] 114t.ULATIOWCAULKING [ .] FRAMING/STRAPPING [Vf FINAL �li.� [ ] FIREPLACE & CHIMNEY : .[ ] FIRE-SAFETY INSPECTION [ ]---.FIRE RESISTANT CONSTRUCTION [ : ] FIRE RESISTANT.PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ]. CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: 6Q ®✓, afAA lm Q n SC/Ni r DATE © lNSPECT0w$a.11p r '` E n e ray S e rA C'LJ L1 J UN 2 7 2024 Buildfn� Department June 26,2024 Town of Southold Building Department 54375 Route 25, P.O. Box 1179 Southold, NY 11971 Re: 800 No Sea Drive &1ei— 's old, NY 11971 o old, NY' r quested by t'e Town of Southold, Energy Testing Services was retained by Tim Smith to perform a ower Door test t the above address and found the leakage rate to be 1,046 CFM @ 50 Pascals,equal to 2.31 ACH @ Pascals. Duct Leakage testing was also performed.The 1"floor system,serving 1,432 2, 5 01 floor system,serving 1,206 ft-, leaked 5 FM @ 25 Pascals(equal to 3.9%Duct Leakage).The 2nd ft2' M � ; -a-ked4 FIVI @ 25 Pascals(equal to 3.5%Duct Leakage).This house meets compliance by leaking less maxim rn e maximum requirement of 3 ACH @ 50 Pascals and 4%Duct Leakage for the area served. If you have any questions,please do not hesitate to contact us. Thank you. Michael Fauci(RTIN: 8619824) HERS Rater Energy Testing Services 1648 Locust Ave., Suite E, Bohemia,NY 11716 Office: (631)244-2627/Cell: (631)405-9890 Load Short Form I: E C E 0 ih p t#1316 I ` -Dat n 14,2024 ee`tmC System 1 By: jichael Fauci Energy Testing Services ; JUN 2 7 2024 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 . , Project • • For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone: 516-807-6765 Design Information Htg Clg Infiltration Outside db(OF) 19 82 Method Blower door Inside db(OF) 70 75 Shielding/stories 3(partial)/2 Design TD(OF) 52 7 Pressure/AVF 50 Pa/1046 cfm Daily range - L Inside humidity(%) 50 50 Moisture difference(gr/lb) 44 37 HEATING EQUIPMENT COOLING EQUIPMENT Make NAVIEN, INC. Make Rheem Trade NAVIEN Trade RHEEM Model NHB-150 Cond RA14AZ36AJlN AHRI ref 7501498 Coil RH2TZ3617STANN AHRI ref 209429684 Efficiency 95 AFUE Efficiency 12.5 EER2,15.2 SEER2 Heating input 150000 Btuh Sensible cooling 23940 Btuh Heating output 138000 Btuh Latent cooling 10260 Btuh Temperature rise 110 OF Total cooling 34200 Btuh Actual air flow 1140 cfm Actual air flow 1140 cfm Air flow factor 0.061 cfm/Btuh Air flow factor 0.065 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.82 ROOM NAME Area Htg load Clg load Htg AVF CIg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Bedroom 1 276 3361 3417 205 222 Foyer 74 2621 991 160 64 Living Room 267 3789 3253 231 212 Bath 2 36 1063 356 65 23 Laundry 53 1101 571 67 37 Kitchen 193 1515 5725 92 372 Mud 24 0 0 0 0 Dining Room 144 1667 2189 102 142 Hall 56 0 0 0 0 Bath 141 2169 389 132 25 Storage 116 1388 631 85 41 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrigh"'SOft' 2024-Jun-2512:01:44 A_ .d,a•,M..,,m.,.e..q.D.,q..., Right-Suite®Universal 2023 23.0.01 RSU30008 Page 1 i�1 ...mith-800 North Sea rive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S System 1 1381 18674 17521 1140 1140 Other equip loads 0 0 Equip.@ 0.87 RSM 15278 Latent cooling 3784 TOTALS I 1381 I 18674 I 19062 I 1140 I 1140 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - wrightsoft" 2024-Jun-2512:01:44 '� .d a•, ......v , Right-Suite®Universal 2023 23.0.01 RSU30008 Page 2 14M ...mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S Load Short Form Job: Est#1316 Date: Jun 14,2024 �` '✓,,,� "'� System 2 By: Michael Fauci Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 Project • • For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone:516-807-6765 Design Information Htg Cig Infiltration Outside db(OF) 19 82 Method Blower door Inside db(°F) 70 75 Shielding/stories 3(partial)/2 Design TD(OF) 52 7 Pressure/AVF 50 Pa/1046 cfm Daily range - L Inside humidity(%) 50 50 Moisture difference(gr/lb) 44 37 HEATING EQUIPMENT COOLING EQUIPMENT Make NAVIEN, INC. Make Rheem Trade NAVIEN Trade RHEEM Model NHB-150 Cond RA14AZ36AJ1N AHRI ref 7501498 Coil RH2TZ3617STANN AHRI ref 209429684 Efficiency 95 AFUE Efficiency 12.5 EER2,15.2 SEER2 Heating input 150000 Btuh Sensible cooling 23940 Btuh Heating output 138000 Btuh Latent cooling 10260 Btuh Temperature rise 110 OF Total cooling 34200 Btuh Actual air flow 1140 cfm Actual air flow 1140 cfm Air flow factor 0.066 cfm/Btuh Air flow factor 0.076 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.90 ROOM NAME Area Htg load Cig load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Bedroom 3 217 3544 4150 235 315 B3 Bath 56 605 192 40 15 Hallway 147 1037 482 69 37 B2 Bath 82 847 266 56 20 B2 WIC 39 84 66 6 5 Bedroom 2 174 3517 3785 233 287 Flex Room 179 3298 1844 218 140 Bath 3 49 497 146 33 11 Bedroom 4 251 3791 4102 251 311 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1. - wcightsoft' 2024.1un-2512:01:44 ..,., Right-Suite@ Universal202323.0.01 RSU30008 Page iV71 ...mith-800.North Sea Drive,Orient,NY 11957.rup Calc=MJB Front Door faces: S System 2 1193 17220 15034 1140 1140 Other equip loads 0 0 Equip. @ 0.87 RSM 13109 Latent cooling 1650 TOTALS I 1193 I 17220 I 14760 I 1140 I 1140 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. _Fk wrightsoft" 2024Jun-2512:01:44 Right-Suite®Universal202323.0.01 RSU30008 Page 4 +�1 ...mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S Building Analysis Job: Est#1316 Date: Jun 14,2024 Atli System 1 By: Michael Fauci Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 Project • • For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone:516-807-6765 Design Conditions Location: Indoor: Heating Cooling Montauk AP, NY, US Indoor temperature('F) 70 75 Elevation: 7 ft Design TD(°F) 52 7 Latitude: 41°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/lb) 43.6 37.0 Drybulb(°F) 19 82 Infiltration: Dailyrange(°F) - 12 ( L ) Method Blower door Wet bulb(°F) - 72 Shielding/stories 3(partial)/2 Wind speed (mph) 15.0 7.5 Pressure/AVF 50 Pa/1046 cfm Component Btuh/ftz Btuh %of load Walls 2.5 4446 23.8 Glazing 15.5 2929 15.7 Mil Doors 14.9 627 3.4 Ceilings 1.3 250 1.3 Floors 0.0 19 0.1 Infiltration 2.3 3440 18.4 Ducts 6962 37.3 Piping 0 0 Humidification 0 0 °�"� Ventilation 0 0 Adjustments 0 c0° t�r Total 1 1 18674 100.0 lrfiluatim Component Btuh/It2 Btuh %of load Walls 0.6 1166 6.7 V�I Glazing 10.2 1930 11.0 Gad Doors 6.6 275 1.6 Ceilings 1.2 224 1.3 (ata Floors 0.0 3 0.0 Infiltration 0.1 216 1.2 hard Girs Ducts 5123 29.2 Ventilation 0 0 Internal gains 8585 49.0 Blower 0 0 Dxtb. Adjustments 0 Total 1 1 17521 100.0 Latent Cooling Load=3784 Btuh Overall U-value=0.044 Btuh/ftz°F, Window/Floor Area=13.7% Data entries checked. wrightsoft- 2024Jun-2512:01:44 -�• a--.0». Right-Suite@ Universal 2023 23.0.01 RSU30008 I Page 1 C� ...mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S BuildingAnalysis Job: Est#1316 Y Date: Jun 14,2024 System 2 By: Michael Fauci Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytesfingservices.com Web:www.energytestingservices.com License:8619824 Project • • For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone:516-807-6765 Design Conditions Location: Indoor: Heating Cooling Montauk AP, NY, US Indoor temperature(°F) 70 75 Elevation: 7 ft Design TD(°F) 52 7 Latitude: 41°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/lb) 43.6 37.0 Dry bulb(°F) 19 82 Infiltration: Dailyrange(°F) - 12 ( L ) Method Blower door Wet bulb(°F) - 72 Shielding/stories 3(partial)/2 Wind speed (mph) 15.0 7.5 Pressure/AVF 50 Pa/1046 cfm Component Btuh/ftZ Btuh %of load Walls 2.9 3227 18.7 VW1 Glazing 15.4 2930 17.0 Doors 14.9 344 2.0 Ceilings 1.3 1597 9.3 Floors 0 0 0 Infiltration 2.3 2635 15.3 Ducts 6488 37.7 °cd Piping 0 0 Humidification 0 0 Ventilation 0 0 )Wlingss Adjustments 0 Infiltratlan Total 17220 100.0 Component Btuh/ftz Btuh %of load Walls 0.8 846 5.6 Glazing 13.5 2562 17.0 Doors 6.6 151 1.0 lGaijk Ceilings 1.2 1430 9.5 Irterd C�r>; Floors 0 0 0 Infiltration 0.1 165 1.1 Ducts 4775 31.8 Ventilation 0 0 C Internal gains 5105 34.0 Blower 0 0 Adjustments 0 Total 1 1 15034 100.0 D-ds Latent Cooling Load= 1650 Btuh Overall U-value=0.063 Btuh/ftZ°F, Window/Floor Area=15.9% Data entries checked. Wrigll tsoft` 2024-Jun-2512:01:44 p----- ...� a RightSuite®Universal 2023 23.0.01 RSU30008 Page 2 J45a ...mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S Project Summary Job: Est#1316 J Date: Jun 14,2024 System 1 By: Michael Fauci .({AC1C Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 Proiect Information For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone:516-807-6765 Notes: Design Information Weather: Montauk AP, NY, US Winter Design Conditions Summer Design Conditions Outside db 19 OF Outside db 82 OF Inside db 70 OF Inside db 75 OF Design TD 52 OF Design TD 7 OF Daily range L Relative humidity 50 % Moisture difference 37 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 11712 Btuh Structure 12398 Btuh Ducts 6962 Btuh Ducts 5123 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none)' Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 18674 Btuh Use manufacturer's data n Rate/swing multiplier 0.87 Infiltration Equipment sensible load 15278 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa/1046 cfm Structure 2586 Btuh Ducts 1198 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1381 1381 Equipment latent load 3784 Btuh Volume(ft3) 13012 13012 Air changes/hour 0.28 0.13 Equipment Total Load(Sen+Lat) 19062 Btuh Equiv.AVF(cfm) 61 27 Req.total capacity at 0.70 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make NAVIEN, INC. Make Rheem Trade NAVIEN Trade RHEEM Model NHB-150 Cond RA14AZ36AJlN AHRI ref 7501498 Coil RH2TZ3617STANN AHRI ref 209429684 Efficiency 95 AFUE Efficiency 12.5 EER2,15.2 SEER2 Heating input 150000 Btuh Sensible cooling 23940 Btuh Heating output 138000 Btuh Latent cooling 10260 Btuh Temperature rise 110 OF Total cooling 34200 Btuh Actual air flow 1140 cfm Actual air flow 1140 cfm Air flow factor 0.061 cfm/Btuh Air flow factor 0.065 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.82 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigt•tsoft• 2024-Jun-2512:01:44 ,�_ «»• .. Right-Suite@ Universal 2023 23.0.01 RSU30008 Page 1 AMN ...mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S Project Summary Job: Est#1316 'nc Date: Jun 14,2024 System 2 By: Michael Fauci "- Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 Promect Information For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone:516-807-6765 Notes: Design Information Weather: Montauk AP, NY, US Winter Design Conditions Summer Design Conditions Outside db 19 OF Outside db 82 OF Inside db 70 OF Inside db 75 OF Design TD 52 OF Design TD 7 OF Daily range L Relative humidity 50 % Moisture difference 37 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 10732 Btuh Structure 10259 Btuh Ducts 6488 Btuh Ducts 4775 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 17220 Btuh Use manufacturer's data n Rate/swing multiplier 0.87 Infiltration Equipment sensible load 13109 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa P1046 cfm Structure 526 Btuh Ducts 1125 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1193 1193 Equipment latent load 1650 Btuh Volume(ft') 9543 9543 Air changes/hour 0.29 0.13 Equipment Total Load(Sen+Lat) 14760 Btuh Equiv.AVF(cfm) 47 21 Req.total capacity at 0.70 SHR 1.6 ton Heating Equipment Summary Cooling Equipment Summary Make NAVIEN, INC. Make Rheem Trade NAVIEN Trade RHEEM Model NHB-150 Cond RA14AZ36AJIN AHRI ref 7501498 Coil RH2TZ3617STANN AHRI ref 209429684 Efficiency 95 AFUE Efficiency 12.5 EER2,15.2 SEER2 Heating input 150000 Btuh Sensible cooling 23940 Btuh Heating output 138000 Btuh Latent cooling 10260 Btuh Temperature rise 110 OF Total cooling 34200 Btuh Actual air flow 1140 cfm Actual air flow 1140 cfm Air flow factor 0.066 cfm/Btuh Air flow factor 0.076 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.90 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -PW WPilghts®try 2024-Jun-2512:01:44 �. Right Suite®Universa1202323.0.01 RSU30008 Paget .4ffEA ...mith-800ONorth Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S Duct System Summary Job: Est#1316 Date: Jun 14,2024 ou nc System 1 By: Michael Fauci * Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 Project Information For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone:516-807-6765 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.35 in H2O 0.35 in H2O Available static pressure 0.25 in H2O 0.25 in H2O Supply/return available pressure 0.183/0.067 in H2O 0.183/0.067 in H2O Lowest friction rate` 0.048 in/100ft 0.048 in/100ft Actual air flow 1140 cfm 1140 cfm Total effective length (TEL) 521 ft • • Branch DetailTable Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FIR (in) (in) Matl Ln(ft) L-n(ft) Trunk Bedrooms c 1708 103 111 0.105 6.0 Ox0 ShMt 14.0 160.0 st1 Bedrooms-A c 1708 103 111 0.061 7.0 Ox0 ShMt 28.3 270.0 st3 Foyer h 2621 160 64 0.060 8.0 Ox0 ShMt 34.3 270.0 st3 Living Room h 1895 116 106 0.060 7.0 Ox 0 ShMt 47.0 260.0 st3 Living Room-A h 1895 116 106 0.061 7.0 Ox 0 ShMt 57.0 245.0 st3 Bath 2 h 1063 65 23 0.050 6.0 Ox 0 ShMt 55.8 - 310.0 st3 Laundry h 1101 67 37 0.048 6.0 Ox 0 ShMt 62.0 320.0 st3 kitchen-A c 2862 46 186 0.061 9.0 OX 0 ShMt 47.0 255.0 st3 Kitchen c 2862 46 186 0.061 9.0 Ox 0 ShMt 55.8 245.0 st3 Dining Room c 2189 102 142 0.058 8.0 Ox 0 ShMt 43.5 270.0 st3 Bath h 2169 132 25 0.064 8.0 Ox 0 ShMt 16.5 270.0 st3 Storage h 1388 85 41 0.062 7.0 Ox 0 ShMt 24.0 270.0 st3 Supply Trunk Detail • - Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st3 Peak AVF 1037 1029 0.048 584 16.2 8 x 32 ShtMetl SO st1 Peak AVF 1140 1140 0.048 604 16.8 8 x 34 ShtMetl Bold/italic values have been manually overridden wrightsoft" 2024-Jun-2512:01:44 -.,.q' Right-Suite®Universal 2023 23.0.01 RSU30008 Pagel /�+� ...mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) M FIR (fpm) (in) (in) Opening (in) Matl Trunk rb2 12x 44 1140 1140 139.3 0.048 645 18.0 Ox 0 ShMt wrightsofFt- 2024,Jun-2512:01:44 Right-Suite@ Universal202323.0.01 RSU30008 Page t +� ...mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S Duct System Summary Job. Est#1316 Date: Jun 14,2024 E" e✓r°nc1A¢ System 2 By: Michael Fauci Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 Project Information For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone: 516-807-6765 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.35 in H2O 0.35 in H2O Available static pressure 0.25 in H2O 0.25 in H2O Supply/return available pressure 0.202/0.048 in H2O 0.202/0.048 in H2O Lowest friction rate 0.063 in/100ft 0.063 in/100ft Actual air flow 1140 cfm 1140 cfm Total effective length(TEL) 400 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FIR (in) (in) Matl Ln(ft) Ln(ft) Trunk Bedroom 3-A c 2075 117 157 0.063 8.0 Ox 0 ShMt 46.3 275.0 st5 Bedroom 3 C 2075 117 157 0.065 8.0 Ox 0 ShMt 55.3 255.0 sty B3 Bath h 605 40 15 0.064 5.0 Ox 0 ShMt 37.3 280.0 st5 Hallway h 1037 69 37 0.063 6.0 Ox 0 ShMt 33.5 290.0 st5 B2 Bath h 847 56 20 0.063 6.0 Ox 0 ShMt 30.5 290.0 sty B2 WIC h 84 6 5 0.065 4.0 Ox 0 ShMt 20.3 290.0 st5 Bedroom 2 c 3785 233 287 0.077 10.0 Ox 0 ShMt 18.8 245.0 st6 Flex Room h 3298 218 140 0.074 9.0 Ox 0 ShMt 16.5 255.0 st6 Bath 3 h 497 33 11 0.065 5.0 Ox 0 ShMt 19.8 290.0 sty Bedroom 4 c 2051 125 156 0.064 8.0 Ox 0 ShMt 48.8 265.0 st5 Bedroom 4-A C 2051 125 156 0.069 8.0 Ox 0 ShMt 49.3 245.0 sty SupplyDetail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk sty Peak AVF 689 713 0.063 642 13.3 8 x 20 ShtMetl st2 st6 Peak AVF 451 427 0.074 580 10.9 8 x 14 ShtMetl st2 st2 Peak AVF 1140 1140 0.063 684 15.9 8 x 30 ShtMetl Bold/italic values have been manually overridden t -*- wr_ightsoft- 2024-Jun-25 12:01:44 A+• ..�, q. Right-Suite®Universal 2023 23.0.01 RSU30008 Page 3 �+� ...mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S DetailReturn Branch Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FIR (fpm) (in) (in) Opening (in) Matl Trunk rb1 12x44 1140 1140 76.5 0.063 645 18.0 Ox 0 ShMt wrightsoft- 2024-Jun-2512:01:44 � .. ., -.Q,-, Right-Suite®Universal 2023 23.0.01 RSU30008 Page Z ...mith-800.North Sea Drive,Orient,NY 11957.rup Cale=MJ8 Front Door faces: S Manual S Compliance Report Job: Est#1316 Date: Jun 14,2024 ro:f T=ing System 1 By: Michael Faucl es ns Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 Project • • For: Tim Smith 800 North Sea Drive,Orient, NY 11957 Phone:516-807-6765 Cooling Equipment Design Conditions Outdoor design DB: 82.2°F Sensible gain: 17521 Btuh Entering coil DB: 76.5°F Outdoor design WB: 72.0°F Latent gain: 3784 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 21305 Btuh Indoor RH: 50% Estimated airflow: 1140 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split AC Manufacturer: Rheem Model: RA14AZ36AJ1N+RH2TZ3617STANN Actual airflow: 1140 cfm Sensible capacity: 23940 Btuh 137%of load Latent capacity: 10260 Btuh 271%of load Total capacity: 34200 Btuh 161%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 18.5°F Heat loss: 18674 Btuh Entering coil DB: 68.6°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Gas boiler Manufacturer: NAVIEN, INC. Model: NHB-150 Actual airflow: 1140 cfm Output capacity: 138000 Btuh 739%of load Meets all requirements of ACCA Manual S. t -P- wrightsoft^ 2024-Jun-2512:01:44 .u. .e....q Right-Suite®Universal 2023 23.0.01 RSU30008 Page 1 mith-800 North Sea Drive,Orient,NY 11957.rup Cale=MJ8 Front Door faces: S Manual S Compliance Report Job: Est#1316 Date: Jun 14,2024 EncryTn6ng System 2 By: Michael Fauci _ rj¢fy1CU5 Energy Testing Services 1648 Locust Ave,Unit E,Bohemia,NY 11716 Phone:631-244-2627 Email:mfauci@energytestingservices.com Web:www.energytestingservices.com License:8619824 Project • • For: Tim Smith 800 North Sea Drive, Orient, NY 11957 Phone:516-807-6765 Cooling Equipment Design Conditions Outdoor design DB: 82.2°F Sensible gain: 15034 Btuh Entering coil DB: 76.4°F Outdoor design WB: 72.0°F Latent gain: 1650 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 16684 Btuh Indoor RH: 50% Estimated airflow: 1140 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split AC Manufacturer: Rheem Model: RA14AZ36AJ1N+RH2TZ3617STANN Actual airflow: 1140 cfm Sensible capacity: 23940 Btuh 159%of load Latent capacity: 10260 Btuh 622%of load Total capacity: 34200 Btuh 205%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 18.5°F Heat loss: 17220 Btuh Entering coil DB: 68.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Gas boiler Manufacturer: NAVIEN, INC. Model: NHB-150 Actual airflow: 1140 cfm Output capacity: 138000 Btuh 801%of load Meets all requirements of ACCA Manual S. q -Off- wrightsoft- 2024Jun-2512:01:44 ZUK ..,., ....,., Right-Suite®Universal 2023 23.0.01 RSU30008 Page 2 mith-800 North Sea Drive,Orient,NY 11957.rup Calc=MJ8 Front Door faces: S Form Residential RPER 1 ACCK� for HVACSystem Design • (Loads, Equipment, 15 Mar 09 W Ca[trlow3Caoa;ars dAmlW Header Information Contractor: Energy Testing Services REQUIRED ATTACHMENTS ATTACHED Michael Fauci Manual J1 Form(and supporting worksheets): Yes ❑ No ❑ Mechanical license: 8619824 or MJ1AE Form*(and supporting worksheets): Yes ❑ No ❑ OEM performance data(heating,cooling,blower): Yes ❑ No ❑ Building plan#: Manual D Friction Rate Worksheet: Yes ❑ No ❑ Duct distribution sketch: Yes ❑ No ❑ Home address(Street or Lot#,Block,Subdivision): 800 North Sea Drive,System 1 HVAC LOAD CALCULATION (IRC M1401.3) Design Conditions - Building Construction Information Winter Design Conditions Building Outdoor temperature: 19 *F Orientation: Front Door faces South Indoor temperature: 70 of North,East,West,South,Northeast,Northwest,Southeast,Southwest Total heat loss: 18674 Btuh Number of bedrooms: 1 Conditioned floor area: 1381 ft2 Summer Design Conditions Number of occupants: 5 Outdoor temperature: 82 *F Indoor temperature: 75 *F Windows Roa' Grains difference: 37 gr/lb @50% RH Eave overhang depth: 1.0 ft Sensible heat gain: 20092 Btuh Internal shade: blinds Latent heat gain: Blinds,drapes,etc. 9 4340 Btuh Depih Winiow Total heat gain: 24432 Btuh Number of skylights: 0 EQUIPMENTHVAC • 41 HeatingEuoment Data Cooling Equipment Data Blower Data Equipment t pe: Gas boiler Equipment type: Split AC Heating cfm: 1140 umace,Hea pump,Boiler,etc. r Conditioner,Heat pump,etc. Cooling cfm: 1140 Model: NAVIEN,INC. Model: Rheem Static pressure: 0.60 in H2O NHB-150 RA14AZ36AJ1 N+RH2TZ3617STANN Fan's rated external static pressure for design Heating output capacity: 1 98000 Btuh Total cooling capacity: 0 Btuh airflow Heat pumps-capacity at winter design out oor conditions Sensible cooling capacity: 0 Btuh Aux.heating output capacity: 0 Btuh Latent cooling capacity: 0 Btuh DISTRIBUTIONHVAC DUCT •1 Design airflow: 1140 cfm Longest supply duct: 382 ft Duct Materials Used Equipment design ESP: 0.60 in H2O Longest return duct: 139 ft Trunk duct: Sheet metal Total device pressure losses: _0.3 in H2O Total effective length(TEL): 521 ft Available static pressure(ASP): 0.25 in H2O Friction rate: O,n $ in/100ft Branch duct: Sheet metal Friction R ate=ASP s(T EL x I declare the load calculation,equipment,equipment selection and duct design were rigorously performed based on the building plan listed above. I understand the claims made on these forms will be subject to review and verification. Contractor's printed name: Contractor's signature: Date: Reserved for County,Town Municipality or Authority having jurisdiction use. *Home qualifies for MJ1AE Form based on Abridged Edition Checklist wlrightsoft- - < Right-Suite®Universal202323.0.01 RSU30008 Residential Plans Examiner Review Form Form RPER 1 ,4CCK for _ • (Loads, • • 15 Mar 09 ArCo C[ mrsdanxvlce Header Information Contractor: Energy Testing Services REQUIRED ATTACHMENTS ATTACHED Michael Fauci Manual J1 Form(and supporting worksheets): Yes ❑ No ❑ Mechanical license: 8619824 or MJ1AE Form*(and supporting worksheets): Yes ❑ No ❑ OEM performance data(heating,cooling,blower): Yes ❑ No ❑ Building plan#: Manual D Friction Rate Worksheet: Yes ❑ No ❑ Duct distribution sketch: Yes ❑ No ❑ Home address(Street or Lot#,Block,Subdivision): 800 North Sea Drive, System 2 HVAC LOAD CALCULATION (IRC M1401.3) Design Conditions Building Construction Information Winter Design Conditions Building Outdoor temperature: 19 *F Orientation: Front Door faces South Indoor temperature: 70 of North,East,West,South,Northeast,Northwest,Southeast,Southwest Total heat loss: 17220 Btuh Number of bedrooms: 3 Conditioned floor area: 1193 ft2 Summer Design Conditions Number of occupants: 0 Outdoor temperature: 82 *F Indoor temperature: 75 *F Windows Rtxii Grains difference: 37 gr/lb @50% RH Eave overhang depth: 1.0 ft Sensible heat gain: 17241 Btuh Internal shade: blinds Blinds,drapes,etc. Eavr Latent heat gain: 1893 Btuh oepu, Wln4ow Total heat gain: 19133 Btuh Number of skylights: 0 EQUIPMENTHVAC • 4• Heating Equipment Data Coolinq Equipment Data Blower Data Equipment tpe: Gas boiler Equipment type: Split AC Heating cfm: 1140 ornate,Healpump,Boller,etc. Ir Condltlone,Heat pump,etc. Cooling cfm: 1140 Model: NAVIEN,INC. Model: Rheem Static pressure: 0.60 in H2O NHB-150 RA14AZ36AJ1 N+RH2TZ3617STANN Fan's rated external static pressure for design airflow Heating output capacity: 1§8000 Btuh Total cooling capacity: 0 Btuh Heat pumps-capacity at winter design out oar conditions Sensible cooling capacity: 0 Btuh Aux.heating output capacity: 0 Btuh Latent cooling capacity: 0 Btuh DISTRIBUTIONHVAC DUCT •1 Design airflow: 1140 cfm Longest supply duct: 324 ft Duct Materials Used Equipment design ESP: 0.60 in H2O Longest return duct: 77 ft Trunk duct: Sheet metal Total device pressure losses: -0.3 in H2O Total effective length(TEL): 400 ft Available static pressure(ASP): 0,25 in H2O Friction R ate=ASP+(TELq.fQ3 in/100ft Branch duct: Sheet metal I declare the load calculation,equipment, equipment selection and duct design were rigorously performed based on the building plan listed above. I understand the claims made on these forms will be subject to review and verification. Contractor's printed name: Contractor's signature: Date: Reserved for County,Town Municipality - *Home qualifies for MJ1AE Form based on Abridged Edition Checklist wrightso/rt- A Right-Suite®Universal202323.0.01 RSU30008 N • Level 1 7' 6• 8' 9' 9' 6' 18' Basement 34'x8 g" 32x8 ----- -- noI Job#: Est# 1316 Energy Testing Services Scale: 1 : 153 Performed by Michael Fauci for: Page 1 Tim Smith 1648 Locust Ave,Unit E Ri htSuite®Universal 2023 800 North Sea Drive Bohemia,NY 11716 g Orient.NY 11957 Phone:631-244-2627 License:8619824 23.0.01 R5 12:028 Phane:516-807-6765 2024-Jun-25 12:02:21 www.energytestingservices.com mfauci@energytestingservices ...Sea Drive,Orient,NY 11957.rup N Level 2 ®-84 dm 144 dm-H �I L�0-68drn 118 dm 189 dm 189 cfm Storage Laundry Bath Dining Room Kitchen Mud 70 dm Hall Bath 2 Garage slabs 1140 d Bedroom 1 Living Room Oyer 2-111 dm 111 cfm® J171 dri@ 0-111 dm 111 dm® Job#: Est# 1316 Energy Testing Services Scale: 1 : 153 Performed by Michael Fauci for: Page 2 Tim Smith 1648 Locust Ave,Unit E RightSuiteO Universal 2023 800 North Sea Drive Bohemia,NY 11716 23.0.01 RSU30008 Orient,NY 11957 Phone:516-807-6765 Phone:631-244-2627 License:8619824 2024-Jun-25 12:02:21 www.energytestingservices.com mfadci@energytestingservice ...Sea Drive,Orient,NY 11957.rup N Level 3 158 Cf. 158 dm 53 dm 268 cfm 7 cfm B3 Bath 80 dm g. 8' OIL 9 cfm 62 Bath 8• Bedroom 2 10' Bedroom 3 .6. 4' B2 WIC 5' Hallway 11420 x 814 x 8 8' Slalrs 2 5• 18 158 cfm 30 x 8' g• 30 cfm Flex Room Bedroom 4 OTS Bath 3 158 cfm 219 dm Job#: Est# 1316 Energy Testing Services Scale: 1 : 153 Performed by Michael Fauci for: Page 3 Tim Smith 1648 Locust Ave,Unit E Ri Page Universal 2023 , 800 North Sea Drive Bohemia NY 11716 g Orient,NY 11957 23.0.01 RSU30008 Phone:516-807-6765 Phone:631-244-2627 License:8619824 2024-Jun-25 12:02:22 www.energytestingservices.com mfauci@energytestingservice ...Sea Drive,Orient,NY 11957.rup . I r i a � a. �46 Y • N j q Y _ r S�✓ �:�;.� .� �� a: '� ' r .. i i t � ' t '� t s.k �- r� ... + .a ..� _, _ -� �� s •ram '�;�: _. Y', +'N ��e. ^�'� �. �� ♦�\ -.�.h,�.1.--.--�1s. 1,, y . '»t^i 4' j r� � '-. _- � I �� _'�+_ ____` '__. FIELD INSPECTION REPORT DATE COMMENTS' FOUNDATION (1ST) ------------------------------------ C FOUNDATION (2ND) I A I l Y U t om ROUGH FRAMING& PLUMBING - INSULATION PER N. Y-. H STATE ENERGY CODE 0 c FINAL Ault - v ADDITIONAL COMMENTS 12 S 2 3 0 z i5 p 'tC 0Iatilay ��nn� �►-� ru` c;[Ilk Nam Mrw cal g recb z � x Od v - StIFFO(K TOWN OF SOUTHOLD—BUILDING DEPARTMENT y x Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 �' • � Telephone(631)765-1802 Fax(631)765-9502 hgps://www.southoldtomm.ggv Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only y� r73� -PERMIT NO. Building Inspector: NUV 1 7 2022 , phtio cans and forms must b' filled out in their,°entirety Incomplete applications will not'.be.accepted. Where the Applicantis ri6fihe owner,'an `Owner's'Authoriiation form(Page'2)shall be completed:" - Date:11/16/22 OWNERS}OF PROPERTY: Name:Tim Smith SCTM#1000-15.-3-40 Project t Address:800 North Sea Drive, Orient, NY _. Phone#:516-807-6765 Email:TDSMITTE@aol.Com Mailing Address:4 Alma Lane, East Northport. NY 11731 :CONTACT PERSON:. Name:Tim Smith Mailing Address:4 Alma Lane, East Northport, NY 11731 Phone#:516-807-6765 Email:TDSMITTE@aol.com DESIGN PROFESSIONAL INFORMATION:_ ..; p Brown Architect PC for foundation/porch`and garage Name: ,.._,..... .. ....,. Apex HomesLL , for Modular plans and specs Robert ro _ , , _ , „,. ., „ ,y. ... Mailing Address: see plans for info Phone CONTRACTOR INFORMATIO Name: Amos Meringer Builder LLC Mailing Address: 13520 Main Road,yMattituck„NY ,11952 Phone#: 631-765-4900- Email: amosmeringerbuilder@yahoovcom .DESCRIPTION OF PROPOSED CON_ST_RUCTION: R New Structure ❑Addition ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project: ❑Other $ TBD Will the lot be re-graded? ❑Yes 8 No Will excess fill be removed from premises? []Yes B No 1 PROPERTY INFORMATION Existing use of property: Intended use of property: Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to this property? ❑Yes No- IF YES, PROVIDE A COPY. ;Check Box After Reading: The owner/contractor/design professional is responsible forall drainage and storm;water issues as provided by Chapter 236 of the Town Code.APPLICATION IS HEREBY MADE to the°Building Department for the issuance of a Building Permit pursuant to the Building zone Ordinance,of the Town of Southold,Suffolk,County,New York and other applicable Laws,,Ordinances:or Regulations,for the construction of buildings,, additions alterations'or for rem oval`or demolition,as herein described -ihe,applicant.agiees t`o'comply with all applicable laws,ordinances,building code; housing code and regulations and to admit authorized Inspectors on premises and In building(s)for,necessary inspections.False statements.made herein are punishable as a Class'A misdemeanor pursuant to Section 210.45 of.the New York Sta Penal lawi_ Application Submitted By(print name): °Authorized Agent ❑Owner Signature of Applicant: Date: STATE OF NEW YORK) SS: COUNTY OF SPkMZ_V_ ) �Wl ;Ll,, being duly sworn,deposes and says that(s)he is the applicant (Name d individual signing contract)above named, (S)he is the (Contractor,Agent,Corporate Officer,etc:) of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application;that all statements contained in this application are true to the best of his/her knowledge and belief;and that the work will be performed in the manner set forth in the application file therewith. Sworn before me this , day of NOy�r� � 20 22- p� tary Public TRACEY L. DWYER NOTARY PUBLIC,STATE OF NEW YOR PROPERTY OWNER AUTHORIZATION NO.01 DW6306900 (Where the applicant is not the owner) y QUALIFIED IN SUFFOLK COUNT CON,: ::jSION EXPIRES DUNE 30,2 residing at f11 2l�it` "do hereby authorize=f--O � r/ V'to apply on (, my behalf to t wn of Southold Building Department for approval as described herein. 1 � � 1a ��2• Owner's Date to � � I Print Owner's Name 2 N/ J U L 1 3 2023 �OSUOut/ CO BUILDING DEPARTMENT-Electrical Inspector ��O Gyc BUII DINTG DEFT. TOWN OF SOUTHOLD y. a O ,Hall Annex- 54375 Main Road - PO Box 1179 Southold, New York 11971-0959 4& � Telephone (631) 765-1802 - FAX (631) 765-9502 rogerr(a-southoldtownny.gov — sea nd(aD-southoldtownny.gov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (All Information Required) Date: 7/11/2023 Company Name: Modern Electric East, Inc. Electrician's Name: T. Rutkowski License No.: ME-4253 Elec. email:trut299@aol.com Elec. Phone No: 516-903-7151 01 request an email copy of Certificate of Compliance Elec. Address.: PO Box 321, Mattituck, NY 11952 JOB SITE INFORMATION (All Information Required) Name: Smith Address: 800 North Sea Drive, Orient, NY Cross Street: ryder Farm Lane Phone No.: Bldg.Permit#: 48736 email: Tax Map District: 1000 Section: 15 Block: Lot: q6? BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): Wiring residence and installation of a 200 amp underground service Square Footage: 25oo Circle All That Apply: Is job ready for inspection?: ❑ YES ❑✓ NO ❑Rough In [! ❑ Final Do you need a Temp Certificate?: YES ❑ NO Issued On l7 �y 7V- Temp Information: (All information required) Service SizeWl1 Ph❑3 Ph Size: 200 A #Meters 1 Old Meter# ❑✓ New Service❑Fire Reconnect❑Flood Reconnect❑Service Reconnect❑✓Underground❑Overhead # Underground Laterals ✓ 1 F2 ✓ H Frame Pole Work done on Service? Y ✓ N Additional Information: Underground Servie-- $85.00 Wiring Residence— $225.00 Total Due $310.00 PAYMENT DUE WITH APPLICATION V- 0 � �I oSUFFDIkt, BUILDING DEPARTMENT-Electrical Inspector TOWN OF SOUTHOLD o a Town Hall Annex-54375 Main Road-PO Box 1179-Southold, NY 11971-0959 Telephone (631) 765-1802 Temporary Certificate # / / Date 9—)'L 2023 Customer Name �� rh 5m! M Electrician Name f1V,0 evv/ Z 1 ecM G CqSt-- Address E300 Ao DlelM f Phone 5i (o C/O 3 -7/ 61 e-mail e-mail -f"lQLi �- 029 j GL-p L� C, -� Phone License# S Size �t-OV A Phase�_Overhead Underground ✓ #of Meters Remarks #of Underground Laterals 1 2 New "H" Frame or Pole P Fire Reconnect Was work done on Service? Y/fV Flood Reconnect Old Meter#F77 Service Reconnected Application for electrical service equipment is on file with the town of Southold.On the applicant's notification that this installation is complete,the town will conduct a premises inspection of the service equipment. This verification is valid for 90 days from the date above. Authorized b r J U L 1 3 2023 BUILDING DEPARTMENT- Electrical Inspector �r7ra �i'i' E TOWN OPSOUTHOLD' Town Hall Annex- 54375 Main Road - PO Box 1179 Southold, New York 11971-0959 Telephone (631) 765-1802 - FAX (631) 765-9502 rogerr(cDsoutholdtownny.gov seand(a�southoldtownny._gov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (All Information Required) Date: 7/11/2023 Company Name: Modern Electric East, Inc. Electrician's Name: T. Rutkowski License No.: ME-4253 Elec. email:trut299@aol.com Elec. Phone No,: 516-903-7151 [D I request an email copy of Certificate of Compliance Elec. Address.: PO Box 321, Mattituck, NY 11952 JOB SITE INFORMATION (All Information Required) Name: Smith Address: 800 North Sea Drive, Orient, NY Cross Street: ryder Farm Lane Phone No.: Bldg.Permit#: 48736 email: Tax Map District: 1000 Section: Gj Block: Lot: BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): Wiring residence and installation of a 200 amp underground service Square Footage: T500 Circle All That Apply: Is job ready for inspection?: ❑ YES ❑✓ NO -]Rough In ❑ Final Do you need a Temp Certificate?: 0 YES ❑ NO Issued On lO� 0'1"6t 7J� Temp Information: (All information required) Service SizeFv�l1 Ph❑3 Ph Size: 200 A #Meters 1 Old Meter# ❑✓ New Service❑Fire Reconnect[]Flood Reconnect❑Service Reconnect❑✓Underground❑Overhead #Underground Laterals ✓ 1 2 ✓ H Frame Pole Work done on Service? Y ✓ N Additional Information: Underground Servie---$85.00 Wiring Residence— -$225.00 Total Due $310.00 PAYMENT DUE WITH APPLICATION v �� U PERMIT# J Address: f Switches 1 Outlets I GFI's \ Surface ` Sconces H H's �7 UC Lts Fridge HW � dA S So li POOL Panel Fans Mini Fr. W/D Pump Exhaust Oven Sump Heater Trnsfmr Smokes 11� DW Generator Salt'Gen. Water Bond Carbon Micro GrbDis Lights Heat � Pucks ERV • HOT TUB/SPA Inst Hot DeHum Transfer Disc Combo Cooktop Minisphit Blower ACl1 AH` Hood Blower l Service Amps?—Cc) H ave g� Used Sub Amps Hav,, . Used Comments ROBERT I. BROWN, ARCHITECT P.C. 205 BAY AVENUE GREENPORT, NY-11944 631-477-9752 r.AX 631-477-0973 info -ribrownarchitect.com Transmittal Date: 11/16/22 To: Town of Southold Building Dept Re: Smith Residence New Construction 800 North Sea Drive Orient, NY Enclosed please find application for the above referenced. Thank you, Karen Szczotka Agent for Robert I. Brown Architect, PC karen@ribrownarchitect.com SANITARY SYSTEM DESIGN: VENT TERMINATION VENT PIPES SHALL EXTEND A MINIMUM OF 6 INCHES ABOVEF #OF BEDROOMS: 6(4+2) MINIMUM HORIZONTAL SEPARATION OF 12 INCHES TO THE r THE ROOF LINE AND THE TOP OF THE VENT SHALL HAVE A RESIDENTIAL ___L � ;� U� ADVANCED TREATMENT UNIT: FUJI CENT i j SLOPED PORTION OF THE ROOF. j.J /AOWTS CAPACITY REQUIRED: 700 GAL PER DAY,AS PER TABLE 3, SCDHS 's I I r',''`± o. ORIENT BY THE SEA, SEC. POWER SUPPLY CONNECTED TO 1 / RESIDENTIAL STANDARDS DEDICATED 115 VOLT AC, SINGLE-PHASE, 20 AMP CIRCUIT /AOWTS CAPACITY DESIGNED: 660 GAL PER DAY 01, BREAKER ON HOUSE PANEL DWELLING/CESSPOOL IN THE °�'y° DWELF�/CESSPOOL IN THE DWELLING/CESSPOOL IN THE CONTROL PANE I I � .r „ LING I I L , LEACHING SYSTEM : REAR `DF� ,' REAR REAR 1 1 LEACHING POOL REQUIRED AND PROVIDED: WELL IN THE ,' WELL IN THE WELL IN THE i BLOWER IN COVER ON PAD (1) 16' DEEP, 8' DIA LP FOR DEPTHS TO GROUNDWATER>21'AS PER TABLE 5 FRONT ,' FRONT >150'TO SANITARY FRONT>150'to SANITARY 1 4"(2" MIN.) DIA. HDPE VENT W/ // LOT NUMBER I CARBON FILTER, 18"MIN.ABOVE 4"WASTE LOT NUMBER 1 I GRADE, 36"MIN. FROM ANY WINDOW 25 ' 26 LOT NUMBER I 1 OR DOOR; OPTIONAL WHEN NO CLASS 2400 OR SDR 35, GENERAL CONDITIONS: ` ,' I 27 HOUSE j I HOUSE TRAP 1/8" PER 12"SLOPE MIN. 1. INSTALLATION SHALL COMPLY WITH SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES' REGULATIONS, STANDARDS,AND REQUIREMENTS,AND SHALL BE «`'`� 1 I 4"WASTE STRICTLY IN ACCORDANCE TO THE MANUFACTURER'S INSTRUCTIONS. € ,' t I CAST IRON WITHIN 2' FROM g "- EL. 33.5'+/-i i FOUNDATION WALL, CONTINUED TO 18" RISER BY TUF 2.THE INSTALLER MUST HOLD A CURRENT LIQUID WASTE LICENSE PURSUANT TO ,,,C`ONTROL PANEL o , ,� N 89 30 00 E I I CLASS 2400 OR SDR 35, (OR SDR40) TITE OR EQ.,W/ �? N CHAPTER 563 ARTICLE VII(SEPTIC INDUSTRY BUSINESSES)AND ENDORSEMENT J ------____ I I SAFETY DEVICE Z (INNOVATIVE AND ALTERNATIVE TREATMENT SYSTEM INSTALLER)THROUGH THE ----__ BLOWER 150.00' 1/4"PER 12"SLOPE MIN. SUFFOLK COUNTY DEPARTMENT OF LABOR, LICENSING AND CONSUMER AFFAIRS, EL. 31.4'+/- PURSUANT TO SUFFOLK COUNTY CODE§563-79(11)(J).THE DEPARTMENT OF LABOR, �' VENT W/CHARCOAL FILTER 1 1 -- ;;; i EL. 31'+/- 1 I IV LICENSING,AND CONSUMER AFFAIRS MAINTAINS A LIST OF LIQUID WASTE LICENSE I I ��'-- j C.O. - HOLDERS. - --- 3.ALL INSTALLED I/A OWTS ARE REQUIRED TO HAVE AN INITIAL 3-YEAR WARRANTY. $0 ql --- CELLAR - rt �_ - II F 4.ALL INSTALLED I/A OWTS ARE REQUIRED TO HAVE ACTIVE O&M(OPERATION AND MAINTENANCE)AGREEMENTS BETWEEN THE PROPERTY OWNER AND SERVICE - 1�.T,1�\ d ,' FUJI CENTto PROVIDER. --___- -___ s4.. 5. SERVICE PROVIDERS MUST REPORT ALL O&M ACTIVITIES TO SCDHS(SUFFOLK - --- � / C6 �� FUJI CEN 7 COUNTY DEPARTMENT OF HEALTH SERVICES). f o AREA FOR 50/o FUTURE EXPANSION O o LEACHING 6.COVENANTS MAY BE REQUIRED ON PROPERTIES WHERE I/A OWTS ARE INSTALLED `\ o o REQUIRING; SYSTEM REPLACEMENT IN EVENT OF FAILURE; O&M REQUIREMENT; I POOL o ACCESS TO DHS INSPECTION/SAMPLING ON QUARTERLY BASIS IF NEEDED;OTHER (1) 16' DEEP, 8' DIA LEACHING POOL 20�25 SITE PLAN BASED ON REQUIREMENTS THAT SCDHS DEEMS NECESSARY. I MIN `° I SURVEY FOR TIM SMITH I f 7. PERFORMANCE STANDARDS FOR I/A OWTS TECHNOLOGIES: Z I \� \ �� o I W Z LOT NUMBER 75 I a� I/A OWTS MUST MEET TREATED EFFLUENT CONCENTRATIONS FOR TOTAL NITROGEN _J °� Q MAP OF ORIENT BY THE SEA, SECTION 2 io Zo fn I o OF NINETEEN(19)MG/L OR LESS. O ``� U SITUATED AT ORIENT POINT, M a' 00 0 3.0 O AREA FOR FUTURE POOL A z > co^J W co N N I i o TOWN OF SOUTHOLD, SUFFOLK = 2i Y v C°m ° ~ COUNTY, NY -i O -i O Z °° J co u) I m O w - W Q M W ad SEPTIC/TREATMENT CONSTRUCTION CRITERIA: W � O CD ' m J = N N 1.SEPTIC/TREATMENT U of w FILED MAP NO. 3444, DATE 10/26/1961 j W J ALL NON-CONCRETE TANK WALLS, FLOORS, ROOF AND ACCESS COVERS SHALL W _J ,' w �\ SCTM# 1000-15-3-40 z O z m O w z UJ RESIST AN APPLIED FORCE OF 300 POUNDS PER SQUARE FOOT(PSF). z W W , BY: 8.0' II. NON-CONCRETE PREFABRICATED SEPTIC TANK&I/A OWTS SHALL CONFORM TO O z - ,� w HAROLD F.TRANCHON JR. P.C., LAND z THE INTERNATIONAL ASSOCIATION OF PLUMBING AND MECHANICAL OFFICIALS SURVEYOR i W "AMERICAN NATIONAL STANDARD FOR PREFABRICATED SEPTIC TANKS"ANSI z �� - _> PO BOX 616 Z1000-2007 AND ANY UPDATES THERETO. ° - o ' 1966 WADING RIVER-MANOR RD., z Ill. EACH SEPTIC TANK& I/A OWTS SHALL BE IDENTIFIED BY THE MANUFACTURER ^� i _- - ---_ O p e � CO c� WADING RIVER, NY 11792 AND DISPLAY THE FOLLOWING INFORMATION PERMANENTLY MARKED AT THE °10° _ i� _ O T 631 929 4695 0 5 10 FT -INLET END OF THE TANK: p c0 i - ,\ 1. MANUFACTURER NAME OR LOGO o O O ' CE I O t- DATED 8/16/2021 and 2. CAPACITY AND NUMBER OF OPENINGS �� O I ,- �` _ _ _- O PROPOSE _ �'� PROPOSED DATED:1/20/2022 3. MAXIMUM DESIGN LOAD ^ p r co 4. THE DATE MANUFACTURED. p --� _ - PROPOSE 2 STY FIR GAR `, IV ALL CAST-IRON AND HDPE COVERS SHALL BESET AT FINISHED GRADE, BE _ '` F FL EL. 33.5' ` FL ELEV. 31' LOT AREA: 23,657 SF OR 0.543 ACRES LOCKING, z I - DATUM N.A.V.D. 1988 HIGHEST EXPECTED TAMPER-RESISTANT,WATERTIGHT, INSECT-PROOF, FLAT,SKID-PROOF,AND BE .0 o a, REPLACE SOIL 11.0' 12 ' _ � �O � WITH CLEAN SAND APPROVED FOR SEWAGE USE. COVERS AND RISERS SHALL BE CAPABLE OF �' L " ' SITE IS APPROX. 365'TO LI SOUND GROUNDWATER EL. 0.0' Z N AND GRAVEL WITHSTANDING A TRUCK WHEEL LOAD(36 S IN. OF 2500 LB FOR 60 MIN WITH A O e- -i ABOVE EXISTING MAX.VERTICAL DEFLECTION OF 1.5 IN. PROP.. , . , I m O w V. HDPE COVERS AND RISERS ARE REQUIRED TO BE USED ON NON-CONCRETE PROPANE AQOp LLJ SP OR SW SOIL SEPTIC ;', TANK -- - -------------- �- °SFo i- LAYER (EL. 10') TANKS.THEY SHALL BE SET AT FINISHED GRADE,BE LOCKING,WATERTIGHT, cy EL. 0'+/- _ _ _ _ _ _ _ _ _ _ _ INSECT-PROOF,AND BE APPROVED FOR SEWERAGE USE. ' �i gTFR ` < W VI. IF A RISER COVER WEIGHS LESS THAN 60LBS A SECONDARY SAFETY LID OR \ Z DEVICE SHALL BE PROVIDED. ` s SECTION DIAGRAM POWER SUPPLY CONNECTED < -- - --- - 2. SEPTIC TANK&I/A OWTS SHALL BE WATERTIGHT AND CONSTRUCTED OF SOUND TO DEDICATED 115 VOLT AC, W 2 3/16" = 1'-0" AND DURABLE MATERIALS THAT ARE NOT SUBJECT TO EXCESSIVE CORROSION OR SINGLE-PHASE, 20 AMP CIRCUIT ` W DECAY. 1 A. ALL SEPTIC TANK&I/A OWTS MUST BE CERTIFIED AS WATERTIGHT BY L ,' „ BREAKER ON HOUSE MAIN MANUFACTURER USING EITHER VACUUM TESTING OR WATER TESTING METHODS. i Z GROUND ELEVATION--29' 1. VACUUM TESTING MUST PULL 4"OF MERCURY(HG), FOR 2 MINUTES WITH A LOSS OF 10%OR LESS. PROPOSED LL II. WATER TESTING: SEAL TANK; FILL TANK WITH WATER TO OUTLET INVERT I OL _ 1' DARK BROWN LOAM ELEVATION CEN 7 i ; 705.52' FOR 24 HOURS. REFILL THE TANK TO OUTLET INVERT AFTER 24-HOUR PERIOD , I CL BROWN SANDY CLAY AND LET STAND FOR 10 HOURS.APPROVED IF WATER LEVEL IS HELD FOR 10 i 7' HOURS. i - - - - - i - - - - - - -r- - - - - - - - - - _ _ � - B. ALL PENETRATIONS PIPES SHALL BE CONNECTED TO TANKS WITH A WATERTIGHT, SEALED FLEXIBLE JOINT AND THE PIPE GASKET SHALL BE FASTENED N 90100'00"W TO THE PIPE WITH A STAINLESS STEEL RETRACTABLE CLAMP. , ! 150.00, \� : .. ,.,r - - - - ` 3.THERE SHALL BE A MINIMUM ONE-FOOT AIR SPACE MEASURED FROM THE OUTLET i II _ SC BROWN CLAYEY SAND \ INVERT TO THE BOTTOM OF THE TANK COVER. s i 4.ACCESS TO EACH TANK OR COMPARTMENT OF THE TANK SHALL BE PROVIDED BY / 1s [ O R T SEA DRIVE � 19' AN ACCESS COVER WITH AN INSIDE DIMENSION OF AT LEAST 20 INCHES IN DIAMETER, - - -AND IN COMPLIANCE WITH 5-111 AND 5-11413-7 OF CDHS RESIDENTIAL STANDARD 2016. o ALL OPENINGS SHALL MEET THE FOLLOWING REQUIREMENTS: i ,`,,,. .., BROWN FINE TO COARSE SAND A. OPENINGS SHALL BE PROVIDED OVERALL INLET AND OUTLET PIPES �� - - SW B. WHERE EXTENSIONS ARE REQUIRED,THEY SHALL BE WATERTIGHT 1 s C. SEPTIC TANK&I/A OWTS MANUFACTURERS SHALL PROVIDE A LABEL OF i i 1 25' NONCORROSIVE MATERIAL IN PROMINENT LOCATION AT EACH ACCESS OPENING TO WARN 1 I � i "ENTRANCE INTO TANK MAY BE FATAL" TEST HOLE ' - - - - - - - - - - - - - - - - - - BY: MCDONALD GEOSERVICES INOWTS Fuji Clean SEPTIC TANK&I/A OWTS INSTALLATION STANDARDS: 1 LOT NUMBER �� ' DATE: 2/17/2021 1.ALL APPLICABLE RECOMMENDATIONS PROVIDED BY THE MANUFACTURER SHALL BE i 86 �/ NO WATER ENCOUNTERED SUFFOLK COUNTY DEPARTMENT OF HEALTH SCRVICCS IMPLEMENTED. DWELLING/WELL IN FRONT`\ LOT NUMBER HIGHEST EXPECTED GROUNDWATER PERMIT FOR APPROVAL OF CONSTRUCTION FOR A 2.THE SEPTIC TANK&I/A OWTS SHALL BE INSTALLED AT LEVEL IN ALL DIRECTIONS CESSPOOL IN REAR I 87 (WITH ELEVATION 0.0' BASED ON USGS SINGLE FAMILY RESIDENCE: ONLY A MAXIMUM TOLERANCE IN ANY DIRECTION OF+/-ONE QUARTER INCH)ON A MINIMUM 3 i \ ,' " GROUNDWATER CONDITIONS ON LI. INCH THICK(OR MANUFACTURER'S RECOMMENDATION)BED OF PROPERLY LEVELED AND 0 10 20 30 50 , VACANT COMPACTED SAND(FREE FROM ROCKS)OR PEA GRAVEL.BACKFILL SHALL BE PLACED r \ AROUND THE SEPTIC TANK&I/A OWTS IN SUCH A MANNER AS TO AVOID DAMAGE AND COMPACTED IN 6-INCH LIFTS.BACKFILL SHALL BE FREE OF LARGE STONES,STUMPS, 1 I/A OWTS LAYOUT TEST HOLE DATA AP DATE 2 28/2022 H.S. REF O. R-22-0425 AND CONSTRUCTION DEBRIS. . 111 = 20�-011 3 N.T.S. FOR MAXIMUM OF 6 BEDROOMS 3.THE TOP OF THE SEPTIC TANK&I/A OWTS SHALL NOT BE LOCATED GREATER THAN TWO AND HALF FEET OR LESS THAN ONE FOOT BELOW FINAL GRADE.FOR SEPTIC TANK EXPIRES THREE YEARS FROM DATE OF APPROVAL &I/A OWTS WITH DOMES,THE TOP OF THE DOME SHALL NOT BE LOCATED GREATER THAN TWO AND HALF FEET OR LESS THAN ONE FOOT BELOW FINAL GRADE. Water lines must be ins ^ctnd b the PROJECT: No. Description Date ENGINErR�� CERTJFICATIoN �E" L�IREC�. WELL AND LATERAL MUST BE p GENERAL NOTE EXCAVATION INSPECTION REQUIRED � J � Innovative and Alternative Onsite --- 1. BEFORE ANY EXECUTION,VERIFY ON SITE,IF APPLICABLE: 01 U-°I IT i-'- 7- Or R.A- Ge PT�> ICATI^7t1 Suffolk County Dept. of Health Services. -GRADE ELEVATIONS AT THE HOUSE WHERE THE WASTE MAIN PENETRATES. FOR SANITARY SYSTEM SHOWN ON FINAL SURVEY Wastewater Treatment System -GRADE ELEVATIONS WHERE EACH UNIT WILL BE INSTALLED. i'or I N aLLAT'O N ANr CcN�TRucTlor� Call (631)852-5?54, k8 hours in (I/A OWTS) 800 North Sea Dr. -HOUSE WASTE LINE MAIN LOCATIONS AND INVERT ELEVATIONS. 07 IA/OWTS BY HEALTH DEPARTMENT advance, to schedule inspection(s). -ANY UNDERGROUND UTILITIES, INFRASTRUCTURES,AND/OR STRUCTURES -ANY TREES WHICH MAY AFFECT TO THE I/A OWTS INSTALLATION re*` I^.`�A L A PPRO V A,L. studio a b architects 2. GARBAGE DISPOSAL UNITS SHALL NOT BE USED WITH A I/A OWTS. MALE THREADED SLATE OR OTHER MALE THREADED MALE THREADED 3. TANKS SHOULD NOT BE PUMPED WHEN GROUNDWATER IS HIGH OR FLOOD 651 West Main Street, ,,eD AR CONDITIONS EXIST. ADAPTER AND CAP SUITABLE COVER ADAPTER AND CAP ADAPTER AND CAP Riverhead, NY 11901 •<<GQ`g M. 631 591 2402 631 3231426 9Y �I nis@ studioabarchitects.com ABBREVIATIONS: I - v A . 4 Q� W w mailing address: �� = & AND LP LEACHING POOL Q PO Box444 @ AT MAX. MAXIMUM Q < SEWER PIPE > Orient NY 11957 B.C. BOTTOM OF CURB MIN. MINIMUM > -- DOUBLE SIDED BW BOTTOM OF WALL N.T.S. NOT TO SCALE 45 DEG. ELBOWS WYE CONC. CONCRETE PROP. PROPOSED _� LASCO D448-040 C.O. CLEAN OUT REQ. REQUIRED - 30 DEG ELBOW 60 DEG WYE OR EQ. DB DISTRIBUTION BOX SCDHS SUFFOLK COUNTY DEPARTMENT OF Owner: E E .or E ELECTRIC HEALTH SERVICES Tim + Karen M I/A OWTS Layout ELEV.or EL. ELEVATION ST SEPTIC TANK e M. Smith G GAS T.O. TOP OF HDPE HIGH-DENSITY POLYETHYLENE T.C. TOP OF CURB ALTERNATE A: FOR BENDS ALTERNATE B1: FOR USE WITH ALTERNATE B2: FOR USE WITH I/A OWTS INNOVATIVE AND ALTERNATIVE ONSITE TW TOP OF WALL BLDG. EXTENSION/CONNECTION BLDG. EXTENSION/CONNECTION Project number 21233 WASTEWATER TREATMENT SYSTEM W WATER W/DOUBLE SIDED SWEEP Date 2/16/2022 2 INV. INVERT W/ WITH CLEAN OUT DETAIL FOR AREAS NOT SUBJECT TO VEHICULAR TRAFFIC Q LG LEACHING GALLEY property Tax Map#: Drawn by GB o CLEANOUT DETAILS 1000-015.00-03.00-040.000 N Checked by HA -+ of N.T.S. site street address: N 800 North Sea Drive C O 1 0 Orient, NY 11957 (.0 Scale As indicated N 2-1/2"VENTILATION PIPE FUJI CLEAN CONTROL PANEL INSTALL PVC WELDED 6FT LONG WIRE CONNECTION INSTALLED ON WOODEN POST SECONDARY SCUM BAFFLE B 11 RECIRCULATION 8 1/8" SERVICE RECEPTACLE SAFETY —8'-2 3/8" AIR LIFT PUMP MANUFACTURER DEVICE,TYP. 2'-11 718" -2'-8 7/8" 2'-1" PROVIDED PROTECTION COVER TANK WALL - �I CONNECTION CO� _ HARDWIRED PLASTIC LANDSCAPE STONE DISINFECTION ADAPTER lam FROM BY ZABEL ENVIRONMENTAL, OR EQ. 4" INLET CYLINDERS - POWER �! http://zabelzone.com/ Control Panel Wiriniz Diagram p.2 PIPE (OPTIONAL) - 3/4 PVC CONDUIT 7 1/8" SUPPLY d - TIE�Ol2 To 16 Itf LB AIR LINE STABLE BASE _ N � 2 3 4 s 6 prat CLASS 2400 MAC 100R PLAN VIEW NOT TO MOVE BY FROST ACTION ,moo_ a___a _o __ Q---❑ - Q, OR SDR 35 ! 4"OUTLET PIPE 1/2"AIR BUTYL SEALANT r 1/4" PER 12" ' r 3/4" DIA. 1 � 1 1 � 1 �... I �I A� I } �,A INTAKE PRESSED AROUND _ TO FUJI UNDERGROUND AIR LINE TO CEN-7 UNIT "- SLOPE MIN. O PERIMETER OF °� CEN FLEXIBLE 3/4"AIR LINE: 3/4"PVC CONDUIT THREADS (o \ UNIT J. I L 4 3/8" oo 4 3/8" 3/4" FLEXIBLE IRRIGATION LINE, 100 PSI MAX, N 12NACLt v�' 1 EFFLUENT �''�' - INCIIN�P'UYER ^�+ + '+T I I L-- o---� MAY ALSO BE USED FOR THE AIRLINE INLET BA FLE -- O - AIR LIFT PUMP I 1 C� 4----------------�•----- Pu+aF�Dar 1 O = AIR INTAKE CONNECTION DETAIL MAC 10OR ELEVATION VIEWS MAC 10OR BLOWER DETAIL 1 1 I N.T.S. L 1/2"AIR INTAKE i RECIRCULATION PIPE FLOW BAFFLE (CLEANING B PUMP P CD108 TEST. NORMAL, SILENCE FLOW OPENING,TYP. OPENING) 1 15 0-- BLOWER SPECIFICATIONS AERATOR A '� 2 ALARM ' TTNSI08 24' INSULATED COVER CHAMBER VOLUME VOLUME(GAL) 1H PLAN VIEW INSTALL SECONDARY MODEL: MAC 10OR GND CIRCUIT SPEAKER ON INSULATED 18" RISER 1 SEDIMENTATION CHAMBER 397 LUG ® O SAFETY DEVICE,TYP. AIR FLOW: 3.5 CFM I s e AHUI (24"MAX.) BY TUF-TITE, OR EQ. 2 ANAEROBIC FILTRATION CHAMBER 396 T1�Rt>e>f TD w/SECONDARY SAFETY 3 AEROBIC CONTACT FILTRATION CHAMBER 181 NORMAL PRESSURE:2.6 PSI 45 IN-LB I 20 INSULATED COVER 24' INSULATED COVER T 1 DISINFECTION DEVICE, TYP 4 STORAGE CHAMBER 90 POWER: 120V/1.OA/6OHz 1 ON INSULATED 18"RISER ON INSULATED 18"RISER (TYP) ast12 (24" MAX.) BY TUF-TITE, (24"MAX.) BY TUF-TITE, CYLINDER 5 DISINFECTION CHAMBER 6 OUTLET CONNECTION: 3/4 INCH NOTES: OR EQ. OR EQ. (OPTIONAL) TOTAL VOLUME 1069 WEIGHT: 11 LBS PRESSURE S POWER CONSUMPTION: 83 W BRANCH CIRCUIT PROTECTION, OVERLOAD SKITCN SYSTEM SPECIFICATIONS POWER CABLE 6 FEET PROTECTION AND MAIN DISCONNECT PROVIDED BY OTHERS,AND MUST BE TBI FSIIS TBI �Tns MODEL: FUJI SEN-7 SIZED ACCORDING TO PUMP/MOTOR 2 a s X� R X2 ANAEROBIC MEDIA PP/PE FILLING RATE 32% INSTALLATION 1 OPERATION& MANUFACTURING SPECIFICATIONS. " BOARD TYPE AEROBIC MEDIA PVC/PP/PE FILLING MAINTENANCE NOTES: AtAR1 FLOAT SEAS _ FLOW OPENING RATE 17% - INSTALL BLOWER ON STABLE AEROBIC MEDIA PP/PE FILLING RATE 55% BASE, SUCH AS CONCRETE OR EXTERNAL COMPONENTS (COMPRESSOR 4"INLET PIPE - M BOARD TYPE BLOWER 3.5 CFM CONDENSING UNIT PAD (BY AND/OR PUMPS,AS APPLICABLE), PROVIDED BY OTHERS AND MUST BE U.L. o - L HWL CONTACT TANK FRP DIVERSITECH Www.diversitech.com ED THERMALLY PROTECTED N - —a/dL - PIPING PVC/PP/PE OR EQ.). ENSURE ADEQUATE APPROVED CB120 TDI WATERTIGHT -- -- -- MEDIA SEALED ACCESS COVERS PLASTIC VENTILATION AND PROTECT PUMPS 2 4 .______.._______i i________________ N DISINFECTANT(OPTIONAL) CHLORINE TABLETS AGAINST SUNLIGHT. COVRESSOR FLEXIBLE JOINT CIRCUIT $BEAKER FASTENED TO - MAINTENANCE REQUIRES A TEMPERATURE RATING OF FIELD THE PIPE W/ j,, NOTE TRAINED TECHNICIAN. INSTALLED CONDUCTORS MUST BE AT STAINLESS STL �,' RECIRCULATION AFTER LEVELING THE TANK, FILL THE - FOR MAXIMUM EFFICIENCY, LEAST 140 DEG. F. (60 DEG. C.) A SEDIMENTATION TANK(#1)WITH FRESH WATER TO INSPECT AND CLEAN INTERNAL AIR 1 RETRACTABLE o o ASSEMBLY THE LOW WATER LINE. FILTER ONCE EVERY 3 MONTHS TERMINAL STRIPS AND GROUND LUG USE AERATt]R CLAMP, TYP. Eo (' COPPER CONDUCTORS ONLY. 1 ' m - REPLACE DIAPHRAGM/VALVE `� L' ASSEMBLY ONCE EVERY 12 U3 C'�J MONTHS CONNECT GROUND LUG IN PANEL TO A AEROBIC (NOTE: A DAMAGED DIAPHRAGM SECURE EARTH GROUND ____ o-.__ MEDIA WILL TRIGGER THE C$128 TB) TD1 AUTOMATIC-STOP FUNCTION . DASHED LINE PRESENTS FIELD WIRING 2 moo-- _FSI2e --_ - - ___�.___.-_.� �_____ N � AERATION ) ""�' "�B 1 1 PUMP -- ASSEMBLY CIRCUIT BREAKER PUW FWAT 1 4 TO 6"SAND AND GRAVEL BED FIELD WIRING CONTROL PANEL C SECTION A-A VIEW 1/4"TO 1/2"COMPACTED, LEVEL SECTION B-B VIEW 0 1 2 FT TO WITHIN 1/8" I 1 1 FUJI CEN 7 DETAILS n ELECTRICAL DIAGRAM - FUJI 1'-0" - -- - -- -- ` N.T.S. --- CONCRETE COVER N BACKFILL Z MATERIAL TO BE CLEAN SAND AND o GRAVEL4. ;- / 20"MIN.. IMPERVIOUS SOIL INLET MIN.4" DIA. APPROVED PIPE ° ® ® X PITCHED 1/8" - ® ® _ PER 12"MIN. - F� rii T-0"MIN. © El h COLLARa -{ rM F1 f LEACHING ® ® SECTIONS M ®� .. ° o .d LEI �I H d - ° 6' MIN. ® � e;. PENETRATION INTO A VIRGIN STRATA OF Oo SAND AND o GRAVEL b 4.a 6 Z IF MIN. PENETRATION IS ° 81-011 = NOT AVAILABLE, No. Description Date EXCAVATE AND PROJECT: o Innovative and Alternative Onsite M REPLACE SOIL W/ Wastewater Treatment System - - ---- CLEAN SAND AND Y HIGHEST RECORDED HIGH � GRAVEL, (I/A OWTS) 800 North Sea Dr. GROUNDWATER TO REACH TO SP OR ELEVATION 0.0' 0 2 4 FT SW SOIL,WHICH studio a/b architects DEPTH IS MORE THAN 6' 1 D AR THIS IS APPROX. 651 West Main Street, c M•F PROJECT VATION FOR Riverhead, 11901 THIS631 ! ��•�� ✓� 631 323 1426 s W 3 LEACHING POOL DETAIL glynis@studioabarchitects.com b ' ;.'t 1/4 1 -0 mailing address: y- 1t 11 PO Box 444 -9 Orient NY 11957 Owner: Tim + Karen M. Smith I/A OWTS Details Project number 21233 Date 2/16/2022 2i Q property Tax Map#: Drawn by GB 1000-015.00-03.00-040.000 77 I- Checked by HA 'N site street address: cli N 800 North Sea Drive C 02 0 Orient, NY 11957 to Scale As indicated N LOT AREA = 23.657 SQ. FT. = 0.543 acres 23-136 DATUM N.A.V.D. 1988 23-205 FFL ELEV = 32.7 GAR ELEV = 30.7 ORIENT BY THE SEA, SECTION 1 LOT 25 LOT 26 LOT 27 N 89'3O'00'E /'5 .00' Pas fd man fd M deer fence [fe 1.1 W deer fence fc 1.0'N 0 ,N �wd stockade fence pole 5V S x PIPE LP fence 0.5'S iD O m N � x I �r 108' bdd 101' x 'I 0 n out Mood d A/� e units sty deck above 17' ,>- x O 90.8' F- '' in 2 S1Y FR �. GARAGE c OJ DWELLING ELEV.-30.7 x a FFL EV—327 11 29.0' J0' fe 2.3W - viryl Yc 0.11V covered ndI 1. We 8 One boas o O O I driveCd I I IS 3 Z 86' LL to SEF UM 705.52' FD N 9700'00"W ` 1150.00 PIPE _ _ _ _ _ _ � _ L _ _ _ Urrt7L t 1 VT'!DEPARTMENT OF HEALTH SERVICES T, r vnL-8f EeNSTRUCTED WORKS FOR A SINGLE FAMILY RESIDENCE —DateMAR Z 9 1110 H.S.Ref.No.R—1 )The_sewa�e dispos I:a d�water supply facilities at this location have be n NOTE: SANITARY SYSTEM and WELL ��<�" 1 sn pected arid(ot cgrlified by this Department or other agencies and LOCATIONS BY OTHERS. t`" t fPNbalf _So 3EDR00M5.d* Vct y FOR A MAXIMUM OF ° r'lt; 2-15-2024 FINAL SURVEY rJi' i{ �6 MG KNEPPER,P.E.,CHIEF 8-22-2023 LOCATED FOUNDATION, SET MONUMENT ON S/W CORW�Iggdo$TAKEDT2ROT L3EWEELVT 7-11-2023 STAKED OFFSETS FOR FOUNDATION AN •MARKED,FILL ON-FRONT'"CEFI S TIE WFSEIS(OR DMOW=)MOM HE7M FROM THE MMICRI M TD 7K PRa�Terc tars AM FOR A sM OF FI,UMMCM A"O I15E"ND poom ARE Nor FSURVEYED 21-163 FILE No. ORIENT—BY—THE—SEA MF7EED io dlmE THE EREcnOtl of n:TTCEs.REFNr10 TrATL4,PDq.,,pgN13. FtAMM AREAS.ADOMM To eULDIM OR Mr onIER C016TR MM FOR MlNMMM MMRIDION OR AWRON TO THIS WMV Is A VMATM OF SED= BER 75 7=CF THE NETT YANK SM EDUr/M UNoUARvaIFF'S INGGTm"UMN Sara.RUN ONLY TD THE POOM FOR MIrotI THE ORIENT BY THE SEA, SECTION 2 BURLEY 6 PREPARED.ANo aN Ies 9aIUF m TIE TRT£C0IPANY,OOVODe®trAL AT ORIENT POINT ADF]If.Y AND IDiDMNi NSYinlIION UMED HOOK AND TD THE ASSID am DF TIE mesas AM NOT TPANSFUU=To ADDMO ¢ G pjnoNs TOWN OF SOUTHOLD, SUFFOLK COUNTY, N. Y. OOM OF TM SATVEr NM Nor EFARIND m L#m smwe DRS"M SEAL OR SCALE 1" = 40' DATE 8-16-2021 EBDSSM SEIL SHVL NDr E 0016 ORM TO BE A WW TRUE COPY. FILED MAP No. 3444 DATE 10-26-1961 CERTIFIED ONLY TO: TAX MAP No.1000-15-3-40 DISK 2021 ��Ptt OF NeW �oP HAROLD F. TRANCHON JR. P.C. F,TRgN oy LAND SURVEYOR I---- P.O. BOX 616 --- y 1866 WADING RIVER—MANOR RD. WADING RIVER, �•. �, NEW YORK, 11792 ROLD �T `CI pN R. N' LI o.048992 631-929-4695 o PENN.LIC...No.2115—E (AND SUR Generated by REScheck-Web Software CNJ/ Compliance Certificate pF IVF�i - Project A17555 ��p R. TO�� p Energy Code: 2018 IECC * �� Location: Suffolk County, New York _ W Construction Type: Single-family rr� Project Type: New Construction Conditioned Floor Area: 1,423 ft2 A°. 0536� Glazing Area 18% RQFESS 10 Climate Zone: 4 (5999 HDD) Oct25 2�22 Permit Date: , -- Permit Number: Construction.Site: Owner/Agent: Designer/Contractor: 800 North Sea Drive Barry Altman Adam Smith Orient, NY 11957 Apex Homes of PA LLC. 7172 ROUTE 522 MIDDLEBURG, PA 17842 5708372333 - asmith@apexhomes.net 'Compliance: Passes using UA trade-off Compliance: 4.1%Better Than Code Maximum UA: 462 Your UA: 443 Maximum SHGC: 0.40 Your SHGC: 0.29 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Slab-on-grade tradeoffs are no longer considered in the UA or performance compliance path in REScheck. Each slab-on-grade assembly in the-specified climate zone must meet the minimum energy code insulation R-value and depth requirements. Envelope Assemblies I Gross Prop. Req. Prop. Perimeter Ceiling: Flat Ceiling or Scissor Truss 1,423 38.0 0.0 0.030 0.026 43 37 Wall 1st fir: Wood Frame, 16" o.c. 1,494 21.0 0.0 0.057 0.060 61 64 Door: Solid Door(under 50%glazing) 22 0.160 0.320 4 7 Door 2: Solid Door(under 50%glazing) 38 0.200 0.320 8 12 Door 1: Glass Door(over 50%glazing) 40 0.300 0.320 12 13 - SHGC: 0.33 Window:Vinyl Frame -- SHGC: 0.29 133 0.300 0.320 40 43 Window 1:Vinyl Frame 196 0.300 0.320 59 63 SHGC: 0.28 Wall (2nd fir): Wood Frame, 16" D.C. 1,208 21.0 0.0 0.057 0.060 56 59 Door 3: Solid Door(under 50%glazing) 22 0.160 0.320 4 7 ' Window 1 Copy:Vinyl Frame 196 0.300 0.320 59 63 SHGC: 0.28 Wall (clg/flr): Wood Frame, 16" D.C. 232 30.0 0.0 0.049 0.060 11 14 Wall 1.lnterior Stair: Wood Frame, 16"D.C. 129 13.0 0.0 0.082 0.060 9 7 Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.1 i Prop.Gross Area Cavity Cont. Prop. Assembly or Door 4: Solid Door(under 50%glazing) 19 0.520 0.320 10 6 Floor:All-Wood Joist/Truss 1,423 19.0 0.0 0.047 0.047 67 67 Compliance Statement. The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application.The proposed building has been designed to meet the 2018 IECC requirements in REScheck Version : REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Ken Dieffenbach ,7CM X bdAnb1GrCA 10/5/22 Go Name-Title Signature Date 9 Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.2 DFU Calculation as Per Table 3004.1 QN-17555 Fixture DFU Dia of Pipe Allowable DFU Meets Requirements Kitchen Group 1 3" 20 Yes 1/2 Bath Group 1 3" 20 Yes -' Full Bath Group(X6) 4 3"/4" 20/160 Yes Laundry Group 3 3" 20 Yes Washer 2 3" 20 Yes A19 OF NFL, co w _ N 003 FESS 10�`�' Oct 25, 2022 i REScheck Software Version : REScheck-Web Inspection Checklist Energy Code: 2018 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. -.! Section Plans Verified Field Verified # Pre-Inspection/Plan Review Value Value Complies? Comments/Assumptions & Req.iD 103.1, ;Construction drawings and ❑Complies ; 103.2 !documentation demonstrate I !❑Does Not [PR1]1 ;energy code compliance for the ; :building envelope.Thermal ; ❑Not Observable envelope represented on ; ;❑Not Applicable construction documents. ; 103.1, ;Construction drawings and ; ;❑Complies 103.21 !documentation demonstrate 1❑Does Not 403.7 ;energy code compliance for ; [PR3]1 ;lighting and mechanical systems. j ❑Not Observable !Systems serving multiple ; ;❑Not Applicable dwelling units must demonstrate I compliance with the IECC ; Commercial Provisions. 302.1, !Heating and cooling equipment is: Heating: Heating: ;❑Complies 403.7 !sized per ACCA Manual S based Btu/hr Btu/hr ElDoes Not [PR2]2 !on loads calculated per ACCA Cooling: Cooling: yj ;Manual J or other methods Btu/hr ; Btu/hr ;❑Not Observable approved by the code official. 1❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.3 section ` # Foundation Inspection Complies? Comments/Assumptions & Req.ID 303.2.1 to protective covering is installed to ;❑Complies [FO11]2 protect exposed exterior insulation ;❑Does Not tea land extends a minimum of 6 in. below ;grade. ;❑Not Observable - ;❑Not Applicable 403.9 (Snow-and ice-melting system controls;❑Complies [FO12]2 !installed. ❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: i ' 4 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.4 Section Plans Verified Field Verified # Framing/Rough-in Inspection Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, ;DoorU-factor. U- ; U- ;❑Complies ;See the Envelope Assemblies 402.3.4 ; :❑Does Not ;table for values. FR111 [ ; ;❑Not Observable ❑Not Applicable i 402.1.1, Glazing U-factor(area-weighted U- ; U- ;❑Complies ;See the Envelope Assemblies - 402.3.1, 1 average). UDoes Not ;table for values. 402.3.3, 402.5 ❑Not Observable [ 2]1 ; {❑Not Applicable 303.1.3 ;U-factors of fenestration products, ; ;❑Complies [FR4]1 !are determined in accordance ! ; ;❑Does Not ;with the NFRC test procedure or I❑Not Observable - ;taken from the default table. ; ! i ❑Not Applicable 402.4.1.1 ;Air barrier and thermal barrier ;❑Complies [FR23]1 !installed per manufacturer's I . }"" I❑Does Not instructions. ' ; ;❑Not Observable ❑Not Applicable 402.4.3 ;Fenestration that is not site built ❑Complies _ [FR20]1 Hs listed and labeled as meeting ; ; PDoes Not AAMA/WDMA/CSA 101/I.S.2/A440 t ❑Not Observable or has infiltration rates per NFRC 1 1400 that do not exceed code ❑Not Applicable limits. 402.4.5 ;IC-rated recessed lighting fixtures!," ; , .- '❑Complies ; [FR16]2 sealed at housing/interior finish 1 .;❑Does Not land labeled to indicate :52.0 cfm `leakage at 75 Pa. ;❑Not Observable ❑Not Applicable 403.3.1 ;Supply and return ducts in attics ❑Complies [FR12]1 hnsulated >= R-8 where duct is ❑Does Not >= 3 inches in diameter and >= I ;R-6 where < 3 inches.Supply and;, }❑Not Observable return ducts in other portions of ! ;' }❑Not Applicable !the building insulated >= R-6 for diameter>= 3 inches and R-4.2 ! for< 3 inches in diameter. ; 403.3.2 ;Ducts, air handlers and filter ; ;." i0Complies - [FR13]1 !boxes are sealed with ;❑Does Not ;ioints/seams compliant with ;International Mechanical Code or ; I❑Not Observable 1 !International Residential Code, as( I y❑Not Applicable ; applicable. ! 403.3.5 ;Building cavities are not used as I❑Complies [FR15]3 !ducts or plenums. ❑Does Not N Observable LJ -;❑ ot Ob e a , ❑Not Applicable 403.4 1 HVAC piping conveying fluids ; R- R- ;❑Complies [FR17]2 - !above 105°F or chilled fluids ;❑Does Not !below 55°F are insulated to >_R- 3 ; ;❑Not Observable ;❑Not Applicable 403.4.1 Protection of insulation on HVAC ; ;❑Complies [FR24]1 piping. ` {❑Does Not ? ; ;❑Not Observable ❑Not Applicable 403.5.3 ;Hot water pipes are insulated to ; R- ; R- ;❑Complies i [FR18]z >_R-3. ;❑Does Not ;❑Not Observable ❑Not Applicable 1 High Impact (Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.5 Section Plans Verified Field Verified # Framing/Rough-in Inspection Value Value Complies? Comments/Assumptions & Req.ID 403.6 iAutomatic or gravity dampers are; ; ;❑Complies [FR19]2installed on all outdoor air ; ;❑Does Not !intakes and exhausts. i ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.6 L_ . Section ` # Insulation Inspection Plans Verified Field Verified Complies? Comments/Assumptions & Req.ID Value Value 303.1 'All installed insulation is labeled ; ;❑Complies ; '[IN13]2 l or the installed R-values I ;❑Does Not . ;provided. ; ,❑Not Observable ❑Not Applicable 402.1.1, Floor insulation R-value. R- R- ;❑Complies ;see the Envelope Assemblies 402.2.E I ;❑ Wood ❑ Wood ;❑Does Not table for values. [IN1]1 ❑ Steel ;❑ Steel ;❑Not Observable ❑Not Applicable 303.2, ;Floor insulation installed per ,❑Complies 402.2.8 ;manufacturer's instructions and C I "❑Does Not [IN2]1 in substantial contact with the i underside of the subfloor, or floor 2❑Not Observable ; ;framing cavity insulation is in i ;❑Not Applicable contact with the top side of ;sheathing, or continuous ; I :insulation is installed on the underside of floor framing and j extends from the bottom to the :top of all perimeter floor framing members. j 402.1.1, ;Wall insulation R-value. If this is a; R- ; R- ;❑Complies ;see the Envelope Assemblies 402.2.5, �mass wall with at least 1/z of the ❑ Wood ;❑ Wood ;❑Does Not :table for values. - 402.2.6 ;wall insulation on the wall ❑ Mass ❑ Mass :❑Not Observable [IN3]1 ;exterior,the exterior insulation ; requirement applies (FR10). ;❑ Steel ;❑ Steel ;❑Not Applicable I ; ; 303.2 Wall insulation is installed per ; ;❑Complies [IN4]1 !manufacturer's instructions. S ;❑Does Not ❑Not Observable ; ( ❑Not Applicable -_ Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact(Tier 3) Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.7 Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & RegJD 402.1.1, Ceiling insulation R-value. ; R- ; R- ;❑Complies :See the Envelope Assemblies 402.2.1, ❑ Wood ',❑ Wood ;❑Does Not table for values. 402.2.2, ❑ Steel ❑ Steel t❑Not Observable 402.2.6 I I I [FI1]? ; ;❑Not Applicable I I I I I I I I I I I I I I 303.1.1.1, ;Ceiling insulation installed per ; ; ;❑Complies 303.2 manufacturer's instructions. i❑Does Not [FI2]1 Blown insulation marked every j ; 300 ft2. ; I❑Not Observable ;❑Not Applicable 402.2.3 ;Vented attics with air permeable l ; ;❑Complies [FI22]2 i insulation include baffle adjacent iElDoes Not Ito soffit and eave vents that I ;extends over insulation. z i❑Not Observable ❑Not Applicable ; 402.2.4 ;Attic access hatch and door ; R- ; R- ;❑Complies [F13]1 ;insulation >_R-value of the ;❑Does Not :adjacent assembly. ' 1❑Not Observable ; ❑Not Applicable 402.4.1.2 Blower door test @ 50 Pa. <=5 ; ACH 50 = ; ACH 50 = I❑Complies [FI17]1 ;ach in Climate Zones 1-2, and !❑Does Not <=3 ach in Climate Zones 3-8. ❑Not Observable ❑Not Applicable 403.3.3 ;Ducts are pressure tested to ; cfm/100 cfm/100 ;❑Complies [FI27]1 determine air leakage with ftz ftz ;❑Does Not !either: Rough-in test:Total ;leakage measured with a ❑Not Observable !pressure differential of 0.1 inch ; ;❑Not Applicable ; w.g. across the system including ; ;the manufacturer's air handler ;enclosure if installed at time of I ;test. Postconstruction test:Total !leakage measured with a :pressure differential of 0.1 inch w.g. across the entire system including the manufacturer's air handler enclosure. I I I I I 403.3.4 ;Duct tightness test result of<=4 cfm/100 ; cfm/100 ;❑Complies [FI4]1 cfm/100 ft2 across the system or I ft2 z :I ft2 ❑Does Not : 1 1 <=3 cfm/100 ft2 without air handler @ 25 Pa.For rough-in :❑Not Observable :tests,verification may need to ❑Not Applicable ;occur during Framing Inspection. 403.3.2.1 ;Air handler leakage designated ; ;❑Complies [FI24]1 1 by manufacturer at<=2%of E ;❑Does Not ;design airflow. i s I❑Not Observable I ❑Not Applicable 403.1.1' ;Programmable thermostats ; ; ;❑Complies ; [FI9]z 1 installed for control of primary j❑Does Not ;heating and cooling systems and I` I initially set by manufacturer to ; " bNot Observable !code specifications. ❑Not Applicable ; 403.1.2 ;Heat pump thermostat installed ; ; ;❑Complies [F[10]2 Ion heat pumps. ❑Does Not j i f 1 I I ;. ;[:]Not Observable ❑Not Applicable 403.5.1 ,Circulating service hot water ; ;❑Complies - [FI11]2 {systems have automatic or ' ;❑Does Not !accessible manual controls. ; ❑Not Observable ; ❑Not Applicable 1 I High Impact (Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact (Tier 3) Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.8 Section Plans Verified Field Verified # Final Inspection Provisions Value Value , Complies? Comments/Assumptions & Req.ID• 403.6.1 All mechanical ventilation system; i❑Complies [FI25]2 ifans not part of tested and listed ;❑Does Not HVAC equipment meet efficacy and air flow limits per Table ; ;❑Not Observable R403.6.1. ; ;❑Not Applicable 403.2 'Hot water boilers supplying heat ; ;❑Complies [FI26]2 !through one-or two-pipe heating ;❑Does Not ;systems have outdoor setback ; ! ❑Not Observable ;control to lower boiler water !temperature based on outdoor ; '❑Not Applicable _ !temperature. 403.5.1.1 I Heated water circulation systems ; ; S❑Complies ; [FI28]2 1 have a circulation pump.The F {❑Does Not ;system return pipe is a dedicated ; I C]Not Observable return pipe or a cold water supply, ; , pipe. Gravity and thermos- ❑Not Applicable syphon circulation systems are j not present. Controls for circulating hot water system I pumps start the pump with signal !for hot water demand within the i occupancy. Controls ;automatically turn off the pump ;when water is in circulation loop is at set-point temperature and I no demand for hot water exists. ; 403.5.1.2 'Electric heat trace systems ; ; I❑Complies [FI29]2 comply with IEEE 515.1 or UL I t i❑Does Not 515. Controls automatically adjust the energy input to the ❑Not Observable ; !heat tracing to maintain the ; ;❑Not Applicable !,desired water temperature in the piping. ; 403.5.2 ;Demand recirculation water ❑Complies ; [F130]2 I systems have controls that ; f❑Does Not manage operation of the pump ; and limit the temperature of the ; ❑Not Observable iwater entering the cold water ; ; I❑Not Applicable I piping to <= 1049F. 403.5.4 I Drain water heat recovery units ; 3❑Complies ; [FI31]2 Itested in accordance with CSA ;❑Does Not B55.1. Potable water-side ' pressure loss of drain water heat I i❑Not Observable recovery units< 3 psi for ❑Not Applicable I individual units connected to one or two showers. Potable water- )side pressure loss of drain water heat recovery units< 2 psi for I ; I individual units connected to i' i I (three or more showers. 404.1 ;90%or more of permanent ; ; I❑Complies ; [FI6]1 fixtures have high efficacy lamps.; }❑Does Not ❑Not Observable ; ❑Not Applicable 404.1.1 !Fuel gas lighting systems have ; ; E]Complies ; [F123]3 !no continuous pilot light. ; ;❑Does Not ;❑Not Observable ; ❑Not Applicable 401.3 )Compliance certificate posted. ; ; ❑Complies •[FI7]2 ; ❑Does Not (❑Not Observable ; ❑Not Applicable 1 High Impact (Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact (Tier 3) Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.9 Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID 303.3 ;Manufacturer manuals for ; ',❑Complies [FI18]3 mechanical and water heating {❑Does Not !systems have been provided. 1 ❑Not Observable C ; E]Not Applicable Additional Comments/Assumptions: r 1 High Impact (Tier 1) 2 1 Medium Impact(Tier 2) 13 JLow Impact(Tier 3) Project Title: A17555 Report date: 10/05/22 Data filename: Page A20.10 2018 IECC Energy Efficiency Certificate Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 19.00 Ceiling / Roof 38.00 Ductwork (unconditioned spaces): Glass & Door Rating U-Factor SHGC Window 0.30 0.28 Door 0.30 0.33 Cooling,Heating & Heating System: Cooling System: Water Heater: Name: Date: Comments A20.11 OF NFW R. of APEX HOMES OF PA LLC `Jc<� No 05360 7172 ROUTE 522,MIDDLEBURG,PA 17842 PHONE: 1-800-326-9524 * FAX: 1-570-837-2346 AR�FBs I�\�`� Electrical Load Calculation Oct 25, 2022 Ref Article 220-82 N.E.C.) Date : 10/5/2022 Mfg: Apex Homes of PA LLC By : Ken Dieffenbach Model: QN-17555 2848 Custom 2 Story - Air Conditioning(100%) Watts or Volt-Amps Central Electric Space Heating ( x.65)* N/A Less than 4 separately - ; controlled space ( x.65) N/A heating units 4 or more separately controlled space ( x.40) N/A heating units *Use the larger of the air-conditioning load or the diversified demand of the heating load Watts of Circuit Wire Volt-Amps Ampacity Size Other Loads: General Lighting: ( 27.5 x 48.0 = 1,320 x 2 = 2,640 x 3 )= 7,920 15 14/2 w/gr -(Projections) ( 13.75 x 7.5 = 103 x 11 = 1,134 x 3 )= 3,403 15 14/2 w/gr -(Projections) ( 0 x 0 = 0 x 1 = 0 x 3 )= 0 15 14/2 w/gr -(Projections) ( 0 x 0 = 0 x 1 = 0 x 4 )= 0 15 14/2 w/gr Small Appliances ( 2 x 1500) 3,000 20 1212 w/gr Laundry (1500 watts) 1,500 20 12/2 War Dryer 5,000 30 10/3 w/gr Water Heater 4.500 25 10/2 w/gr Range(use nameplate rating) 8,000 40 8/3 w/gr Dishwasher 1,400 20 12/2w/gr Subtotal: 34,723 First 10 KW of loads @ 100% -10.000 Remainder of loads @ 40% 24,723 x 0.4 9,889 A/C Heating Load Total Calculated Load 19.889 Required Service Size= 19,889 /240 83 Amps A21 Installed Panel Size= 200 Amps i NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION, PRE-ENGINEERED WOOD CONSTRUCTION AND/OR TIMBER CONSTRUCTION IN RESIDENTIAL STRUCTURES (In accordance with Title 19 NYCRR PART 1265) <Insert authority having jurisdiction Logo here> TO: <Insert the name of the authority having jurisdiction here> I OWNER OF PROPERTY: Barry Altman/Kohli SUBJECT PROPERTY(ADDRESS AND TAX MAP NUMBER): Lot 10neck Lane Westhampton Beach.NY 11978 PLEASE TAKE NOTICE THAT THE(CHECK ALL THAT APPLY): ® New Residential Structure ❑ Addition to Existing Residential Structure ❑ Rehabilitation to Existing Residential Structure TO BE CONSTRUCTED OR PERFORMED AT THE SUBJECT PROPERTY REFERENCE ABOVE WILL UTILIZE (check each applicable line): ® Truss Type Construction (TT) ® Pre-Engineered Wood Construction (PW) Timber Construction (TC) IN THE FOLLOWING LOCATION(S) (CHECK APPLICABLE LINE): ❑ Floor Framing, Including Girders and Beams (F) ® Roof Framing(R) ❑ Floor Framing and Roof Framing(FR) SIGNATURE: DATE: PRINT NAME: -- CAPACITY(Check One): ❑ Owner ❑ Owner's Representative IN ENGINEERING, P.C. 305 N.OAKLAND AVE. •NAPPANEE,INDIANA 46550 PHONE:574-773-7975 ETOMPOS@NTAINC.COM CLIENT: Apex Homes, Inc. DATE: 10/3/2022 JOB No: AH1091922-13 PROJECT: A17555-NY REFERENCE CODE: ASCE 7-16 WIND SPEED VULT: 140mph MODULE DIMENSIONS: 55'-6"x 27'-6" WIND SPEED VASD: 109mph ROOF SLOPE/TRUSS TYPE: 7/12 WIND EXPOSURE: D GROUND SNOW LOAD: 20psf SEISMIC DESIGN CATEGORY: C CALCULATION INDEX Page Description 1.1-1.10 Design criteria and load combinations 2.1-2.10 Cape truss design 3.1-3.12 Sidewall headers 4.1-4.6 Sidewall columns 5.1-5.5 Matewall headers 6.1-6.4 Matewall columns 7.1-7.7 Lateral load analysis OF NFL 8.1-8.4 Diaphragm design �0 R. TO 9.1-9.29 Shearwall design �J �oN0 Cal �FOARO. 0536�P��ac� FEss'i Oct 25, 2022 IT IS A VIOLATION OF NEW YORK EDUCATION LAW ARTICLE 145 FOR ANY PERSON,UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT IN ANY WAY. NOTE: These calculations are applicable only to the structural elements and loading criteria specifically noted herein. These calculations shall not be construed in any way to specify, certify, or design any aspects of the structure not contained herein. Structural elements not contained herein are to be constructed in accordance with the prescriptive requirements of the adopted building code or designed by other registered design professionals, as applicable. Specified design criteria are based solely on information provided by the client and must be verified and approved by the local authority having jurisdiction. NTA Engineering, P.C. is not responsible for fabrication or erection. If it is suspected that the calculations listed in this index have been modified,substituted,or altered in any way,contact NTA Engineering,P.C.directly to obtain a file copy. - 16.1000 2018 IBC Criteria 2018-10-30 10/1/2022 11:33 AM Input Page 1 of 1 ASCE 7-16 Design Criteria Summary Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Location(s): IBC SDC C Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 48.00 ft Stories Above Grade,n= 2 Framing Type= Cape Truss Gable Width,L= 27.50 ft Max.Blocking Height,hb= 18 in. Roof Slope,a= 7.00/12 pitch Module Width,L.= 13.75 ft Sidewall/Eave Height,he= 240 in. Sidewall Overhang,LOH= 12 in. Min.Mean Roof Height,h= 15 ft Endwall Overhang,BoH= 12 in. Roof Cavity Insulation,R= 30 Gable or Hip= Gable Uniformly Distributed Design Loads: Ground Floor Roof Other Floors(above ground) Floor Live,L= 40 psf Top Chord Load= 31.0 psf Floor Live,L= 40 psf Floor Dead,D= 10 psf Top Chord Dead Load= 15 psf Floor Dead,D= 10 psf Wall Dead Load,Dw= 5 psf Loft Live Load,L= 40 psf Wall Dead Load,Dw= 5 psf Wall Height,hw= 108 in. Bottom Chord Dead Load= 10 psf Wall Height,hw= 96 in. _ Misc.Design Parameters: Seismic Loads: Risk Category: H Seismic Importance Factor,IE= 1.00 Mapped Coefficients: Ss= 0.55 g Roof/Snow Load: S,= 0.13 g Ground Snow Load,P9= 20.0 psf Response Coefficients: Sos= 0.49 g Ground Snow Load NYC,P9NY= 22.1 psf SDI= 0.19 g Min.Design Load,Lr= 17.0 psf Site Class= D Flat-Roof Snow Load,Pf= 15.4 psf IBC Design Category= C Sloped Roof Snow Load= 15.4 psf IRC Design Category= C Max.Unbalanced Load,Pub= 31.0 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,Ce= 1.0 A15 Light-frame walls with wood shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,Ct= 1.1 Design Base Shear Cs= 0.08 W Ground Elevation= 0.0 ft Analysis Procedure: Wind Loads: A15 Light-frame walls with wood shear panels Ultimate Wind Speed,Vult= 140 mph Wind Exposure= D Flood Loads: Internal Pressure Coefficient= +/-0.18 Site Specific flood loads have not been assessed in this Mean Roof Height= 25.8 ft analysis. For Buildings located in flood hazard areas, _ as established in Section 1612.3 of the IBC,floods loads must be considered as required by Section 1612 of the IBC. Components and Cladding Loads: Furthermore,when required,the design information End Zone Interior Zone required by IBC section 1603.1.6 must be provided on the _ Component (psf) (psf) construction documents. Window +34/-45.5 +34/-36.9 Door +28.9/-35.4 +28.9/-31.8 Roof Cladding +31.1 /-97.4 +31.1/-57.1 Overhang -115.3 -80.7 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. 1.1 16.1000 2018 IBC Criteria 2018-10-30 10/1/2022 11:33 AM Wind Page 1 of 1 ASCE 7-16 Wind Load Calculation Client: Apex Homes Inc. Job Number: AH1091922-13 _i Description: A17555-NY Building Geometry: Loading Conditions:. Height Above Grade: - Ridge Length,B= 48.0 ft Ultimate Wind Speed,Vult= 140 mph Sidewall Eave,z= 21.5 ft Total Width,L= 27.5 ft Exposure Category: D Roof Peak,z= 30.1 ft Blocking Height,hb= 18 in. Topographic Factor,K,t= 1.0 Mean Roof Height,h= 25.8 ft Sidewall/Eve Height,he= 240 in. Height&Exposure,Kh= 1.13 Roof Slope,a= 7.0/12 pitch Directionality,Kd= 0.85 Component Dimensions: _ Roof slope,a= 30.3 deg. Ground Elevation,K.= 1 Stud Height,hs= 108 in Sidewall Overhang,LOH= 12 in. Wind Pressure,qh= 28.8 psf Truss Span,st= 165 in Endwall Overhang,BoH= 12 in. Internal Pressure,Gcp;= 0.18 -0.18 Main Windforce-Resisting System Loads(MWFRS): Normal to Surface 1 2 3 4 5 6 1E 2E 3E 4E Trans +GCP; 11.0 0.9 -17.6 -15.9 -18.2 -18.2 14.7 2.6 -20.5 -19.0 -GCpi 21.3 11.2 -7.2 -5.5 -7.8 -7.8 25.1 13.0 -10.1 -8.6 Max 21.3 11.2 -17.6 -15.9 -18.2 -18.2 25.1 13.0 -20.5 -19.0 Long +GCP; 6.3 -25.1 -15.9 -13.5 -18.2 -18.2 12.4 -36.0 -20.5 -17.6 -GCpi 16.7 -14.7 -5.5 -3.2 -7.8 -7.8 22.8 -25.7 -10.1 -7.2 Max 16.7 -25.1 -15.9 -13.5 -18.2 -18.2 22.8 -36.0 -20.5 -17.6 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WW Roof LW Roof WW Roof LW Roof End Interior 1 E 4E 1 4 Trans 33.7 23.1 26.8 18.4 13.0 -20.5 11.2 -17.6 15.3 -17.0 25.1 -19.0 21.3 -15.9 Long 30.0 23.1 19.9 18.4 -36.0 -20.5 -25.1 -15.9 -53.9 -42.9 25.1 -19.0 16.7 -13.5 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 3.0 ft Area Pressure(psf) Area Pressure(psf) - Roof Components: (ft`) Pos Neg Wall Components: (fe) Pos Neg Zone 1: Maximum 2 31.1 -57.1 Zone 4: Maximum 10 34.0 -36.9 Minimum 100 13.8 -28.2 Minimum 100 28.9 -31.8 Truss/Rafter 63.0 17.3 -34.0 Door 100.0 28.9 -31.8 Overhang 1.0 n/a -80.7 Stud 27.0 31.8 -34.7 Zone 2: Maximum 2 31.1 -62.8 Zone 5: Maximum 10 34.0 -45.5 Minimum 100 13.8 -39.8 Minimum 100.0 28.9 -35.4 Truss/Rafter 63.0 17.3 -44.4 Door 100.0 28.9 -35.4 Overhang 1.0 n/a -80.7 Stud 27.0 31.8 -41.2 Zone 3: Maximum 2 31.1 -97.4 Minimum 100 13.8 -48.4 - Truss/Rafter 63.0 17.3 -58.3 Overhang 1.0 1 n/a -115.3 1.2 16.1000 2018 IBC Criteria 2018-10-30 10/1/2022 11:33 AM Snow Page 1 of 1 ASCE 7-16 Snow Load Assessment Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 15 ft Ground Snow Load,pg= 20 psf a CS PS Exposure Factor,C.= 1.0 (deg) C,=1.0 C,=1.1 C,=1.2 (psf) Thermal Factor,Ct= 1.1 30.3 0.99 1.00 1.00 15.4 Importance Factor,Is= 1.0 Framing Type: Trusses/Other Snow Density(y): Ice Dams Along Eves`: y=0.13p8 +14= 16.6pcf p, =2pf = 15.4 psf but not more than 30 pcf Flat-Roof Snow Load(pr): Minimum Roof Live Load(Lr): p f=0.7CrCjPg = 15.4 psf R,= 1.0 R,= 0.85 Rain on Snow Surcharge: F= 7.0 amax= 0.295 deg L, =20R,R2 = 17.0 psf pg<=20 psf prss= 0.0 psf 12<_L,<20 pf= 15.4 psf Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than -_ Monoslope roofs= 15.0 deg or a,,,;,,=70/w+0.5= 5.2 deg 2.38 deg amin= 15.0 deg p9 <=20 psf p f =I.,P = 20.0 psf p9>20 psf p f =201, = 20.0 psf pfmin= 20.0 psf pr= 15.4 psf Unbalanced Snow Loads: Applicable to roof slopes between: a max = 70.00 deg ami =70/W+0.5= 5.25 deg amin = 2.38 deg governing a min = 2.38 deg Unbalanced Loads: p LW S= 1.71 /1 p ww Ridge Length Eave W=/ = 20.0 ft (psf) (psf) (ft) (psf) ha= 1.23ft 4.6 31.0 4.3 15.4 Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2. Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. 1.3 16.1000 2018 IBC Criteria 2018-10-30 10/1/2022 11:33 AM Seismic Page 1 of 1 ASCE 7-16 Seismic Load Calculation Client: Apex Homes Inc. Job Number:AH1091922-13 Description:A17555-NY Location: IBC SDC C Design Classification: Response Acceleration: Risk Category:II Short Period(SS)= 55%g Importance Category,IE: 1.00 1-Second Period(S,)= 13%g Site Class: D ASCE 7 Design Category:C IRC Design Category:C Seismic Resisting System:A15 Light-frame walls with wood shear panels Response Factor,R:6.5 System Overstrength Factor,a.:3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Mapped Site Coeff. Maximum Design Ss S Fa Fv SMS S" SDs SW 0.55 0.13 1.36 2.28 0.75 0.30 0.50 0.20 Fundamental Period:(ASCE 7) Period Coefficient,CT= 0.020 Height to Highest Level,h = 20.0 ft T„=C,h,3�'= 0.189 sec Seismic Response Coefficient:(Lateral Force Procedure,ASCE 7) Cl.;.=0.044 SDsiE= 0.022 Min.For SDC E of F. G. = SDs =0.077 R/IE C_.,min = 0.5S, =0.010 cl—=(RS I =0.16 R11, Design CS= 0.077 E Seismic Response Coefficient:(Simplified Analysis) F= C =I'RDs =0.092 Design Cs= 0.092 Seismic Base Shear: Base Shear Coefficient,CS= 0.077 W Minimum Interconnection Force: 0.133 x Sps= 0.066 W Min.= 0.050 W CSCXN= 0.066 W 1.4 16.2003 Vertical Load Cases Transverse Roof Truss by NTA 2017-04-12 10/l/2022 11:33 AM Roof LCs Page 1 of 1 - Allowable Stress Design(ASD)Load Combinations Supporting Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Location: IBC SDC C Unit Geometry: - Unit Wdith(B)= 165 in. Cape Loft,Roof&Ceiling Only Sidewall Overhang(BOH)= 12.0 in. 165-in.Unit Width Endwall Overhang(BONE)= 12.0 in. 140 mph(Exp D/End Zone) Roof Pitch= 7/12 20 psf Ground Snow,7/12 Pitch --_ Max.Truss Spacing,s= 16 in.oc Roof Loads: Truss Component Reactions: ' Snow Load(S)= 15.4 psf Truss Spacing= 16.0 in.oc Unbalanced Snow(S)= 31.0 psf Roof Live Load(Lr)= 17.0 psf Max.Matewall TC Dead Load(TCDL)= 15.0 psf Sidewall Left Right - Loft Live Load(L)= 40.0 psf Dead,D 512 24 23 BC Dead Load(BCDL)= 10.0 psf Snow,S 293 7 7 _ Unbal.Snow,Su 294 75 76 Wind Loads(Vertical-End Zone): Roof Live,Lr 374 8 8 _ Positive Pressure(Wp)= 13.0 psf Live,L 416 92 90 Negative Pressure(Wn)= -36.0 psf Pos.Wind,Wp 151 86 95 WW Overhang(WHO)= -53.9 psf Neg.Wind,Wn -695 -89 -250 Vertical Load Cases: Combined Lateral&Vertical: , Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 384 18 32 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 220 5 26 plf 1.15 1 D 384 18 32 plf - 3 S� 221 57 52 plf 1.15 2 D+Wp 497 n/a 53 pit 4 Lr 281 6 28 plf 1.25 Maximum Down 497 18 53 pif - 5 L 312 69 26.6667 plf 1.00 Lateral Pressure 25.1 5.0 25.1 psf 6 Wp 113 71 22 plf 1.60 NDS LDF= 1.6 7 Wn -521 -188 -96 plf 1.60 8 0.75(L+Lr) 444 56 41 plf 1.25 Maximum Axial Load Case: 9 0,75(L+S) 399 55 39 plf 1.15 Load Combination Sidewall Matewall Endwall --, 10 0.75(L+Su) 399 94 59 plf 1.15 1 D+0.75(L+Lr) 828 74 73 pif 11 0.75(L+S+Wp) 483 109 55 plf 1.60 2 D+0.75(L+S) 783 73 71 plf -- 12 D+L 696 87 58 plf 1.00 3 D+0.75(L+Su) 783 112 90 plf 13 D+Lr 665 24 60 plf 1.25 4 D+0.75(L+S+Wp) 868 127 87 plf 14 D+S 604 23 57 plf 1.15 Maximum Down 868 127 90 plf 15 D+Su 605 75 83 plf 1.15 Lateral Pressure 18.8 3.75 18.8 psf 16 D+0.75(L+Lr) 828 74 73 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 783 73 71 plf 1.15 18 D+0.75(L+Su) 783 112 90 plf 1.15 19 D+0.75(L+S+Wp) 868 127 87 plf 1.60 20 0.6D+Wn -291 -177 -77 plf 1.60 Governing Uniform Loads at Walls:(Vertical only) = Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -291 plf(0.6D+Wn) Uplift Load= -177 plf(0.6D+Wn) Uplift Load= -77 plf(0.6D+Wn) Dead Load= 384 plf(D) Dead Load= 18 plf(D) Dead Load= 32 plf(D) Live Load= 483 plf(0.75(L+S+Wp)) Live Load= 109 plf(0.75(L+S+Wp)) Live Load= 59 plf(0.75(L+Su)) Total Load= 86B plf(D+0.75(L+S+Wp)) Total Load= 127 plf(D+0.75(L+S+Wp)) Total Load= 90 plf(D+0.75(L+Su)) NDS Design Load'= 696 plf(D+L) NDS Design Load'= 112 plf(D+0.75(L+Su)) NDS Design Load'= 90 plf(D+0.75(L+Su)) NDS LDF= 1.00 NDS LDF= 1.15 NDS LDF= 1.15 y' Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. 1.5 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26 10/1/2022 11:32 AM 2nd of 2 Page 1 of 2 Allowable Stress Design (ASD) Load Combinations Supporting 1 Floor,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes Inc. Job Number: AH1091922-13 - Description: A17555-NY Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 165 in. One Floor,Loft,Roof&Ceiling Only Max.Joist Spacing,s= 16 in.oc 165-in.Unit Width Ground Floor Loads: Above Ground Floor Loads: 140 mph(Exp D/End Zone) Floor Live Load(L)= 40 psf Floor Live Load(L)= 40 psf 20 psf Ground Snow,7/12 Pitch -- Floor Dead Load(D)= 10 psf Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 45 plf Wall Dead Load(Dw)= 40 plf Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 493 127 78 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 220 5 26 plf 1.15 1 D 493 127 78 plf t 3 S� 221 57 52 plf 1.15 2 D+Wp 606 n/a -49 plf 4 Lr 281 6 28 plf 1.25 Maximum Down 606 127 78 plf 5 L 587 344 53 plf 1.00 Lateral Pressure 25.1 5.0 25.1 psf 6 Wp 113 71 22 plf 1.60 NDS LDF= 1.6 7 Wn -521 -188 -96 plf 1.60 8 0.75(LiLr) 651 262 61 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 605 261 59 plf 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 606 300 79 plf 1.15 1 D+0.75(L+Lr) 1143 389 140 plf 11 0.75(L+S+Wp) 690 315 75 plf 1.60 2 D+0.75(L+S) 1098 388 138 pit _ - 12 D+L 1080 470 132 plf 1.00 3 D+0.75(L+Su) 1098 427 157 plf 13 D+Lr 774 133 107 plf 1.25 4 D+0.75(L+S+Wp) 1183 442 154 plf 14 D+S 712 132 104 plf 1.15 Maximum Down 1183 442 157 pit 15 D+Su 713 183 130 pit 1.15 Lateral Pressure 18.8 3.75 18.8 psf 16 D+0.75(L+Lr) 1143 389 140 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 1098 388 138 plf 1.15 Above Ground Floor Load Only(at mateline): 18 D+0.75(L+Su) 1098 427 157 plf 1.15 Dead Load= 69 pit(D) 19 D+0.75(L+S+Wp) 1183 442 154 plf 1.60 Live Load= 275 plf(L) 20 0.6D+Wn -225 -112 -49 plf 1.60 Total Load= 344 plf(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall. Matewall:(load each side of mateline) Endwall: Uplift Load= -225 plf(0.6D+Wn) Uplift Load= -112 pif(0.6D+Wn) Uplift Load= -49 pit(0.6D+Wn) Dead Load= 493 pit(D) Dead Load= 127 plf(D) Dead Load= 78 plf(D) Live Load= 690 plf(0.75(L+S+Wp)) Live Load= 344 plf(L) Live Load= 79 plf(0.75(L+Su)) Total Load= 1183 pit(D+0.75(L+S+Wp)) Total Load= 470 plf(D+L) Total Load= 157 plf(D+0.75(L+Su)) NDS Design Load'= 1080 pit(D+L) NDS Design Load'= 470 pit(D+L) NDS Design Load'= 157 plf(D+0.75(L+Su)) NDS LDF= 1.00 NDS LDF= 1.00 NDS LDF= 1.15 Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. I I 1.6 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26 10/1/2022 11:32 AM 1 st of 2 Page 2 of 2 - Allowable Stress Design(ASD) Load Combinations Supporting 2 Floors,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 165 in. Two Floors,Roof,Loft,&Ceiling Only Max.Joist Spacing,s= 16 in.oc 165-in.Unit Width Ground Floor Loads: Above Ground Floor Loads: 140 mph(Exp D/End Zone) Floor Live Load(L)= 40 psf Floor Live Load(L)= 40 psf 20 psf Ground Snow,7/12 Pitch Floor Dead Load(D)= 10 psf Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 45 plf Wall Dead Load(Dw)= 40 pit Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 607 240 130 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 220 5 26 plf 1.15 1 D 607 240 130 pit 3 Su 221 57 52 plf 1.15 2 D+Wp 720 nla 152 pif 4 Lr 281 6 28 plf 1.25 Maximum Down 720 240 152 plf 5 L 862 619 80 pit 1.00 Lateral Pressure 25.1 5.0 25.1 psf 6 Wp 113 71 22 plf 1.60 NDS LDF= 1.6 7 Wn -521 -188 -96 plf 1.60 8 0.75(L+Lr) 857 469 81 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 811 468 79 pit 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 812 507 99 plf 1.15 1 D+0.75(L+Lr) 1463 709 211 plf 11 0.75(L+S+Wp) 896 521 95 plf 1.60 2 D+0.75(L+S) 1418 708 209 plf 12 D+L 1468 859 210 plf 1.00 3 D+0.75(L+Su) 1418 747 229 plf 13 D+Lr 887 247 158 plf 1.25 4 D+0.75(L+S+Wp) 1503 762 225 plf 14 D+S 826 245 156 plf 1.15 Maximum Down 1503 762 229 plf 15 D+Su 827 297 182 plf 1.15 Lateral Pressure 18.8 3.75 18.8 psf 16 D+0.75(L+Lr) 1463 709 211 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 1418 708 209 plf 1.15 Ground Floor Load Only:(at mateline) 18 D+0.75(L+Su) 1418 747 229 plf 1.15 Dead Load= 69 plf(D) 19 D+0.75(L+S+Wp) 1503 762 225 plf 1.60 Live Load= 275 plf(L) 20 0.6D+Wn -157 -43 -18 plf 1.60 Total Load= 344 pit(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -157 pit(0.6D+Wn) Uplift Load= -43 pit(0.6D+Wn) Uplift Load= -18 plf(0.6D+Wn) Dead Load= 607 pit(D) Dead Load= 240 pit(D) Dead Load= 130 plf(D) Live Load= 896 plf(0.75(L+S+Wp)) Live Load= 619 plf(L) Live Load= 99 plf(0.75(L+Su)) Total Load= 1503 plf(D+0.75(L+S+Wp)) Total Load= 859 pit(D+L) Total Load= 229 plf(D+0.75(L+Su)) NDS Design Load'= 1468 plf(D+L) NDS Design Load'= 859 plf(D+L) NDS Design Load'= 210 plf(D+L) NDS LDF= 1.00 NDS LDF= 1.00 NDS LDF= 1.00 Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. 1.7 Drifting and Sliding Snow 10/3/2022 5:05 AM Drift Adjacent Strucutre Page 1 of 1 Snow Drifting Assessment (building next to existing building) Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY SurCbstga Load Clue to Udfting ya---- BalancW Ssmw Land w Design Parameters: Snow Loads: Length of Upper Roof,I u= 48.0 ft Ground Snow Load,p9= 20.0 psf Length of Lower Roof,lei= 7.5 ft Flat-Roof Snow Load,pf= 15.4 psf Unit Width= 13.5 ft Balanced Snow Load,Pb= 15.4 psf Upper Roof Height,h.= 9.7 ft Rafter Span wrt Drift Width: Perpendicular Separation Distance,s 0.0 ft Calculated Drift Geometry: Snow Density(7): Leeward Drift Height,hd= 2.16 ft y=0.13 p8 +14= 16.6 pcf Windward Drift Height,hd= 1.08 ft but not more than 30 pcf Max.Drift Height,hd= 2.16 ft Calculated Drift Width,W= 8.63 ft Surcharge Reactions: Design Drift Geometry: Sidewall Surcharge= 241.0 plf Drift Height,hd= 2.16 ft Matewall Surchage= 241.0 plf Drift Width,W= 7.5 ft Endwall Surcharge= 35.8 psf Max Load Surcharge,Sd= 35.8 psf Min Load Surcharge,Sd= 31.1 psf 1.8 - 16.2003 Vertical Load Cases Transverse Roof Truss by NTA 2017-04-12 10/3/2022 5:05 AM Roof LCs Page 1 of 1 Allowable Stress Design(ASD)Load Combinations Supporting Roof and Ceiling Only-End Zone Wind Loads Client:Apex Homes Inc. Job Number:AH1091922-13 Description:A17555-NY Location: IBC SDC C Unit Geometry: --. Unit Wdith(B)= 161.5 in. Cape Loft,Roof&Ceiling Only Sidewall Overhang(BOH)= 12.0 in. 162-in.Unit Width Endwall Overhang(BOHE)= 12.0 in. 140 mph(Exp D/End Zone) Roof Pitch= 7/12 20 psf Ground Snow,7/12 Pitch Max.Truss Spacing,s= 16 in.oc Roof Loads: Truss Component Reactions: Snow Load(S)= 15.4 psf Truss Spacing= 16.0 in.oc Unbalanced Snow(S)= 31.0 psf Roof Live Load(Lr)= 17.0 psf TC Dead Load(TCDL)= 15.0 psf Sidewall Loft Live Load(L)= 40.0 psf Dead,D 288 BC Dead Load(BCDL)= 10.0 psf Snow,S 542 Unbal.Snow,Su 203 Wind Loads(Vertical-End Zone): Roof Live,Lr 208 Positive Pressure(Wp)= 12.1 psf Live,L 265 Negative Pressure(Wn)= -33.5 psf Pos.Wind,Wp 77 WW Overhang(WHO)= -50.2 psf Neg.Wind,Wn -364 Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Endwall' NDS LDF Maximum Bending Case: 1 D 216 32 plf 0.90 Load Combination Sidewall Endwall 2 S 407 26 plf 1.15 1 D 216 32 plf 3 S� 152 52 plf 1.15 2 D+Wp 273 52 plf 4 Lr 156 28 plf 1.25 Maximum Down 273 52 plf 5 L 199 26.6667 pit 1.00 Lateral Pressure 23.3 23.3 psf 6 Wp 58 20 pit 1.60 NDS LDF= 1.6 7 Wn -273 -89 pit 1.60 8 0.75(L+Lr) 266 41 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 454 39 plf 1.15 Load Combination Sidewall Endwall 10 0.75(L+Su) 263 59 plf 1.15 1 D+0.75(L+Lr) 482 73 plf 11 0.75(L+S-Wp) 497 54 pit 1.60 2 D+0.75(L+S) 670 71 plf 12 D+L 415 58 pit 1.00 3 D+0.75(L+Su) 479 90 plf 13 D+Lr 372 60 plf 1.25 4 D+0.75(L+S+Wp) 713 86 pit 14 D+S 623 57 plf 1.15 Maximum Down 713 90 pit 15 D+Su 368 83 plf 1.15 Lateral Pressure 17.5 17.5 psf 16 D+0.75(L+Lr) 482 73 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 670 71 plf 1.15 18 D+0.75(L+Su) 479 90 plf 1.15 19 D+0.75(L+S+Wp) 713 86 plf 1.60 20 0.6D+Wn -144 -70 plf 1.60 Governing Uniform Loads at Walls:(Vertical only) Sidewall: Endwall: Uplift Load= -144 pit(0.6D+Wn) Uplift Load= -70 plf(0.6D+Wn) Dead Load= 216 pit(D) Dead Load= 32 plf(D) Live Load= 497 plf(0.75(L+S+Wp)) Live Load= 59 plf(0.75(L+Su)) Total Load= 713 plf(D+0.75(L+S+Wp)) Total Load= 90 plf(D+0.75(L+Su)) NDS Design Load'= 670 pit(D+0.75(L+S)) NDS Design Load'= 90 pit(D+0.75(L+Su)) NDS LDF= 1.15 NDS LDF= 1.15 Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. 1.9 16.2101 Vertical Load Cases ASD 1 Story 2014-03-21 10/3/2022 5:05 AM 1st of 1 Page 1 of 1 Allowable Stress Design(ASD) Load Combinations Supporting 1 Floor,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 161.5 in. One Floor,Loft,Roof&Ceiling Only Max.Joist Spacing,s= 16 in.oc 162-in.Unit Width Ground Floor Loads: 140 mph(Exp D/End Zone) Floor Live Load(L)= 40 psf 20 psf Ground Snow,7/12 Pitch Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 45 plf Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Endwall' NDS LDF Maximum Bending Case: 1 D 396 92 plf 0.90 Load Combination Sidewall Endwall 2 S 464 102 plf 1.15 1 D 396 92 plf 3 S� 356 62 plf 1.15 2 D+Wp 544 -29 plf 4 Lr 246 34 plf 1.25 Maximum Down 544 92 plf 5 L 269 67 plf 1.00 Lateral Pressure 23.3 23.3 psf 6 Wp 147 24plf 1.60 NDSLDF= 1.6 7 Wn -396 -84 pit 1.60 8 0.75(L+Lr) 386 76 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 550 127 plf 1.15 Load Combination Sidewall Endwall 10 0.75(L+Su) 469 97 plf 1.15 1 D+0.75(L+Lr) 783 167 plf 11 0.75(L+S+Wp) 660 145 plf 1.60 2 D+0.75(L+S) 946 218 plf 12 D+L 666 158 plf 1.00 3 D+0.75(L+Su) 865 188 plf 13 D+Lr 642 126 plf 1.25 4 D+0.75(L+S+Wp) 1057 237 plf 14 D+S 860 194 plf 1.15 Maximum Down 1057 237 plf 15 D+Su 752 154 plf 1.15 Lateral Pressure 17.5 17.5 psf 16 D+0.75(L+Lr) 783 167 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 946 218 plf 1.15 Ground Floor Load Only 18 D+0.75(L+Su) 865 188 plf 1.15 Dead Load= 67 plf(D) 19 D+0.75(L+S+Wp) 1057 237 plf 1.60 Live Load= 269 plf(L) 20 0.6D+Wn -158 -29 plf 1.60 Total Load= 336 plf(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall. Endwall: Uplift Load= -158 plf(0.6D+Wn) Uplift Load= -29 plf(0.6D+Wn) Dead Load= 396 plf(D) Dead Load= 92 plf(D) Live Load= 660 plf(0.75(L+S+Wp)) Live Load= 145 pit(0.75(L+S+Wp)) Total Load= 1057 plf(D+0.75(L+S+Wp)) Total Load= 237 plf(D+0.75(L+S+Wp)) NDS Design Load'= 946 plf(D+0.75(L+S)) NDS Design Load'= 218 plf(D+0.75(L+S)) NDS LDF= 1.15 NDS LDF= 1.15 Notes: -{ 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. 1.10 23.1121 Cape,2 Box,Unequal Units 2008-08-05 10/1/2022 11:32 AM Typical Cape Truss Design Page 1 of 2 (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 20 psf Ground Snow, 165-in.Unit width,7/12 pitch Cape Truss, 16-in.oc 140 mph,exposure D,End Zone pressures 0 2 25 2 21 22 3 3 18 3 15 1 2 3 4 5 6 9 10 11 12 1 14 37 Truss Geometry: Design Parameters: Overall Width,B= 330.0 Spacing: 16.0 in.oc Larger Unit Width,Bu= 165 in. Wind Zone: End Pitch,S= 7/12 BC Exposed to Wind: No Left KN Width,BKw= 48.0 in.(from center to edge) Rigid Collar Tie: No Left Flip Length= 31.1 in.(along member) Right KN Width,BKw= 48.0 in.(from center to edge) Gusset Plate Dimensions: Right Flip Length= 31.1 in.(along member) Width= 15.0 in. CT Height,HCT= 73.3 in.(clear height) Heel Height= 11.0 in. Truss Inset, I= 1.50 in.(from outside of sidewall) Overhang= 10.0 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Snow Load,S= 15.4 psf Snow Load,S= 15.4 psf Unbalanced Snow,Su= 4.6 psf Unbalanced Snow,Su= 31.0 psf(Ridge) Roof Live Load,Lr= 17.0 psf 15.4 psf(Eave) Dead Load,D= 15.0 psf Surcharge Distance= 51.6 in. Roof Live Load,Lr= 17.0 psf Dead Load,D= 15.0 psf Transverse Wind: (MWFRS) Horizontal,WT= 23.1 psf -- Vertical,WT= 13.0 psf Vertical,WT= -20.5 psf Overhang,WT= -15.3 psf Overhang,WT= -20.5 psf BC Wind Uplift,WT= 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 psf(if exposed) Longitudinal Wind. (MW FRS) Vertical,WL= -36.0 psf Vertical,WL= -36.0 psf Overhang,WL= -53.9 psf Overhang,WL= -53.9 psf BC Wind Uplift,WL= 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 psf(if exposed) Components&Cladding Wind: Negative Wind Load,WN= -58.3 psf - Positive Wind Load,WP= 17.3 psf Overhang,WT= -115.3 psf Bottom Chord: Construction Load,C= 10 psf Btwn Knee Wall Live,L= 40 psf Outside Knee Wall Live,L= 20 psf Dead Load,D= 10 psf 2.1 23.1121 Cape,2 Box,Unequal Units 2008-08-05 10/1/2022 11:32 AM j Typical Page 2 of 2 Cape Truss Design (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes Inc. - Job Number: AHI091922-13 Description: 20 psf Ground Snow, 165-in.Unit width,7/12 pitch Cape Truss, 16-in.oc 140 mph,exposure D,End Zone pressures Member Sizes/Properties: Weak-Axis Element CSI Member QTY b d Grade Species Bracing Stress Deflection Result Bottom Chord 1 1.5 7.25 #2 SPF Full 0.49 0.48 OK Top Chord 1 1.5 7.25 #2 SPF Full 0.45 0.57 OK Knee Wall 1 1.5 3.5 #2 SPF 1/2 0.10 0.02 OK Collar Tie 1 1.5 3.5 #2 SPF 1/2 0.24 0.74 OK Flip 1 1.5 3.5 #2 SPF Full 0.12 0.44 OK Correction Factors Tabulated Material Properties i Member CFb CR CFC Fb F, F� F Fcl E Emin Bottom Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Top Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Knee Wall 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Collar Tie 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Flip 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 16.0 in.oc Matewall Sidewall Left Right Matewall Component Reactions (Ibf) (Ibf) (Ibf) Sidewall Left Right Dead,D 512 24 23 Overall Maximum Reactions (Ibf) (Ibf) (Ibf) Snow,S 293 7 7 Downward,R 1157 272 167 Unbalanced Snow,Su 294 75 76 Upward(C&C),U -823 -74 -236 Roof Live,Lr 374 8 8 Upward(MWFRS),U -388 -74 -236 Live,L 416 92 90 Positive Wind,Wp 151 86 95 Negative Wind,Wn -695 -89 -250 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Gusset Plate-to-Bottom Chord(in-plant) 394 569 817 1044 3267 Gusset Plate-to-top Chord(on-site) 394 569 817 Top Chord-to-Bottom Chord 1044 Flip-to-Top Chord 55 84 122 141 Flip-to-Ridge 55 94 76 90 Knee Wall-to-TC or BC 344 172 275 Collar Tie-to-Top Chord 0 609 778 974 0 BC-to-BC Across Mateline 235 823 305 488 NOTES:1. Connection forces are provided in local coordinates(i.e.tension/compression/bearing are parallel to member length,shear is perpendicular to member length axis). Forces may need to be resolved depending on joint configuration. 2. All loads are normalized to LDF=1.00(i.e.the load is divided by the LDF for the load case producing the reaction),except for bearing,which is the compressive force without LDF reduction. 3. Balanced and unbalanced snow loads and wind loads are considered for both directions. Bottom chord construction load is considered nonconcurrent with all other loads. 2.2 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 10/1/2022 11:32 AM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes Inc. 165-in.Unit width Job Number: AH1091922-13 140 mph(Exp D/End Zone) Truss ID: 20 psf Ground Snow,7/12 Pitch Unit Geometry: Truss Parameters: Unit Width(B)= 165 in. TC Slope= 7/12 Overhang(BoH)= 12.0 in. TC Depth= 7.25 in. Roof Pitch= 7/12 BC Depth= 7.25 in. CT Depth= 3.5 in. Species: SPF Roof Loads: Truss Rections: Snow Load(S)= 15.4 psf Ground Snow Load(Pg)= 20 Ibf Unbalanced Snow(S)= 31.0 psf Max.Sidewall Reaction= 1157 Ibf Max.Sidewall Net Uplift= 823 Ibf Total Mateline Reaction= 439 Ibf Total Mateline Net Uplift= -310 Ibf Truss Spacing= 16 in.oc Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 0 609 778 n/a 0 0.131"x 3"Face Nail 10 0.148"x 3"Face Nail 8 zz 0.162"x 3"Face Nail 7 i • • F F,= 778 Ibf • ' • M= 0 in.-Ibf a Knee Wall to Top or Bottom Chord Shear Tension Camp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity n/a 344 172 275 n/a 0.131"x 3"Toe Nail 8 #8x4"Toe Screw 3 #10x4"Toe Screw 3 . F,= 344 Ibf I t Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener CSI ty n/a 344 172 275 n/a (1)Simpson H8 0.67 (1)Simpson H2A or H2.5A 0.69 F,= 344 Ibf 2.3 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 10/1/2022 11:32 AM Cape Truss Page 2 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 394 569 817 1044 3267 7/16"x1.5"x16 Ga.Staple F� �t F,= 692 Ibf Row Spacing(in.oc) 2 M= 3267 in.Ibf Column Spacing(in.oc) 2 Gusset Width= 15.0 in. Qty Rows 3 Edge Distance= 1.50 in. Qty Columns 7 - s s • A= 168 in. Total Fasteners 21 • • + + J= 3248 in.' CSI 0.99 • • + + d= 6.3 in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment - (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 394 569 817 n/a n/a 0.131"x 3"Face Nail 9 0.148"x 3"Face Nail 7 + • 0.162"x 3"Face Nail 6 • • ,: F,= 692 Ibf 7/16"x2.5"x15 Ga.Staple 15 ........dam.ter 7/16"x1.5"x16 Ga.Staple 17 3/4"thru bolt 1 Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 55 84 122 141 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 55 Ibf 7/16"x2.5"x15 Ga.Staple 3 ) Rail to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 55 84 122 141 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 55 Ibf 7/16"x2.5"x15 Ga.Staple 3 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 55 84 122 141 n/a Simpson CS22,(1)0.131"x2.5"Nails Each End Simpson CS22,(1)0.148"x3"Nails Each End 26ga Strap,(4)0.131"x2.5"Nails Each End F,= 84 Ibf 2.4 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 10/1/2022 11:32 AM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 55 94 76 90 n/a 0.131"x 3"Toe or End Nail 3 0.148"x 3"Toe or End Nail 3 0.162"x 3"Toe or End Nail 3 F,= 55 Ibf Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 55 94 76 90 n/a Simpson CS22,(1)0.131"x25'Nails Each End Simpson CS22,(1)0.148"x3"Nails Each End 26ga Strap,(4)0.131N2.5"Nails Each End F,= 94 Ibf i Bottom Chord to Bottom Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 235 823 305 488 n/a 0.131"x3"Nail 8 per side 7/16"x2.5"x15 Ga.Staple 11 per side f 1111�- --P� 7/16"x1.5"x16 Ga.Staple 13 per side Fy F,= 823 Ibf OR �+ Simpson CS22,(8)0.131"x2.5"Nails Each End i -I 2.5 23.1121 Cape,2 Box, Unequal Units 2008-08-05 10/3/2022 5:03 AM Typical Cape Truss Design Page 1 of 2 (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes Inc. Job Number: AHI091922-13 Description: 20 psf Ground Snow, 161.5-in.Unit width,7/12 pitch Cape Truss,16-in.oc 140 mph,exposure D,End Zone pressures 0 25 2ti 24 2 0 19 3 18 3 67 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 37 Truss Geometry: Design Parameters: Overall Width,B= 161.5 Spacing: 16.0 in.oc Wind Zone: End Pitch,S= 7/12 BC Exposed to Wind: No Left KN Width,BKW= 24.0 in.(from center to edge) Rigid Collar Tie: Yes Left Flip Length= 20.1 in.(along member) Right KN Width,BKW= 24.0 in.(from center to edge) Gusset Plate Dimensions: Right Flip Length= 20.1 in.(along member) Width= 15.0 in. CT Height,HcT= 30.0 in.(clear height) Heel Height= 11.0 in. Truss Inset,I= 1.50 in.(from outside of sidewall) Overhang= 10.0 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Snow Load,S= 51.2 psf Snow Load,S= 51.2 psf Unbalanced Snow,Su= 4.6 psf Unbalanced Snow,Su= 31.0 psf(Ridge) Roof Live Load,Lr= 17.0 psf 15.4 psf(Eave) Dead Load,D= 15.0 psf Surcharge Distance= 51.6 in. Roof Live Load,Lr= 17.0 psf Dead Load,D= 15.0 psf Transverse Wind: (MWFRS) Horizontal,WT= 21.5 psf Vertical,WT= 12.1 psf Vertical,WT= -19.0 psf Overhang,WT= -14.2 psf Overhang,WT= -19.0 psf BC Wind Uplift,WT= 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 psf(if exposed) Longitudinal Wind: (MWFRS) Vertical,WL= -33.5 psf Vertical,WL= -33.5 psf Overhang,WL= -50.2 psf Overhang,WL= -50.2 psf BC Wind Uplift,WL= 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 psf(if exposed) Components&Cladding Wind: Negative Wind Load,WN= -82.5 psf Positive Wind Load,WP= 26.1 psf Overhang,WT= -107.3 psf Bottom Chord: Construction Load,C= 10 psf Btwn Knee Wall Live,L= 40 psf Outside Knee Wall Live,L= 20 psf Dead Load,D= 10 psf 2.6 23.1121 Cape,2 Box,Unequal Units 2008-08-05 10/3/2022 5:03 AM Typical Page 2 of 2 Cape Truss Design (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 20 psf Ground Snow, 161.5-in.Unit width,7/12 pitch Cape Truss, 16-in.oc 140 mph,exposure D,End Zone pressures Member Sizes/Properties: Weak-Axis Element CSI Member QTY b d Grade Species Bracing Stress Deflection Result Bottom Chord 1 1.5 7.25 #2 SPF Full 0.22 0.06 OK Top Chord 1 1.5 7.25 #2 SPF Full 0.22 0.06 OK Knee Wall 1 1.5 3.5 #2 SPF 1/2 0.06 0.01 OK Collar Tie 1 1.5 3.5 #2 SPF 1/2 0.30 0.01 OK Flip 1 1.5 3.5 #2 SPF Full 0.11 0.05 OK Correction Factors Tabulated Material Properties Member Ca, CR CF. Fb F, F,: F, F.i E Emin Bottom Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Top Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Knee Wall 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Collar Tie 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Flip 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 16.0 in.oc Sidewall Component Reactions (Ibf) Sidewall Dead,D 288 Overall Maximum Reactions (Ibf) Snow,S 542 Downward,R 951 Unbalanced Snow,Su 203 Upward(C&C),U -710 Roof Live,Lr 208 Upward(MWFRS),U -192 Live,L 265 Positive Wind,Wp 77 Negative Wind,Wn -364 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Gusset Plate-to-Bottom Chord(in-plant) 325 451 682 828 2660 Gusset Plate-to-top Chord(on-site) 325 451 682 Top Chord-to-Bottom Chord 828 Flip-to-Top Chord 52 83 143 165 Flip-to-Ridge 52 90 85 98 Knee Wall-to-TC or BC 208 67 107 Collar Tie-to-Top Chord 11 491 599 753 0 t NOTES:1. Connection forces are provided in local coordinates(i.e.tension/compression/bearing are parallel to member length,shear is perpendicular to member length axis). Forces may need to be resolved depending on joint configuration. 2. All loads are normalized to LDF=1.00(i.e.the load is divided by the LDF for the load case producing the reaction),except for bearing,which is the compressive force without LDF reduction. 3. Balanced and unbalanced snow loads and wind loads are considered for both directions. Bottom chord construction load is considered nonconcurrent with all other loads. 2.7 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 10/3/2022 5:03 AM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes Inc. 162-in.Unit width Job Number: AH1091922-13 140 mph(Exp D/End Zone) Truss ID: 20 psf Ground Snow,7112 Pitch Unit Geometry: Truss Parameters: Unit Width(B)= 161.5 in. TC Slope= 7/12 Overhang(BoH)= 12.0 in. TC Depth= 7.25 in. Roof Pitch= 7/12 BC Depth= 7.25 in. CT Depth= 3.5 in. Species: SPF Roof Loads: Truss Rections: Snow Load(S)= 15.4 psf Ground Snow Load(Pg)= 20 Ibf Unbalanced Snow(S)= 31.0 psf Max.Sidewall Reaction= 951 Ibf Max.Sidewall Net Uplift= -710 Ibf Truss Spacing= 16 in.oc Connection Fastener Quantity per I (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 11 491 599 n/a 0 0.131"x 3"Face Nail 8 0.148"x 3"Face Nail 6 0.162"x 3"Face Nail 5 • • • F,= 599 Ibf • • • F' M= 0 in.-Ibf Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment ` (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity n/a 208 67 107 n/a 0.131"x 3"Toe Nail 5 #8x4"Toe Screw 2 #10x4"Toe Screw 2 r .� Fi= 208 Ibf 4a 4 Knee Wall to Top or Bottom Chord Shear Tension Camp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener CSI u: n/a 208 67 107 n/a (1)Simpson H8 0.41 (1)Simpson H2A or H2.5A 0.42 (1)Simpson H3 0.72 F,= 208 Ibf V i 2.8 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 10/3/2022 5:03 AM Cape Truss Page 2 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 325 451 682 828 2660 7/16"x1.5"x16 Ga.Staple F,= 556 Ibf Row Spacing(in.oc) 2 I M= 2660 in.Ibf Column Spacing(in.oc) 2 Gusset Width= 15.0 in. Qty Rows 3 Edge Distance= 1.50 in. Qty Columns 7 + + + A= 168 in. Total Fasteners 21 + + • J= 3248 in° CSI 0.80 + + * d= 6.3 in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 325 451 682 n/a n/a 0.131"x3"Face Nail 7 0.148"x 3"Face Nail 6 0.162"x 3"Face Nail 5 •++- .- F,= 556 Ibf 7/16"x2.5"x15 Ga.Staple 12 7116"x1.5"x16 Ga.Staple 14 3/4"thru bolt 1 Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 52 83 143 165 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 52 Ibf 7/16"x2.5"x15 Ga.Staple 3 Rail to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 52 83 143 165 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 r' F,= 52 Ibf 7/16"x2.5"x15 Ga.Staple 3 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector �ft 52 83 143 165 n/a Simpson CS22,(1)0.131"x2.5"Nails Each End Simpson CS22,(1)0.148"xT Nails Each End F, 83 Ibf 26ga Strap,(4)0.131°x2.5"Nails Each End ,.° -f = 1 � 2.9 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 10/3/2022 5:03 AM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 52 83 143 165 n/a 0.131"x 3"Toe or End Nail 3 0.148"x 3"Toe or End Nail 3 0.162"x 3"Toe or End Nail 3 F,= 52 Ibf Flip to Tap Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 52 83 143 165 n/a Simpson CS22,(1)0.131"x2.5"Nails Each End Simpson CS22,(1)0.148"xT Nails Each End 26ga Strap,(4)0.131"x2.5"Nails Each End F,= 83 Ibf I . j d { Ir y d 2.10 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM LVL Page 1 of 12 - Sidewall Header Spans Dropped Header Braced by Structural Sheathing I Client: Apex Homes Inc. - Job Number: AH1091922-13 Description: 165-in. Unit Width, 12-in. Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Cape Loft,Roof&Ceiling Only 165-in.Unit Width,12-in.Overhang Top Plate 140 mph(Exp D/End Zone) -` 20 psf Ground Snow,7/12 Pitch ! Provide Code Minimum Cripple Framing 4'-0" Connections Between Plys Maxemumtieight Haade3r Jamb Studs 7116"Structural Sheathing(min,) - (full height) Continuous From Bottom of Beam to Jack Studs Top of Wall Fastened at 6"oc edges112`°oc field �aR Sill sattom Plate- J zz I t�q Limits of Use: Maximum Wall Height: 108-in. Minimum Sill Height: 18-in. Header Maximum Jack Studs Configuration Span Each End (2)2x4#2 SPF On Edge 33-in. (2-ft 9-in.) 1 (2)2x6#2 SPF On Edge 48-in. (4-ft 0-in.) 1 (2)2x8#2 SPF On Edge 60-in. (5-ft 0-in.)* 2 (2)2x10#2 SPF On Edge 71-in.(5-ft 11An.)* 2 (2)2x12#2 SPF On Edge 80-in. (6-ft 8-in.)* 2 (2) 1.5x3.5 LVL On Edge 48-in. (4-ft 0-in.) 1 (2) 1.5x5.5 LVL On Edge 76-in.(6-ft 4-in.) 1 (2) 1.5x7.25 LVL On Edge 86-in.(7-ft 2-in.)* 1 (2) 1.5x9.25 LVL On Edge 93-in.(7-ft 9-in.)* 2 -' (2) 1.5x11.25 LVL On Edge 100-in. (8-ft 4-in.)* 2 Span goverened by combined loads. i Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. 3.1 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM LVL Page 2 of 12 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Loading Conditions: Cape Loft,Roof&Ceiling Only Uniform Uplift(wuj= -291 plf (0.6D+Wn) 165-in.Unit Width,12-in.Overhang Uniform Dead Load AD= 384 plf (D) 140 mph(Exp D/End Zone) Uniform Live Load(wL0= 483 plf (0.75(L+S+Wp)) 20 psf Ground Snow,7/12 Pitch NDS Design Load ADS)= 696 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations(Downward Loading): Tabulated Allowable OTY3 b d Grade Species Orient. Cfu CFb Fb F Fc, E Fti F' 1 2 1.5 3.5 #2 SPF Edge 1.00 1.5 875 135 425 1400000 1313 135 2 2 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1138 135 3 2 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1050 135 4 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 5 2 1.5 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 875 135 6 2 1.5 3.5 LVL Edge 1.00 1.2 2750 285 750 2000000 3252 285 7 2 1.5 5.5 LVL Edge 1.00 1.1 2750 285 750 2000000 3058 285 8 2 1.5 7.25 LVL Edge 1.00 1.1 2750 285 750 2000000 2945 285 9 2 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2849 285 10 2 1.5 11.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2774 285 Design Limit States A Sxx Ixx Bending Shear AL AL.o.50 RTL''2 RUL' Max.Span -, (2)2x4#2 SPF On Edge 10.50 6.13 10.72 33.3 39.6 43.0 44.0 1204 -403 33-in.(2-ft 9-in.) (2)2x6#2 SPF On Edge 16.50 15.13 41.59 48.7 62.2 67.6 69.2 1761 -590 48-in.(4-ft 0-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 61.7 82.0 89.1 91.2 2182 -747 60-in.(5-ft 0-in.)* (2)2x10#2 SPF On Edge 27.75 42.78 197.86 75.4 104.6 113.6 116.3 2592 -913 71-in.(5-ft 11-in.)* (2)2x12#2 SPF On Edge 33.75 63.28 355.96 87.4 127.3 138.2 141.5 2915 -1059 80-in.(6-ft 8-in.)* (2)1.50.5 LVL On Edge 10.50 6.13 10.72 52.4 75.8 48.4 49.6 1750 -586 48-in.(4-ft 0-in.) (2)1.5x5.5 LVL On Edge 16.50 15.13 41.59 79.9 119.1 76.1 77.9 2750 -922 76-in.(6-ft 4-in.) (2)1.5x7.25 LVL On Edge 21.75 26.28 95.27 103.3 157.0 100.3 102.7 3126 -1215 86-in.(7-ft 2-in.)* (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 129.7 200.4 128.0 131.0 3390 -1550 93-in.(7-ft 9-in.)* (2)1.5x11.25 LVL On Edge 33.75 63.28 355.96 155.6 243.7 155.6 159.4 3619 -1885 100-in.(8-ft 4-in.)* Jamb Stud Minimum Bearina Length: -- Configuration Bearing" Configuration Bearing4 (2)2x4#2 SPF On Edge 0.94 (2)1.50.5 LVL On Edge 0.78 (2)2x6#2 SPF On Edge 1.38 (2)1.5x5.5 LVL On Edge 1.22 (2)2x8#2 SPF On Edge 1.71 (2)1.5x7.25 LVL On Edge 1.39 - (2)2x10#2 SPF On Edge 2.03 (2)1.5x9.25 LVL On Edge 1.51 (2)2x12#2 SPF On Edge 2.29 (2)1.5x11.25 LVL On Edge 1.61 i 3.2 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM LVL Page 3 of 12 J Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc. Job Number: AH1091922-13 I Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Lateral Load Conditions: Maximum Wall Height= 108 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load(W,a,)= 138.4 plf(C&C) Combined Vertical&Lateral(Max Lateral): I Vertical Load(WB)= 497 plf(D+Wp) Load Duration Factor(CD)= 1.6 Lateral Load(Wlat)= 94.0 plf(W) i Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 868 plf(D+Wp) Lateral Load(Wiat)= 70.5 plf(0.75W) Header Configurations(Loaded Lateraly): Tabulated Downward Lateral QTY3 b d Grade Species Orient. CN CFb Fb F Fe F, Fe F, 1 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 2100 216 2310 216 2 2 1.5 5.5 #2 SPF Flat 1.15 1.3 875 135 1820 216 2093 216 3 2 1.5 7.25 #2 SPF Flat 1.15 1.2 875 135 1680 216 1932 216 4 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1540 216 1848 216 5 2 1.5 11.25 #2 SPF Flat 1.20 1.0 875 135 1400 216 1680 216 _ 6 2 1.5 3.5 LVL Flat 1.00 1.2 3255 190 5203 456 6158 304 7 2 1.5 5.5 LVL Flat 1.00 1.1 3255 190 4893 456 5791 304 8 2 1.5 7.25 LVL Flat 1.00 1.1 3255 190 4712 456 5577 304 9 2 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4559 456 5396 304 10 2 1.5 11.25 LVL Flat 1.00 1.0 3255 190 4439 456 5254 304 _ Laterally Lateral Only Max Lateral Max Vertical Design Limit States Loaded A S I Bending Shear Do.7w Bending Shear Bending Shear RL,T' - (2)2x4#2 SPF Laid Flat Yes 10.50 2.63 1.97 64.9 265.3 60.2 42.1 792.1 34.8 41.7 192 (2)2x6#2 SPF Laid Flat Yes 16.50 4.13 3.09 77.4 415.1 70.0 57.6 792.1 49.2 63.8 281 J (2)2x8#2 SPF Laid Flat Yes 21.75 5.44 4.08 85.4 546.3 76.8 68.9 792.1 60.4 83.1 348 (2)2x10#2 SPF Laid Flat Yes 27.75 6.94 5.20 94.3 696.2 83.3 80.3 792.1 71.7 105.2 413 (2)2x12#2 SPF Laid Flat Yes 33.75 8.44 6.33 99.2 846.0 88.9 88.5 792.1 80.6 127.3 465 -- (2)1.50.5 LVL Laid Flat Yes 10.50 2.63 1.97 105.9 372.1 67.8 66.9 2347.5 55.1 57.4 279 (2)1.5x5.5 LVL Laid Flat Yes 16.50 4.13 3.09 128.7 583.1 78.9 94.9 2347.5 80.9 88.6 439 (2)1.5x7.25 LVL Laid Flat Yes 21.75 5.44 4.08 145.1 767.6 86.5 116.1 2347.5 101.4 115.8 499 (2)1.5x9.25 LVL Laid Flat Yes 27.75 6.94 5.20 161.2 978.6 93.8 137.7 2347.5 123.1 146.9 541 (2)1.5xl1.25 LVL Laid Flat Yes 33.75 8.44 6.33 175.4 1189.5 100.1 157.1 2347.5 143.2 178.0 577 I 3.3 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM LVL(2) Page 4 of 12 I -- Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Cape Loft,Roof&Ceiling Only 165-in.Unit Width,12-in.Overhang Top Plate 140 mph(Exp D/End Zone) -- 20 psf Ground Snow,7/12 Pitch Provide Code MinimumCripple Framing 4'0" Connections Between Plys MaximumHeight Header Jamb Studs 7/16"Structural Sheathing(min.) i (full height) Continuous From Bottom of Beam to Jack Studs Top of Wall Fastened at 6"oc edges/12"oc field - Fart Sill Bottom Plate Limits of Use: Maximum Wall Height: 108-in. - Minimum Sill Height: 18-1n. Header Maximum Jack Studs Configuration Span Each End (3)2x4#2 SPF On Edge 43-in.(3-ft 7-in.) 1 (3)2x6#2 SPF On Edge 63-in.(5-ft 3-in.) 1 (3)2x8#2 SPF On Edge 79-in.(6-ft 7-in.)* 1 (3)2x10#2 SPF On Edge 94-in. (7-ft 10-1n.)* 2 (3)2x12#2 SPF On Edge 101-in.(8-ft 5-in.)* 2 _ (3) 1.5x3.5 LVL On Edge 55-in. (4-ft 7-in.) 1 (3) 1.5x5.5 LVL On Edge 87-in. (7-ft 3-in.) 1 (3) 1.5x7.25 LVL On Edge 98-in. (8-ft 2-in.)* 1 (3) 1.5x9.25 LVL On Edge 107-in. (8-ft 11-in.)* 1 i (3) 1.5x11.25 LVL On Edge 114-in. (9-ft 6-in.)* 1 _ I *Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. 3.4 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM LVL(2) Page 5 of 12 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch j Loading Conditions: Cape Loft,Roof&Ceiling Only Uniform Uplift(wUL)= -291 plf (0.6D+Wn) 165-in.Unit Width,12-in.Overhang Uniform Dead Load(wpL)= 384 plf (D) 140 mph(Exp D/End Zone) Uniform Live Load(wLL)= 483 plf (0.75(L+S+Wp)) 20 psf Ground Snow,7/12 Pitch NDS Design Load(wNos)= 696 plf (D+L) Stress Adiustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(Co)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam - Repetitive Member Factor(Cr)= 1.15 L+0.51)Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations(Downward Loading): Tabulated Allowable QTy3 b d Grade Species Orient. Cfu CFb Fb F F.l E Fti F� 1 3 1.5 3.5 #2' SPF Edge 1.00 1.5 875 135 425 1400000 1509 135 2 3 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1308 135 3 3 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1208 135 4 3 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1107 135 5 3 1.5 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 1006 135 6 3 1.5 3.5 LVL Edge 1.00 1.2 2750 285 750 2000000 3382 285 7 3 1.5 5.5 LVL Edge 1.00 1.1 2750 285 750 2000000 3180 285 8 3 1.5 7.25 LVL Edge 1.00 1.1 2750 285 750 2000000 3063 285 9 3 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2963 285 10 3 1.5 11.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2885 285 I Design Limit States A Sxx Ixx Bending Shear AL AL.0.5o RTL1.2 RUL' Max.Span (3)2x4#2 SPF On Edge 15.75 9.19 16.08 43.7 55.9 49.2 50.4 1581 -530 .43-in.(3-ft 7-in.) (3)2x6#2 SPF On Edge 24.75 22.69 62.39 64.0 87.8 77.3 79.2 2313 -775 63-in.(5-ft 3-in.) (3)2x8#2 SPF On Edge 32.63 39.42 142.90 81.0 115.8 101.9 104.4 2865 -982 79-in.(6-ft 7-in.)* (3)2x10#2 SPF On Edge 41.63 64.17 296.79 99.0 147.7 130.1 133.2 3404 -1199 94-in.(7-ft 10-in.)* (3)2x12#2 SPF On Edge 50.63 94.92 533.94 114.8 179.7 158.2 162.0 3678 -1390 101-in.(8-ft 5-in.)* ---' (3)1.5x3.5 LVL On Edge 15.75 9.19 16.08 65.5 110.2 55.4 56.8 2003 -671 55-in.(4-ft 7-in.) (3)1.5x5.5 LVL On Edge 24.75 22.69 62.39 99.8 173.2 87.1 89.2 3148 -1055 87-in.(7-ft 3-in.) (3)1.5x7.25 LVL On Edge 32.63 39.42 142.90 129.1 228.3 114.8 117.6 3578 -1391 98-in.(8-ft 2-in.)* (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 162.0 291.3 146.5 150.0 3881 -1774 107-in.(8-ft 11-in.)* (3)1.5x11.25 LVL On Edge 50.63 94.92 533.94 194.4 354.3 178.2 182.4 4143 -2158 114-in.(9-ft 6-in.)* i Jamb Stud Minimum Bearing Length: -- Configuration Bearing4 Configuration Bearing° (3)2x4#2 SPF On Edge 0.83 (3)1.5x3.5 LVL On Edge 0.59 (3)2x6#2 SPF On Edge 1.21 (3)1.5x5.5 LVL On Edge 0.93 (3)2x8#2 SPF On Edge 1.50 (3)1.5x7.25 LVL On Edge 1.06 (3)2x10#2 SPF On Edge 1.78 (3)1.5x9.25 LVL On Edge 1.15 (3)2x12#2 SPF On Edge 1.92 (3)1.5x11.25 LVL On Edge 1.23 3.5 r 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM LVL(2) Page 6 of 12 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch i Lateral Load Conditions: Maximum Wall Height= 108 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load NO= 138.4 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 497 plf(D+Wp) i Load Duration Factor(CD)= 1.6 Lateral Load(Wiaf)= 94.0 plf(M Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 868 plf(D+Wp) -i Lateral Load NO= 70.5 plf(0.75W) Header Configurations(Loaded Lateraly): Tabulated Downward Lateral oTY3 b d Grade Species Orient. Cfu CFb Fb F� Fe F� Fti F, 1 3 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 2415 216 2657 216 2 3 1.5 5.5 #2 SPF Flat 1.15 1.3 875 135 2093 216 2407 216 3 3 1.5 7.25 #2 SPF Flat 1.15 1.2 875 135 1932 216 2222 216 4 3 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1771 216 2125 216 5 3 1.5 11.25 #2 SPF Flat 1.20 1.0 875 135 1610 216 1932 216 6 3 1.5 3.5 LVL Flat 1.00 1.2 3255 190 5411 456 6404 304 7 3 1.5 5.5 LVL Flat 1.00 1.1 3255 190 5088 456 6023 304 8 3 1.5 7.25 LVL Flat 1.00 1.1 3255 190 4901 456 5801 304 9 3 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4741 456 5611 304 10 3 1.5 11.25 LVL Flat 1.00 1.0 3255 190 4616 456 5464 304 Laterally Lateral Only Max Lateral Max Vertical Design Limit States Loaded A S I Bending Shear A07w Bending Shear Bending Shear R,,T' (3)2x4#2 SPF Laid Flat Yes 15.75 3.94 2.95 85.2 396.4 69.0 55.3 792.1 45.8 61.0 252 (3)2x6#2 SPF Laid Flat Yes 24.75 6.19 4.64 101.7 621.2 80.2 75.6 792.1 64.6 94.2 369 (3)2x8#2 SPF Laid Flat Yes 32.63 8.16 6.12 112.1 817.9 87.9 90.5 792.1 79.3 123.2 457 (3)2x10#2 SPF Laid Flat Yes 41.63 10.41 7.80 123.9 1042.7 95.3 105.5 792.1 94.2 156.4 543 (3)2xl2#2 SPF Laid Flat Yes 50.63 12.66 9.49 130.3 1267.5 101.8 116.3 792.1 105.9 189.5 587 -- (3)1.50.5 LVL Laid Flat Yes 15.75 3.94 2.95 132.3 556.7 77.7 83.6 2347.5 68.9 84.7 320 (3)1.5x5.5 LVL Laid Flat Yes 24.75 6.19 4.64 160.8 873.1 90.3 118.5 2347.5 101.0 131.3 502 (3)1.5x7.25 LVL Laid Flat Yes 32.63 8.16 6.12 181.2 1149.9 99.0 145.1 2347.5 126.7 172.2 571 (3)1.5x9.25 LVL Laid Flat Yes 41.63 10.41 7.80 201.3 1466.3 107.4 172.0 2347.5 153.8 218.8 619 (3)1.5x11.25 LVL Laid Flat Yes 50.63 12.66 9.49 219.0 1782.7 114.6 196.1 2347.5 178.9 265.5 661 I i 3.6 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM Stacked Page 7 of 12 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in.Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch One Floor,Loft,Roof&Ceiling Only 165-in.Unit Width,12-in.Overhang 140 mph(Exp D/End Zone) Header Roof or Ce ilirrd Framing 20 psf Ground Snow,7/12 Pitch (not laterally loaded) Top Plate Provide Code Minimum Cripple Framing 4%0" Connections Between Plys MaximumHeight Header(laterally loaded) Jamb Studs 7116"Structural Sheathing(min.) (full height) Continuous From Battom of Beam to Jack Studs Top of Wall Fastened at 6"oc edgesM2"oc field S'�an Sill i - Bottom Mate Limits of Use: Maximum Wall Height: 108-in. Minimum Sill Height: 18-in. Header Laterally Maximum Jack Studs Configuration Loaded Span Each End (2)2x10#2 SPF On Edge No 85-in. (7-ft 1-in.) 2 (2)2x10#2 SPF On Edge No 2 (3)2x6#2 SPF On Edge Yes 45-in. (3-ft 9-in.)* 1 ' (3)2x8#2 SPF On Edge Yes 59-in.(4-ft 11-in.)* 2 (3)2x10#2 SPF On Edge Yes 74-in. (6-ft 2-in.)* 2 - (3)2x12#2 SPF On Edge Yes 88-in. (7-ft 4-in.)* 2 *Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. 6. Laterally Loaded'headers are not braced against lateral loads and are designed for combined loads. See diagram for locations. 3.7 J 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM Stacked Page 8 of 12 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc. --- Job Number: AH1091922-13 Description: 165-in. Unit Width, 12-in.Sidewall Overhang _ Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Gravity Load Conditions: One Floor,Loft,Roof&Ceiling Only Uniform Uplift(WUL)= -225 plf (0.6D+Wn) 165-in.Unit Width,12-in.Overhang Uniform Dead Load(wDL)= 493 plf (D) 140 mph(Exp D/End Zone) Uniform Live Load(wLL)= 690 plf (0.75(L+S+Wp)) 20 psf Ground Snow,7/12 Pitch NDS Design Load(wNDs)= 1080 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor C 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam - Repetitive Member Factor(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable OTY3 b d Grade Species Orient. Cf. C' Fb F F.l E Fe F, 1 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 2 3 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1308 135 3 3 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1208 135 4 3 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1107 135 5 3 1.5 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 1006 135 Design Limit States A SXX lXX Elxx %Load Bending Shear 0L eL,o.5D Max.Span (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 85.6 129.5 127.2 131.5 85-in.(7-ft 1-in.) (2)200#2 SPF On Edge 27.75 42.78 197.86 218E+08 50% 85.6 129.5 127.2 131.5 (3)2x6#2 SPF On Edge 24.75 22.69 62.39 8.7E+07 100% 51.4 60.5 68.7 71.0 45-in.(3-ft 9-in.)* (3)2x8#2 SPF On Edge 32.63 39.42 142.90 2.0E+08 100% 65.1 79.8 90.6 93.6 59-in.(4-ft 11-in.)* (3)2x10#2 SPF On Edge 41.63 64.17 296.79 4.2E+08 100% 79.5 101.8 115.5 119.5 74-in.(6-ft 2-in.)* (3)2x12#2 SPF On Edge 50.63 94.92 533.94 7.5E+08 100% 92.2 123.8 140.5 145.3 88-in.(7-ft 4-in.)* -I _.i 3.8 i 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM Stacked Page 9 of 12 - Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width, 12-in.Sidewall Overhang _ Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Lateral Load Conditions: Maximum Wall Height= 108 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load(WI.)= 138.4 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 606 plf(D+Wp) Load Duration Factor(CD)= 1.6 Lateral Load(Wjaf)= 94.0 plf(W) Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 1183 plf(D+0.75(L+S+Wp)) Lateral Load Waf)= 70.5 plf(0.75W) Header Configurations(Loaded Lateraly): Tabulated Downward Lateral ! QTY b d Grade Species Orient. Cf. CFb Fb F Fe F, Fe F, 1 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1540 216 1848 216 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1540 216 1848 216 2 3 1.5 5.5 #2 SPF Flat 1.15 1.3 875 135 1820 216 2093 216 1 3 3 1.5 7.25 #2 SPF Flat 1.15 1.2 875 135 1680 216 1932 216 4 3 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1540 216 1848 216 5 3 1.5 11.25 #2 SPF Flat 1.20 1.0 875 135 1400 216 1680 216 Design Limit States Laterally Lateral Only Max Lateral Max Vertical Loaded A S I El_ %Load Bending Shear AO.7W Bending Shear Bending Shear 1 No 27.75 6.94 5.20 0 No 27.75 6.94 5.20 0 2 Yes 24.75 6.19 4.64 6496875 100% 94.8 621.2 80.2 66.2 79.4 53.1 45.7 3 Yes 32.63 8.16 6.12 8564063 100% 104.6 817.9 87.9 79.7 103.7 65.6 59.2 4 Yes 41.63 10.41 7.80 1.1 E+07 100% 115.5 1042.7 95.3 93.3 131.4 78.4 74.8 5 Yes 50.63 12.66 9.49 1.3E+07 100% 121.5 1267.5 101.8 103.4 159.2 88.7 90.3 Header End Reactions: End Reactions Minimum Configuration RTL RNDS RuL RLAT Bearing Length (2)2x10#2 SPF On Edge 2108 1925 -402 1.65 (2)2x10#2 SPF On Edge 2108 1925 -402 1.65 (3)2x6#2 SPF On Edge 2250 2054 -429 263 1.18 j (3)2x8#2 SPF On Edge 2919 2665 -556 342 1.53 -- (3)2x10#2 SPF On Edge 3683 3363 -702 431 1.93 (3)2x12#2 SPF On Edge 4368 3988 -833 511 2.28 r - 3.9 23.0202.2 Design Wood Headers Sidewail Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM Stacked(2) Page 10 of 12 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client: Apex Homes Inc. Job Number: AH1091922-13 - _ Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch One Floor,Loft,Roof&Ceiling Only 165-in.Unit Width,12-in.Overhang 140 mph(Exp D/End Zone) Header Roof or Ceiling Framing 20 psf Ground Snow,7112 Pitch (not laterally loaded) Top Plate Provide Code Minimum Cripple Framing V-0"htaximumHeiyht Connections Between Plys Header(laterally loaded) Jamb Stad's 7116"Structural Sheathing(min.) - - (full height) Continuous From Bottom of Beam to Jack$tads Top of Wall Fastened at 6"oc ed9es112"oc field I �a4 Sill i Bottom Plate f I Limits of Use: Maximum Wall Height: 108-in. Minimum Sill Height: 18-in. Header Laterally Maximum Jack Studs Configuration Loaded Span Each End (2) 1.5x9.25 LVL On Edge No 143-in. (11-ft 11-in.) 2 (2) 1.5x9.25 LVL On Edge No 2 (3) 1.5x5.5 LVL On Edge Yes 77-in. (6-ft 5-in.) 1 (3) 1.5x7.25 LVL On Edge Yes 98-in. (8-ft 2-in.)* 1 (3) 1.5x9.25 LVL On Edge Yes 107-in. (8-ft 11-in.)* 2 (3) 1.5x11.25 LVL On Edge Yes 114-in. (9-ft 6-in.)* 2 *Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. 6. Laterally Loaded'headers are not braced against lateral loads and are designed for combined loads. See diagram for locations. 3.10 - 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM Stacked(2) Page 11 of 12 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Gravity Load Conditions: One Floor,Loft,Roof&Ceiling Only Uniform Uplift(WUL)_ -225 plf (0.6D+Wn) 165-in.Unit Width,12-in.Overhang Uniform Dead Load(WDJ= 493 plf (D) 140 mph(Exp D/End Zone) Uniform Live Load(wLL)= 690 plf (0.75(L+S+Wp)) 20 psf Ground Snow,7/12 Pitch NDS Design Load(wNDs)= 1080 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTY3 b d Grade Species Orient. Cf CFb Fb F F.,_ E Fe F' 1 2 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2849 285 2 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2849 285 2 3 1.5 5.5 LVL Edge 1.00 1.1 2750 285 750 2000000 3180 285 3 3 1.5 7.25 LVL Edge 1.00 1.1 2750 285 750 2000000 3063 285 4 3 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2963 285 5 3 1.5 11.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2885 285 Design Limit States A SXX IXX El_ %Load Bending Shear AL DL,0.5Q Max.Span (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 4.0E+08 50% 147.2 252.9 143.2 148.1 143-in.(11-ft 11-in.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 4.0E+08 50% 147.2 252.9 143.2 148.1 (3)1.5x5.5 LVL On Edge 24.75 22.69 62.39 1.2E+08 100% 80.1 115.5 77.4 80.0 77-in.(6-ft 5-in.) (3)1.5x7.25 LVL On Edge 32.63 39.42 142.90 2.9E+08 100% 103.6 152.3 102.0 105.4 98-in.(8-ft 2-in.)* (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 5.9E+08 100% 130.0 194.3 130.1 134.5 107-in.(8-ft 11-in.)* I (3)1.5x11.25 LVL On Edge 50.63 94.92 533.94 1.1 E+09 100% 156.1 236.3 158.3 163.6 114-in.(9-ft 6-in.)* _ I i i l I 3.11 I 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 10/1/2022 11:31 AM Stacked(2) Page 12 of 12 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc. Job Number: AH1091922-13 ¢ Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Lateral Load Conditions: Maximum Wall Height= 108 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load(WI.)= 138.4 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 606 plf(D+Wp) Load Duration Factor(CD)= 1.6 Lateral Load(Wlaf)= 94.0 plf(W) Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 1183 plf(D+0.75(L+S+Wp)) Lateral Load(Wiaf)= 70.5 plf(0.75W) r Header Configurations(Loaded Lateraly): Tabulated Downward Lateral QTY b d Grade Species Orient. Cf. CFb Fb F Fe F' Fe F, 1 2 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4559 456 5396 304 2 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4559 456 5396 304 2 3 1.5 5.5 LVL Flat 1.00 1.1 3255 190 4893 456 5791 304 3 3 1.5 7.25 LVL Flat 1.00 1.1 3255 190 4712 456 5577 304 4 3 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4559 456 5396 304 5 3 1.5 11.25 LVL Flat 1.00 1.0 3255 190 4439 456 5254 304 Design Limit States Laterally Lateral Only Max Lateral Max Vertical Loaded A S I ElXX %Load Bending Shear Ao,W Bending Shear Bending Shear 1 No 27.75 6.94 5.20 0 No 27.75 6.94 5.20 0 2 Yes 24.75 6.19 4.64 9281250 100% 157.7 873.1 90.3 108.9 164.2 87.2 93.1 3 Yes 32.63 8.16 6.12 1.2E+07 100% 177.7 1149.9 99.0 134.3 215.5 110.1 121.7 4 Yes 41.63 10.41 7.80 1.6E+07 100% 197.4 1466.3 107.4 160.1 274.1 134.7 154.5 5 Yes 50.63 12.66 9.49 1.9E+07 100% 214.8 1782.7 114.6 183.4 332.8 157.6 187.2 Header End Reactions: End Reactions Minimum Configuration RTL RNDS RuL RLAT Bearing Length (2)1.5x9.25 LVL On Edge 3528 3221 -673 1.57 (2)1.5x9.25 LVL On Edge 3528 3221 -673 1.57 (3)1.5x5.5 LVL On Edge 3812 3480 -727 446 1.13 (3)1.5x7.25 LVL On Edge 4878 4453 -930 571 1.45 (3)1.5x9.25 LVL On Edge 5290 4830 -1009 619 1.57 _ ! (3)1.5xl 1.25 LVL On Edge 5647 5155 -1077 661 1.67 3.12 f 23.0302 Design Wood Columns Sidewall 2015-03-18 10/1/2022 11:31 AM Stud(2) Page 1 of 6 Sidewall Column Calculation Client:Apex Homes Inc. Job Number:AH1091922-13 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch I Cape Loft,Roof&Ceiling Only Header 165-in.Unit Width - ` 140 mph(Exp D/End Zone) Side Column 20 psf Ground Snow,7/12 Pitch - ~Tabulated Span 96-in.Wall Height Wall Jamb Studs 16-in.oc,2x6#2 SPF r Height (full height) Typical Spacing 11 Jack Studs Sill Max.Stud Length=91.5-in. Top/Bottom Plate Thickness=4.5-in. Side Column Span Side Column Span Side Column Span Built-Up Columns: 1.5-in.Wide Header 3.0-in.Wide Header 4.5-in.Wide Header (1 Jamb/1 Jack)2x6#2 SPF 39-in.(3-ft 3-in.) 65-in.(5-ft 5-in.) 92-in.(7-ft 8-in.) (1 Jamb/2 Jack)2x6#2 SPF 64-in.(5-ft 4-in.) 117-in.(9-ft 9-in.) 170-in.(14-ft 2-in.) (1 Jamb/3 Jack)2x6#2 SPF 89-in.(7-ft 5-in.) 168-in.(14-ft 0-in.) 248-in.(20-ft 8-in.) (2 Jamb/4 Jack)2x6#2 SPF 112-in.(9-ft 4-in.) 218-in.(18-ft 2-in.) 324-in.(27-ft 0-in.) (2 Jamb/5 Jack)2x6#2 SPF 137-in.(11-ft 5-in.) 270-in.(22-ft 6-in.) 402-in.(33-ft 6-in.) (3 Jamb/6 Jack)2x6#2 SPF 161-in.(13-ft 5-in.) 319-in.(26-ft 7-in.) 478-in.(39-ft 10-in.) (3 Jamb/7 Jack)2x6#2 SPF 186-in.(15-ft 6-in.) 371-in.(30-ft 11-in.) 556-in.(46-ft 4-in.) (4 Jamb/8 Jack)2x6#2 SPF 209-in.(17-ft 5-in.) 421-in.(35-ft 1-in.) 632-in.(52-ft 84n.) (4 Jamb/9 Jack)2x6#2 SPF 234-in.(19-ft 6-in.) 472-in.(39-ft 4-in.) 710-in.(59-ft 2-in.) Top or bottom plate to stud(face nail) Fastener Minimum (minimum length and Quantity per - diameter or staple size) Connection or 3"x 0.131"PD nail 3 �^ 2.5"x 15 Ga.Staple 4 Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2.Studs in columns may be considered as maintaining regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3.Clear span between columns. i i 4.1 23.0302 Design Wood Columns Sidewall 2015-03-18 10/1/2022 11:31 AM Stud(2) Page 2 of 6 Sidewall Column Calculation(continued) Client: Apex Homes Inc. Date: AH1091922-13 Description: 165-in.Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 96.0 in. - Species: SPF Top/Bottom Plate Thick(to)= 4.5 in. width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. depth(d)= 5.5 in. Deflection Limit:H/180 Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE FC1 Share Fcl 1 #2 SPF 425 100% 425 2 #2 SP 565 100% 565 3 LVL Microllam 2000000 750 100% 750 4 Min.F�L= 425 Loading Conditions: Axial Load Only Combined Axial&Lateral(Max Bending): Axial Only Load(WNDs)= 696 plf(D+L) Axial Load(We)= 497 plf(D+Wp) I Bearing/Total Load(WT)= 868 plf(D+0.75(L+S+Wp)) Lateral Load(W,a,)= 25.1 psf(VIA Lateral Load Only Combined Axial&Lateral(Max Axial): Lateral Load(W,a,)= 41.2 psf(C&C) Axial Load(Wc)= 868 pit(D+Wp) - Combined Lateral&Uplift: Lateral Load(W,ai)= 18.8 psf(0.75W) Uniform Uplift(wuL)= -290.7 plf(0.6D+Wn) Lateral Load(W,ai)= 25.1 psi(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF CD Cr Cp Stress Species: SPF Fb= 875 1.30 1.60 1.15 -- 2093 psi width(b)= 1.5 in. Fc= 1150 1.10 1.00 -- 0.75 948 psi(gravity only) depth(d)= 5.5 in. F�= 1150 1.10 1.60 0.58 1182 psi(combined) c= 0.8 Ft= 450 1.30 1.60 -- 936 psi IB/d= 16.6 Fv= 135 -- 1.60 -- 216 psi F.E= 1515 psi F,l= 425 -- 425 psi E= 1400000 1400000 psi Emm= 510000 -- -- -- -- 510000 psi Plate-to-Stud Connection: Typical Stud: Connection Force,F,= 209.2 Ibf Shear Code Caled Req'd _ Strength Min. Min. Min. li Fastener (Ibf) Qty Oil Qty 3"x 0.131"PD nail 88.0 3 3 3 2.5"x 15 Ga.Staple 56.3 4 4 4 i 4.2 23.0302 Design Wood Columns Sidewall 2015-03-18 10/1/2022 11:31 AM Stud(2) Page 3 of 6 Sidewall Column Calculation(continued) Client: Apex Homes Inc. Date: AH1091922-13 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Configurations/Section Properties: i V Jamb Studs(full height) 1 1 1 1 2 2 3 3 4 4 Jack Studs In Column 0 1 2 3 4 5 6 7 8 9 Area(in.2) 8.3 8.3 8.3 8.3 16.5 16.5 24.8 24.8 33.0 33.0 a m Ix(in.4) 20.8 20.8 20.8 20.8 41.6 41.6 62.4 62.4 83.2 83.2 Sx(in.3) 7.6 7.6 7.6 7.6 15.1 15.1 22.7 22.7 30.3 30.3 y Area(in 2) 0.0 8.3 16.5 24.8 33.0 41.3 49.5 57.8 66.0 74.3 as (in 4) 0.0 20.8 41.6 62.4 83.2 104.0 124.8 145.6 166.4 187.2 -3 Sx(in.3) 0.0 7.6 15.1 22.7 30.3 37.8 45.4 52.9 60.5 68.1 Maximum Tributary Spans(Axial Loads): Jamb Stud Axial Compression 135 135 135 135 270 270 405 405 539 539 Jack Stud Axial Compression N/A 151 286 421 557 692 828 963 1099 1234 Stud Plate Perp.Compression 49 65 113 162 212 260 310 359 409 457 Header Bearing 1.5-in.Wide n/a 29 42 56 69 82 95 109 122 135 Header Bearing 3.0-in.Wide n/a m 42 69 95 122 148 175 201 228 254 Header Bearing 4.5-in.Wide n/a 56 95 135 175 214 254 294 333 373 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 53 174 261 347 521 608 782 868 1042 1129 Jack+Jamb Deflection 81 186 279 372 559 652 838 931 1117 1211 Jamb Stud Shear 91 149 149 149 298 298 447 447 596 596 - i Maximum Tributary Spans(Combined Loads): Jamb Stud Tension/Bending 68 112 143 166 287 311 430 455 573 599 Jack Stud Tension/Bending N/A 128 201 271 387 458 574 644 760 831 Comp./Bending(Max.Bending) 64 105 172 237 339 403 503 571 671 738 _ - Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 60 91 154 215 299 362 445 506 590 651 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: Maximum Trib Span,1.5-in wide header(in.; 49 29 42 56 69 82 95 109 122 135 Max.Side Column Opening(in.). 80 39 64 89 113 138 161 186 210 235 Maximum Trib Span,3.0-in wide header(in.; 49 42 69 95 122 148 175 201 228 254 Max.Side Column Opening(in.) 80 66 117 169 219 270 320 371 421 473 Maximum Trib Span,4.5-in wide header(in.; 49 56 95 135 175 214 254 294 333 373 Max.Side Column Opening(in.) 80 92 170 248 324 402 479 557 633 711 4.3 23.0302 Design Wood Columns Sidewall 2015-03-18 10/1/2022 11:31 AM Stud Page 4 of 6 Sidewall Column Calculation Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch One Floor,Loft,Roof&Ceiling Only Header 165-in.Unit Width - 140 mph(Exp D/End Zone) Side Column 20 psf Ground Snow,7/12 Pitch Tabulated Span 108-in.Wall Height Wall Jamb Studs 16-in.oc,2x6#2 SPF Height (full height) Typical Spacing II ` Jack Studs - Sill Max.Stud Length= 103.5-in. i Top/Bottom Plate Thickness=4.5-in. F Side Column Span Side Column Span Side Column Span Built-Up Columns: 1.5-in.Wide Header 3.0-in.Wide Header 4.5-in.Wide Header (1 Jamb/1 Jack)2x6#2 SPF 32-in.(2-ft 8-in.) 51-in.(4-ft 3-in.) 71-in.(5-ft 11-in.) (1 Jamb/2 Jack)2x6#2 SPF 50-in.(4-ft 2-in.) 89-in.(7-ft 5-in.) 127-in.(10-ft 7-in.) (1 Jamb/3 Jack)2x6#2 SPF 68-in.(5-ft 8-in.) 126-in.(10-ft 6-in.) 184-in.(15-ft 4-in.) (2 Jamb/4 Jack)2x6#2 SPF 84-in.(7-ft 0-in.) 162-in.(13-ft 6-in.) 239-in.(19-ft 11-in.) (2 Jamb/5 Jack)2x6#2 SPF 102-in.(8-ft 6-in.) 199-in.(16-ft 7-in.) 296-in.(24-ft 8-in.) (3 Jamb/6 Jack)2x6#2 SPF 118-in.(9-ft 10-in.) 235-in.(19-ft 7-in.) 351-in.(29-ft 3-in.) (3 Jamb/7 Jack)2x6#2 SPF 136-in.(11-ft 4-in.) 272-in.(22-ft 8-in.) 408-in.(34-ft 04n.) (4 Jamb/8 Jack)2x6#2 SPF 153-in.(12-ft 9-in.) 308-in.(25-ft 8-in.) 463-in.(38-ft 7-in.) (4 Jamb/9 Jack)2x6#2 SPF 171-in.(14-ft 3-in.) 345-in.(28-ft 9-in.) 520-in.(43-ft 4-in.) Top or bottom plate to stud(face nail) Fastener Minimum (minimum length and Quantity per diameter or staple size) Connection or 3"x 0.131"PD nail 3 ¢� 2.5"x 15 Ga.Staple 5 1 Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2. Studs in columns may be considered as maintaining regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. Clear span between columns. 4 4.4 23.0302 Design Wood Columns Sidewall 2015-03-18 10/1/2022 11:31 AM Stud Page 5 of 6 Sidewall Column Calculation(continued) Client: Apex Homes Inc. Date:AH1091922-13 Description: 165-in.Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 108.0 in. -- Species: SPF Top/Bottom Plate Thick(t)= 4.5 in. width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. depth(d)= 5.5 in. Deflection Limit:H/180 Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE F, Share F�l 1 #2 SPF 425 100% 425 2 #2 SP 565 100% 565 3 LVL Microllam 2000000 750 100% 750 4 Min.Fc,= 425 Loading Conditions: Axial Load Only Combined Axial&Lateral(Max Bending): Axial Only Load(WNDs)= 1080 plf(D+L) Axial Load(WB)= 606 pit(D+Wp) Bearing/Total Load(WT)= 1183 plf(D+0.75(L+S+Wp)) Lateral Load(Wiat)= 25.1 psf(W) � Lateral Load Only Combined Axial&Lateral(Max Axial): Lateral Load(Wiat)= 41.2 psf(C&C) Axial Load(Wc)= 1183 plf(D+0.75(L+S+Wp)) Combined Lateral&Uplift: Lateral Load(Wiat)= 18.8 psf(0.75W) Uniform Uplift(wuL)= -225.4 plf(0.6D+Wn) Lateral Load(Wiat)= 25.1 psf(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF CD Cr Cp Stress Species: SPF Fb= 875 1.30 1.60 1.15 -- 2093 psi width(b)= 1.5 in. F�= 1150 1.10 1.00 -- 0.67 845 psi(gravity only) depth(d)= 5.5 in. F�= 1150 1.10 1.60 0.49 993 psi(combined) c= 0.8 Ft= 450 1.30 1.60 -- 936 psi IB d= 18.8 Fv= 135 -- 1.60 216 psi - F.E= 1184 psi F,l= 425 425 psi E= 1400000 1400000 psi Em;n= 510000 510000 psi Plate-to-Stud Connection: Typical Stud: Connection Force,Ft= 236.6 Ibf Shear Code Calc'd Req'd Strength Min. Min. Min. Fastener (Ibf) Qty Qty Qty 3"x 0.131"PD nail 88.0 3 3 3 2.5"x 15 Ga.Staple 56.3 4 5 5 d 4 4.5 -- 23.0302 Design Wood Columns Sidewall 2015-03-18 10/1/2022 11:31 AM Stud Page 6 of 6 Sidewall Column Calculation(continued) Client:Apex Homes Inc. Date:AH1091922-13 y Description: 165-in.Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Configurations/Section Properties: Jamb Studs(full height) 1 1 1 1 2 2 3 3 4 4 Jack Studs In Column 0 1 2 3 4 5 6 7 8 9 Area(in.2) 8.3 8.3 8.3 8.3 16.5 16.5 24.8 24.8 33.0 33.0 m Ix(in.4) 20.8 20.8 20.8 20.8 41.6 41.6 62.4 62.4 83.2 83.2 Sx(in.3) 7.6 7.6 7.6 7.6 15.1 15.1 22.7 22.7 30.3 30.3 - N Area(in.2) 0.0 8.3 16.5 24.8 33.0 41.3 49.5 57.8 66.0 74.3 co (in 4) 0.0 20.8 41.6 62.4 83.2 104.0 124.8 145.6 166.4 187.2 Sx(in 3) 0.0 7.6 15.1 22.7 30.3 37.8 45.4 52.9 60.5 68.1 Maximum Tributary Spans(Axial Loads): Jamb Stud Axial Compression 77 77 77 77 155 155 232 232 310 310 - Jack Stud Axial Compression N/A 93 171 248 327 405 484 561 640 718 Stud Plate Perp.Compression 36 52 87 123 160 195 232 268 305 341 Header Bearing 1.5-in.Wide n/a 26 35 45 55 65 74 84 94 103 Header Bearing 3.0-in.Wide n/a 35 55 74 94 113 132 152 171 191 Header Bearing 4.5-in.Wide n/a 45 74 103 132 162 191 220 249 278 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 41 136 204 272 407 475 611 679 815 882 Jack+Jamb Deflection 56 129 193 257 386 450 579 643 772 836 Jamb Stud Shear 80 132 132 132 264 264 395 395 527 527 I y Maximum Tributary Spans(Combined Loads): Jamb Stud Tension/Bending 58 102 136 164 272 301 409 438 545 574 Jack Stud Tension/Bending N/A 118 179 239 344 403 509 568 673 733 Comp./Bending(Max.Bending) 47 78 128 176 250 298 371 418 492 539 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 41 63 105 147 202 243 298 339 393 436 4 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: Maximum Trib Span,1.5-in wide header(in.; 36 26 35 45 55 65 74 84 94 103 Max.Side Column Opening(in.) 54 32 50 68 85 103 119 137 153 171 Maximum Trib Span,3.0-in wide header(in.; 36 35 55 74 94 113 132 152 171 191 Max.Side Column Opening(in.) 54 52 89 126 162 200 235 273 309 346 Maximum Trib Span,4.5-in wide header(in.; 36 45 74 103 132 162 191 220 249 278 Max.Side Column Opening(in.) 54 71 128 185 240 297 352 409 464 521 I I 4.6 23.0201 Design Wood Headers Mateline 2006-04-04 10/1/2022 11:22 AM LVL Page 1 of 6 y Matewall Header Spans Simply Supported--Uniformly Distributed Load Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width Matewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Cape Loft,Roof&Ceiling Only Loading Conditions: 165-in.Unit Width Uniform Uplift(wUL)= -177 plf (0.6D+Wn) 140 mph(Exp D/End Zone) Uniform Dead Load ODD= 18 plf (D) 20 psf Ground Snow,7/12 Pitch -" Uniform Live Load(wLL)= 109 plf (0.75(L+S+Wp)) NDS Design Load(LANDS)= 112 plf (D+0.75(L+Su)) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.15 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor3(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 20DD000 psi Repetitive Member Fag LVL3(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTY2 b d Grade Species Orient. Cf. CFb Fb F F�j E Fe F, 1 1 1.5 5.5 #2 SPF Edge 1.00 1.30 875 135 425 1400000 1308 155 h 2 1 1.5 7.25 #2 SPF Edge 1.00 1.20 875 135 425 1400000 1208 155 3 1 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 1107 155 4 1 1.5 11.25 #2 SPF Edge 1.00 1.00 875 135 425 1400000 1006 155 5 2 1.5 5.5 #2 SPF Edge 1.00 1.30 875 135 425 1400000 1308 155 6 2 1.5 7.25 #2 SPF Edge 1.00 1.20 875 135 425 1400000 1208 155 4 7 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 1107 155 8 2 1.5 11.25 #2 SPF Edge 1.00 1.00 875 135 425 1400000 1006 155 9 3 1.5 7.25 LVL Edge 1.00 1.07 2750 285 750 2000000 3522 328 10 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 3276 328 Design Limit States A S, I� Bending Shear AL AL+0.50, RTL1 RUL' Max.Span (1)2x6#2 SPF On Edge 8.25 7.56 20.80 92.1 194.0 88.2 98.3 465 -650 88-in.(7-ft 4-in.) (1)2x8#2 SPF On Edge 10.88 13.14 47.63 116.6 255.7 116.3 129.6 613 -857 116-in.(9-ft 8-in.) (1)2x10#2 SPF On Edge 13.88 21.39 98.93 142.5 326.2 148.3 165.4 752 -1050 142-in.(11-ft 10-in.) (1)2x12#2 SPF On Edge 16.88 31.64 177.98 165.2 396.8 180.4 201.1 872 -1218 165-in.(13-ft 9-in.) (2)26#2 SPF On Edge 16.50 15.13 41.59 130.2 377.0 111.1 123.9 586 -819 111-in.(9-ft 3-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 164.9 496.9 146.5 163.3 773 -1080 146-in.(124t 2-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 201.5 634.0 186.9 208.3 986 -1377 186-in.(15-ft 6-in.) (2)202#2 SPF On Edge 33.75 63.28 355.96 233.6 771.0 227.3 253.4 1199 -1675 227-in.(18-ft 11-in.) (3)1.5x7.25 LVL On Edge 32.63 39.42 142.90 345.0 1542.1 188.8 210.5 996 -1392 188-in.(15-1 t 8-in.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 346.6 1317.8 210.5 234.6 1111 -1551 210-in.(17-ft 6-in.) --" Minimum Bearing Length: Note: Bearing required to resist RTL above. Columns must be proportioned to carry axial load. ;- Min.Bearing Length (in.) Min.Bearing Length"(in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.5 Full (1)2x6#2 SPF On Edge 0.73 0.73 0.73 0.73 (2)2x8#2 SPF On Edge 0.73 0.61 0.61 0.61 (1)2x8#2 SPF On Edge 0.96 0.96 0.96 0.96 (2)200#2 SPF On Edge 0.93 0.77 0.77 0.77 (1)2x10#2 SPF On Edge 1.18 1.18 1.18 1.18 (2)202#2 SPF On Edge 1.13 0.94 0.94 0.94 (1)202#2 SPF On Edge 1.37 1.37 1.37 1.37 (3)1.5x7.25 LVL On Edge 0.53 0.38 0.30 0.30 (2)2x6#2 SPF On Edge 0.55 0.46 0.46 0.46 (2)1.50.25 LVL On Edge 0.59 0.49 0.49 0.49 Notes 1. Support and connection to support must be capable of resisting gravity,RTL,and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3. Automatically applied to three or more members 4. At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. I � 5.1 23.0201 Design Wood Headers Mateline 2006-04-04 10/1/2022 11:22 AM LVL Stacked Page 2 of 6 Stacked Matewall Header Spans Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width Matewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch One Floor,Loft,Root&Ceiling Only Loading Conditions: 165-in.Unit Width Uniform Uplift(WUL)_ -112 plf (0.6D+Wn) 140 mph(Exp D/End Zone) Uniform Dead Load(wog)= 127 plf (D) 20 psf Ground Snow,7/12 Pitch Uniform Live Load(wLL)= 344 plf (L) NDS Design Load(LANDS)= 470 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor (C,)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(C,)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable 0TY2 b d Grade Species Orient. Cf. C, Fb Fv F�, E Fti F, 1 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 963 135 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 963 135 - 2 2 1.5 5.5 #2 SPF Edge 1.00 1.30 875 135 425 1400000 1138 135 3 2 1.5 7.25 #2 SPF Edge 1.00 1.20 875 135 425 1400000 1050 135 4 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 963 135 5 2 1.5 11.25 #2 SPF Edge 1.00 1.00 875 135 425 1400000 875 135 Design Limit States A S,x I. El, %Load Bending Shear AL AL.o.SD Max.Span (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 129.6 273.4 160.4 173.5 129-in.(10-ft 9-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 129.6 273.4 160.4 173.5 (2)2x6#2 SPF On Edge 16.50 15.13 41.59 5.8E+07 100% 59.3 86.8 75.7 81.9 59-in.(4-ft 11-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 1.3E+08 100% 75.0 114.4 99.8 108.0 75-in.(6-ft 3-in.) (2)200#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 100% 91.7 145.9 127.3 137.7 91-in.(7-ft 7-in.) (2)2xl2#2 SPF On Edge 33.75 63.28 355.96 5E+08 100% 106.3 177.5 154.8 167.5 106-in.(8-ft 10-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. End Reactions Min.Bearing Length°(in.) Configuration RTL1 RULI 2.5 3.5 5.5 Full (2)2x10#2 SPF On Edge 1270 -302 1.20 1.00 1.00 1.00 (2)2x10#2 SPF On Edge 1270 -302 1.20 1.00 1.00 1.00 (2)2x6#2 SPF On Edge 1161 -276 1.09 0.91 0.91 0.91 r (2)2x8#2 SPF On Edge 1471 -349 1.38 1.15 1.15 1.15 (2)200#2 SPF On Edge 1797 -427 1.69 1.41 1.41 1.41 (2)2x12#2 SPF On Edge 2083 -495 1.96 1.63 1.63 1.63 Notes 1. Support and connection to support must be capable of resisting gravity,RTC, and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3. Automatically applied to three or more members 4. At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 5.2 23.0201 Design Wood Headers Mateline 2006-04-04 10/1/2022 11:22 AM LVL Stacked(2) Page 3 of 6 Stacked Matewall Header Spans Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width 40 psf Floor Live Load and I 10 psf Floor Dead Load Only 40 psf Floor Live Load Loading Conditions: 165-in.Unit Width Uniform Uplift(wUL)= 0 plf (n/a) 140 mph(Exp D/End Zone) Uniform Dead Load(wDL)= 69 plf (D) 20 psf Ground Snow,7/12 Pitch Uniform Live Load(wLL)= 275 plf (L) NDS Design Load(LANDS)= 344 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor3(C,)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(C,)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTYZ b d Grade Species Orient. Cf. C, Fb F� F.l E Fe F, 1 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 963 135 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 963 135 2 2 1.5 5.5 #2 SPF Edge 1.00 1.30 875 135 425 1400000 1138 135 3 2 1.5 7.25 #2 SPF Edge 1.00 1.20 875 135 425 1400000 1050 135 4 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 963 135 5 2 1.5 11.25 #2 SPF Edge 1.00 1.00 875 135 425 1400000 875 135 Design Limit States A S, I� El, %Load Bending Shear AL AL.o.SD Max.Span (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 151.7 367.2 172.8 190.2 151-in.(12-ft 7-in.) (2)200#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 151.7 367.2 172.8 190.2 (2)2x6#2 SPF On Edge 16.50 15.13 41.59 5.8E+07 100% 69.3 114.7 81.5 89.7 69-in.(5-ft 9-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 1.3E+08 100% 87.8 151.2 107.5 118.3 87-in.(7-ft 3-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 100% 107.2 192.9 137.1 150.9 107-in.(8-ft 11-in.) (2)2x12#2 SPF On Edge 33.75 63.28 355.96 5E+08 100% 124.4 234.6 166.8 183.6 124-in.(10-ft 4-in.) Minimum Bearing Length: Note: Bearing required to resist RTL above. Columns must be proportioned to carry axial load. End Reactions Min.Bearing Length (in.) Configuration RTLI RUL' 2.5 3.5 5.5 Full j (2)2x10#2 SPF On Edge 1086 0 1.02 0.85 0.85 0.85 (2)2x10#2 SPF On Edge 1086 0 1.02 0.85 0.85 0.85 (2)2x6#2 SPF On Edge 993 0 0.93 0.78 0.78 0.78 (2)2x8#2 SPF On Edge 1257 0 1.18 0.99 0.99 0.99 (2)2x10#2 SPF On Edge 1536 0 1.45 1.20 1.20 1.20 (2)2x12#2 SPF On Edge 1781 0 1.68 1.40 1.40 1.40 Notes 1. Support and connection to support must be capable of resisting gravity,RTL, and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3. Automatically applied to three or more members 4. At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 5.3 23.0201 Design Wood Headers Mateline 2006-04-04 10/1/2022 11:22 AM LVL(3) Page 5 of 6 - Matewall Header Spans Simply Supported--Uniformly Distributed Load Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in.Unit Width 40 psf Floor Live Load and 10 psf Floor Dead Load Only 40 psf Floor Live Load Loading Conditions: 2 halves 165-in.Unit Width Uniform Uplift(wuL)= 0 plf (n/a) 140 mph(Exp D/End Zone) Uniform Dead Load(wDL)= 138 plf (D) 20 psf Ground Snow,7/12 Pitch -- Uniform Live Load(wLL)= 550 plf (L) NOS Design Load(wNOs)= 688 plf (D+L) I Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor3(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fag LVL3(C,)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTY2 b d Grade Species Orient. Cf. CFb Fb F F.l E Fe F, 1 2 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1050 175 2 3 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 3 4 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 4 6 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 5 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 6 3 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 7 4 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 8 6 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 9 10 Design Limit States A S. I. Bending Shear AL AL.o.5D RTL' RUL' Max.Span (2)2x10#1 SYP On Edge 27.75 42.78 197.86 79.2 131.5 113.8 125.2 2269 0 79-in.(6-ft 7-in.) (3)2x10#1 SYP On Edge 41.63 64.17 296.79 104.0 188.0 130.3 143.4 2980 0 104-in.(8-ft 8-in.) - (4)2x10#1 SYP On Edge 55.50 85.56 395.73 120.1 244.5 143.4 157.8 3441 0 120-in.(10-ft 0-in.) (6)2x10#1 SYP On Edge 83.25 128.34 593.59 147.1 357.6 164.1 180.6 4214 0 147-in.(12-ft 3-in.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 130.5 202.6 122.6 134.9 3511 0 122-in.(10-ft 2-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 162.9 294.6 140.3 154.4 4020 0 140-in.(11-ft 8-in.) (4)1.5x9.25 LVL On Edge 55.50 85.56 395.73 188.2 386.6 154.4 170.0 4424 0 154-in.(12-ft 10-in.) (6)1.5x9.25 LVL On Edge 83.25 128.34 593.59 230.4 570.7 176.8 194.6 5064 0 176-in.(14-ft 8-in.) -' Minimum Bearing Length: Note: Bearing required to resist RTL above. Columns must be proportioned to carry axial load. - Min.Bearing Length (in.) Min.Bearing Length°(in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.5 Full (2)2x10#1 SYP On Edge 1.61 1.34 1.34 1.34 (3)1.50.25 LVL On Edge 2.14 1.53 1.19 1.19 (3)2x10#1 SYP On Edge 2.11 1.51 1.17 1.17 (4)1.5x9.25 LVL On Edge 2.36 1.69 1.07 0.98 (4)2x10#1 SYP On Edge 2.44 1.74 1.11 1.01 (6)1.5x9.25 LVL On Edge 2.70 1.93 1.23 0.75 _ (6)2x10#1 SYP On Edge 2.98 2.13 1.36 0.83 (2)1.50.25 LVL On Edge 1.87 1.56 1.56 1.56 Notes 1. Support and connection to support must be capable of resisting gravity,RTL,and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. _ 3. Automatically applied to three or more members 4. At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. I 5.5 -- 23.0301 Design Wood Columns Matewall 2015-03-18 10/1/2022 11:09 AM Mateline(2) Page 1 of 4 Marriage Wall Column Calculation Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width Matewall,20 psf Ground Snow,40 psf Attic Live Load -- Cape Truss,7/12 Roof Pitch i '_- Stud Configuration: Cape Loft,Roof&Ceiling Only Grade: #2 Wall Height(h)= 96.0 in. 165-In.Unit Width Species: SPF Top/Bottom Plate Thk(tp)= 4.5 in. 140 mph(Exp D/End Zone) width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. 20 psf Ground Snow,7/12 Pitch depth(d)= 3.5 in. Deflection Limit:H/ 180 Center Column Configuration3 Side Column Continous Beams (1)2x4#2 SPF 405-in.(33-ft 9-in.) 304-in.(25-ft 4-in.) - (2)2x4#2 SPF 826-in.(68-ft 10-in.) 608-in.(50-ft 8-in.) (3)2x4#2 SPF 1248-in.(104-ft 0-in.) 913=in.(76-ft 1-in.) (4)2x4#2 SPF 1669-in.(139-ft 1-in.) 1217-in.(101-ft 5-in.) (5)2x4#2 SPF 2090-in.(174-ft 2-in.) 1522-in.(126-ft 10-1n.) (6)2x4#2 SPF 2512-in.(209-ft 4-in.) 1826-in.(152-ft 2-in.) (7)2x4#2 SPF 2933-in.(244-ft 5-in.) 2131-in.(177-ft 7-in.) (8)2x4#2 SPF 3355-in.(279-ft 7-in.) 2435-in.(202-ft 11-in.) I- (9)2x4#2 SPF 3776-in.(314-ft 8-in.) 2740-in.(228-ft 4-in.) (10)2x4#2 SPF 4197-in.(349-ft 9-in.) 3044-in.(253-ft 8-in.) I- Continuous Header Side Column Side Column Tabulated Span Tabulated Span Center Column Must Center Column Side Column Be In Middle 1/3rd of Span Center Column Tabulated Span Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2. Studs in columns may be considered as to maintain regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. If the header drops below the ceiling requiring a jack/jamb studs configuration,the number of studs given above corresponds to the nubmer fo required jack studs supporting the header. The number of jamb studs required shall be equal to one-half the number of jack studs rounded up to the nearest whole stud. 4. Clear span between columns including center columns,if present. Side columns are engaged to the wall running parallel to the opening considered. 5. Total clear span between side columns,including center column width/depth. Center columns are engaged to a wall running perpendicular to the opening considered. Spans provided are for the beam/header running continuous over the column without a splice. The center column must be located within the middle 1/3 of the overall opening supported. If located outside the middle 1/3 the beam cannot be continous over the column and must be spliced. Stiffeners must be added to header(s) - over center columns so the width of the column is not more more than 1-1/2-in.wider than the header. 6.Jack studs must be at least as wide as header. Calculation does not consider the contribution of fasteners connecting the header to the jamb studs. 6.1 23.0301 Design Wood Columns Matewall 2015-03-18 10/1/2022 11:09 AM Mateline(2) Page 2 of 4 Marriage Wall Column Calculation (continued) Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width Matewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch i Loading Conditions: Axial Load Only Combined Uplift and Lateral: Axial Only Load(WNDs)= 112 plf(D+0.75(L+Su)) Uniform Uplift MUD= 177 pif(0.6D+Wn) Bearing/Total Load(WT)= 127 plf(D+0.75(L+S+Wp)) Lateral Load(Wiat)= 3.8 psf(0.75VV) -- Lateral Load Only Combined Axial&Lateral(Max Bending): Lateral Load(Wiat)= 5.0 psf(WI.) Axial Load(Wa)= 18 plf(D) Uplift Only Lateral Load(Wiat)= 5.0 psf(w) Uniform Uplift AD= -177 plf(0.0+01n) Combined Axial&Lateral(Max Axial): Axial Load(Wc)= 127 pif(D) Lateral Load(Wiat)= 3.8 psf(0.75W) Stud Material Properties: Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD C, CP Stress j width(b)= 1.5 in. Fb= 875 1.50 1.60 1.15 2415 psi depth(d)= 3.5 in. F,;= 1150 1.15 1.15 0.36 551 psi(gravity only) c= 0.8 Fe= 1150 1.15 1.60 0.27 571 psi(combined) Idd= 26.1 Ft= 450 1.50 1.60 1080 psi - F.E= 613 Fcl= 425 425 psi E= 1400000 1400000 psi Emin= 510000 510000 psi Configurations/Section Properties: Studs In Column 1 2 3 4 5 6 7 8 9 10 - Area(in.2) 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 52.5 Ix(in 4) 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 48.2 53.6 Sx(in 3) 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 30.6 Maximum Tributary Spans(Axial Loads): ? Stud Axial Compression 310 620 930 1239 1549 1859 2169 2479 2789 3099 Stud Axial Tension 385 769 1154 1538 1923 2308 2692 3077 3461 3846 - Plate Perp.Compression 211 423 634 846 1057 1269 1480 1692 1903 2114 Deflection Limit State for 16-in.Tributary Width: Deflection Limit Check L/ 1172 2345 3517 4689 5862 7034 8207 9379 10551 11724 Maximum Tributary Spans(Combined Loads): Tension/Bending 362 747 1131 1516 1900 2285 2670 3054 3439 3823 Comp./Bending(Max.Bending) 1639 3537 5469 7414 9360 11345 13324 15303 17274 19257 - Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 241 512 789 1066 1348 1630 1912 2187 2468 2759 - Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: 1 2 3 4 5 6 7 8 9 10 Max.Column Trib Span(in.) 211 423 634 846 1057 1269 1480 1692 1903 2114 Max.Side Column Opening(in.) 405 827 1248 1670 2091 2512 2934 3355 3776 4198 Max.Center Column Opening(in.) 304 609 913 1218 1522 1827 2131 2436 2740 3045 6.2 23.0301 Design Wood Columns Matewall 2015-03-18 10/1/2022 11:09 AM Mateline Page 3 of 4 - Marriage Wall Column Calculation Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width Matewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Stud Configuration: One Floor,Loft,Roof&Ceiling Only Grade: #2 Wall Height(h)= 108.0 in. 165-in.Unit Width Species: SPF Top/Bottom Plate Thk(tp)= 3.0 in. 140 mph(Exp D/End Zone) width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. 20 psf Ground Snow,7/12 Pitch depth(d)= 3.5 in. Deflection Limit:H/ 180 Center Column Configuration Side Column Continous Beams (1)2x4#2 SPF 85-in.(7-ft 1-in.) 73-in.(6-ft 1-in.) (2)2x4#2 SPF 202-in.(16-ft 10-in.) 159-in.(13-ft 3-in.) (3)2x4#2 SPF 321-in.(26-ft 9-in.) 245-in.(20-ft 5-in.) I (4)2x4#2 SPF 433-in.(36-ft 1-in.) 327-in.(27-ft 3-in.) (5)2x4#2 SPF 545-in.(45-ft 5-in.) 409-in.(34-ft 1-in.) (6)2x4#2 SPF 658-in.(54-ft 10-in.) 491-in.(40-ft 11-in.) -- (7)2x4#2 SPF 770-in.(64-ft 2-in.) 573-in.(47-ft 9-1n.) (8)2x4#2 SPF 882-in.(73-ft 6-in.) 655-in.(54-ft 7-in.) - (9)2x4#2 SPF 995-in.(82-ft 11-in.) 737-in.(61-ft 5-in.) (10)2x4#2 SPF 1107-in.(92-ft 3-in.) 819-in.(68-ft 3-in.) - Continuous Header Side Column Side Column Tabulated Span Tabulated Span Center Column Must Center Column Side Column Be In Middle 1/3rd of Span Center Column Tabulated Span Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2. Studs in columns may be considered as to maintain regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. If the header drops below the ceiling requiring a jack/jamb studs configuration,the number of studs given above corresponds to the nubmer fo required jack studs supporting the header. The number of jamb studs required shall be equal to one-half the number of jack studs rounded up to the nearest whole stud. 4. Clear span between columns including center columns,if present. Side columns are engaged to the wall running parallel to the opening considered. 5. Total clear span between side columns,including center column width/depth. Center columns are engaged to a wall running perpendicular to the opening considered. Spans provided are for the beam/header running continuous over the column without a splice. The center column must be located within the middle 1/3 of the overall opening supported. If located outside the middle 1/3 the beam cannot be continous over the column and must be spliced. Stiffeners must be added to header(s) over center columns so the width of the column is not more more than 1-1/2-in.wider than the header. 6. Jack studs must be at least as wide as header. Calculation does not consider the contribution of fasteners connecting the header to the jamb studs. 6.3 - 23.0301 Design Wood Columns Matewall 2015-03-18 10/1/2022 11:09 AM Mateline Page 4 of 4 - Marriage Wall Column Calculation (continued) Client: Apex Homes Inc. Job Number: AH1091922-13 Description: 165-in. Unit Width Matewall,20 psf Ground Snow,40 psf Attic Live Load Cape Truss,7/12 Roof Pitch Loading Conditions: Axial Load Only Combined Uplift and Lateral: Axial Only Load(WNDs)= 470 plf(D+L) Uniform Uplift(wuL)= -112 plf(0.6D+Wn) BearingfTotal Load(WT)= 470 plf(D+L) Lateral Load(Wiat)= 3.8 psf(0.75W) - Lateral Load Only Combined Axial&Lateral(Max Bending): Lateral Load(Wiat)= 5.0 psf(WI.,) Axial Load(WB)= 127 plf(D) Uplift Only Lateral Load(Wiat)= 5.0 psf(M Uniform Uplift(wuL)= -112 plf(0.6D+Wn) Combined Axial&Lateral(Max Axial): Axial Load(Wc)= 442 plf(D+0.75(L+S+Wp)) Lateral Load(Wiat)= 3.8 psf(0.75W) Stud Material Properties: Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD Cr CP Stress width(b)= 1.5 in. Fb= 875 1.50 1.60 1.15 2415 psi depth(d)= 3.5 in. Fe,= 1150 1.15 1.00 0.32 425 psi(gravity only) c= 0.8 Fe= 1150 1.15 1.60 0.21 442 psi(combined) Idd= 30.0 F,= 450 1.50 1.60 1080 psi FEE= 466 F�l= 425 425- psi E= 1400000 1400000 psi Emin= 510000 510000 psi - Configurations/Section Properties: Studs In Column 1 2 3 4 5 6 7 8 9 10 ` Area(in?) 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 52.5 Ix(in.") 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 48.2 53.6 I, Sx(in.3) 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 30.6 Maximum Tributary Spans(Axial Loads): Stud Axial Compression 57 114 171 228 285 342 399 456 513 570 Stud Axial Tension 609 1219 1828 2437 3047 3656 4266 4875 5484 6094 Plate Perp.Compression 57 114 171 228 285 342 398 455 512 569 Deflection Limit State for 16-in.Tributary Width: _. Deflection Limit Check L/ 823 1647 2470 3294 4117 4940 5764 6587 7410 8234 Maximum Tributary Spans(Combined Loads): Tension/Bending 562 1171 1781 2390 3000 3609 4218 4828 5437 6046 Comp./Bending(Max.Bending) 171 375 584 795 1007 1221 1439 1650 1868 2083 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 51 ill 171 232 294 355 418 480 541 603 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: 1 2 3 4 5 6 7 8 9 10 Max.Column Trib Span(in.) 51 ill 171 228 285 342 398 455 512 569 Max.Side Column Opening(in.) 85 202 321 433 546 658 770 883 995 1107 Max.Center Column Opening(in.) 74 159 246 328 410 492 574 656 738 820 6.4 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 10/1/2022 11:08 AM 2 Story Detailed Page 1 of 6 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Building Geometry: Loading Conditions: Ridge Length,B= 48.0 ft Wind Speed= 140 mph Gable Width,L= 27.5 ft Exposure Category: D Module Width= 13.8 ft Blocking Height,hb= 18.0 in. Height Above Grade: Sidewall/Eve Height,he= 240.0 in. Stories Above Grade= 2 Roof Slope,a= 7.0/12 pitch Sidewall Eave(z)= 21.5 ft Roof slope,a= 30.3 deg. Roof Peak(z)= 30.1 ft Sidewall Overhang,LOH= 12.0 in. Mean Roof Height(h)= 25.8 ft Endwall Overhang,BoH= 12.0 in. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group: 11 ASD Adjustment Factor= 0.7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.: C Wall Height,hW(in.) 108 96 n/a Site Class: D IRC Seismic Design Cat.: C Wall Dead Weight(psf) 5 5 n/a I Response Factor,R: 6.5 SDs= 0.50 Floor/Level Dead Weight(psf) 10 10 25 Cs= 0.09 Bottom Chord Dead Weight(psf) 10 I Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Ground Floor Wall Height= 9.0 ft Horizontal Wind Pressure(MWFRS) - I Above Ground Floor Wall Height= 8.0 ft Net Wall End Zone 33.7 Vertical Roof Projection= 8.6 ft Interior 26.8 Misc.Framing Height= 1.0 ft/level N Net Roof End Zone 23.1 Blocking Height= 1.5 ft > Interior 18.4 Ground Floor Endwall Weight= 1238 Ibf g Max.Wall End Zone 19.0 Above Ground Floor Endwall Weight= 1100 Ibf Interiorl 15.9 Gable Endwall Weight= 1692 Ibf Max.Roof End Zone 20.5 Interior 17.6 MW FRS End Zone,2a= 6.0 ft Wind Seismic Transverse Lateral Forces Net Weight Net 2nd of 2 Story End(plf) 350 Interior(plf) 279 Diaphragm(plf) 728 47 I Transverse Walls(Ibf/wall) 1142 74 Total Force to Transverse Walls(Ibf) 13834 2397 Level OTM(ft-kip) 110.7 19.2 1st of 2 Story End(plf) 320 _ Interior(plf) 255 Diaphragm(plf) 360 23 Transverse Walls(Ibf/wall) 619 40 Total Force to Transverse Walls(Ibf) 26452 4691 Level OTM(ft-kip) 389.0 68.5 Base of 2 Story End(plf) 219 I Interior(plf) 174 Diaphragm(plf) 320 21 Transverse Walls(Ibf/wall) 619 40 I Total Transverse Force at Base(Ibf) 35086 5760 Total OTM(ft-kip) 424.1 74.2 _I 7.1 -� 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 10/1/2022 11:08 AM 2 Story Detailed Page 3 of 6 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) I Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Ground Floor Wall Height= 9.0 ft Net Wall End 30.0 Above Ground Floor Wall Height= 8.0 ft Interior 19.9 I Vertical Roof Projection= 8.6 ft Net Roof End -- Misc.Framing Height= 1.0 ft/level V Interior Blocking Height= 1.5 ft •a Max.Wall End 19.0 Ground Floor Sidewall Weight= 2160 Ibm �° Interior, 15.9 I Above Ground Floor Sidewall Weight= 1920 Ibm Max.Roof End Interior MW FRS End Zone,2a= 6.0 ft Wind Seismic Longitudinal Lateral Forces Net Weight Net 2nd of 2 Story(Total) End Max(plf) 240 Min(plf) 135 Interior Max(plf) 261 Min(plf) 159 Diaphragm(plf) -- 1333 86 I Longitudinal Walls(Ibf/wall) -- 960 62 Total Force to Longitudinal Walls(Ibf) 5387 2486 Level OTM(ft-kip) 43.1 19.9 Roof Diaphgram Only End Max(plf) 52 -- Min(plf) 0 Interior Max(plf) 86 Min(plf) 35 Diaphragm(plf) -- 770 50 Roof Force to Longitudinal Walls(Ibf) 1150 -- 1365 Ceiling Diaphgram Only End Max(plf) 187 -- Min(plf) 135 ' Interior Max(plf) 175 =_ Min(plf) 124 Diaphragm(plf) -- 563 36 ' Ceiling Force to Longitudinal Walls(Ibf) 4238 -- 1122 1st of 2 Story End Zone(plf) 285 ' Interior(plf) 189 -- -- Diaphragm(plf) 523 34 Longitudinal Walls(Ibf/wall) 1080 70 ' Total Force to Longitudinal Walls(Ibf) 11159 -- 3676 Level OTM(ft-kip) 160.1 59.1 Base of 2 Story End Zone(plf) 180 ' Interior(plf) 119 =_ - Diaphragm(plf) 483 31 Longitudinal Walls(Ibf/wall) 1080 70 Total Longitudinal Force at Base(Ibf) 14803 -- 4671 Total OTM(ft-kip) 174.9 59.6 1 7.2 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 10/1/2022 11:08 AM 2 Story Detailed Page 5 of 6 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) ' Location Stiffness Governing Transverse Walls Wall Wall Along Length,X R,r RXX d Rxd Rxd2 Lateral Loads(lbf) Bracing 2nd Story Line Length (ft) (in.) (Win.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 7103 1199 2 13.7083 48.0 7103 1199 3 4 5 6 7 8 9 10 E=1 0.0 0 I CR,,_ -- ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry RXX d Ryd Ryd2 Lateral Loads(Ibf) Bracing 2nd Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 2852 1243 B 27.5 2852 1243 C D E F G I I J E=I 0.0 0.0 CRY= -- ft Overall J= -- Location Stiffness Governing Transverse Walls Wall Wall Along Length,X Rx RXX d Rxd Rxd2 Lateral Loads(lbf) Bracing 1st Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 13585 2345 2 13.7083 48.0 13585 2345 3 4 5 6 7 8 9 10 ' E=I 0.0 0.0 CR),= ft Location Stiffness Governing ' Longitudinal Walls Wall Wall Along Width,Y Ry RxX d Ryd Ryd2 Lateral Loads(Ibf)Bracing 1st Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (k-in.) Wind Seismic A 55.5 0.0 5962 1838 B 27.5 5962 1838 ' C D E F G H J E= 0.0 0.0 CRY= ft Overall J= ' 7.3 ' 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 10/1/2022 11:08 AM 2 Story Detailed Page 6 of 6 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X R,r R,x d R d RXd2 Lateral Loads(lbf) Bracing 2 Story Line Length (ft) (in.) (k/in.) (k) N (k) (ft-k) Wind Seismic ' 1 0.0 18019 2880 2 48.0 18019 2880 3 4 ' 5 6 7 8 ' 9 10 E= 0.0 0 CRX= -- ft Location Stiffness Governing Longitudinal Foundation Wall Wall Along Width,Y Ry RxX d Ryd Ryd2 Lateral Loads(lbf) Bracing 2 Story Line Length (tt) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic ' A 0.0 7926 2335 B 27.5 7926 2335 C D ' E F G ' H I J E=I 0.0 0.0 CRY= ft Overall J= ' 7.4 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29 10/3/2022 5:11 AM 1 Story Detailed Page 1 of 3 Lateral Load Analysis (One-Story Building,Flexible Diaphragm) Client: Apex Homes Inc. (1st Story Extension) Job Number: AH1091922-13 Description: A17555-NY ' Building Geometry: Loading Conditions: Ridge Length,B= 7.5 ft Wind Speed= 140 mph Gable Width,L= 13.5 ft Exposure Category: D Module Width= 13.5 ft ' Blocking Height,hb= 18.0 in. Height Above Grade: Sidewall/Eve Height,he= 157.0 in. Stories Above Grade= 1.0 Roof Slope,a= 7.0/12 pitch Sidewall Eave(z)= 14.6 ft Roof slope,a= 30.3 deg. Roof Peak(z)= 19.1 ft ' Sidewall Overhang,LOH= 12.0 in. Mean Roof Height(h)= 16.8 ft Endwall Overhang,BcH= 12.0 in. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group:II ASD Adjustment Factor= 0.7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.:C Wall Height,h„,(in.) 108 0 n/a Site Class: D IRC Seismic Design Cat.: C Wall Dead Weight(psf) 5 0 n/a Response Factor,R: 6.5 SDs= 0.50 Floor/Level Dead Weight(psf) 10 0 25 Cs= 0.08 Bottom Chord Dead Weight(psf) 10 ' Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Wall Height= 9.0 ft Net Wall End Zone 31.4 ' Vertical Roof Projection= 4.5 ft Interior 24.9 Misc.Framing Height= 4.1 ft/level N Net Roof End Zone 21.5 Blocking Height= 1.5 ft Interior 17.2 Endwall Weight= 757 Ibm Max.Wall End Zone 17.7 ' Interior 14.8 Max.Roof End Zone 19.0 Interiorl 16.4 MWFRS End Zone,2a= 6.0 ft Wind Seismic Transverse Lateral Forces Net Weight Net 1 st of 1 Story End(plf) 302 Interior(plf) 241 Diaphragm(plf) 381 20 Transverse Walls(Ibf/wall) 455 41 Total Force to Transverse Walls(Ibf) 2174 235 Level OTM(ft-kip) 19.6 2.1 Base of 1 Story End(plf) 252 Interior(plf) 201 Diaphragm(plf) -- 180 10 Transverse Walls(Ibf/wall) 303 16 Total Transverse Force at Base(Ibf) 3989 340 Total OTM(ft-kip)l 35.9 1 3.5 7.5 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29 10/3/2022 5:11 AM 1 Story Detailed Page 2 of 3 Lateral Load Analysis (One-Story Building,Flexible Diaphragm) Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Longitudinal Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Wall Height= 9.0 ft Net Wall End 27.9 Vertical Roof Projection= 4.5 ft Interior 18.5 Misc.Framing Height= 4.1 ft/level Net Roof End Blocking Height= 1.5 ft a Interior Sidewall Weight= 338 Ibm rn Max.Wall End 17.7 0 Interior 14.8 Max.Roof End 1 Interior -- MWFRS End Zone,2a= 6.0 ft Wind Seismic Longitudinal Lateral Forces Net Weight Net 1st of 1 Story End Max(plf) 296 Min(plf) 199 Interior Max(plf) 205 ' Min(plf) 186 Diaphragm(plf) 244 13 Longitudinal Walls(Ibf/wall) 169 9 Total Force to Longtiduinal Walls(Ibf) 2764 194 Level OTM(ft-kip) 24.9 1 1.7 Roof Diaphgram Only End Max(plf) 65 Min(plf) 16 Interior Max(plf) 42 Min(plf) 32 Diaphragm(plf) 140 8 Roof Force to Longitudinal Walls(Ibf) 294 51 Ceiling Diaphgram Only End Max(plf) 231 ' Min(plf) 183 Interior Max(plf) 163 Min(plf) 153 Diaphragm(plf) 103 6 Ceiling Force to Longitudinal Walls(Ibf) 2470 143 Base of 1 Story End Zone(plf) 224 Interior(plf) 149 Diaphragm(plf) 100 5 Longitudinal Walls(Ibf/wall) 169 9 Total Longitudinal Force at Base(Ibf) 5220 285 Total OTM(ft-kip)l 46.2 2.9 1 7.6 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29 10/3/2022 5:11 AM 1 Story Detailed Page 3 of 3 Lateral Load Analysis (One-Story Building,Flexible Diaphragm) ' Description: A17555-NY Location Stiffness Governing Transverse Walls Wall Wall Along Length,X Rx RxX of Rxd Rxd2 Lateral Loads(IbQ Bracing Roof and Ceiling Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 1124 117 2 7.5 1124 117 3 4 5 6 7 ' 8 9 10 E=I 0.0 0 CRx= -- ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry RxX d Ryd Ryd2 Lateral Loads(Ibf) Bracing Roof and Ceiling Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 1513 97 B 13.5 1513 97 C D E F G ' H I J E=1 0.0 0.0 CRy= -- ft Overall J= — Location Stiffness Governing ' Transverse Foundation Wall Wall Along Length,X Rx RxX d Rxd Rxd2 Lateral Loads(Ibf) Base of 1 Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 2062 170 2 7.5 2062 170 t 3 4 5 6 7 8 9 10 ' Location Stiffness Governing Longitudinal Foundation Wall Wall Along Width,Y Ry RxX d Ryd Ryd2 Lateral Loads(Ibf) Base of 1 Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 2867 142 B 13.5 2867 142 C D E F G H I J ' 7.7 ' 23.0728 Design Transverse Shearwall Systems 2009-06-01 10/1/2022 11:08 AM Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Apex Homes Inc. ' Job Number: AH1091922-13 Description: A17555-NY Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 27.5 ft Wind Speed= 140 mph Stories Above Grade= 2.0 Blocking Height,hb= 18.0 in, Exposure Category: D Sidewall Eave(z)= 21.5 ft Sidewall/Eve Height,he= 240.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 30.1 ft Roof Slope,a= 7.0/12 pitch Mean Roof Height(h)= 25.8 ft Roof slope,a= 30.3 deg. Sidewall Overhang,LOH= 12.0 in. Endwall Overhang,BcH= 12.0 in. ' Vertical Roof Projection= 8.6 ft Wall Height= 9.0 ft(max.) Misc. Framing Height= 1.5 ft/level Seismic Design Parameters: Seismic Use Group: 11 Ground Other Roof Importance Category,IE: 1.00 Wall Height,h,(in.) 108 96 n/a Site Class: D Wall Dead Weight(psf) 5 5 n/a Seismic Resisting System:A15Light-frame walls with woodshearpanels Floor/Level Dead Weight(psf) 10 10 25 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,91.: 3.0 ' Deflection Amp.Factor,Cd: 4.0 ASD Adjustment Factor= 0.7 Seismic Design Cat.: C ' IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 755 plf Sps= 0.50 Effective Seismic Weight at Floor Level= 410 pif Cs= 0.092 Additional Endwall Dead Weight= 1238 Ibm NET Horizontal Wind Loads(MWFRS) Diaphgram Loads H Wall End Zone 33.7 Zone Wind Seismic Interior 26.8 Roof Diaphgram End(pit) 375 -- Roof End Zone 23.1 Interior(plf) 299 49 ' Interior 18.4 Endwall Surcharge(Ibf) -- 80 Wall End Zone 30.0 Above Ground End Zone(plf) 354 -- Intenorl 19.9 Floor Diaphgram Interior(pit) 281 26 ' o Roof End Zone - Endwall Surcharge(Ibf) - 80 31 Interior Ground Level End Zone(pit) 177 Floor Diaphgram Interior(pit) 141 13 Endwall Surcharge(Ibf) 40 tTransverse Diaphragm Design ' Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5"Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 51 Blocked 4 6 6 12 328 235 57 Blocked 4 4 6 12 438 313 77 ' Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 29 ' Blocked 3 6 6 6 270 193 46 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 38 Blocked 4 6 6 12 333 238 58 8.1 23.0728 Design Transverse Shearwall Systems 2009-06-01 10/1/2022 11:08 AM Diaphragms Page 2 of 2 Transverse Diaphragm Design Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) _ Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 57 Blocked 4 6 6 12 348 248 64 Blocked 4 4 6 12 464 331 87 f Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 31 I Blocked 3 6 6 6 270 193 49 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 40 Blocked 4 6 6 12 333 238 61 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 82 Blocked 4 6 6 12 348 248 110 Blocked 4 4 6 12 464 331 110 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 66 Blocked 3 6 6 6 270 193 82 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 82 Blocked 4 6 6 12 333 238 110 4 Y Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(FI) Fastener: Fastener: .for illustration purposes) (ft) (Ibf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 2201 17 31 45 2786 22 39 50 3439 27 48 ! - 60 4953 38 69 70 6741 52 94 80 8805 67 123 -I 4-ft minimum lap.Fasteners at C 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 2069 16 29 45 2619 '20 37 • 50 3233 25 45 • • 60 4655 36 65 • • : • 70 6336 49 89 • __ • Fr • 80 8276 63 115 • • I 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart 8.2 23.0728 Design Transverse Shearwall Systems 2009-06-01 10/3/2022 5:17 AM j Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Apex Homes Inc. 1st Story Extension Job Number: AH1091922-13 Description: A17555-NY Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 13.5 ft Wind Speed= 140 mph Stories Above Grade= 1.0 I Blocking Height,hb= 18.0 in. Exposure Category: D Sidewall Eave(z)= 14.6 ft Sidewall/Eve Height,he= 157.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 19.1 ft ' Roof Slope,a= 7.0 /12 pitch Mean Roof Height(h)= 16.8 ft Roof slope,a= 30.3 deg. Sidewall Overhang,LOH= 12.0 in. Endwall Overhang,BcH= 12.0 in. Vertical Roof Projection= 4.5 ft Wall Height= 9.0 ft(max.) Misc.Framing Height= 4.1 ft/level Seismic Design Parameters: Seismic Use Group: II Ground Other Roof Importance Category,IE: 1.00 Wall Height,hw(in.) 108 0 n/a Site Class: D Wall Dead Weight(psf) 5 0 n/a Seismic Resisting System:A15 Light-frame walls with wood shear panels Floor/Level Dead Weight(psf) 10 0 25 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,Q.: 3.0 Deflection Amp.Factor,Cd: 4.0 ASD Adjustment Factor= 0.7 Seismic Design Cat.: C IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 404 plf Sps= 0.50 Effective Seismic Weight at Floor Level= 270 plf Cs= 0.092 Additional Endwall Dead Weight= 606 Ibm NET Horizontal Wind Loads(MWFRS) Diaphgram Loads H Wall End Zone 31.4 Zone Wind Seismic Interior 24.9 Roof Diaphgram End(plf) 302 -- Roof End Zone 21.5 Interior(plf) 241 26 Interior 17.2 Endwall Surcharge(Ibf) -- 39 a Wall End Zone 27.9 Above Ground End Zone(plf) 411 -- Interiorl 18.5 1 Floor Diaphgram Interior(plf) 326 17 o Roof End Zone Endwall Surcharge(Ibf) -- 1 39 Interior Ground Level End Zone(plf) 205 Floor Diaphgram Interior(plf) 163 9 Endwall Surcharge(Ibf) -- 1 20 Transverse Diaphragm Design Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5"Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 30 -- Blocked 4 6 6 12 328 235 33 Blocked 4 4 6 12 438 313 45 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Selsmicl Max.Module Length(ft) Unblocked 3 6 6 6 178 127 16 Blocked 3 6 6 6 270 193 27 Fastener: 1.5"x 15 Ga.Staples J Type Ratio Boundary Edge Field Wind Seismicl Max.Module Length(ft) Unblocked 3 6 6 12 224 160 21 Blocked 4 6' 6 12 333 238 34 8.3 II 23.0728 Design Transverse Shearwall Systems 2009-06-01 10/3/2022 5:17 AM Diaphragms Page 2 of 2 Transverse Diaphragm Design 1 Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 22 Blocked 4 6 6 12 348 248 25 Blocked 4 4 6 12 464 331 35 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 11 Blocked 3 6 6 6 270 193 19 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 15 Blocked 4 6 6 12 333 238 24 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5' Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 40 Blocked 4 6 6 12 348 248 53 Blocked 4 4 6 12 464 331 53 Fastener: 1.5'x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 26 Blocked 3 6 6 6 270 193 40 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 33 Blocked 4 6 6 12 333 238 51 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(F,) Fastener: Fastener: for illustration purposes) (ft) (lbf) 0.131"x 3"Nails 2.5'x 15 Ga Staples Double top plate 40 3655 28 51 45 4626 36 65 __. 50 5711 44 80 60 8224 63 115 - 70 11194 85 156 80 14620 111 204 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 4958 38 69 45 6275 48 88 • 50 7747 59 108 60 11156 85 155 • : • 70 15185 116 211 • • Ft • 80 19833 151 276 _ I • 4-ft minimum lap.Fasteners at _ 2"on center in multiple rows 2"(min.)apart 8.4 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 7:39 AM 2-A Shearwall Design Page 1 of 3 - Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Wall Line: Bracing 2nd Story, Longitudinal Wall Line 2-A Design Parameters: Shear OTM Wind Shear= 2852 Ibf 22.8 ft-kip Seismic Shear= 1243 Ibf 9.9 ft-kip Response Factor,R: 6.5 48'-0"Length,30'-1"O/A Height IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location P 9 Overall Wall Length= 42.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2668 26.125 69 Window 1 2668 4.0 3.8125 Items Supported: Sidewall 2 3010 36.5 13 Window 2 3010 8.0 9.0625 Roof Only 3 3080 38.5 80 Door 3 3080 13.0 4.5625 4 4 3010 19.0 6.5625 - Top of Openings= 80.0 in.AFF 5 5 2668 31.0 8.8125 Dimensioning Method: Left Edge 6 6 2668 38.0 4.8125 7 7 8 8 r 9 10 - � 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 --- 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 38.4 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Shear Panel Length= 20.9 ft Back Panel: None Max.Opening Height= 6.7 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.59 Min. Framing SG: SPF _ Wind Shear= 136 plf Seismic Shear= 59 plf Anhorage: Uplift Force= -230 plf Chord Force= 1836 Ibf Wall Start: 0'-0" Wall End: 38'-4" Segmented Method - Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 20.9 20.9 Back Panel: None I Design Shear(plf) 136.4 59.4 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 01-0" 4'-3" 6 2 16'-7" 19'-6" 7 3 22'-7" 31'-8" 8 4 33'-10" 38'-4" 9 5 10 Chord Force= 1836 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.2 psf(MWFRS) Wind Zone End 41.2 psf(C&C End) Top-of-Wall -291 plf Out-of-Plane Shear= 73 plf(MWFRS) 0.6 x Wall DL 24 plf 165 psf(C&C) Perf.SW Uplift -230 plf In-Plane Shear= 136 plf(MWFRS) Bottom of Wall -496 plf _. Chord Force,P= 1836 Ibf 9.1 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 7:39 AM 2-A Shearwall Design(cont.) Page 2 of 3 Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Compression Chord Member Strength: Chord Force,P= 1836 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 Fcl= 425 425 3506 Ie/d= 17.5 Emin= 440000 440000 F.E= 1187 - . Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) f i Fi R' U +I Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS14-R Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (16)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 18 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. - Concrete f'c= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown F� lb -- • ,` • Strap: (1)Simpson CS14-R Connector: Simpson MSTC6663 Holdown: Simpson HDU2-SDS2.5 Fasteners: (16)0.131N2.5"Nails Each End Fasteners: (19)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 18 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. _-I - 9.2 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 7:39 AM 2-A Shearwall Design(cont.) Page 3 of 3 Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay - (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10xY Screw 3 per bay F2= 219 Ibf/bay 3"x0.131"Nail 4 per bay FR= 219 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay F2= 329 Ibf/bay 3"x0.131"Nail 6 per bay FR= 329 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay Fi = 0 Ibf/bay #10x3"Screw 3 per bay F2= 219 Ibf/bay 3"x0.131"Nail 3 per bay FR= 219 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10xY Screw 3 per bay F2= 329 Ibf/bay 3"x0.131"Nail 3 per bay p FR= 329 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc Panel CSI= 0.56 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 10.0 in. F,= 136 plf e F2= 496 pif g ° ° FR= 515 plf I ° t° e I ° tl _ Sheathing-to-Floor Rim Joist ' Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc I I Panel CSI= 0.56 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc I I F Min.Panel Width: 10.0 in. 9 F,= 136 plf Ft $ F2= -496 plf FR= 515 plf I 9.3 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 1 0/1/2022 1 1:08 AM 2-13 Shearwall Design Page 4 of 24 — Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Wall Line: Bracing 2nd Story, Longitudinal Wall Line 2-B Design Parameters: Shear OTM Wind Shear= 2852 Ibf 22.8 ft-kip Seismic Shear= 1243 Ibf 9.9 ft-kip Response Factor,R: 6.5 48'-0"Length,30'-1"O/A Height IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 48.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2668 26.125 69 Window 1 6868 6.0 4.625 Items Supported: Sidewall 2 3010 36.5 13 Window 2 3468 22.0 6.8125 Roof Only 3 3080 38.5 80 Door 3 6868 35.0 10.625 4 6868 68.75 68 Window 4 Top of Openings= 80.0 in.AFF 5 3468 34.375 68 Window 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 - 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 - � 15 _. Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 48.0 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Shear Panel Length= 33.7 ft Back Panel: None Max.Opening Height= 5.7 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.75 Min.Framing SG: SPF - Wind Shear= 85pif Seismic Shear= 37 plf Anhorage: Uplift Force= -113 plf - Chord Force= 905 Ibf Wall Start: 0'-0" Wall End: 48'-0" Segmented Method - Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 33.7 33.7 Back Panel: None Design Shear(plf) 84.7 36.9 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" 6'-4" 6 - 2 12'-1" 22'-6" 7 3 25'-5" 35-10" 8 4 41'-7" 48'-0" 9 5 10 Chord Force= 905 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.2 psf(MWFRS) Wind Zone End 41.2 psf(C&C End) Top-of-Wall -291 plf Out-of-Plane Shear= 73 plf(MWFRS) 0.6 x Wall DL 24 plf 165 psf(C&C) Pert.SW Uplift -113 plf -- In-Plane Shear= 85 plf(MWFRS) Bottom of Wall -380 plf Chord Force,P= 905 Ibf 9.4 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 2-B Shearwall Design(cant.) Page 5 of 24 Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-B -- Compression Chord Member Strength: Chord Force,P= 905 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. F�= 725 1.00 1.60 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 _ c= 0.8 FC,= 425 425 3506 le/d= 17.5 Emin= 440000 440000 F.E= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) 1 ti Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS20 - Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (9)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 11 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown �9 Ft Ft i Strap: (1)Simpson CS20 Connector: Simpson MSTC66B3 Holdown: Simpson HDU2-SDS2.5 Fasteners: (9)0.131"x2.5"Nails Each End Fasteners: (10)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 11 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 9.5 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 2-B Shearwall Design(cont.) Page 6 of 24 Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay fastened through 5/8" sum F = 0 Ibf/ba #10x3"Screw 3 per ba ( 9 gypsum) i Y P Y FZ= 219 Ibf/bay 3"x0.131"Nail 4 per bay 1 FR= 219 Ibf/bay 4 �.. �-,', '��• Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay aw F, = 0 Ibf/bay #10x3"Screw 5 per bay FZ= 329 Ibf/bay 3"x0.131"Nail 6 per bay F = 329 Ibf/ba R Y SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 219 Ibf/bay 3"x0.131"Nail 3 per bay FR= 219 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay -i, F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 329 Ibf/bay 3"x0.131"Nail 3 per bay FR= 329 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc F} Panel CSI= 0.42 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc Min.Panel Width: 8.0 in. F,= 85 plf Fz= 380 plf II 9 Tdt FR= 389 plf q I e I 1 - 1e 9 le 10 19 Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc - lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc I I Panel CSI= 0.42 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc P Min.Panel Width: 8.0 in. , 1 1 F,= 85 plf F2= -380 plf FR= 389 plf • I 9.6 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 2-1 Shearwall Design Page 7 of 24 Client: Apex Homes Inc. Job Number: AH1091922-13 I Description: A17555-NY j Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Design Parameters: Shear OTM Wind Shear= 71031bf 56.8ft-kip _ Seismic Shear= 1199 Ibf 9.6 ft-kip Response Factor,R: 6.5 48'-0"Length,30'-1"O/A Height IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 27.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2668 26.125 69 Window 1 3468 7.0 9.8125 Items Supported: Endwall 2 3010 36.5 13 Window 2 3468 16.0 9.8125 Roof Only 3 3080 38.5 80 Door 3 4 6868 68.75 68 Window 4 Top of Openings= 80.0 in.AFF 5 3468 34.375 68 Window 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 - 9 _ 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 27.5 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 4/12 Shear Panel Length= 21.8 ft Back Panel: None Max.Opening Height= 5.7 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.81 Min.Framing SG: SPF Wind Shear= 326 plf Seismic Shear= 55 plf Anhorage: Uplift Force= -403 plf Chord Force= 3222 Ibf Wall Start: 0'-0" Wall End: 27'-6" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 21.8 21.8 Back Panel: None Design Shear(plf) 326.3 55.1 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0.-0., T-9" 6 2 10'-8" 16'-9" 7 3 19'-8" 27'-6" 8 4 9 5 10 Chord Force= 3222 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.2 psf(MWFRS) Wind Zone End 41.2 psf(C&C End) Top-of-Wall -77 plf Out-of-Plane Shear= 73 plf(MWFRS) 0.6 x Wall DL 24 plf 165 psf(C&C) Perf.SW Uplift -403 plf In-Plane Shear= 326 plf(MWFRS) Bottom of Wall -456 plf Chord Force, P= 3222 Ibf 9.7 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 2-1 Shearwall Design(cont.) Page 8 of 24 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Compression Chord Member Strength: j Chord Farce,P= 3222 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. Fc,= 725 1.00 1.60 0.70 811 6689 - depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c m 0.8 Fc1= 425 425 3506 Idd= 17.5 Em,n= 440000 440000 F.E= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) +g+g fi ' tl� A +i Connector: Simpson STHD14RJ Holdown: Simpson HDU4-SDS2.5 Strap: (1)Simpson CMST14 -- Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (27)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 25 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f'.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown lr F� - F1 Ft Strap: (1)Simpson CMST14 Connector: Simpson MSTC66B3 Holdown: Simpson HDU4-SDS2.5 Fasteners: (27)0.131"x2.5"Nails Each End Fasteners: (33)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 25 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 9.8 - 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 2-1 Shearwall Design(cont.) Page 9 of 24 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 219 Ibf/bay 3"x0.131"Nail 4 per bay FR= 219 Ibf/bay 4' ~ Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay t�-M ,�;�• F,= 0 Ibf/bay #10x3"Screw 5 per bay F2= 329 Ibf/bay 3"x0.131"Nail 6 per bay FR= 329 Ibf/bay l SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10xY Screw 3 per bay F2= 219 Ibf/bay 3"x0.131"Nail 3 per bay FR= 219 Ibf/bay _ Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 329 Ibf/bay 3"x0.131"Nail 3 per bay V FR= 329 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc • � Panel CSI= 0.59 OK 7/16"x1.5'x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 10.7 in. R . `f';'4��' • F,= 326 plf = 456 p F If " 2 FR= 560 plf ie a e 1 I; Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5'Nail 2 rows 3-in.oc - lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc I Panel CS]= 0.59 OK 7/16"x1.5'x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 10.7 in. F,= 326 plf F2= -456 plf FR= 560 plf 9.9 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 1 0/1/2022 1 1:08 AM 2-2 Shearwall Design Page 10 of 24 - Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Design Parameters: Shear OTM i Wind Shear= 7103 Ibf 56.8 ft-kip Seismic Shear= 1199 Ibf 9.6 ft-kip Response Factor, R: 6.5 48'-0"Length,30'-1"O/A Height IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C Bracing 2nd Story ' Overall Wall Geometry: Opening Definitions: Opening Locations:ry p g p g ocat ons: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 13.7 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2668 26.125 69 Window 1 3468 9.0 3.3125 Items Supported: Endwall 2 3010 36.5 13 Window 2 Roof Only 3 3080 38.5 80 Door 3 4 6868 68.75 68 Window 4 Top of Openings= 80.0 in.AFF 5 3468 34.375 68 Window 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 _ Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 9.3 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 9.3 ft Back Panel: -- Max.Opening Height= 5.7 ft Panel Edge Framing: -- Perf.Wall Factor= 1.00 Min. Framing SG: Wind Shear= 766 plf Seismic Shear= 129 plf Anhorage: Uplift Force= -766 plf Chord Force= 6126 Ibf Wall Start: Wall End: -- Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 2/12 Cumulative Length(ft) 9.3 9.3 Back Panel: None Design Shear(plf) 765.7 129.2 Panel Edge Framing: 3-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 01-0" 9'-3" 6 2 7 3 8 4 9 5 10 Chord Force= 6126 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.2 psf(MWFRS) Wind Zone End 41.2 psf(C&C End) Top-of-Wall -77 plf Out-of-Plane Shear= 73 plf(MWFRS) 0.6 x Wall DL 24 pif 165 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 766 plf(MWFRS) Bottom of Wall -53 plf Chord Force,P= 6126 Ibf 9.10 --• 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 2_2 Shearwall Design(cont.) Page 11 of 24 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Compression Chord Member Strength: Chord Force,P= 6126 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF C, Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.70 811 6689 `- depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 Fc1= 425 425 3506 Idd= 17.5 Emin= 440000 440000 _ FEE= 1187 - HoldownOptions Concrete Embedded Strap Holdown Preformed Ho/down Strap-Type Holdown(Story-to-Story) f,gg fp Py t a Connector: NG—Cannot be used Holdown: USP PHD6-SDS6 Strap: (1)Simpson CMST14 -- Fasteners:— Threadrod Dia.= 0.875 in. Fasteners: (51)0.131"x2.5"Nails Each End Strap Width= -- in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= in. End Length= 46 in. Chord Studs= Qty Min. Chord Studs= 2 Qty Min. Concrete f',;= -- psi min. End Distance= in.min. HoldownOptions Conventional Strap Ho/down Pre-Bent Strap Holdown Preformed Holdown F� Strap: (1)Simpson CMST14 Connector: NG—Cannot be used Holdown: USP PHD6-SDS6 Fasteners: (51)0.131"x2.5"Nails Each End Fasteners:— Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width= - in. Chord Studs= 2 Qty Min. End Length= 46 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= Qty Min. Width Length Thk. 3.00 5.0 0.43 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 9.11 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 2-2 Shearwall Design(cont.) Page 12 of 24 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 219 Ibf/bay 3"x0.131"Nail 4 per bay FR= 219 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay FZ= 329 Ibf/bay 3"x0.131"Nail 6 per bay FR= 329 Ibf/bay i SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 219 Ibf/bay 3"x0.131"Nail 3 per bay FR= 219 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F, = 0 Ibf/bay #10x3"Screw 3 per bay FZ= 329 Ibf/bay 3"x0.131"Nail 3 per bay FR= 329 Ibf/bay P Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3 rows 3-in.oc F� Panel CSI= 0.34 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc -,, Min.Panel Width: 8.0 in. R °'••; E• F,= 766 plf ' FZ= 77 plf u i 19 Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc -- lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3 rows 3-in.oc I Panel CSI= 0.31 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc ' Min.Panel Width: 8.0 in. S F,= 766 plf FZ= -53 plf FR= 768 plf 9.12 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 1-A Shearwall Design Page 13 of 24 Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Wall Line: Bracing 1st Story, Longitudinal Wall Line 1-A Design Parameters: Shear OTM Wind Shear= 5962 Ibf 85.5 ft-kip Seismic Shear= 1838 Ibf 29.6 ft-kip Response Factor,R: 6.5 48'-0"Length,30'-1"O/A Height _ IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C Bracing 1st Story I Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 55.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2668 26.125 69 Window 1 3038 3.0 5.8125 Items Supported: Sidewall 2 3010 36.5 13 Window 2 3870 14.0 4.8125 2nd of 2 Story 3 3080 38.5 80 Door 3 SGD 26.0 8 4 6868 68.75 68 Window 4 3038-2' 37.0 7.125 Top of Openings= 80.0 in.AFF 5 3038-2' 60.75 40 Window 5 Dimensioning Method: Left Edge 6 3038 30.375 38 Window 6 7 3870 38.375 71 Window 7 8 SGD 72 80 Door 8 9 10 11 _ Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 55.5 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Shear Panel Length= 38.7 ft Back Panel: None Max.Opening Height= 6.7 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.73 Min.Framing SG: SPF Wind Shear= 154 plf Seismic Shear= 47 plf Anhorage: Uplift Force= -211 pit Chord Force= 1899 Ibf Wall Start: 0'-0" Wall End: 55'-6" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 38.7 38.7 Back Panel: None Design Shear(plf) 154.0 47.5 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) --' No. Start End No. Start End 1 01-0" 3'-5" 6 2 6'-0" 14'-4" 7 3 17'-7" 26'-8" 8 -- 4 32'-8" 37'-7" 9 5 42'-7" 55'-6" 10 Chord Force= 1899 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.2 psf(MWFRS) Wind Zone End 41.2 psf(C&C End) Top-of-Wall -225 plf Out-of-Plane Shear= 82 plf(MWFRS) 0.6 x Wall DL 27 plf 185 psf(C&C) Pert.SW Uplift -211 plf In-Plane Shear= 154 plf(MWFRS) Bottom of Wall -409 plf Chord Force,P= 1899 Ibf 9.13 I 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 1 0/1/2022 1 1:08 AM 1-A Shearwall Design(cont.) Page 14 of 24 Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A - Compression Chord Member Strength: Chord Force,P= 1899 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable i Species: SPF Stress CF Co C, CP Stress Load G width(b)= 1.5 in. Fc= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 Fc1= 425 425 3506 IJd= 19.6 Emin= 440000 440000 I_ FcE= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) f� Ra �1 :I ^,1 Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS14-R Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (17)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 19 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f'c= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown f r_. lb lb F� Fi F1 • • • Strap: (1)Simpson CS14-R Connector: Simpson MSTC66B3 Holdown: Simpson HDU2-SDS2.5 Fasteners: (17)0.131"x2.5"Nails Each End Fasteners: (19)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 19 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 9.14 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 1-A Shearwall Design(cont.) Page 15 of 24 Wall Line: Bracing list Story,Longitudinal Wall Line 1-A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay - (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 247 Ibf/bay 3"x0.131"Nail 5 per bay -- '� FR= 247 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay J)ti F, = 0 Ibf/bay #10x3"Screw 5 per bay F2= 370 Ibf/bay 3"x0.131"Nail 7 per bay FR= 370 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 247 Ibf/bay 3"x0.131"Nail 3 per bay FR= 247 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay a F,= 0 Ibf/bay #10xY Screw 3 per bay F2= 370lbf/bay 3"x0.131"Nail 3 per bay FR= 370 Ibf/bay . + Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 plf 7/16"x2.5'x15 Ga.Staple 2 rows 4-in.oc Panel CS]= 0.48 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc Min.Panel Width: 8.0 in. F,= 154 plf P F2= 409 plf FR= 437 plf I I 1 b ;9 9 II 19 Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5'Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951.04 pif 7/16"x2.5'x15 Ga.Staple 2 rows 4-in.oc I Panel CSI= 0.48 OK 7/16"x1.5'x16 Ga.Staple 2 rows 4-in.oc j Min.Panel Width: 8.0 in. 1 11 1 # 19 F,= 154 plf F2= -409 plf FR= 437 plf y 9.15 r 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 1-B Shearwall Design Page 16 of 24 � - Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY I Wall Line: Bracing list Story, Longitudinal Wall Line 1-13 Design Parameters: Shear OTM Wind Shear= 5962 Ibf 85.5 ft-kip Seismic Shear= 1838 Ibf 29.6 ft-kip Response Factor,R: 6.5 48'-0"Length,30'-1"O/A Height IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 48.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3470 34.375 72 Window 1 3470 2.0 10.3125 Items Supported: Sidewall 2 FD 65.5 80 Door 2 3470 12.0 9.3125 2nd of 2 Story 3 3080 38.5 80 Door 3 FD 21.0 3.25 4 6868 68.75 68 Window 4 3470 32.0 4.3125 Top of Openings= 80.0 in.AFF 5 3038-2' 60.75 40 Window 5 3470 42.0 3.3125 Dimensioning Method: Left Edge 6 3038 30.375 38 Window 6 7 3870 38.375 71 Window 7 8 SGD 72 80 Door 8 - 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 --- 14 15 ( Shearwall Sheathing Design: 16 Perforated Method --i Perf.Wall Length= 45.8 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 ( Shear Panel Length= 29.6 ft Back Panel: None Max.Opening Height= 6.7 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.70 Min.Framing SG: SPF Wind Shear= 201 plf Seismic Shear= 62 plf Anhorage: Uplift Force= -288 plf Chord Force= 2591 Ibf Wall Start: 0'-0" Wall End: 48'-0" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 31.1 29.6 Back Panel: None Design Shear(plf) 191.8 62.0 Panel Edge Framing: 1.5-in.edge framing `i Min.Framing SG: SPF 1 ` Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" 2'-10" 6 45'-1" 48'-0" 1 2 5'-8" 12'-9" 7 3 15'-7" 21'-3" 8 4 26'-8" 32'-4" 9 _ 5 35'-2" 42'-3" 10 ! Chord Force= 2591 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) _ Out-of-Plane Pressure= 18.2 psf(MWFRS) Wind Zone End 41.2 psf(C&C End) Top-of-Wall -225 plf Out-of-Plane Shear= 82 plf(MWFRS) 0.6 x Wall DL 27 plf 185 psf(C&C) Perf.SW Uplift -288 plf -- In-Plane Shear= 201 plf(MWFRS) Bottom of Wall -486 plf _ Chord Force,P= 2591 Ibf 9.16 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 1-13 Shearwall Design(cont.) Page 17 of 24 Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-B Compression Chord Member Strength: Chord Force,P= 2591 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 F,l= 425 425 3506 Idd= 19.6 Emin= 440000 440000 _ FEE= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) f fa Fa yam. Connector: Simpson STHD14RJ Holdown: USP PHD2-SDS3 Strap: (1)Simpson CMST14 - Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (22)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 21 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f'.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Ho/down 'f lb 44 Ft �� Strap: (1)Simpson CMST14 Connector: Simpson MSTC66133 Holdown: USP PHD2-SDS3 -' Fasteners: (22)0.131"x2.5"Nails Each End Fasteners: (26)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 21 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 9.17 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 1-B Shearwall Design(cant.) Page 18 of 24 _ Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or _J for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10xY Screw 4 per bay FZ= 247 Ibf/bay 3"x0.131"Nail 5 per bay FR= 247 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay Fr= 0 Ibf/bay #10x3"Screw 5 per bay s Fz= 370 Ibf/bay 3"x0.131"Nail 7 per bay FR= 370 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay Fr= 0 Ibf/bay #10xY Screw 3 per bay FZ= 247 Ibf/bay 3"x0.131"Nail 3 per bay FR= 247 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay k� Fr= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 370 Ibf/bay 3"x0.131"Nail 3 per bay FR= 370 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc _ Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc �} Panel CSI= 0.57 OK 7/16"xl.5"xl6 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 10.4 in. __ '' �. ��• Fr = 201 plf FZ= 486 plf FR= 526 plf la i9 Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc i Shear Strength: 2951.04 plf 7/16"x2.5"xl5 Ga.Staple 2 rows 3-in.oc Panel CSI= 0.57 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc P Min.Panel Width: 10.4 in. Fr= 201 plf �t a FZ= -486 plf FR= 526 plf 9.18 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 1-1 Shearwall Design Page 19 of 24 Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Design Parameters: Shear OTM r Wind Shear= 13585 Ibf 199.8 ft-kip Seismic Shear= 2345 Ibf 34.2 ft-kip Response Factor,R: 6.5 48'-0"Length,30'-1"O/A Height --- IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 27.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3468 34.125 68 Window 1 3468 16.0 9.8125 Items Supported: Endwall 2 FD 65.5 80 Door 2 2nd of 2 Story 3 3080 38.5 80 Door 3 4 6868 68.75 68 Window 4 - Top of Openings= 80.0 in.AFF 5 3038-2' 60.75 40 Window 5 Dimensioning Method: Left Edge 6 3038 30.375 38 Window 6 7 3870 38.375 71 Window 7 8 SGD 72 80 Door 8 _ 9 -, 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 - , 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 27.5 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 24.7 ft Back Panel: -- --- Max.Opening Height= 5.7 ft Panel Edge Framing: -- Pert.Wall Factor= 0.92 Min.Framing SG: Wind Shear= 551 plf Seismic Shear= 95 plf Anhorage: Uplift Force= -602 plf Chord Force= 5414 Ibf Wall Start: � Wall End: -- Segmented Method - Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 3/12 Cumulative Length(ft) 24.7 24.7 Back Panel: None Design Shear(plf) 551.0 95.1 Panel Edge Framing: 1.5-in.edge framing - Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 01-0" 16'-9" 6 2 19'-7" 27'-6" 7 3 8 4 9 5 10 Chord Force= 4959 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.2 psf(MWFRS) Wind Zone End 41.2 psf(C&C End) Top-of-Wall -49 plf Out-of-Plane Shear= 82 plf(MWFRS) 0.6 x Wall DL 27 plf 185 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 551 plf(MWFRS) Bottom of Wall -22 plf --- Chord Force,P= 4959 Ibf 9.19 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 1-1 Shearwall Design(cont.) Page 20 of 24 Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Compression Chord Member Strength: Chord Force,P= 4959 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. F,;= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 F,l= 425 425 3506 le/d= 19.6 Em n= 440000 440000 F.E= 938 Holdown Options Concrete Embedded Strap Ho/down Preformed Holdown Strap-Type Holdown(Story-to-Story) F' Fy — i > a Connector: Simpson STHD14RJ Holdown: USP PHD5-SDS3 Strap: (1)Simpson CMST14 -- Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (42)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. -- End Length= 39.6 in. End Length= 38 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f'c= 2500 psi min. End Distance= 1.5 in.min. - . Holdown Options Conventional Strap Holdown Pre-Bent Strap Ho/down Preformed Holdown Ft lb F� Ff i • �~''--! I Strap: (1)Simpson CMST14 Connector: NG—Cannot be used Holdown: USP PHD5-SDS3 Fasteners: (42)0.131"x2.5"Nails Each End Fasteners: — Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= in. Chord Studs= 2 Qty Min. End Length= 38 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= Qty Min. Width Length Thk. 3.00 4.0 0.35 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. -- 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 9.20 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/1/2022 11:08 AM 1-1 Shearwall Design(cant.) Page 21 of 24 Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay -- (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 4 per bay Fz= 247 Ibf/bay 3"x0.131"Nail 5 per bay FR= 247 Ibf/bay }ti4�4 Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay - F,= 0 Ibf/bay #10x3"Screw 5 per bay _ Fz= 370 Ibf/bay 3"x0.131"Nail 7 per bay FR= 370 Ibf/bay - SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay _ Fz= 247 Ibf/bay 3"x0.131"Nail 3 per bay FR= 247 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay "' . "1,4 F,= 0 Ibf/bay #10x3"Screw 3 per bay Fz= 370 Ibf/bay 3"x0.131"Nail 3 per bay FR= 370 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc RR Panel CS]= 0.24 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 8.0 in. F,= 551 plf 6 _ Fz= 49 plf i ° •�i�a� FR= 553 plf ' le 'o IM 1! Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc I Panel CSI= 0.21 OK 7/16"x1.5x16 Ga.Staple 2 rows 3-In.oc F. Min.Panel Width: 8.0 in. 1! F,= 551 plf •M Ft 19 Fz= -22 plf FR= 551 plf 9.21 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 7:01 AM 1-2 Shearwall Design Page 1 of 3 - Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Design Parameters: Shear OTM Wind Shear= 13585 Ibf 199.8 ft-kip Seismic Shear= 2345 Ibf 34.2 ft-kip Response Factor,R: 6.5 48'-0"Length,30'-1"O/A Height _. IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C I Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 13.7 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 FP 56 48 Window 1 FP 4.0 5.5 Items Supported: Endwall 2 2 2nd of 2 Story 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Left Edge 6 6 - - 7 7 J 8 8 9 10 — 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc. For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 13.7 ft Wall Sheathing: NG-Must use segmented design method - Shear Panel Length= 9.0 ft Back Panel: Max.Opening Height= 4.0 ft Panel Edge Framing: -- Perf.Wall Factor= 0.90 Min.Framing SG: -- Wind Shear= 1502 plf Seismic Shear= 259 plf Anhorage: Uplift Force= -1673 plf Chord Force= 15056 Ibf Wall Start: Wall End: - - Segmented Method Wind Seismic Wall Sheathing: Double Sided,7/16"Structural Sheathing,0.148"x2"Nail 3/12 Cumulative Length(ft) 9.0 9.0 Back Panel:Same as front panel Design Shear(plf) 1502.4 259.4 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG:SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 01-0" 4'-5" 6 2 9'-1" 13'-8" 7 3 8 4 9 5 10 Chord Force= 13522 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.2 psf(MWFRS) Wind Zone End 41.2 psf(C&C End) Top-of-Wall -49 plf Out-of-Plane Shear= 82 plf(MWFRS) 0.6 x Wall DL 27 plf 185 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 1502 plf(MWFRS) Bottom of Wall -22 plf Chord Force,P= 13522 Ibf 9.22 - 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 7:01 AM 1-2 Shearwall Design(cont.) Page 2 of 3 _ Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Compression Chord Member Strength: Chord Force,P= 13522 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable - Species: SPF Stress CF Cp Cr CP Stress Load width(b)= 1.5 in. Fe= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 Fcl= 425 425 3506 Idd= 19.6 Emin= 440000 440000 FEE= 938 _ HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) k y -- It I l 1 Connector: NG-Cannot be used Holdown: N/A Strap: (2)Simpson CMST12 Fasteners:- Threadrod Dia.= N/A in. Fasteners: (52)0.131"x2.5"Nails Each End Strap Width= - in. Chord Studs= 4 Qty Min. Strap Width= 6.00 in. End Length= in. End Length= 92 in. Chord Studs= Qty Min. Chord Studs= 4 Qty Min. Concrete f'.= - psi min. - I End Distance=-- in.min. HoldownOptions Conventional Strap Ho/down Pre-Bent Strap Holdown Preformed Ho/down 1 I J Strap: (2)Simpson CMST12 Connector: NG-Cannot be used Holdown: N/A Fasteners: (52)0.131"x2.5"Nails Each End Fasteners:- Threadrod Dia.= N/A in. Strap Width= 6.00 in. Strap Width= in. Chord Studs= 4 Qty Min. End Length= 92 in. End Length= in. Plate Washer Size Chord Studs= 4 Qty Min. Chord Studs= Qty Min. Width Length Thk. 3.00 #VALUE! #VALUE! J Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 9.23 - 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 7:01 AM 1-2 Shearwall Design(cont.) Page 3 of 3 Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay -- (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 247 Ibf/bay 3"x0.131"Nail 5 per bay FR= 247 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay Fa= 0 Ibf/bay #10x3"Screw 5 per bay F2= 370 Ibf/bay 3"x0.131"Nail 7 per bay FR= 370 Ibf/bay I SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay - Fa= 0 Ibf/bay #10x3"Screw 3 per bay F2= 247 Ibf/bay 3"x0.131"Nail 3 per bay FR= 247 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay Fa= 0 Ibf/bay #10x3"Screw 3 per bay F2= 370 Ibf/bay 3"x0.131"Nail 3 per bay FR= 370 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc • pz Panel CSI= 0.56 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc Min.Panel Width: 9.9 in. Fa= 1502 plf Fa= 710 pif In addition,attach top plate 2 rows 4-in.oc F2= 49 plf to rails with 0.131"x2.5"nails FR= 712 plf I .I Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc - (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc ; I Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc I + Panel CSI= 0.53 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc I Min.Panel Width: 9.0 in. Fa= 1502 plf Fa= 710 plf In addition,attach bottom plate 2 rows 4-in.oc F2= -22 plf to rails with 0.131"x2.5"nails • FR= 711 plf r 9.24 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 5:10 AM 1-A Shearwall Design Page 1 of 3 Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Wall Line: Bracing 1st Story,Transverse Wall Line 1-3 Design Parameters: Shear OTM Wind Shear= 2247 Ibf 20.2 ft-kip Seismic Shear= 235lbf 1.7ft-kip Response Factor,R: 6.5 7'-6"Length,19'-1"O/A Height IBC Seismic Design Cat.: C 140 mph(Exp D),SDC C Bracing 1st Story Shear forces and Over Turning Moment doubled(3 sided building) Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 13.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 D 37 80 Door 1 D 6.0 4.125 Items Supported: Endwall 2 2 Roof Only 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 9 _ 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method — Perf.Wall Length= 13.5 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Shear Panel Length= 10.4 ft Back Panel: None - Max.Opening Height= 6.7 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.78 Min.Framing SG: SPF Wind Shear= 217 plf Seismic Shear= 23 plf Anhorage: Uplift Force= -277 plf Chord Force= 2495 Ibf Wall Start: 0'-0" Wall End: 13'-5" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 10.4 10.4 Back Panel: None Design Shear(plf) 216.6 22.6 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" 6'-4" 6 2 9'-5" 13'-5" 7 3 8 4 9 _ 5 10 Chord Force= 2495 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 16.9 psf(MWFRS) Wind Zone End 38.3 psf(C&C End) Top-of-Wall -60 plf Out-of-Plane Shear= 76 plf(MWFRS) 0.6 x Wall DL 27 plf 172 psf(C&C) Perf.SW Uplift -277 plf In-Plane Shear= 217 plf(MWFRS) Bottom of Wall -310 plf -' Chord Force,P= 2495 Ibf 9.25 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 5:10 AM 1-A Shearwall Design(cont.) Page 2 of 3 Wall Line: Bracing 1st Story,Transverse Wall Line 1-3 Compression Chord Member Strength: Chord Force,P= 2495 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. F�= 725 1.00 1.60 0.61 712 5873 — depth(d)= 5.5 in. F,= 350 1.00 1.60 560 4620 c= 0.8 F�l= 425 425 ' 3506 IB/d= 19.6 Emin= 440000 440000 _ F.E= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) f,pp I r h`y el Connector: Simpson STHD14RJ Holdown: USP PHD2-SDS3 Strap: (1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (21)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 20 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f'c= 2500 psi min. End Distance= 1.5 in.min. -' HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown � F Strap: (1)Simpson CMST14 Connector: Simpson MSTC6663 Holdown: USP PHD2-SDS3 Fasteners: (21)0.131"x2.5"Nails Each End Fasteners: (25)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 20 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. i 9.26 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 10/3/2022 5:10 AM 1-A Shearwall Design(cont.) Page 3 of 3 -_, Wall Line: Bracing 1st Story,Transverse Wall Line 1-3 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 230 Ibf/bay 3"x0.131"Nail 4 per bay -, FR= 230 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay I F,= 345 Ibf/bay 3"x0.131"Nail 6 per bay FR= 345 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F,= 230 Ibf/bay 3"x0.131"Nail 3 per bay FR= 230 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F,= 345 Ibf/bay 3"x0.131"Nail 3 per bay - FR= 345 Ibf/bay i Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc • F Panel CS]= 0.40 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc Min.Panel Width: 8.0 in. __ I;~`} • Fi= 217 plf ° F,= 310 plf FR= plf If ' la 1 i ° 10 1 A Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc „ ' Panel CSI= 0.40 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc gz Min.Panel Width: 8.0 in. I° F,= 217 plf FZ= -310 plf FR= 378 plf 9.27 b j 'I ! Shearwall Connections Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Endwall 1 Sidewall A 2nd story shear 7103 Ibs 2nd story shear 2852 Ibs 1 st story shear 13585 Ibs 1 st story shear 5962 Ibs base 18019 Ibs base 7926 Ibs 2nd story to 1 st story 2nd story to 1 st story Force 10344 lb Force 4407 lb width 27.5 ft length 48 ft load 376.1 plf load 91.8 plf --' nail spacing 3 "oc nail spacing 6 "oc Use Lapped Sheathing with 0.131"x2.5"nails at 3"oc Use Lapped Sheathing with 0.131"x2.5"nails at 6"oc 1st story rim to sill 1st story rim to sill Force 18019 lb Force 7926 lb _ width 27.5 ft length 55.5 ft load 655.2 plf load 142.8 plf nail spacing 4 "oc nail spacing 6 "oc Use Lapped Sheathing with 0.131"x2.5"nails at 4"oc Use Lapped Sheathing with 0.131"x2.5"nails at 6"oc In addition, use 0.131"x3"toe nails spaced 3"o.c. Sill to Foundation on-site by others Sill to Foundation on-site by others Force 18019 lb Force 7926 lb width 27.5 ft width 55.5 ft load 655.2 plf load 142.8 plf Endwall 2 Sidewall B 2nd story shear 7103 Ibs 2nd story shear 2852 Ibs 1 st story shear 13585 Ibs 1 st story shear 5962 Ibs base 18019 Ibs base 7926 Ibs 2nd story to 1 st story 2nd story to 1 st story Force 10344 lb Force 4407 lb width 13.7083 ft length 48 ft load 754.6 plf load 91.8 plf nail spacing 4 "oc nail spacing 6 "oc Use Lapped Sheathing with 0.131"x2.5"nails at 4"oc Use Lapped Sheathing with 0.131"x2.5"nails at 6"oc In addition, use 0.131"x3"toe nails spaced 3"o.c. 1 st story rim to sill 1 st story rim to sill Force 18019 lb Force 7926 lb width 13.7083 ft length 48 ft load 1314.5 plf load 165.1 plf nail spacing 3 "oc nail spacing 6 "oc Use Lapped Sheathing with 0.131"x2.5"nails at 3"oc Use Lapped Sheathing with 0.131"x2.5"nails at 6"oc In addition, LTP4's spaced 6"o.c. Sill to Foundation on-site by others Sill to Foundation on-site by others Force 18019 lb Force 7926 lb width 13.7083 ft width 48 ft load 1314.5 plf load 165.1 plf 9.28 Shearwall Connections Client: Apex Homes Inc. Job Number: AH1091922-13 Description: A17555-NY Endwall 3 Corner connection base 4124 Ibs .131 nail= 132lbs wall height 8 ft 1st story rim to sill spacing 6 "oc Force 4124 lb capacity 2112 lbs width 13.7083 ft load 300.8 plf nail spacing 4 "oc Corner connection Use Lapped Sheathing with 0.131"x2.5"nails at 4"oc .131 nail= 132lbs i wall height 9 ft Sill to Foundation on-site by others spacing 6 "oc Force 4124 lb capacity 2376 Ibs width 13.7083 ft load 300.8 plf 9.29 ISSUES/REVISIONS RESIDENTIAL GENERAL NOTES MISC. GENERAL NOTES CLIMATIC AND GEOGRAPHIC CRITERIA FROM TABLE N 1 102. I .2 (P,402. 1 .2) INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT 1.THI5 PROJECT IS THE NEW CONSTRUCTION OF A CONCRETE FOUNDATION FOR A MODULAR GROUND SNOW LOAD 20 P5F (PER FIG. I G08.2 BCNY5 2020 PREFABRICATED HOUSE DESIGNED AND BUILT BY OTHERS,AND NEW CONSTRUCTION OF AN ATTACHED WIND SPEED(ULTIMATE DESIGN) 130 MPH (PER FIG. I GO9.3(1)BCNY5 2020 GARAGE,COVERED FRONT PORCH,AND REAR DECK ZONED AS R 40. SEISMIC DESIGN CATAGORY B (PER SECT. I G 13 BCNY5 2020 GLAZED BASEMENT SLAB CRAWL 2.THE HEIGHT OF THE EXISTING STRUCTURE WILL NOT CHANGE.THE PROPOSED HEIGHT OF THE GARAGE WINTER DE51GN TEMP I 1°F (PER TABLE N 1 10 1.2) CLIMATE FENESTRATION SKYLIGHT CEILING WOOD FRAME MR-V WALL FLOOR FENE5TRATIN WALL R-VALUE 4 SPACE WALL ZONE U-FACTOR U-FACTOR R-VALUE WALL R-VALUE R-VALUE R-VALUE ,- FLOOD ZONE WA (PER FEMA MAP) SHGC R-VALUE DEPTH R-VALUE AS DEFINED BY THE 2020 RBCNYS 15 15-8". FP05T LINE DEPTH 304 0.32 0.55" 0.40 49 20 OR 13+5 8/ 13 19 10/ 13 10,2FT 10/ 13 i 3.THE TYPE OF CONSTRUCTION 15 TYPE V(13). WEATHERING PROBABILITY SEVERE (PER 6CNY5 2020) 4.ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 2020 BUILDING CODE of NEW YORK STATE,2020 EXISTING BUILDING CODE of NEW YORK STATE,AND THE AF t PA WOOD FRAME DESIGN LOAD CALCULATIONS (UNIFORM LIVE LOADS) CONSTRUCTION MANUAL 2015 HIGH WIND EDITION. PER TABLE 1 G07.1 13CNY5 2020 q 7 5.DESIGN LOAD CALCULATION ARE BASED ON: ROOMS OTHER THAN SLEEPING 40 P51 - ,1`' b.•r LIVE LOAD:AS PER TABLE P.301.4,BUILDING CODE of NEW YORK STATE 2020. SLEEPING ROOMS 30 P51 DEAD LOAD:CALCULATED AS PER R301.3 AS PER 13CNY5 2020. ATTIC5 WITH LIMITED STORAGE 20 P51 SNOW LOAD:20 P51 GROUND SNOW LOAD(AS PER FIG.R301.2(5)13CNY5 2020. ATTICS WITHOUT STORAGE 10 P51 7. WIND EXPOSURE CATEGORY"C',FOR 130 MPH 3 SECOND GUST. STAIRS 40 P51 N 890 30' 00" E LOCATION LIVE DEAD DELECT LIMIT 150.00' IST.FL. 40L8. 12 U3G0 NAILING SCHEDULE 2ND.FL(SLEEP AREA) 30 LB. 12 U3GO (PER AF 4 PA AMERICAN WOOD COUNCIL WFCM FOR - - ATTIC(NON STORAGE) 20 LB. 10 U3GO ONE AND TWO FAMILY DWELLINGS 2015 513C HIGH WIND EDITION) ROOF 20 LB. 15 U3GO JOINT DESCRIPTION NUMBER OF COMMON NAILS NAIL SPACING G.THE ARCHITECT ASSUMES NO RESPONSIBILITY FOR THE CONSTRUCTION MEANS,METHODS, ROOF FRAMING TECHNIQUES,SEQUENCES,OR PROCEDURES,OR FOR SAFETY PRECAUTIONS AND PROGRAMS IN RAFTER TO TOP PLATE(TOE-NAILED) 3 PER RAFTER CONNECTION WITH THE WORK. CEILING JOIST TO TOP PLATE(TOE-NAILED) 3 PER J015T LOT COVERAGE: DRAINAGE CALCULATIONS: THERE ARE NO WARRANTIES,NOR ANY MEPCHANTIBILITY OF FITNESS FOR A 5PECIFI--USE EXPRESSED CEILING JOINT TO PARALLEL RAFTER(FACE-NAILED) 3 EACH LAP RESIDENCE: 1423 51F OR IMPLIED IN THE USE OF THESE PLANS. CEILING J015T LAPS OVER PARTITION((FACE-NAILED) 3 EACH LAP ZONE I : 384 5F x O. 17 = 65.3 CF 7.CONTRACTOR TO VERIFY ALL DIMENSIONS BEFORE STARTING CONSTRUCTION.DO NOT SCALE RIDGE STRAP(EACH END) 2 PER TIE GARAGE: 8G4 51' AILED 2-8d EACH END I PROVIDE (I) G' DIA x 3'-G"D DRYWELL (78.2 CF) BLOGKINGTO RAFTER(TOE-NAILED) DRAWINGS.FOLLOW DIMENSIONS ONLY. RIM BOARD TO RAFTER(END AILE 2-I Gd EACH END FRONT PORCH: 384 5F ZONE 2: 8G4 5F x 0. 17 = 14G.9 CF I 8.CONTRACTOR(S)SHALL FURNISH AND INSTALL ALL MATERIAL AND EQUIPMENT SHOWN,LISTED,OR REAR PORCH/BALCONY: 170 51' DESCRIBED ON THESE DRAWINGS SUB WALL FRAMINGJECT TO QUALIFICATIONS,CONDITIONS,OR EXCEPTIONS AS PROVIDE (I) 8' DIA x 3'-G"D DRYWELL (I 47.8 CF) NOTED.CONTRACTOR SHALL FURNISH ALL LABOR,SCAFFOLDING,AND TOOLS NECE55ARYTO TOP PLATE TO TOP PLATE(FACE-NAILED) 2-1 Gd PER FOOT PROPOSED TOTAL: 24541 SF TOP PLATES AT INTERSECTIONS(FACE-NAILED) 4-16d JOIST EA.SIDE ZONE 3: 170 SF x 0. 17 = 28.9 CF COMPLETE THE WORK. LOT AREA: 23,657 SF PROVIDE (I) 4' DIA x 3'-6"D DRYWELL (30.5 CF) STUD TO STUD(FACE-NAILED) 2-1Gd 24"O.C. 9.ALL MATERIAL SHALL BE INSTALLED IN STRICT CONFORMANCE WITH MANUFACTURES REQUIREMENTS HEADER TO HEADER(FACE-NAILED) I Gd I G'O.C.ALONG EDGES AND SPECIFICATIONS. TOP OR BOTTOM PLATE TO STUD(END-NAILED) 2-1 Gd,3-1 Gd,4-1 Gd PER 2x4,2xG,2x8 RESPECTIVELY PROPOSED COVERAGE: 10.CONTRACTOR SHALL OBTAIN ALL REQUIRED INSPECTIONS,APPROVALS AND CERTIFICATE OF BOTTOM PLATE TO FLOOR JOIST,BAND JOIST, OCCUPANCY. END J015T OR BLOCKING(FACE-NAILED) 2-16d PER FOOT 2,841 / 23,G57 = 1 2.01% FOUNDATIONS FLOOR FRAMING J015T TO SILL,TOP PLATE TO GIRDER(TOE-NAILED) 4$d PER J015T 1.ASSUMED SOIL BEARING CAPACITY, 1,500 I1:145q.Ft. BRIDGING TO J015T(TOE-NAILED) 2-8d EACH END 2.CONCRETE TO BE PLAIN,REINFORCED,3,000 Psi.-28 DAY TEST. BLOCKING TO J015T(TOE-NAILED) 2-8d EACH END LOT 75 3.ALL NEW FOOTINGS TO REST ON UNDISTURBED SOIL. BLOCKING TO SILL OR TOP PLATE(FACE-NAILED) 3-1 Gd EACH BLOCK GENERAL CONSTRUCTION LEDGE STRIP TO BEAM(FACE-NAILED) 3-I Gd EACH J015T 1.PROVIDE ALL LABOR,MATERIALS,TRANSPORTATION,EQUIPMENT AND SERVICES NECESSARY TO JOIST ON LEDGE TO BEAM(TOE-NAILED) 3$d PER J015T COMPLETE ALL WOOD AND PLASTIC WORK REQUIRED BY THE DRAWINGS A5 SPECIFIED HEREIN,OR BAND J015T TO JOINT(END-NAILED) 3-1 Gd PER JOIST REASONABLY IMPLIED AS NECESSARY TO COMPLETE THE WORK. BAND JOINT TO SILL OR TOP PLATE(TOE-NAILED) 2-I Gd PER FOOT 2.FASCIAS,SOFFITS AND EXTERIOR TRIM SHALL MATCH EXISTING. ROOF SHEATHING 4.FRAMING ELEMENTS: DIAGONAL BOARD SHEATHING REARYARD SETBACK A.ALL FRAMING LUMBER SHALL BE GRADE STAMPED DOUGLAS FIR- 3.INTERIOR TRIM SHALL MATCH EXISTING. LARCH STRUCTURAL GRADE N0.2 STRUCURAL PANELS 8d (TABLE 3.8)1 kG'OR I"x8" 2-8d PER SUPPORT OR BETTER. LOT 7G B.ALL ENGINEERED LUMBER SHALL BE AS INDICATED ON DRAWINGS,AND SHALL BE INSTALLED,CUT I*x10'OR WIDER 3-8d PER SUPPORT LOT 74 AND DRILLED IN ACCORDANCE WITH MANUFACTURERS REQUIREMENTS AND SPECIFICATIONS. CEILING SHEATHING IMPROVED 1 VACANT LAND C.ALL SHEATHING TO BE APA RATED,EXPOSURE 1,THICKNF55 AS INDICATED. GYPSUM WALLBOARD 5d coolers 7"EDGE/ 10"FIELD D.ALL SUB FLOORING TO BE APA RATED STURD-I-FLOOR,EXPOSURE 1,3/4"MIN.THICKNE5. E.ALL HEADERS G'-0"AND OVER SHALL BE SUPPORTED WITH DOUBLE UPRIGHTS,9'-0"AND OVER WALL SHEATHING WITH TRIPLE UPRIGHTS.ALL HEADERS SHALL BE A MIN.OF(2)2'x8'OR AS SHOWN ON DRAWING. 5TRUCURAL PANEL 811 (TABLE 3.9) F.SOLID BLOCKING SHALL BE PROVIDED FOR ALL JOISTS AND FLOOR BEAMS AS PER BCNY5 2020 FIBERBOARD PANELS OR AS NOTED @ 8'-0'O.C.MIN..PROVIDE 2'SPACE FOR AIR CIRCULATION IN ROOF. 7/1 G" 84 3"EDGE/G'FIELD G.PROVIDE DOUBLE FRAMING AROUND ALL OPENINGS(5TAIR5,ETC.)OR AS NOTED ON DRAWINGS. 25/32' 8d 3-EDGE/G'FIELD H.PROVIDE DOUBLE UP FRAMING UNDER ALL P05T5 AND PARALLEL PARTITIONS OR AS NOTED ON GYPSUM WALLBOARD 5d coolers 7"EDGE/10"FIELD ZONE 3 DRAWING. DBOARD 8d (TABLE 3.9) I.ALL FLUSH WOOD CONNECTIONS SHALL BE FASTENED WITH RATED GALVANIZED METAL PAR HARD13OA PANELS 8d (TABLE 3.9) PROPOSED DRYWELL CONNECTORS BY"SIMP5ON'OR APPROVED EQUAL. J.NAILING SCHEDULE SHALL BE AS PER BUILDING CODE of NEW YORK STATE 2020 AS A MINIMUM. DIAGONAL BOARD SHEATHING ALL 2"xG'STUDS SHALL RECEIVE(5) 1 Od NAILS AT SILL AND PLATE.ALL EXTERIOR NAILS SHALL BE 1"xG"OR I"x8" 2-8d PER SUPPORT GALVANIZED. SEE ATTACHED NAILING SCHEDULE. I"x 10'OR WIDER 3-8d PER SUPPORT K.PLYWOOD SHEATHING TO BE NAILED 8d NAILS @ 4"O.C.EXTERIOR EDGES AND Gd NAILS @ 12" FLOOR SHEATHING I O.C.INTERMEDIATE. SEE ATTACHED NAILING 5CHEDUIF. ZONE 2 L.ALL INTERIOR AND EXTERIOR FINISHES TO BE SELECTED BY OWNER. 5TRUCURAL PANELS M.ALL ROOF RAFTERS SHALL BE ATTACHED TO THE PLATE AND STUD WITH GALVANIZED HURRICANE I"OR LE55 8d G"EDGE/ 12'FIELD I PROPOSED DIRYWELL TYPE CONNECTORS BY'5(MP50N"OR APPROVED EQUAL.FOR TIMBER PILE FOUNDATIONS,PROVIDE GREATER THAN I" 1 Od G"EDGE/G'FIELD HURRICANE CLIPS AT ALL PERIMETER JOISTS TO GIRDER CONNECTIONS. DIAGONAL BOARD SHEATHING 5.ALL NEW WINDOWS TO BE THERMAL INSULATED LOW-E GLASS,WITH ARGON GAS,IMPACT RE515TANT AS I"xG'OR I'x8' 2$d PER SUPPORT I REQUIRED, I'x 10"OR WIDER 3-8d PER SUPPORT G.LOAD PATHS ARE INDICATED BY SECTION DRAWINGS. 1 '71-0" 7.STRAPPING AND NAILING TO MEET MINIMUM CODE REQUIREMENTS OF THE 2020 R13CNY5 AND 2020 I WFCM.(5EE NAILING SCHEDULE) 8.FLASHING AT ALL WINDOW AND DOOR OPENINGS SHALL BE EPDM OR APPROVED RUBBERIZED MEMBRANE. I 9.FLASHING AT ROOF CONNECTIONS,VALLEYS,CHIMNEYS AND CRICKETS SHALL BE ALUMINUM. 10.STEP FLASHING SHALL BE USED AT ALL INTERSECTIONS OF SLOPED AND VERTICAL SURFACES,EXCEPT STEP FLASHING AND COUNTER-AND CAP-FLASHING SHALL BE USED AT INTERSECTION OF ROOF AND QOOF AND WALLS. COVERED Q CHIMNEY,AND R 0 1 1.INSULATION SHALL BE GATT INSULATION OF THICKNESS INDICATED ON THE DRAWINGS AND SHALL BE H - DECK AND BALCONY O 2-1 12 Ib. DENSITY FIBER-GLASS B FIB ATT5 CONFORMING TO THE SPECIFICATIONS FOR PRE-FORMED ROUS GLA55 INSULATION.NAAMM STANDARD 51, 1 b-70. CLOSED-CELL SPRAY-IN FOAM INSULATION(R G.5 PER -�" O ( n Q 36-0u Q O INCH)BY ICYNENE OR APPROVED EQUAL SHALL BE PROVIDED AS INDICATED ON DRAWINGS. _ �Y O (Y� 12.NEW INTERJOR DOORS SHALL MATCH EXISTING. rill 'f. O O Q 55.5' Q13. NEW HARDWARE SHALL MATCH EXISTING or BE SELECTED AND APPROVED BY OWNER. ( / I14.GYPSUM BOARD SHALL BE EASED EDGE TYPE,CONFORMING TO A5TM C3G,AND SHALL BE O ` ` W THESE PLANS ARE AN INSTRUMENT OF SERVICE ' Ln SHEETROCK SW BY U.S.GYPSUM CO.OR APPROVED EQUAL. GYPSUM WALLBOARD THICKNESS SHALL BE d ° LC� �_ �_ 0 AND ARE THE PROPERTY OF THE ARCHITECT. 1/2" Q -' INFRINGEMENTS WILL BE PROSECUTED 15.ALL NEW AND REPAIRED GYP.BOARD SHALL BE TAPED AND 5PACKLED THREE(3)COATS.ALL EXTERIOR O CORNERS SHALL HAVE METAL CORNER BEADS. ' O O 2022 ALL RIGHTS RESERVED FINISHES IZV z (n 1. NEW WOOD DECKING TO BE SELECTED BY OWNER CORNER PROPOSED FRAME _0 2.EXTERIOR PAINT SHALL BE LATEX ACRYLIC BY BENJAMIN MOORE OR APPROVED EQUAL PROPOSED 2-STORY APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND RECOMMENIDATION5. GARAGE ON SLAB �► COLOR TO BE SELECTED. HOLDDOWN / FRAME STRUCTURE N 3.EXISTING INTERIOR WALLS AND CEILINGS IN ROOMS AFFECTED BY THE WORK SHALL BE BY OTHERS EA CLEANED AND REPAINTED. NEW WALLS AND CEILINGS SHALL BE SLED AND PAINTED. N PAINTING SHALL BE TWO(2)COATS BENJAMIN MOORE LATEX PAINTED,COLOR TO BE PROPOSED FOUNDATION PLAN ONLY SELECTED Robert 1. Brown BY OWNER 4. INTERIOR TRIM SHALL BE SANDED SMOOTH,PRIMED,AND FINISHED WITH TWO(2)COATS ( EGRESS 5TAI R 24-G" , BENJAMIN MOORE LATEX ACRYLIC 5EMI-GLO55 PAINT. Architect P.C. PLUMBING 1.PROVIDE ALL LABOR,MATERIALS,TRANSPORTATION, EQUIPMENT,AND SERVICES / \,-- --• - -- NECE55ARYT0 COMPLETE ALL NEW PLUMBING WORK REQUIRED BYTHE DRAWINGS 20 Bay Ave. Greenport NY AND SPECIFICATIONS AND THE 2020 PLUMBING CODE of NEW YORK STATE,OR \\ 29'-0" 48'0' In?o@ribrownarchitect.com REASONABLY IMPLIED AS NECESSARY TO COMPLETE THE WORK. 2.CONFORM TOTHE NEW YORK STATE ENVIRONMENTAL CONSERVATION LAW WITH O / / / // / // 631 477 9752 REGARDS TO WATER SAVING AND CONSERVATION. ALL FIXTURES SHALL BE ON THE APPROVED'LIST OF CERTIFIED WATER SAVING PLUMBING FIXTURES"AS PUBLISHED BY THE NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION. PROPOSED COVERED PORCH 3. ALL WORK ON THE PLUMBING SYSTEM SHALL BE PERFORMED BY OR UNDER THE 29'-0" SUPERVISION OP A PROPERLY LICENSED MASTER PLUMBER. UPON COMPLETION,THE RIDGE CROSS SECTION END VIEW PLUMBER SHALL PROVIDE A SOLDER CERTIFICATE AS REQUIRED BY THE TOWN OF SOUTHOLD. 4.THE CONTRACTOR SHALL OBTAIN,SUBMIT,AND PAY FOR U ALL PERMITS, IS A VIOLATION THE LAW FOR ANY PERSON, CERTIFICATIONS,LICENSES AND INSPECTIONS A55 REQUIRED BY LOCAL,STATE,AND UNLESS ACTING UNDER THE DIRECTION OF A FEDERAL AUTHORITIES,AND ANY OTHER APPLICABLE JURISDICTION. LICENSED ARCHITECT,TO ALTER ANY ITEM ON FRONTYARD SETB�CK _ THIS DRAWING IN ANY WAY. ANY AUTHORIZED ELECTRICAL ALTERATION MUST BE NOTED,SEALED,AND 1.FURNISH ALL LABOR,MATERIALS,EQUIPMENT,PLANT,TOOLS,AND SERVICES I DESCRIBED IN ACCORDANCE WITH THE LAW. NECESSARY AND REQUIRED FOR PROPER AND COMPLETE INSTALLATION OF ALL NEW ELECTRICAL SYSTEMS AND RELATED WORK INCLUDING,BUT NOT LIMITED TO: ° CONNECTIONS TO PREVIOUSLY INSTALLED ELECTRICAL SYSTEMS,WIRING,LIGHTING, ° SERVICES,FEEDERS,DISTRIBUTION AND PROTECTION EQUIPMENT,CONNECTIONS TO APPLIANCES, GROUNDING,AND ALL INCLUDING ALL CONNECTIONS AND DEVICES a a', LLD/li;C WITHIN THE SCOPE OF THE WORK AS SHOWN ON THE APPLICABLE DRAWINGS AND AND 5PCIFICATION5 AND AS NORMALLY SPECIFIED IN THIS TYPE OF PROJECT AND INCLUDING CONNECTIONS TO PREVIOUSLY INSTALLED TRANSFORMERS AND ELECTRICAL DISTRIBUTION 5Y5TEM5. I PROPOSED DRIVEWAY I 2 'at✓" y 2.ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 2020 BUILDING CODE ZONE I �,� of NEW YORK STATE,THE NATIONAL ELECTRICAL CODE,NFPA NO,70-2017(NEC), BY OTHERS ;' W LOCAL UTILITY STANDARDS,OCCUPATIONAL SAFETY AND HEALTH CAT(OSHA),THE PROPOSED DRYWELL ,k NATIONAL ELECTRICAL MANUFACTURERS'A550CIATION(NEMA)AND ANY OTHER APPLICABLE CODES. IN THE EVENT OF CONFLICT,THE MORE STRINGENT REQUIREMENTS WILL APPLY. tS' - + 3.ALL PRODUCTS USED FOR ELECTRICAL WORK SHALL BEAR THE UNDERWRITERS V LABORATORIES,INC.LABEL AND BE SUITABLE FOR THE ENVIRONMENT IN WHICH THEY 3 O 4t: WILL BE INSTALLED. 4.ALL WORK ON THE ELECTRICAL SYSTEM SHALL BE PERFORMED BY OR UNDER THE SUPERVISION OF A PROPERLY LICENSED MASTER ELECTRICIAN. 5.THE CONTRACTOR SHALL OBTAIN,SUBMIT,AND PAY FOR ALL PERMITS,LICENSES AND INSPECTIONS AS REQUIRED BY THE LOCAL,STATE,AND FEDERAL AUTHORITIES, CLIENT OWNER AND ANY OTHER APPLICABLE JURISDICTION. / G.CARBON MONOXIDE DETECTORS IN CONFORMANCE WITH APPLICABLE CODES SHALL BE CONNECTED TO THE LIGHTING CIRCUITS WITH NO INTERVENING WALL SWITCH. LINE CORD-CONNECTED,DIRECT PLUG-IN,AND BATTERY POWERED ALARMS ARE NOT ACCEPTABLE. ALARMS SHALL BE INSTALLED ON EACH LEVEL ON WHICH FLOOR SLEEPING QUARTERS ARE LOCATED. J015T SMITH 7.SMOKE DETECTORS IN CONFORMANCE WITH THE 2020 BUILDING CODE of NEW YORK STATE,THE NFPA NATIONAL FIRE ALARM CODE NO.72-1993 SHALL BE Q� J�= TIM VC l�l 1REN PROVIDED OUTSIDE EACH SEPARATE SLEEPING AREA,IN EACH SPLEEPING AREA,AND ON EACH FLOOR LEVEL. ��.� 800 NORTH SEA DRIVE CONTRACTOR SHALL COORDINATE WITH OWNER'S ALARM COMPANY FOR SMOKE AND - - - - - - - - - ORIENT, NY 11957 BURGLAR ALARMS AS NECESSARY. N 900 00' 00" W PROJECT TITLE N 150.00' ADDITION AND -- FLOOR -- RENOVATIONS JOIST -- -� NORTH SEA DRIVE DRAWING TITLE BASED ON SURVEY BY: SITE PLAN 51TE PLAN R GENERAL NOTES F. TANChON JR. P.C. LAND SU RVEYOR NOTE: STUCTURE IS PREFABRICATED L UPLIFT CONNECTIONS SCALE: I " = 10'-0" DATED: 8/ 1 G/202 I DRAWINGS BY OTHERS CONNECTIONS DETAIL FOUNDATION PLANS, GARAGE PLANS, FRONT AND REAR PORCH, SCALE SCTM: 1000- 15-3-40 ONLY SHOWN ON THESE DRAWINGS 1oNOVEMBER,zozz 1'=10-0" AREA: 23,G57 SF (0.54 AC) PROPOSED SEPTIC SYSTEM BY OTHERS DRAWING NO. ZONED: R-40 ISSUES/REVISIONS T170" 10"dia. 50NOTUBE 30"x 30"x 12" POURED CONCRETE FOOTING w/(3)#5 REBAR IN EACH DIRECTION. MINIMUM 3'-0" BELOW EQ EQ GRADE ON UNDISTURBED SOIL J (2) 2x 10 GIRDER I L_ — -J (2) 2x 10 GIRDER L — U 6 O O �o 8" POURED CONCRETE 8" POURED CONCRETE D FOUNDATION WALL w/#5 V- FOUNDATION WALL w/#5 REBAR IN EACH DIRECTION REBAR IN EACH DIRECTION I G"x 8" POURED CONCRETE I G"x 8' POURED CONCRETE CONTINUOUS FOOTING w/ CONTINUOUS FOOTING w/ (3)#5 REBAR CONTINUOUS cq (3)#5 REBAR CONTINUOUS N 5 5'1 N 3 5'-4" 3x8 P.T. LEDGER BOARD w/(2) ANCHOR BOLTS @ 30 O.C. v 3 °ANCHOR BOLTS 10" INTO CONC E v NOTE: HOUSE FOUNDATION @ 48" O.C. MAX. w/MINIMUM I BCLT I I { OF PLAN TO BE COORDINATED WITHIN 12"OF CORNER,FOUNDATION WALLOW.) i { WITH HOUSE MANUFACTURE I I I NOTE: HOUSE FOUNDATION I g I I PLAN TO BE COORDINATED WITH HOUSE MANUFACTURER N_ I I I i I I of m l i I 3'/2"S EEL COLUMN (TYP.) 3 I/2'5 EEL COLUMN 1 O I { A ( i I 3G"x 3G"x 12" POURED CONCRETE I 3G"x 3G"x 12" POURED CONCRETE I U FOOTING w/(3)#5 REBAR IN EACH FOOTING w/(3)#5 REBAR IN EACH DII _EC 1TI ION (TYP.) DI IREIO_ (TYIt P.) O" I PROPOSED GARAGE SLAB ON GRAD E r � �I { NEW 4" POURED CONCRETE SLAB I I N w/6x6 W.W.M. 36� HANDAIL TO — CODE m'P•) I i I I I I PROPOSED POURED I I t I I { I L_ _J UP _ L_ CONCRETE EGRESS STAIR: r I 7'-9 I/4" 7'-9 I/4" 7'- 14" I/ 7'-9 I/4" 7'-9 I/4" 7'-0" I RISE: 7 3/a" I I I I I I I I I I I RUN: 9" R15ER5: 10 I - I I ( I I PROPOSED UNFIt\I15HED BASEMENT SEE SECTION A I I m g +8 OI �1EIGHT I ( `� I NEW w/6x6"W.W.M DIIICONGRETE SLAB I ( I I O O I z I I m I I 3'-10 1/2" 10'-3" G'-5" 11 10'-3" 3'-10 1/2" I0XI o 4 STAINLESS u, O STEEL DRAIN L — — -J NOTE: HOUSE E FOUNDATION I I �- — — — — — — - I of 3/e'ANCHOR BOLT5110" INTO CONCRETE I PIANTOBEICOORDINATED I _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ @ 48"O.C. MAX. wP MINIMUM I BOLT WITH HOUSE MANUFACTURER I I WITHIN 12"OF CORKER OF 3 6 i I FOUNDATION WALL 6W.) a I I I 3G'-O" L - - - — — — — — — — ` — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I THESE PLANS ARE AN INSTRUMENT THE ROOF SERVICE AND INFRINGEMENTS WILL BE PROSECUTED — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - — — — — — — — — — — — — — — — — — — 3x8 P.T. LEDGER BOARD w/(2) I 2022 ALL RIGHTS RESERVED ANCHOR BOLTS @ 24"O.C. I O O I O PROPOSED COVERED PORCH I 00 33G 5F 00 I 10" dia. SONOTUBE O� O I O"dia. 50NOTUBE Robert I. Brown r Architect P.C. 30"x 30"x 12" POURED CONCRETE dU I F F ~ I 30"x 30"x 12" POURED CONCRETE FOOTING w/(3) #5 REBAR IN EACH I p I I p I I ❑ I I ❑ I (2) 2x I O P.T. GIRDER I ❑ I to ❑ I FOOTING w/(3)#5 REBAR IN EACH DIRECTION. MINIMUM 3-0" BELOW L. _ _ _ _ cm_ — — — — _ _ — _ _ _ _ _ — N — — — —i DIRECTION. MINIMUM 3'1 BELOW GRADE ON UNDISTURBED SOIL L � J — J J GRADE ON UNDISTURBED SOIL 205 Bay Ave. Greenport NY info@ribrownarchitect.com 9'-2 1/2" 9'-2 1/2" 9'-2 1/2" 9'-2 1/2" 9'-2 1/2" 31-477-9752 FOUNDATION PLAN NOTE: HOUSE FOUNDATION IT ISAVIOLATIONOF THE LAW FOR ANY PERSON, PLAN TO BE COORDINATED UNLESS ACTING UNDER THE DIRECTION OF SCALE: 1/4" = P-0" WITH HOUSE MANUFACTURER B MODULAR HOUSE BY OTHERS 3G" HANDAIL TO LICENSED ARCHITECT,TO ALTER ANY ITEM ON METAL FLASHING OVER CODE(TYP.) THIS DRAWING IN ANYWAY. ANY AUTHORIZED EPDM ROOFING ALTERATION MUST BE NOTED,SEALED,AND I/2"CD-X RATED PLYWOOD SHEATHING 2x8 RAFTERS I G"O.C. METAL FLASHING OVER DESCRIBED IN ACCORDANCE WITH THE LAW. SHEATHING VAPOR BARRIER PLYWOOD 2xG RIPPED TO MATCH RAFTER SLOPE STANDING SEAM METAL ROOFING FLASHING AS DECKING TO BE FLUSH G"COMPOSITE DECKING EPDM RUBBERIZED MEMBRANE f'r i 2 REQUIRED WITH FINISHED FLOOR TO BE SELECTED BY OWNER 3 " ;�D %i 3 /4 CDX RATED PLYWOOD O,c�,T 2x 12 P.T. FLOOR JOIST @ I G"O.C. RIPPED WITH A" PER FOOT SLOPE ON TOP ALL JOISTS SECURED w/METAL JOIST (2) 2x 10 HEADER ': (2) 2x 10 GIRDER 2xG CEILING JOISTS HANGERS _ WHITE AZEKTRIMBOARD @ I G' O.C. BEADBOARD 9T 103 3G" HANDAIL TO 3G" HANDAIL TO CODE OW.) CODE(TYP.) MODULAR HOUSE BY OTHERS P.T. 4x4 POST CLIENT/OWNER 10"SQUARE COLUMN I Kill MODULAR HOUSE BY OTHERS PROPOSED COVERED PORCH ER G"COMP051TE 170 SF DECKING TO BE SMITH SELECTED BY OWNER DECKING TO BE FLUSH G"COMPOSITE DECKING TIM & KAREN WITH FINISHED FLOOR TO BE SELECTED BY OWNER GRADE 2x8 P.T. JOISTS 2x8 P.T. JOISTS @ I G"O.C. (2) 2x 10 GIRDER 8'x 16' POURED CONCRETE 2x8 P.T FLUSH BEAM @ I G"O.C. 80o NORTH SEA DRIVE 4x4 P.T P05T SECURED 2xG P.T. SILL PLATE w/TERMITE SHIELD t POST SECURED ORIENT, NY u957 FOOTING w/#5 REBAR 2xG P.T. SILL PLATE w/TERMITE SHIELD 3x8 P.T. LEDGER BOARD ST HOLDER m CONTINUOUS. MINIMUM WIT 3x8 P.T. LEDGER BOARD. ANCHORED TO CONCRETE EVERY 48"O.C. ANCHORED TO CONCRETE EVERY 48"O.C. ANCHORED TO STRUCTURE 3'0" BELOW GRADE ON A CHOKED TO STRUCTURE AND(1) WITHIN 12"Of EVERY CORNER AND (1)WITHIN 12"OF EVERY CORNER (2)TWICE EVERY 3G"O.C. UNDISTURBED SOIL. 2)TWICE EVERY 36"O.C. dia. 50NOTUBE PROJECT TITLE PROPOSED URED 10"dia. 50NOTUBE 8" POURED CONCRETE ADDITIONAND CONCRETE E RE55 STAIR: 4"STAINLESS 6 RISE: 7 3/4" I 8" POURED CONCRETE FOUNDATION WALL w/#5 RENOVATIONS RUN: 9" FOUNDATION WALL w/#5 REBAR IN EACH DIRECTION STEEL DRAIN 30"x30"x 1 2" POURED RISERS: 10 I 30"x30"x 12" POURED REBAR IN EACH DIRECTION CONCRETE FOOTING w/ CONCRETE FOOTING w/ #5 REBAR IN EACH #5 REBAR IN EACH 4" POURED CONCRETE DIRECTION. MINIMUM DIRECTION. MINIMUM SLAB w/ I Ox 10 W.W.M. 3'-0" BELOW GRADE ON DRAWING TITLE 3'-0" BELOW GRADE ON 4" POURED CONCRETE UNDISTURBED SOIL FOUNDATION PLAN PERFORATED DRAINAGE BA51N UNDISTURBED SOIL SLAB w/ I Ox 10 W.W.M. MINIMUM 10 GALLONS 8"x 16" POURED RE E FOOTING INGOw/#5DREBAR CONCRETE DETAIL SECTIONS FOOTING w/#5 REBAR CONTINUOUS. MINIMUM CONTINUOUS. MINIMUM EG ICESS 5TAI R SECTION A UNDI UNDISTURBED BELOW GRADE ON BELOW GRADE ON UNDISTURBED SOIL. UNDISTURBED SOIL. SCALE SCALE: 1/4" = III io NOVEMBER,2022 1/4"=1-0" EXISTING EXCEPT AS NOTED P O IBC h SECTION B P O IBC H SECTION C DRAWING NO. SCALE: 1/4" = P-0" SCALE: 1/4" = III EXISTING EXCEPT AS NOTED EXISTING EXCEPT AS NOTED ISSUES/REVISIONS C 17 O" P.T. 4x4 POST P.T. 4x4 POST P.T. 4x4 OST (2) 2x 10 HEADER PROPOSED COVERED PORCH O 170 SF 0 G"COMPOSITE DECKING D TO BE SELECTED BY OWNER NEW 2xG EXTERIOR CONSTRUCTION / 1/2" CD-X RATED PLYWOOD SHEATHING / °C U o� VAPOR BARRIER , O Q = 5/8" FIRE RATED SHEETROCK ON ALL 0 INTERIOR WALLS AND CEILING , z Ov- m 51DING TO MATCH PROPOSED STRUCTURE ; i �0 LL 2xG P.T. SILL PLATE w/TERMITE SHIELD i F- �? > F� ANCHORED TO CONCRETE EVERY 48"O.C. i "� m AND (1)WITHIN 12"OF EVERY CORNER / w i N O OpF— (j) / / chwZ (,/ / ~0g / �0O i PROPOSED UNCONDITIONED GARAGE ; MODULAR HOU5E BY OTHERS ' NEW 4" POURED CONCRETE SLAB % w/GxG W.W.M. i i ON GRADE i N NOTE: HOUSE FOUNDATION % PLAN TO BE COORDINATED WITH HOUSE MANUFACTURER ❑ N � I I I I � o / ( I O' ELECTRIC OVERHEAD I I O' ELECTRIC OVERHEAD % GARAGE DOOR ' I GARAGE DOOR / I - - (2) 2x 12 HEADER - I I - (2) 2x 12 HEADER - - I i 3'-G" do, 10'-0" G'-8" 10'-0" 4'-8" G'-8" 9'-8" '01 THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF THE ARCHITECT. 30-0" qr INFRINGEMENTS WILL BE PROSECUTED 20222 ALL RIGHTS RESERVED PROPOSED COVERED PORCH 33G SF o G" COMPOSITE DECKING TO BE SELECTED BY OWNER 40 Robert I. Brown Architect, P.C. 10"SC UARE COLUMN 10"SQUARE COLUMN 10"SQUARE COLUMN 10"SQUARE CC CUM 20 Bay Ave. Greenport NY info@ribrownarchitect.com 631-477-9752 48'-0" ol IT IS A VIOLATION OF THE LAW FOR ANY PERSON, 2x 1 2 RIDGE BEAM 2x 10 RAFTERS @ I G"O.C. UNLESS ACTING UNDER THE DIRECTION OF NOTE: HOUSE FOUNDATION NO INSULATION LICENSED ARCHITECT,TO ALTER ANY ITEM ON E LO O K PLAN THIS DRAWING IN ANYWAY. ANY AUTHORIZED PLAN TO BE COORDINATED CD-X RATED PLYWOOD SHEATHING VAPOR BARRIER ALTERATION MUST BE NOTED,SEALED,AND SCALE: 1/4" = I'-O" WITH HOUSE MANUFACTURER B V.I.F. ROOFING TO MATCH PROPOSED DESCRIBED IN ACCORDANCE WITH THE LAW. TO MATCH 12 MODULAR HOUSE BY OTHERS HOUSE 2xG COLLAR TIES @ 48"O.C. Q fi PROPOSED ROOF SAVE TO BE VEL WITH PROPOSED ROOF SAVE TO BE LEVEL WITH MODULAR STRUCTURE Y OTHERS SOFFIT AND TRIM TO MATCH MODULAR STRUCTURE BY OTHERS r(2) 2xGAT PLATE SOFFIT AND TRIM TO MATCH OEADER NEW 2xG EXTERIOR CONSTRUCTION CLIENT/OWNER 1/2" CD-X RATED PLYWOOD SHEATHING m VAPOR BARRIER SMITH 5/8" FIRE RATED SHEETROCK ON ALL 30G8 EXTERIOR INTERIOR WALLS AND CEILING I O' ELECTRIC OVERHEAD FIRE IATED SELF-CLOSING DOOR SIDING TO MATCH PROPOSED STRUCTURE TIM & KAREN GARAGE DOOR LOCK ION TO BE V.I.F. TO MATCH MODU LAP,STRUCTURE BY OTHERS Boo NORTH SEA DRIVE NEW WOOD STEPS 2xG P.T. SILL PLATE w/TERMITE SHIELD ORIENT, NY 11957 PROPOSED UNCONDITIONED GARAGE TO CODE(TYP.) ANCHORED TO CONCRETE EVERY 48"O.C. AND (1) WITHIN 12"OF EVERY CORNER PROJECT TITLE GRADE ADDITION AND 0 1/2" NEOPRENE 4" POURED CONCRETE GARAGE 1/2" NEOPRENE 8" POURED CONCRETE r EXPANSION JOINT SLAB w/GxG W.W.M. EXPANSION JOINT FOUNDATION WALL w/#5 RENOVATIONS GYP.) (TYP.) REBAR IN EACH DIRECTION I G"x 8" POURED I G"x 8" POURED CONCRETE CONTINUOUS CONCRETE CONTINUOUS DRAWING TIME FOOTING w/(3)#5 REBAR FOOTING w/(3)#5 REBAR FIRST FLOOR PLAN CONTINUOUS. MINIMUM CONTINUOUS. MINIMUM 3'-0" BELOW GRADE ON 3'-0" BELOW GRADE ON UNDISTURBED 501L UNDISTURBED SOIL GARAGE SECTION GARAGE SECTION D SCALE io NOVEMBER,zoza 1/4"=i-o" SCALE: 1/4" = I'-0" DRAWING NO. EXISTING EXCEPT AS NOTED ISSUES/REVISIONS MODULAR HOUSE BY OTHERS ROOFING TO MATCH PROPOSED MODULAR HOUSE BY OTHERS PROVIDE FLASHING AS REQUIRED PROVIDE FLASHING AS REQUIRED PROPOSED STAIDING EAMI METAL RO �FING MODULAR STRUCTURE BY OTHERS I SOFFIT AND TRIM TO MATCH 10"SQUARE COLUMN 10"SQUARE COLUMN SIDING TO MATCH PROPOSED (TYP.) (TYP.) MODULAR HOI J5E BY OTHERS I O' ELECTRIC OVERHEAD I O' ELECTRIC OVERHEAD GARAGE DOOR GARAGE DOOR N i 48'-0" 3 G'-G" Ir PROPOSED COVERED PORCH PROPOSED GARAGE SOUTH ELEVATION (FRONT) SCALE: 1/4" = P-O" EXISTING EXCEPT AS NOTED THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF THE ARCHITECT. INFRINGEMENTS WILL BE PROSECUTED 2022 ALL RIGHTS RESERVED Robert I. Brown Architect, P.C. 20 Bay Ave. Greenport NY info@ribrownarchitect.com 631-477-9752 MODULAR HOUSE BY OTHERS IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT,TO ALTER ANY ITEM ON THIS DRAWING IN ANYWAY. ANY AUTHORIZED ALTERATION MUST BE NOTED,SEALED,AND DESCRIBED IN ACCORDANCE WITH THE LAW. D 1"^{,�✓ 3G" HANDAIL TO CODE ,1 ROOFING TO MATCH PROPOSED 2xG RIPPED TO MATCH RAFTER SLOPE ^� MODULAR HOUSE BY OTHERS EPDM RUBBERIZED MEMBRANE 3�4"CDX RATED PLYWOOD PROPOSED ROOF SAVE TO BE LEVEL WITH 2x 12 P.T. FLOOR JOIST @ I G"O.C. RIPPED MODULAR STRUCTURE BY OTHERS WITH�4° PER FOOT SLOPE ON TOP SOFFIT AND TRIM TO MATCH CLIENT/OWNER \ SMITH TIM & KAREN Boo NORTH SEA DRIVE P.T. 4x4 POST SIDING TO MATCH PROPOSED ORIENT, NY 11957 MODULAR HOUSE BY OTHERS MODULAR HOUSE BY OTHERS � 2x8 P.T. JOISTS @ I G"O.C. PROJECT TITLE ADDITION AND RENOVATIONS DRAWING TITLE 3G'-G" 17 ELEVATIONS PROPOSED GARAGE PROPOSED DECK AND BALCONY NORTH ELEVATION (REAR)_ SCALE: 1/4" = I'-0" EXISTING EXCEPT AS NOTED SCALE io NOVEMBER,zozz 1/4,_ice, DRAWING NO. ISSUES/REVISIONS PROVIDE ADDITIONAL OUTLETS AS REQUIRED FOR MECHANICAL EQUIPMENT PROVIDE ADDITIONAL OUTLETS AS / REQUIRED FOR MECHANICAL EQUIPMENT I I U P \� 1 SWITCH LOCATED IN, \ AT TOP OF STAIRS PROVIDE ADDITIONAL OUTLETS AS REQUIRED FOR MECHANICAL EQUIPMENT d 8 LEGEND BASEMENT ELECTRICAL PLAN NOTE: HOUSE FOUNDATION $ LIGHT SWITCH PLAN TO BE COORDINATED 3 = THPEE WAY SCALE: 1/4" = P-a' WITH HOU5E MANUFACTURER D = DIMMER ® JAM SWITCH OUTLET : GFI= GROUND FAULT INTERUPT 220 = 220 VOLT 4 = QUAD OUTLET FIXTURE : S= SURFACE MOUNT PROVIDED BY OWNER R= RECESSED PROVIDED BY CONTRACTOR I0 WALL SCONCE PHONE �J GABLE SE NETWORK CABLE THESE PLANS ARE AN INSTRUMENT OF SERVICE A SPEAKERS AND ARE THE PROPERTY OF THE ARCHITECT. INFRINGEMENTS WILL BE PROSECUTED 4 ALARM KEYPAD zoaz ALL RIGHTS RESERVED 4 THERMOSTAT GFI @ VENT Q� /Q SD SMOKE DETECTOR F- qp qp EPH ELEC. PANEL HEATER Robert I. Brown SWITCH LOCATED NEAR Architect, P.C. REAR SLIDING DOOR �— PHONE/COMM. 20 Bay Ave. Greenport NY LIGHT TRACK lnf�o@ribrownarchitect.com SWITCH LOCATED — — PC PULL CHAIN 631-477-9752 NEAR SIDE DOOR � I � -- PORTRAIT LIGHT 5'G"TO CLOCK OUTLET \ PL Z► DIRECT LIGHTING IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A \ LICENSED ARCHITECT,TO ALTER ANY ITEM ON \ \ CO CARBON MONOXIDE DETECTOR THIS DRAWING IN ANYWAY. ANY AUTHORIZED ALTERATION MUST BE NOTED,SEALED,AND DESCRIBED IN ACCORDANCE WITH THE LAW. MODULAR HOUSE BY OTHERS \\ �-- HOSE BIBB I.a q °✓�� Ode, C> NOTE: HOUSE FOUNDATION PLAN TO BE COORDINATED i WITH HOUSE MANUFACTURER II I I 10- ELECTRIC OVERHEAD ( I 10' ELECTRIC OVERHEAD I CLIENT/OWNER GARAGE DOOR I I GARAGE DOOR SMITH I I TIM & KAREN Boo NORTH SEA DRIVE SWITCH LOCATED �� _ NEAR FRONT DOOR — � _ � - - - - - - - - - - - - - - - - ORIENT, NY u957 PROJECT TITLE q ADDITION AND GFI GFI RENOVATIONS DRAWING TITLE ELECTRICAL PLANS SCALE io NOVEMBER,zoia 1/4"=i-o" F I RST F LOOR ELECTRICAL PLAN NOTE: HOUSE FOUNDATION DRAWING PLAN TO BE COORDINATED L: SCALE: 1/4" = P-a' WITH HOUSE MANUFACTURER QN - 175 � 5 / JN - 71361 / NY RoaJ � Lf Tff,F PE41C OF < PW'RFFCTl01V I I I J of R4, LLC. _ -- _ _ _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ _ :. I �'�-' A> `V` ^z, .I ❑22 it _ aDl O IS L ' 1 7 7172 ROUT S II9IIFFRURG, P� 17842 ❑ Pf�ONE• (570) 837-2333 0 APPLICABLE CODESr�F NEW YORK CODES 2020 NEW YORK STATE UNIF❑RM FIRE PREVENTI❑N AND BUILDING .. `... . ':_, � (� U N CODE (WHICH INC❑RP❑RATES BY REFERENCE): ' II 11 APPROVED AS NOTED 2020 RESIDENTIAL CODE OF NYS ® () II /_ 2020 ENERGY C❑NSERVATI❑N C❑NSTRUCTI❑N CODE OF NYS I i - - g s _ _ - II DATE -�3 a3 B p �� 1 n 3`� c 2017 NATI❑NAL ELECTRICAL CODE Q{ I 03 - - - - - I I - - - - -- - � - �- - - - - �- � FA a/�Sa.bbgYNOTIFY BUILDING DEPARTMENT AT I \ 765-1802 8 AM TO 4 PM FOR THE I coJ W NYS INSIGNIA ❑F APPROVAL, MANUFACTURER DATA PLATE AND -- FOLLOWING INSPECTIONS: 3RD PARTY INSPECTI❑N AGENCY LABELS TO BE LOCATED IN _ - I 1. FOUNDATION-TWO REQUIRED - - - - - - - - -- - - - - - - - - - � THE KITCHEN SINK CABINET, FOR POURED CONCRETE - - - F- 2. ROUGH-FRAMING. , DESIGN CRITERIA II STRAPPING, ELECTRICAL&CAULKING 3 INSULATION �, -- - -- -- - -- - - - 4 FINAL-CONSTRUCTION &ELECTRICAL LL - -- - 800 NORTH SEA DRIVE, ❑RIENT, NY 11957 - - - - - - - - - - - -- - I O SITE ADDRESS __ _ _ _ _ _ _ _ _ _ _ _ _ ___ __ ___ ___ ___ _ _ _ =_ __ __ _ _ _ _ _ _ -- - =-- -I� I ( MUST BE COMPLETE FORC.10. (� I I ALL CONSTRUCTION SHALL MEET THE CL II REQUIREMENTS OF THE CODES OF NEW $Q n Q$ 1E1I - - - - - ---- - II I I YORK STATE. NOT RESPONSIBLE FOR USE GROUP DETACHED SINGLE FAMILY DWELLING Ildlluulidll I $ I��]00 0�1 $ $ 100�]C��I $ I I DESIGN OR CONSTRUCTION ERRORS. Wco l00000l IC000]ool II Q q C❑NSTRUCTI❑N TYPE VB - WOOD FRAME UNPROTECTED II�II 1 II I-- - -- - I I I co L❑CATI❑N ❑F NYS INSIGNIA OF APPROVAL: KITCHEN SINK a UL ��J I- - - - I I ®�Pl�JT�"Y;;�� i�*w,'"j'� CLI C00000 - o=l cI_F - _ I F❑UNDATI❑N BASEMENT - UNC❑NDITI❑NED - FI`r„„�!".",I!;3LRITI DuiV Y MEN ROOF PITCH: 7/12 # OF ST❑RIES 2 SQ. FT: O ❑ OF FOVDATIT4 LO"ATI011 CLIMATE ZONE 4 EXPOSURE C 1ST FLR: 1423 SQ,FT, - - - HAS CEEN APPROVED. J I W SITE (— CLASS: D SEISMIC DESIGN B 2ND FLR: 1320 SQ,FT, CATEGORY TOTAL: 2743 SQ,FT L----1J - -- - - - - - WIND LOAD AS PER ASCE 7-16 - - I I ~ � Ln UPLIFT AS PER ASCE 7-16 I WIND SPEED; 140 (VWt) AS PER ASCE 7-16 I COMPLY �� CODES Of` { WIND BORNE DEBRIS YES I NEW YORK STATE &TOWN CODr-:,d' �.� � QCL GROUND SNOW LOAD 20 PSF O I 0 AS REQUIRED AND CONDITION 07, ';r;4'} W - - - - - - -- - - - -- - - J a'u, U FLOOD ZONE REQUIREMENTS: ZONE X MAP: 36103CO086H rAr +� .:x,.; .- „;* '• U z N SOUTHOLDTo!,Tlzl". UNBALANCED SNOW 1,5 ALL CASES FACTOR: CD I-- I RAFTERS: (16' ❑,CJ TOP CHORD LIVE LOAD = 20.0 PSF L- - -- -_- �� SOUTHOLDTO'I+71 "�,a"` ' TOP CHORD DEAD LOAD = 10 PSF - - - - - -- -- - -- -- - - - � „' . .�' V- t Y.S.DEC z w .i o CEILING J❑ISTS: SLEEPING AREA - LIVE LOAD = 30 PSF 0 0 STORAGE - LIVE LOAD = 20 PSF DEAD N EL LOAD = 10 PSF OR ACTUAL WEIGHT �- -- - - - - - - - - - - - - - mr--mr �� n �y � � � q g L.lSU� ,I'TO D�1P. °s '�" o FLOORS: N❑N-SLEEPING AREAS - LIVE LOAD = 40 i V — REQUIRED COMPLIANCE SIGN � T�dTO �� COD `� o cv PSF SLEEPING AREAS - LIVE LOAD = 30 I >, PSF DEAD LOAD - 10 PSF / ❑N—SITE BY THE BUILDER FIRE PR❑TECTI❑N SMOKE ALARMS AS PER STATE CODES ENGINEER: SYSTEM: CARBON M❑N❑XIDE DETECTORS PER STATE CODES DAVID TEMPOS, NTA THIRD PARTY REAL LOCATION DRAWING INDEX ADHESIVE ONLY METHODS ❑F rn REVIEWED FOR CODE C❑MPLIAN( E ^�1 FLAME SPREAD IS LESS THAN < 200 ATTACHMENT OF GYP B❑ARD 305 N ❑AKLAND AVE QF N PLUl��[3E1?C��:Ti"1CAT10F� PAGE # DESCRIPTI❑N DATE DRAWN REVISION NAPPANEE,IN 46550 SMOKE DEVELOPMENT INDEX. < 450 DOCUMENTATION ❑F ADHESIVE ONLY ATTACHMENT MUST BE '` R. T (){ LEAD CONTEf1T DE F®R Q Q Al COVER SHEET 10/5/22 �O O INSULATION SEE RE CHECK FOR INSULATION VALUES SHOWN ❑N MODULAR PLAN DRAWINGS. �Q' J O r OCC6JIP�`�!"!�.� z (� I I I A1.1 SITE PLAN 10/5/22 � pQ Off, CERTIFICATE 0!' Q VENTILATION: MANUFACTURERS MUST IDENTIFY WHERE ADHESIVE ONLY BATH FANS TO PR❑VIDE A MINIMUM AIR EXCHANGE OF 50 CFM KITCHEN A1,2 GENERAL NOTES 10/5/22 ATTACHMENT OF GYPSUM BOARD IS PROHIBITED AND WILL * COLDEM Utrr.,1;® t"��'"."P.T� q RANGE EXHAUST FAN TO PR❑VIDE AN AIR EXCHANGE OF 100 CFM A2-A3.1 ELEVATI❑NS 10/5/22 NOT BE USED. _ I orUPPLY CY:TEE'." Ctl'NOT" RADON VENT C❑MPLYING WITH IRC APPENDIX F SHALL BE INSTALLED A4-A5 FLOOR PLANS 10/5/22 ADHESIVE ONLY ATTACHMENT GYPSUM BOARD Is PROHIBITED J, EXCEED 2 10 Or' l:�VAP. WHERE REQUIRED BY LOCAL AUTH❑RITY HAVING JURISDICTI❑N, IN THE FOLLOWING LOCATIONS. F No w _ A6-A7 ELECTRICAL PLANS 10/5/22 0,�," 0536p CLI Cu (LI NOTE: VENTS MUST BE DESIGNED FOR THE ROOM SIZE/EQUIPMENT PER A8 F❑UNDATI❑N PLAN 1015122 (RESIDENTIAL) �r(�F Cd �1 MANUFACTURERS SPECIFICATIONS, 1, DEMISING WALLS BETWEEN GARAGE AND HOUSE, ESS�O M � m Co PLUi,•��N� \ \ \ A9-A10 BRACED WALL PLANS 10/5/22 Oct 25, 2022 al al d d Ln I I I )K)KBUILDER TO INSTALL A FRESH AIR INTAKE FROM THE [IN-SITE 2. FIRE WALLS, FIRE BARRIERS, FIRE SEPARATION WALLS, IT IS A VIOLATION OF NEW YORK EDUCATION LAW ALLPLU'w''NGWASTE 1-1 All CROSS SECTIONS 10/5/22 PARTITIONS, FLUOR AND CEILING ASSEMBLIES, ARTICLE145 FOR ANY PERSON,UNLESS ACTING &WATER LINES NEED \ \ \ FORCED AIR SYSTEM T❑ MEET THE REQUIREMENTS [IF M1505,4,3C1), UNDER THE DIRECTIONOFALICENSED o CLI \ CD AND N1103,61 (REQUIRED AIRFL❑W 120 CFM A1L1-A1L2 RAFTER PLANS 10/5/22 PROFESSIONAL ENGINEER,TO ALTER THIS TESTING MFORECOVERING Al2 SECTIONS AND DETAILS 10/5/22 3, WHERE LAMINATED OR COATED GYPSUM BOARD IS TO BE DOCUMENT IN ANY WAY. BLOWER DOOR TESTING, DUCT TIGHTNESS TESTING, ENERGY TESTING INSTALLED. AND ENERGY RATING TO BE DONE [IN-SITE BY THE BUILDER A13 LVL FASTENING DETAIL 10/5/22 4. WHERE SHEET VAPOR RETARDERS ARE APPLIED TO THE TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, PFS C❑RP❑RATI❑N THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH r„ #, a•� H F ENERGY TESTING AGENCY: LONG ISLAND HERS l631 726-0433 A15 WINDOW AND DOOR SCHEDULE 10/5/22 A14 FASTENING SCHEDULE 10/5/22 INSIDE ❑R GYPSUM FACE OF STUD CONSTRUCTION. ,417 CENTRAL ROAD SUITE 2 "J`"'��`�IM1)1'�Gr.PCCJ=.aCD —� PO BOX 149 WATERMILL NY / THE 2ols IRc AND THE 2020 NYS UNIFORM CODE SUPPLEMENT BL❑❑MSBURG PA v815 � Li-1 W 5. WHERE LIMITED IN 'HIGH WIND DESIGN' AS A FACTOR OF _ > HEATING SYSTEM ON-SITE BY OTHERS A16 ELECTRICAL DETAILS 10/5/22 THE WALL ASSEMBLIES' WIND RESISTANCE "SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL" C5 � [� Q > W z 0I I I A17 PLUMBING DETAILS 10/5/22CL r■R�y� N SITE COMPLETI❑N REQUIREMENTS A18 DWV/SUPPLY PLUMBING A19 DFU CALCULATION 10/5/22 t' i�t'�' '» CL > > ca ALL MATERIALS FOR THE F❑UNDATI❑N, INCLUDING SUPPORT COLUMNS AND A20,1-A20,11 RESCHECK 10/5/22 W W Q CONNECTI❑NS, INSULATION AND AIR SEALING ❑F CEILING ACCESS PANELS, n��►.•• EXTENSI❑NS ❑F VENTS THROUGH THE ROOF, FIELD INSTALLED HANDRAILS, RODENT A21 ELECTRICAL LOAD CALCULATI❑N 10/5/22 PRO❑FING, C❑MPLETION OF ROOF C❑VERINGS, AIR IMPERMEABLE INSULATI❑N ❑N TRUSS UTILIZATI❑N FORM - 1 PG 10/5/22 ROOF AFTER MODULES ARE SET, GUTTERS AND DOWN SPOUTS, ROOF VENT COMPLETI❑N, SIDING, SOFFIT INSTALLATI❑N, INTERC❑NNECTI❑N OF MODULAR UNITS REVISION LIST ��u .'Y3�'i' Cac"n�I �.�, TO EACH OTHER AND THE 1ST FLOOR, INTERCONNECTION OF WIRES, LAVS, TUBS ' O AND SHOWERS, ALL SUPPLIES AND DRAINS BELOW THE FLOOR J❑ISTS, CALCULATI❑NS MANUAL - SEE CALCULATI❑NS INDEX (88 PAGES) l��.'�.'��`+��^y INSTALLATI❑N OF ALL GAS LINES JIN-SITE APPLIANCES, INSTALLATI❑N [IF FLOOR PAGES IN SET: 37+(88 STRUCTURAL CALCS > = 125 TOTAL ,�, INSULATI❑N, AIR LEAKAGE TESTING, INSULATED FLEX DUCT FROM BATHROOM FANS DIRECTLY TO THE EXTERI❑R, FURNACE/AIR HANDLER, ACCESS TO GRADE, WATER GENERAL NOTES �� " � '� �CC w HEATER AND INSTALLAT ❑N, FLOOR COVERINGS, BATHROOM SHOWERS, SUN ROOM, 1, THE ENCLOSED PLANS AND SPECIFICATI❑NS ARE THE PROPERTY OF APEX HOMES, GARAGE, PORCHES, PORCH SLABS, DECKING, AND RAILING. INC, THE METHODS OF C❑NSTRUCTI❑N DETAILED WITHIN SHALL BE KEPT IN GLAZED ❑PENINGS IN BUILDING LOCATED IN WIND BORNE DEBRIS REGI❑NS SHALL BE C❑NFIDENTIAL, ANY UNAUTH❑RIZED USE ❑F THESE DRAWINGS WITH❑UT THE CONSENT w PROTECTED FROM WIND BORNE DEBRIS AS FOLLOWS: ❑F APEX HOMES, INC, IS PR❑HIBITED, SITE SUPPLIED WOOD STRUCTURAL PANELS WITH A MINIMUM OF 7/16 INCH 21 APEX HOMES WILL BE C❑NSIDERED AS A "SUBCONTRACTOR' IN ALL BUILDING CLECTrZECA!L THICKNESS AND A MAXIMUM SPAN OF 8 FEET SHALL BE PR❑HIDED FOR ❑-CUING PROTECTION IN ONE AND TWO STORY BUILDINGS. PANELS SHALL BE PRE-CUT S❑ PROJECTS, SUPPLYING A BUILDING COMPONENT TO A "GENERAL CONTRACTOR- OR 1"!`�"''CTI0"9 REQUIMCD s c� THAT THEY CAN BE ATTACHED TO THE FRAMING SURROUNDING THE OPENING 'BUILDER'. THE SPECIFICATIONS ENCLOSED ARE FOR DESCRIBING AND DETAILING THE CONTAINING THE PRODUCT WITH THE GLAZED OPENING. PANELS SHALL BE PROPER USE ❑F OUR MANUFACTURED BUILDING MODULE AND ITS C❑NSTRUCTI❑N, -� w o\ FASTENED TO THE DWELLING IN ACCORDANCE WITH TABLE R301.2.1.2. THESE COMPLETE PROJECT BUILDING DESIGN ( i.e. SITE, F❑UNDATI❑N, DECK, ❑R PORCHES, PANELS WILL BE PROVIDED AND INSTALLED ON-SITE BY OTHERS ETC, ) SHALL BE BY THE 'GENERAL CONTRACTOR', ALL NOTES PERTAINING TO 'IN FIELD", ON SITE OR "BY BUILDER" SHALL BE THE RESPONSIBILITY OF THE 'GENERAL Marc, -- «.r tl#)n �1 O CONTRACTOR'. 3, THESE PLANS MUST NOT BE SCALED FOR DIMENSI❑NAL REFERENCE, ALL r"-r!m rnr'"""` y �V DIMENSION LINES AND NOTES SUPERSEDE ANY SUCH REFERENCES. I014 C ,n Q 4, THERMAL TRANSMITTAL VALUES FOR ROOF, WALL AND CEILING LOCATED ON REscheck Manufacturers No. M 1168 �` UN - 17555 / JN - 71361 / NY co oLn a Ln LO LOT AREA = 23.657 SO. FT. = 0.543 acres PROPOSE 2 STORY FRAME DWELLING W/ 4 BEDROOM DATUM NAV.D. 1988 ELECTRIC FROM OVERHEAD SERVICE a W NO GAS SERVICE VISIBLE FFL ELEV = 33.0 (29.5) = ELEVATIONS I GAR ELEV = 31.0 H �, FIRST FLOOR = 1,423 SQ. FT. SECOND FLOOR = 1,320 SO. FT. TOTAL = 2,743 SQ. FT. GARAGE = 860 SQ. FT. ORIENT BY THE SEA, SEC. 1 Hco o I DWELLING / CESSPOOL IN THE REAR DWELLING / CESSPOOL IN THE REAR DWELLING / CESSPOOL IN THE REAR WELL IN THE FRONT WELL IN THE FRONT WELL IN THE FRONT I II LOT NUMBER 25 LOT NUMBER 26 �1 B- LOT NUMBER 27 0 esspool FD N 89'30'00"E 150.00' pole 01'N wd stockade fence I'd man PIPE deer fence overhead wires O pole / FC, '- -- x x (30.0) fence 1 S \ �' n FC (31.6) 0.0 s FC wire fence FC N 0.4s 5'W x 2 8'S 3.2S r q 00 O C6 �� (U Lo l� x 0) r W 0 J z Z Q W I— J w „`�_x , —1 OSE o a �LT�0 u N 1 V ecw°Me o� r rJh (. �d � � Po I-- � Ql W O x (31.0)\ o (31.0)n ^55.5' 36.0' _ elf a PROPOSE 2 STY FR PROPOSE o 29-5 m n- ZLjj 29 N W/4 BEDROOMS GAR a Lil N Mi x Z ZLL- 2 3'W CD48.0• (31.0) Q (31.0) aD covered porch O `� _ q O vinyl fence 55.5' l0 (/) O a ti ..J _1 `O;.w (31.0) I O Lv Z y O I PROPOSE O Q - �- 0 TEST DRIVE O S� D H ` 0 1 W Li- LLJ C� 0 HOLE 0 M 00 N0- q(26.1) �t O PIPE O N 90'00'00"W 150.00' edge of pavement (25.8) NORTH SEA DRIVE (24'3) NOTE: edge of pavement Location of water mains & adjoiners water supply Z U M I I I by others and are not V guaranteed. q LOT NUMBER 86 0 LOT NUMBER 87 DWELLING / WELL IN FRONT well VACANT (1j C1J ClJ CLI CU CESSPOOL IN REAR Clj CU (),i co \ \ \ Ln I I I TEST HOLE BY McDONALD GEOSCIENCE CD 2-17-2021 1-20-2022 SHOW PROPOSE DWELLING CD \ .1 DARK BROWN LOAM OL THE OFTSETS(OR DIMENSIONS)SHOWN HEREON FROM THE STRUCTURES TO THE PROPERTY LINES ARE FOR A SPECIFIC PURPOSE AND USE AND THEREFORE ARE NOT BROWN SANDY CLAY CL IN D TO CUIDE THE ERECTION OF FENCES. RETAINING WALLS.POOLS. PATIOS JOB No. 21-163 FILE No. ORIENT-BY-THE-SEA PLANTING AREAS.ADDITION TO BULD*=OR ANY OTHER CONSTRUCTION. SURVEYED FOR TAM SMITH 7' ONAUBNORZED AMZRA77ON OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION LOT NUMBER 75 Q 7209 OF THE NEW YORK STATE EDUCATION LAW. MAP OF ORIENT BY THE SEA, SECTION 2 W LLJ --j GUARANTEES MOCKIED HEREON SHAM RUN ONLY TO THE PERSON FOR WHOM THE J Q!� D—/ Q BROWN CLAYEY SAND SC SURVEY IS PREPARED.AND ON HIS BEHALF TO THE TITLE COMPANY.GOVERNMENTAL SITUATED AT ORIENT POINT AGENCY AND LENDING MSTRTUTION LISTED HEREON,AND TO THE ASS EES OF THE L1_) 0— z I I I OR O.C ARE NOT'7RANSrERABLE TO ADDITIONAL M nTUTIONS TOWN OF SOUTHOLD, SUFFOLK COUNTY, N. Y. COPIES OF THIS SURVEY MAP NOT BEARMG THE LAND SURVEYORS INKED SEAL OR SCALE 1" = 30' DATE 8-16-2021 CL 19' EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY LIJ W Q FILED MAP No. 3444 DATE 10-26-1961 BROWN FINE TO COARSE CERTIFIED ONLY TO: TAX MAP No. 1000-15-3-40 DISK 2021 SAND SW HAROLD F. TRANCHON JR. P.C. O LAND SURVEYOR 25' P_0_ BOX 616 O ti COMMENTS: NO WATER ENCOUNTERED w 1866 WADING RIVER-MANOR RD. WADING RIVER, NEW YORK, 11792 IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE N.Y. LIC. No. 048992 631-929-4695 w EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE HAROLD F. TRANCHON JR. PENN. LTC. No_ 2115-E �V DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE w C� DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND C� PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE INTENT. IE A DRAWING BEARING THE SEAL OF AN ENGINEER IS BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYs DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS O SIGNATURE, THE DATE OE SUCH ALTERATION, AND A SPECIFIC REVIEWED'FOR Lc DE COMPLIANCE ENGINEER: � � DESCRIPTION O 305 N E THE ALTERATION, TO ICc-NTA \05 N ❑AKLANAND AVE O NAPPANEE,IN 46550 C J Q i q FS CORPORATIDN 417 CENTRAL ROAD SUITE 2 BLOOMSBURGYA I QN — 17 55S) JN — 713 1 / NY co GENERAL NOTES 2020 RESIDENTIAL CODE ❑ E NY NOTES E ❑ ECTRICA ❑ NOTES 1, WIND ❑W EGRESS REQUIREMENTS MEET x 2017 NEC NOTES 1, GASKET OR WEATHERSTRIPPING AND A BOXES M - 2020 RESIDENTIAL CODE ❑F NY STATE, 1, ALL LIGHT ❑ ES UST BE RATED T❑ SUPPORT 50# FOR NON-PADDLE FANS f INSULATION, EQUIVALENT T❑ THE INSULATI❑N ON THE SURR ❑UNDING SECTI❑N R310, 1 AND 70# FOR PADDLE FAN BOXES, SURFACES , IS TO BE INSTALLED UPON H 2, VISUAL INSPECTI❑N [IF THE 2, TAMPER RESISTANT ( T.R. ) RECEPTACLES REQUIRED THRU -❑UT THE ENTIRE INSULATI❑N INSTALLATI❑N WILL BE HOME, UNLESS NOTED ❑THERWISE ON THE PLAN, C ❑MPLETI❑N OF THE SET -UP OF THE DOCUMENTED BY THE APEX QC 3. ALL BALC ❑NIES , DECKS AND PERCHES ACCESSIBLE FROM INSIDE THE DWELLING ❑ HOME AT CEILING ACCESS PANELS AND DEPARTMENT , UNIT ARE REQUIRED TO HAVE ONE WATERPROOF ( W .P. ) T ,R, GFI RECEPTACLE / OR PULL DOWN STAIRS ❑N SITE BY ,—, coo OTHERS . 3, BUILDER TO INSTALL A FRESH AIR WITHIN THE PERIMETER OF THE BALCONY ) DECK OR PORCH, d- ,I INTAKE FROM THE ON-SITE FORCED AIR 4, 1 & 2 FAMILY DWELLINGS ARE REQUIRED TO BE PR❑VIDEO WITH ONE W. P. T,R, 2, DRYER VENT DUCT SHALL TERMINATE SYSTEM TO MEET THE REQUIREMENTS � co GFI RECEPTACLE ACCESSIBLE WHILE STANDING AT GRADE LEVEL L❑CATED A MAX. [IN AN ❑UTSIDE WALL [IF A BUILDING ❑F M1505 .4 ,3(1 ) OF 6 ' -6" ABOVE GRADE AT THE FRONT AND REAR ❑F EACH DWELLING UNIT NET LESS THAN 3 0 IN ANY 4 , HOT WATER PIPE INSULATI❑N SHALL BE ❑ DIRECTI ❑N FROM ANY ❑PENING INT❑ S� THE GROUNDING CIRCUIT CONDUCTOR FOR THE CONTROLLED LIGHTING CIRCUIT � THE BUILDING AND MUST N EQUIPPED INSTALLED IN ACCORDANCE W / SECT, SHALL BE PR❑VIDED AT THE L❑CATI❑N WHERE SWITCHES C ❑NTR❑LLING LIGHTING �-; LL N1103,4 ,2 ❑F THE 2020 RESIDENTIAL LEADS THAT ARE SUPPLIED BY A GROUNDED GENERAL PURPOSE BRANCH CIRCUIT <E `� q WITH A BACKDRAFT DAMPER, CODE OF NY STATE \ 3, TUB / SHOWER CONTROL VALVES T❑ FOR ETHER THAN THE FOLLOWING: � w C- HAVC A HIGH STOP LIMIT SET TO 5, EXTERI❑R WALL FIRE RATING AND A. WHERE CONDUCTORS ENTER THE BOX ENCL ❑SING THE SWITCH THROUGH A w w q co LIMIT WATER TEMPERATURE TO A REQUIRED FIRE SEPARATION DISTANCES RACEWAY , PR❑VIDED THAT THE RACEWAY IS LARGE ENOUGH FOR ALL � � � co MAXIMUM ❑F 1200 F ( 490C ), MEET THE REQUIREMENTS PER THE 2020 CONDUCTORS , INCLUDING A GROUNDED C ❑NDUCT❑R, cv 4 . THE BASEMENT AND / OR ATTIC DOOR RESIDENTIAL CODE OF NY STATE TABLE B. WHERE THE BOX ENCL ❑SING THE SWITCH IS ACCESSIBLE FOR THE MUST HAVE WEATHERSTRIPPING AND A 302 ,10) & (2 ) INSTALLATI ❑ N ❑F AN ADDITI❑NAL OR REPLACEMENT CABLE WITH❑UT REM❑VING 6, BUILDER TO PR❑VIDE AND INSTALL SWEEP PR ❑VIDED AND INSTALLED FINISH MATERIALS [IN -SITE BY OTHERS , HIGH-EFFICACY LAMPS IN 90/ ❑F C, WHERE SNAP SWITCHES WITH INTEGRAL ENCLOSURES COMPLY WITH 300, 15 (E ) 5, ADD BL❑CKING IN WALLS ❑N ALL ENDS PERMANENTLY INSTALLED LIGHTING D, WHERE A SWITCH DOES NOT SERVE A HABITABLE R❑❑M ❑R BATHR❑❑M �_ z OF CABINET RUNS FOR BASE , WALL, FIXTURES [IN- SITE PER SECTION . N1104,1, E, WHERE MULTIPLE SWITCH L ❑CATI❑NS CONTROL THE SAME LIGHTING LOAD SUCH � Q J w = TALL AND VANITY CABINETS TO PULL 7 ALL WINDOWS WITH OPENINGS WHICH THAT THE ENTIRE FL ❑❑R AREA ❑F THE R❑❑M ❑R SPACE IS VISIBLE FR❑ M THE W v o � SIDE ❑F CABINETS TIGHT T❑ THE OPEN 4 INCHES OR GREATER , ARE 72 SINGLE OR C❑MBINED SWITCH L ❑CATI ❑NS z N WALL' INCHES AB❑VE THE FINISHED GRADE ❑R F. WHERE LIGHTING IN THE AREA IS CONTROLLED BY AUT❑MTTIC MEANS o = q IS D SURFACE BELOW AND THE LOWEST G. WHERE A SWITCH CONTROLS A RECEPTACLE LEADS z E] PART OF THE CLEAR ❑PENING IS LESS 6, ALL 15 AND 20 AMPERE 125 AND 250 VOLT RECEPTACLES INSTALLED IN A H THAN 24 INCHES ABOVE THE FINISHED WET L❑CATI❑N STILL MUST HAVE AN ENCLOSURE AND COVERS THAT ARE z w FLOOR) WILL REQUIRE WIND ❑W GUARDS WEATHERPROOF WHETHER AN ATTACHMENT PLUG CAP IS INSERTED OR N❑T . ALL ❑ o PER 2020 RESIDENTIAL CODE OF NY ENCLOSURES AND COVERS INSTALLED IN WET L❑CATI❑NS MUST BE LISTED AS 00 N STATE SECTI❑NS R312,2. THE WIND❑W "EXTRA DUTY" q o GUARDS WILL BE PR ❑VIDED AND 7, A LUMINARIES WEIGHING MORE THAN 50 LBS , SHALL BE SUPPORTED > INSTALLED ❑N -SITE BY OTHERS . INDEPENDENTLY OF THE OUTLET BOX, UNLESS IT IS LISTED AND MARKED FOR THE MAXIMUM WEIGHT TO BE SUPPORTED. 8, ALL 120 V❑LT, SINGLE - PHASE , 15 AND 20 AMPERE BRANCH CIRCUITS Q SUPPLYING OUTLETS OR DEVICES INSTALLED IN DWELLING UNIT KITCHENS, z u � � FAMILY ROOMS) DINING ROOMS, LIVING ROOMS ) PARLORS ) LIBRARIES , DENS Q BEDROOMS) SUN ROOMS RECREATI❑N ROOMS CLOSETS ) HALLWAYS, LAUNDRY AREA , OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED C❑MBINATI❑N - TYPE ARC - FAULT CIRCUIT INTERRUPTER INSTALLED TO PR❑ VIDE w � Cu 0'] PR❑TECTI❑N OF THE ENTIRE BRANCH CIRCUIT . �; co � � n 9, ALL BATHROOM RECEPTACLES, LAUNDRY RECEPTACLES , EXTERIOR RECEPTACLES C) AND ALL RECEPTACLES SERVING KITCHEN C❑UNTERT ❑PS , THE DISHWASHER CIRCUIT OR RECEPTACLES THAT ARE WITH IN 6' -0 '/ ❑F THE ❑UTSIDE EDGE ❑F THE KITCHEN SINK INCLUDING RECEPTACLES UNDER THE SINK OR IN CABINETS � _ -' ARE REQUIRED TO BE GFI PROTECTED, � Ld > �j a- a- Z z I 1 1 /n H ( CL > > CL W W Q no� C[� O O IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE w EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE w DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND Q, PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS HI L PAkir SLAL Lucanuv O SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC "EVIEWED FOR CODE COMPLIANCE ENGINEER:DAV �J DESCRIPTION O 305 N F THE ALTERATION. TO ICE-NTA , 05 UAKLANAND AVE NAPPANEE,IN 46550r NE p+ R. l O O 0536� 'FS CORPORATION FESS I 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA A1 , 2 I I QN - 17555 / JN - 71361 / NY co Ln ❑ ►� 4.4 C�J � E Z E:l J I--- U w z LL c o NY CERTIFICATI❑N FOR M❑DULARS YES X NO mm I co � II THE F❑LL❑WING ELEMENTS OF CERTIFICATION � d REQUIRED BY THE MANUFACTURER TO EXCLUDE EACH HOME ARE AS FOLLOWS: V )v / \ 1) DESIGNATED ONLY FOR ERECTI❑N ❑N A SITE-BUILT PERMANENT F❑UNDATION 1:1 2)N❑T DESIGNED TO BE MOVED ONCE INSTALLED. 3)DESIGNED AND MANUFACTURED TO COMPLY WITH NATI❑NALLY RECOGNIZED MODEL BUILDING CODE OR EQUIVALENT TO BUILDING CODES FOR ❑N-SITE HOUSING, OR WITH MINIMUM PROPERTY STANDARDS ADAPTED BY THE SECRETARY PURSUANT TO TITLE II OF THE NATI❑NAL H❑USING ACT, AND O 4) T❑ THE MANUFACTURER'S KNOWLEDGE IS NOT INTENDED TO BE USED OTHER THAN \ ❑N A SITE-BUILT PERMANENT F❑UNDATI❑N. 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FINISHED CEILING II I II I I I u I I I II I q II I I j o II I I I II I I I ';�I- Ln \ I I I II I I I FINISHED FLOOR 0 \ \ CDII I --------------- ------------- -- - - r Q� i FINISHED GRADE GARAGE S ❑❑M or Q ❑N-SITE BY OTHERS ❑N-SITE B THERS Q C� W W d. ZEJ I I I Cam, !l— F--- xx❑MIT SIDING)Kx � d- CL W W Q O � O IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE w EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE �V DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE Is DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDIGE, BELIEF AND C� INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVESEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NWS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS O O zZZ SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC HIKE PAD r LUlA 1LJ ENGINEER; DESCRIPTION OF THE ALTERATION. ;EVIEWED FOR CODE COMPLIANCE DAVID TOMPOS, ICC-NTA r` 305 N ❑AKLAND AVE vw O NAPPANEE,IN 46550sl N� a O Q� O c, N ❑ TES ACTUAL H ❑ USE MAY VARY FROM ELCVATI ❑ N rz� FO 053 'FS CORPORATION FESS l 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA QN - 1 7 555 JN — 713 61 / NY co o Ln Q z F-1 U Ii U U � N W 1- H co o r � I co II Q o q Z Q c� cu Q Ld F— 12 12 n/ Q Z N P� y CDo = > d n FINISHED CEILING FINISHED CEILING [ti n z L O 0 o r\ / / o I I V V J I O co N 0- - - - - - - - - - - - - - - - - - - - - - - \ \ - 12 12 /�/ `\`\ - - - - - - - - - - - -- - - - - - - - I---- ------ --- // / ` ------------------ ----------- I ------ -- - - ------- FINISHED CEILING FINISHED CEILING I II II I I II II I Q U Q I I I I II II I �z Q I II II I i II II I q I o II II o I I II II I (CU (Ll (ZJ I II II I CO I I I FINISHED FLOOR I II FINISHED FLOOR I O (v O �-, I FINISHED GRADZIJ FINISHED GRADE r� PORCH SLAB, R❑❑F-, PORCH SLAB, ROOF, `Lo�erea� o ❑MIT SIDING C��v�e� oral, �-ST —1 Q S I M Pis J RAILING AND POSTS RAILING AND POSTS GARAGE S�UI�Re❑M 'P " W H W L�J ON-SITE BY OTHERS ❑N-SITE BY OTHERS ❑N-SITE BY OTHERS ❑N-SITE BY OTHERS ❑N-SITE BY OTHERS W Q Z I I I xx❑MIT SIDINGxx > LEFT SIDE ELEVATION LLJ w Q� � RIGHT SIDE ELEVATION o � 0 IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE w DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, O ALTER THE w `� DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNLIWLEDGE, BELIEF AND INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC IHIRD I'AKiY JLAL LULAilUN : ENGINEER: DESCRIPTION OF THE ALTERATION. 2EVIEWED FOR CODE COMPLIANCE DAVID TOMPOS, ICC-NTA NAPPANOEE INAND 465 OAVE F N/�/ � qco 'FS CORPORATION FESS l�NP 417 CENTRAL ROAD SUITE Z BLOOMSBURG,PA NH 1 AT I UAL_ HUU \\� E MAY V HK Y KLIM EUL V A I tLIN 311 QN - 17555 / JN - 71361 / NY co H- Ln ----------------------------------� F- 1 NEW Y❑RK CODE S "� 1 1 R-13 INSULATION INSTALLED IN UNDERSIDE ❑F STAIRS. Q 12020 NEW Y❑RK STATE UNIF❑RM FIRE PREVENTI❑N AND 1 L------------------------------� 1 BUILDING CODE (WHICH INC❑RP❑RATES BY REFERENCE): 1 ® R-13 INSULATI❑N INSTALLED IN BASEMENT STAIR WALLS nI 12020 RESIDENTIAL CODE OF NYS i �I 0 12020 ENERGY CONSERVATION C❑NSTRUCTI❑N CODE OF NYSI 3 I2017 NATI❑NAL ELECTRICAL C❑DE I -------NA --------------------------I J ALL EXT. LOAD BEARING HDR'S! WITH SPAN ❑F 3'-9" OR = L-L- LESS WILL BE (3) 2x6 SPF #2 ALL OTHERS WILL BE 3 SPECIFIED. ALL REQUIRED JACK STUDS SHOWN ARE 2x6 L— SPF #2, ALL M/W HDR'S: WITH SPAN OF 4'-11" OR LESS WILL BE V ) W \ (4) 2x6 SPF #2 ALL OTHERS WILL BE SPECIFIED, E U 00 o 18'-0' 17'-0' 20'-6' I co II F—-- - --------i I I I I I Q p q C� I SUNn OM DN-SITE BY OTHERS 1 �I I o Z 03 I >: q co I I 4'-9' 1 36 t 16'-0' 1 29'-8" 1 40'-1 1/2' HDR: (3) 2xI0 SPF #2 55'-6' 36'-0' BATH#2 I HDR: (3) 2x10 SPF 42 1 DATA PAE LATE, LT CTN. SAFETY 1 17 1 ® I O O GLAZED O O -------- • - /8' it-- ---------------------------------------------------------- W ! 12'-0' 1l'-2 1/2' W3342 O- O W1842 4-, =2'-0" 5'-7 /2' I I 1 i \ • 3' RADON VENT • N B24 DSB 6 ➢WS Fc' m LAUNDRY I I I I 1 I� I\ \- > Ln 4 - . 2' FUTURE VENT �P?6 �_ ZI I D o I I , �/ / CO A.P. F-3' 3 v `j ❑ r ( I lf) 1 1 � rn • 3' DRAIN & N (,.) — I W In 11 V T �F7 3'-0" 2-3/4' SUPP. KITCHEN POT FILLER —� I 1 1 CD a Q FRO end STORY III J c I I I i W QI 1� STORAGE N _DINING ROOM I!! I ' cLo x I 2'-7' I I i i � Q 31 A 129.22 SQ.FT. * 1 3 I I I a¢ij I *2x6 - �- - - - O z Ea(n 0 10.34 LIGHT RE'D. f A ni 1 1 > c�hl3 I 5.17 VENT RE'D. GARAGE AND ALL GARAGE FIRE BATH#2 o1�a 30.80 LIGHT PROV'D, T5/ 1 I O I= In 15.28 VENT PROV'D. I 1SEPARATI❑N PR❑VIDEO ANDINSTALLED ❑N-SITE BY ❑THERS I 1 = q CDOco > � I AND IS T❑ BE APPR❑VED BYti❑ GEOMETRY: (" 30r8 I L❑CAL BUILDING INSPECT❑R F-5/B' ON-SITE IBENCH MIN 9' TREAD DEPTH • w �- MAX 8' RISER HEIGHT 8'-1 • I 1 I 1 Li ❑J , ❑ MIN RAIL HEADROOM PROVIDED ------ PLUMB FOR� HANDRAILS 34' TO 38' CON-SITE BY � _JI ❑ � OTHERS) " F- 4 4 o PAN. I F IlEMAKLR I B30 BM( BATH#05 I I in ON-SITE 1 1 GARAGE o O 2'-0" 7' 4 1/2" 12'-2" 6 -2 I SPF # cz) zx C � SPF #2 SPF #2 -6" W3624 W3042 W3042 F_5/g• 1 1 1-----1 ❑J � OMIT 3'-10' SECT 1 1 1 1 CLG & WALL GYP I I 1 CU 8' 1/ " 5'-ll 1/2' 12'-0 1/4' O I I I 1 q 0i I I I ti 0O^ ❑H LANDING DN. L — ———————- 51'-9' 55'-6' 1 I I CLO (,) ❑ 7/16' SHEATHING-,", � I 1 1 II II 0 1 1 RAILING I LIVING ROOM _ i i i i W DNSITE 1 249.45 SQ.FT. J 1 1 1 1 Z cU 3 -Oa OTHERS ( 19.98 VENT REQ'D w°� I I I I Q BEDROOM #1 �,, 23.40 LIGHT PROV'D, �o 1- 1 1 I I z 7 u I I I 225.31 SQ.FT. cU 12.18 VENT PROV'D. 00 0 18.03 LIGHT REQ'D, 1 ! 1 X I I 11 '-' 9.01 VENT REQ'D. ,-, DPE FIREPLACE & FLUE INSTALLED IN FACTORY O F9 3 35.10 LIGHT PR❑V'D. CLQLAT PLEASE NOTE: A I I I I cu 18.27 VENT PROV'D. •SUFFICIENT EXTERIOR AIR SUPPLY AS PER R3006 BY OTHERS � i ■FIRE BLOCKING J Z I I CD AS PER R602.8 ON-SITE BY OTHERS O I 1 Ci OPEN TO 1 ■DRAFT REQUIREMENTS :A 1 AS PER RL801.2 BY OTHERS = I I I I :HEARTH HAND HEARTH EXTENSION AS PER R1001.9 ON-SITE BY OTHERS 2'-oo _ I FOYER I FLUE/CHIMNEY TO HE FINISHED ON-SITE BY OTHERS L———— — —————————————————— — — *TIGHT FITTING DOORS NON-CDMBUSTIBLE DOORS PROVIDED AND L- INSTALLED ON-SITE BY OTHERS. ---- ---------------- 3' DRAIN & a INSULATION WILL BE 1 \ \ o 2-3/4'I TENTED AROUND co 17'-6" \ \ \ CLO 1 26'-6 3/4" FROM 2nd STTORY I WATER SUPPLY LINES 1 - Cu I 1 I 7'-0 5/8' -o" 7'-0 5/8' 1 q \ � s,rr� 2x10 CD � \ \ CD 5 EGRESS 5 HDR: (3) 2x10 SPF #2 �5 5 I I a 1 O O o O O 1 I IV f 4'-3 1/2' 14'-2 1/2' 24'-0" R.O. ONLY 33'-9 1/2" 43'-8 1/2' 48'-0" PORCH DN-SITE BY OTHERS 1 r^ry�� H Lv W _j / \ V 1 \ I LEJ N Q I I I L--------------------------------------------------------------------------------------------------� I °l Li w Q O � zxlo � 1ST FLR OF A 2-STURY FLUSH CEILING BEAM V IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE r IMP❑RT—AN T N❑TE 7 LD DINING/LIVING ROOM EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE ALL FLUOR C❑VERINGS TO BE PR❑VIDED BY BUILDER DIRECTION OF A LICENSED PROFESSI❑NAL ENGINEER, TO ALTER THE � c THEREFORE IT IS THE BUILDERS RESPONSIBILITY TO DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS IDENTIFY ANY REQUIREMENTS TO APEX HOMES FUR ( BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE � ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE RAISING DOORS, CABINETS ETC. PRI❑R TO CONSTRUCTI❑N, t� L — — — — — — — — — — — — — — — — 1 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS J SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC IHIRD PARIY SEAL LD(HIIL DESCRIPTION [IF THE ALTERATION. .EVIEwED FOR CODE COMPLIANCE ENGINEER` DAVID TOMPOS, ICC-NTA 305 N OAKLAND AVE c A' [., \J'• NAPPANEE,IN 46550 oF IV „V Cap` o � II,, w FO, 053 'FS CORPORATION FESS 417 CENTRAL ROAD SUITE 2 9LJOMSBURG,PA NOTES : 5 , 9 ' - 0 " 1ST FLOOR CEILING HEIGHT 6 , 7 / 12 NON STORAGE RAFTER ROOF SYSTEM @ 16 " ❑ , C , 2 , HEAT SYSTEM ❑N - SITE BY OTHERS 7 , CLG BEAM @ DINING / LIVING ROOM TO BE ( 4 ) 2x10 SPF # 2 ( 2 PER UNIT ) 3 , ANDERSEN 400 SERIES WIND ❑ WS 8 , ' 4 . IST FLOOR SQUARE FOOTAGE = 1423 SQ / FT 9 , QN — I 7555 / JN — 71361 / NY co Ln �-- Ln I8 IB 22 112 18 ALL EXT. LOAD BEARING HDR'S: WITH SPAN ❑F 5'-3" OR n LESS WILL BE (3) 2x6 SPF #2 ALL OTHERS WILL BE El SPECIFIED. ALL REQUIRED JACK STUDS SHOWN ARE 2x6 SPF #2, ALL M/W HDR'SI WITH SPAN OF 9'-3" OR LESS WILL BE ® ® Z (4) 2x6 SPF #2 ALL OTHERS WILL BE SPECIFIED, m F ( n CL/ [Q� � 1 36 1 43 112 BATH#3 BATH#4 V J H 0 o I L w II 17'-0" 13'-0" F--------- ---------------- I I I I o I 1 co qLL_ I I I I I I , o r r o e�, CL DECK ON-SITE BY OTHERS I I V N co I I IN 2x10 u 00 2'-6' 11'-5" 16'-3 1/2' I 21'-0' 27'-1' I 38'-10" 45'-6" 48'-0' FLAT ROOF WITH A cu FLUSH CEILING BEAM R HALL 15 RO-26 1/8' 15 RO-26 1/8' SP R.O.: 36� 1/2, SP R.O.t 36 1/2, 1 15 RO-26 1/8' 15 RO-26 1/8' x68 7/8' x68 7/8' CTR3010 x 12 1).2 CTR3010 x 12 1/2 x68 7/8' x68 7/8' 2-LITE --------------� 12'-11" 5'-0' 3'-8" 7'-4 1/2' 16'-4 1/2' 1 � W o I I / Z �� u L_��_ • STVFLOOR OUGH PLUMBING Z w � I __cuRB__ o x BATH#4 Q� z FIBERROCK WALLS A N I �-, �) • I 1 0-2'iS VENT I 117 1ST FLOOR 0 BEDROOM #3 > �,� BEDROOM #2 LA 1 \ F-5/B' \— r l 166.30 SQ.FT. a 4 LIGHT T RE 1 /� / U BATH#3 I CURB �� 12.04 LIGHT REQ'D. I \L 0 13.30 LIGHT REQ'D. • W�C' fl 6.02 VENT REQ'D. -- � 6.65 VENT REQ'D. 2 2 -6" -0" 0ll _j 15.78 LIGHT PROV'D. 1 1 26.68 LIGHT PROV'D. • a� I w°a 9.22 VENT PROV'D. I 15.09 VENT PROV'D. �kR o RX_�.PLU IN �, LIN. I O Z °o 4 ❑ Li OD �) O > 5'-10' o I I Z I FIB OCK WALLS 1 I I LL cu W - 1 I o z WH I I HALL STAIRS ISWING1 2' VENT L�x 54 112, 1AREAI ---------------------------- 1ST FLOORI ------ ----- ------------1 1 (2) 2x4 <2) 2x4/2" I SPF #2 16'-2 1/2' sPF #2 10'-2' 1 1 O1® - --===1==J OMIT 3'-10' SECT 1 1 LL CLG & WALL GYP ——— ——— n�I 8'-0" 4'-0' 7'-1 1 2" - -- - 1 q «� 0 cu al CLO CLO iu ---- — — —— ——————————- I I > LANDING "! DN. ORAILING cU 3 -0" 1 1 ONBSYTE 0 F-5/8' I 1 BEDROOM #4 OTHERS FLEX ROOM co O 154.30 SQ.FT. I 227.98 S.Q.FT, OMEN TO > 18.24 LIGHT REQ'D. 12.34 LIGHT REQ'D. (U 9.12 VENT REQ'D. BELOW .70 VENT REQ'D. I 1 � Q \ 32,70 LIGHT PROV'D. 1 17.61 LIGHT PROV'D. I 1 a� 17,61 VENT PROV'D. BATH#1 17.61 VENT PROv'D. 1 cx) o c I 1 Lr------------------- -------------------------------H C11 C11 0 Co t C 19'-10 1/2' 8'-10" 28.12 NICHE 12'-3' I q (� Cu • I �J \ I CD OF CD 1 O (D EGRESS G) O O \\ I 1 HDR: (3) 2x8 SPF #2 HDR: (3) 2x8 SPF #2 \\ 1 1 9'-3" 24'-0' 38'-9" 48'-0' \ I H W W Q zCK I I I Cam, 1 1 ----- >- W L-I Q O � O IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE w `� EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE w DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND Q INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE NN. ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY " FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC REVIEWED FOR Lc DE COMPLIANCE ENGINEER` f� DESCRIPTION OF THE ALTERATION. DAVID TOMPOS, ICC-NTA V 305 N OAKLAND AVE OF N C 6- J, NAPPANEE,IN 46550 V �'� P o co FO 053 'FS CORPORATION FESS k 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA N ❑ TESI 1 , ANDERSEN 400 SERIES WIND ❑ WS 6 ' 2 , 2ND FLOUR SQUARE FOOTAGE = 1320 SQ/ FT 7 ' 3 , 8 ' - 0 " 2ND FLOUR CEILING HEIGHT 8 ' loll 1 4 , 7 / 12 N ❑ N ST ❑RAGE RAFTER R ❑ ❑ F SYSTEM @ 16 " ❑ ,C , 1 5 . CLG BEAM @ HALL T ❑ BE ( 4 ) 1 1 / 2 ' x9 1 / 4 ' M . L , ( 2 PER UNIT ) 01 QN - I 7555 / JN - 71361 / NY -� z —� Ln PANEL BOX U CRT BRK VOLT WIRE TYPE TYPE WIRE VOLT BRK CRT W REFRIGERATOR 1 20A 120 12-2 AFCI AFCI 12-2 120 20A 2 SMALL APPLIANCE RANGE 3 20A 120 12-2 AFCI AFCI 12-2 120 20A 4 SMALL APPLIANCE 5 AFCI 14-2 120 15A 6 GENERAL LIGHTING RANGE 40A 240 8-3 W _f 7 �.' AFCI 14-2 120 15A 8 GENERAL LIGHTING MICROWAVE 9 20A 120 12-2 AFCI AFCI 12-2 120 20A 10 BATH GFI W DISH WASHER 11 20A 120 12-2 AFCI AFCI 14-2 120 15A 12 GENERAL LIGHTING \ WASHER 13 20A 120 12-2 AFCI AFCI 14-2 120 15A 14 GENERAL LIGHTING DRYER 15 30A 240 10-3 AFCI 14-2 120 15A 16 GENERAL LIGHTING ti 17 AFCI 12-2 120 20A 18 BATH GFI 19 AFCI 14-2 120 15A 20 GENERAL LIGHTING 21 AFCI 14-2 120 15A 22 GENERAL LIGHTING 23 AFCI 14-2 120 15A 24 GENERAL LIGHTING 25 AFCI 14-2 120 15A 26 GENERAL LIGHTING 27 AFCI 14-2 120 15A 28 GENERAL LIGHTING 29 AECI 12-2 120 20A 30 BATH GFI 31 AFCI 12-2 120 20A 32 EXTERIOR GFI co O 33 AFCI 12-2 120 20A 34 EXTERIOR GFI 35 AFCI 12-2 120 20A 36 EXTERIOR GFI 37 38 39 40 41 42 d I i AMAIN SEWERS I ' �~ L� I I Q q XMAIN ELECTRIC I I r -r � Q� O 2- I I IPR❑GRAMMABLE THERMOSTAT ❑N—SITE BY 1 Fzq M BATH/FAN EXHAUST VENT TO I I 1 OTHERS CAPABLE GE AUT❑MATICALLY 1 C �+ 00 RUN UP AND THRU CEILING W/ 1 I 1 ADJUSTING THE SPACE TEMPERATURE SET 1 W q 4, DUCT AND TERMINATE AT I 1 1 P❑INT ❑E THE LARGEST ZONE. 1 q EXTERIOR CEILING PERIMETER I I ____________________ BANDS TO BE FINISHED ON-SITE BY OTHERS I I PANEL BOX LOCATED 32 I xx GAS LINES ON—SITE BY OTHERS DRYER VENT TO BE INSTALLED �} IN BASEMENT I cki DIRECTLY IN WALL TO EXTERIOR XL ---------- XL ,, ELEC DROPS 6 IIIII1i IIII1tI V- 0� 11 �IIIIIIIII\�J9 I1I1 �a s Nu -I —�II II --II----------------------------------———------1-------------------------------------------------———————-------------- -TIIIIIIII IIIIIII �WLd Dw,W/ 8 COILS GFI . 4 CT GFI GFI CT GFI 1 13 (S3S GFI GFI 21 0 • 127 OMIT Ln GFI a As si17 i i WON Z 3- uWx �/ CL FV-05-11-VKSL-2 OMIT IL -1 —————————— zGARAGE ELECTRICAL PROVIDED T i1 ci J 27' 5/7 AND INSTALLED ❑N—SITE BY ASF OTHERS AND IS TO BE GFI QOMIT L f FIXTURE , 1 I 1 INSPECTED AND APPROVED BY I I I I I — LOCAL BUILDING INSPECT❑RGFI I I I S3 I i I - -- 3 I I I L---------------� I I a� � LZ J � ., • x L� I I I F --- F ------- L-- . GFI ----- -- -- --------- ---- I I I I c I r ---- TA I HD I I a J I I HEAT DETECTOR I I [=] ON-SITE BY OTHERS I I CD CT 11 CT CTO 8 11 IICC I I CD ELEC DROPS I S I I GFI , — GFI GFI 1 I 103 N EL I I I I W/ 22' COILS - 12 S13 14 VENT (4N EXHAUST O TO RUN UP I I I Q INTO CEILING AND Lc �`j — — Dc 1 TERMINATE. FLEX DUCT I I I I TO B MT S3 I TO BE RAN OUT ROOF 1 I ON-SITE BY OTHERS I 3 1 II II IN FLR FOR XBSMT SD I I II II 1 I I I I I I Q 0 Q I 1 I I I I I I Z U I I I :i: .2: Q �z I J I I II it 1 IN I 1 J I I I ----------- 1 Ni I I 1 I----- -------------------- ------- -------------------- ------� ClJ 0_1 Cu CU cu � ---------J Ri CLI Rj Al ---1 \ \ \ N I o I I i CU CU Ln I I I I Q I q \ \ � \ CDCH^+ S I wa xL — ——— xL \ I CD cd GFI \ I 134 J � \ I LLJ W 0-/ Q ZE�l I I I I � ~ L---------------------------------------------------------------------------- --------- >- - w LJ Q XMAIN WATER SUPPLYX o � 0 � v IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE ry, C1• �,� DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS O SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC Hi11J rAKiY JLAL LLJ.AuuN : ENGINEER; DESCRIPTION OF THE ALTERATION, REVIEWED FOR CODE COMPLIANCE 305DAVIDN TEMPOS, ICC-NTA 305 OAKLANAND AVE NAPPANEE,IN 46550 �I c Fd 003 'FS CORPORATION FEss l 117 CENTRAL ROAD SUITE 2 BLOUMSBURG,PA N ❑ TES 1 . ALL LIVING SPACES ARE ARC - FAULT PROTECTED C ❑ MBINATI ❑ N TYPE 2 , SEE 2017 NEC NOTE 3 , 4 , QN 17 � 5 �5 JN 71361 NYco -� Ln -- Ln � � Q � U W S � W W El V J PANEL BOX CRT BRK VOLT WIRE TYPE TYPE WIRE VOLT BRK CRT REFRIGERATOR 1 20A 120 12-2 AFCI AFCI 12-2 120 20A 2 SMALL APPLIANCE RANGE 3 20A 120 12-2 AFCI AFCI 12-2 120 20A 4 SMALL APPLIANCE 03 5 AFCI 14-2 120 15A 6 GENERAL LIGHTING o I RANGE 7 40A 240 8-3 AFCI 14-2 120 15A 8 GENERAL LIGHTING I— d- z MICROWAVE 9 20A 120 12-2 AFCI AFCI 12-2 120 20A 10 BATH GFI n DISH WASHER 11 20A 120 12-2 AFCI AFCI 14-2 120 15A 12 GENERAL LIGHTING I \ V II WASHER 13 20A 120 12-2 AFCI AFCI 14-2 120 15A 14 GENERAL LIGHTING 15 AFCI 14-2 120 15A 16 GENERAL LIGHTING DRYER 17 30A 240 10-3 AFCI 12-2 120 204 18 BATH GFI F 19 AFCI 14-2 120 15A 20 GENERAL LIGHTING I I 21 AFCI 14-2 120 15A 22 GENERAL LIGHTING I 23 AFCI 14-2 120 15A 24 GENERAL LIGHTING I I 25 AFCI 14-2 120 15A 26 GENERAL LIGHTING I I 27 AFCI 14-2 120 15A 28 GENERAL LIGHTING I I � O q �- 29 AFCI 12-2 120 20A 30 BATH GFI I I O 31 AFCI 12-2 120 20A 32 EXTERIOR GFI I I 33 AFCI 12-2 120 20A 34 EXTERIOR GFI i r____________NOTE; 2ND FLR BATH/FAN EXHAUST 35 1 1 AFCI 12-2 120 20A 36 EXTERIOR GFI EVENT (4') TO RUN UP INTO CEILINGI MM 37 38 I JAND TERMINATE, OUT ROOF ON-SITE E DUCT OTOHE E I I " � q W 39 40 LJ q co 41 42 36 I l V I wP I XL _ GFI - --------------------------------- - -----------------ELECT. I ' I DROP • i /1 W I� 16 wP ( J IN CEILING 22 �FO ADON PUMP �\ ---------I r_ c I I e ( L } --� �� I I Ln \ L_ E lUl —_ I I ---- El I _ GFI L-- L_ I I U N I --------------I I z >1 � O q vp I I I I 18 GFI GFI �I I I � - L----------- __ �-� -J I I _W I I � F----20 - ---I I� -------------------- -------Il I Nz �/ W I L D/C L /DC I 1 I ___--______ "- - W I ______________1__ I CD O ----- -- - i N CL I I q o I I I ld icc - I icc TO 1ST LR 3 I I I OMIT - J 26 I 28 TO BSMT FIXTURE I � I I I I I I i t I I FI I I IL T(30 L —� I I � Z I 24 to i L I I I q • I I r— ET— ——————————————————— —� CLJ CLI CCu (�J cu I \ \ \ o-J ® I I � d-- I I I I q \ \ 0-i \ I o CL1 \ � I __j J CL Q_ Z I I I LIJ w Q oo� CIL, O � IT IS A VIOLATION OF ARTICLE 145 UE THE NEW YORK STATE Q� EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE 141 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY' KNOWLEDGE, BELIEF AND INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGIEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION a ALTERED BY ' FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC IHIKL) rHKIY SEAL LL�_AIllJ'V : ENGINEER: DESCRIPTION OF THE ALTERATION. zEVIEwED FOR CODE COMPLIANCE w DAVID TEMPOS, ICC-NTA 305 N OAKLAND AVE [ O NAPPANEE,IN 46550 'V NEB, co I 053 'FS CORPORATI➢N FES'S1o� 417 CENTRAL ROAD SUITE 2 BL:IOMSBURG,PA NOTES : 1 , ALL LIVING SPACES ARE ARC — FAULT PROTECTED C ❑ MBINATI ❑ N TYPE 2 , SEE 20 ? ? NEC NOTE ABOVE 3 . 4 . QN - 17SS5 / JN - 71361 / NY co Ln E � Ln Z <L < z El :L ❑ � � � w <: El co c I D F————————————————————————————— LLI CL C/) I-,- 03 <: c� co 55'-6 1/2' 30'-0 112' C/) c� 12`6 1/8' 1503 PLF 1057 PLF ------------- ----------------- I - ----------------------- -------------------------------------- --------------------------------------------------------------------------------------- F-------- > ----------------------------------------------------------- C', > l i i i CIL/ r 4) 2x10 SYP ffl FLUOR GIRDER CL/ (6'-7' D.C. MAX. FLOOR LOAD ONLY U Q) 229 PLF D.C. MAX. TOTAL LOAD ONLY >237 PLF IM 0 ' I I I i I I I � � z � 20'-7' 1718 T,L, (PLF) 16'-6 112' 778 T.L. (PLF) 18'-5' 1718 T.L. (PLF) Lj z rI - --- - - -- IIII ,I 9 III I IiII1 IIIiI o` �Nra ry 1 5'-7' 5'-0' 5'-0' 5'-0' 4'-4' 4'-3' 6'-3 112' 1 -8. 5'-0' 5'-10 1/2 7'-6 1/2' 1057 PLF LL_ -1 F_ -1 F_ -1 F_ __1 F_ -1 F_ -I cu CD 'S'a- �_o 4# ON -e-- e e e ____o E) - e L___J L___J L___J L_ _J L___J L_ - L___J _4 C�) G=2. KIP G=2.� KIP 0=2.2 KIPG=2.1 KIP cu U=2. 7KIP U=2.9 KIP POINT LEADS AND PLF LOADS AT 1 13 13/16' >1 MATELINE ARE TOTAL (NOT PER HALF) CONC. DOTER W/ STE COLUMN zt POINT LOADS ARE FROM 1ST STORY co cU CEILING AND ABOVE AND DO NOT CONSIDER PLF LOADS 229 PLF I I I C'D -4- 1 POINT LOADS TO BE CONSIDERED IN I F1 I CD l I I Iu ADDITION TO PLF LEADS BY I I :D CC) FOUNDATION ENGINEER 7 co Cu Rj CLJ DO of oj cd g) co 1503 PEE MINIMUM CONCRETE WALLS (�j 'q- -q- U-) ------------ ------------------------- ............................j n SIMPSON STHD14RJ (1836 LBF) @ THESE LOCATIONS JN :� (�j "I-,m (5� SIMPSON STHD14RJ (905 LBF) @ THESE LOCATIONS CD CD SIMPSON STHD14RJ (3222 LBF) La THESE LOCATIONS _J3 13/16' 4 8'-0' 7'-7- i Qs SIMPSON HDUli (8181 LBF) @ THESE LOCATIONS SIMPSON STHB14RJ (4959 LBF) @ THESE LOCATIONS <1 SITE PROVIDED HOLD DOWN FOR 19648 LBF 2 THESE LOCATIONS L'i LLJ > SIMPSON HD19 (13522 LBF) 2 THESE LOCATIONS � QL/ <j: LLl CL a- Z E:l I I I SIMPSON STHD14RJ (2495 LBF) LD THESE LOCATIONS cl� L-------------------------------------------------------------------------------------------------- IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL w/0.131'x3' NAILS C/) Q_ > > CL SPACED 6' D.C. FOR ENTIRE HEIGHT OF WALL. LIJ w <1 IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL w/0.131'x3' NAILS SPACED 4' O.C. FOR ENTIRE HEIGHT OF WALL., IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE w `y EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE:, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS HIRL) lJL , ENGINEER 4 : SIGNATURE, THE DATE [IF SUCH ALTERATION, AND A SPECIFIC �TVI 11AR Y �,LAL LL AIlL1EWED FOR CODE COMPLIANCE DAVID TOMPOS, ICC-NTA DESCRIPTION OF THE ALTERATION. 305 N OAKLAND AVE NA 46550 N R. 0Qp cz.) FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE IZZ ONLY . APEX HOMES WILL NOT ACCEPT ANY LIABILITY 053* OR RESPONSIBILITY FOR INCORRECT FOUNDATHINS , IFS CORPORATION FEsslo 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA n G1 95 9 29 NOTES : 6, MAX ANCHOR BOLT SPACING : 6 ' - 0 ' 11C , ( 4 ' - 0 ' [1 ,C , MAX IN AREAS WHERE WIND VELOCITY 1 , - IS @ OR EXCEEDS 100 MPH ) 2 , PERIMETER RAIL ATTACHED TO SILL WITH 16d NAILS AT 6 // 11C , 7, WINDOWS OR VENTS ( INSTALLED BY OTHERS ) ARE REQUIRED TO PROVIDE 1 / 150 [IF FLOOR 3 , PIER FOOTINGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE AREA AS FREE VENTILATION AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE 4 . CONCRETE COMPRESSIVE STRENGTH : 2500 PSI '5 , M OR S TYPE MORTAR TO BE USED A 8 QN - 17555 / JN - 71361 / NY co 1ST STORY SLIDING C❑NNECTI❑NS: RIM TO SILL Ln i 1-A= 143PLF. USE LAPPED SHEATHING w/0.131"x2.5" NAILS @ 6" ❑,C. 1-B=166 PLF. USE LAPPED SHEATHING w/0,131"x2.5" NAILS @ 6" O.C. 1-1=656 PLF. USE LAPPED SHEATHING w/0.131"x2,5" NAILS @ 4" D.C. IN ADDITI❑N USE 0.131 x3 NAILS SPACED 3 D.C. rz Q 1-2-1315PLF. USE LAPPED SHEATHING w/0,131"x2.5" NAILS @ 3" 11C, IN ADDITI❑N USE » LTP4'S SPACED 6" ❑,C. 1-3=301 PLF, USE LAPPED SHEATHING w/0.131"x2.5" NAILS @ 4" D.C. Z � SILL TO F❑UNDATI❑N ❑N-SITE BY OTHERS FOR SAME FORCE AS RIM TO SILL ❑ � � w Al - USE 7/16' RATED SHEATHING W/ 0.13lx2.5" NAILS @ 6" D.C. EDGE & 12' D.C. FIELD ( /� ❑ �' -+ Q - USE 7/16' RATED SHEATHING W/ 0.13lx2.5" NAILS @ 4' D.C. EDGE & 12' O.C. FIELD & _ USE 7/16' RATED SHEATHING W/ 0.13lx2.5' NAILS @ 3' D.C. EDGE & 12' ❑.C. FIELD A - USE 7/16' RATED SHEATHING W/ 0,13lx2.5" NAILS @ 2" D.C. EDGE & 12" O.C. FIELD-D❑UBLE STUDS AND STAGGER FASTENERS AT ADJOINING PANEL EDGES. I---� co o 0 - USE 7/16' RATED SHEATHING BOTH SIDES W/ 0.148x2.5' NAILS @ 3" O.C. EDGE & 12' O.C. FIELD �I co W Zz II Rj F----------------- --------- , C� I ATTACH UNBLOCKED ROOF AND FLOOR DIAPHRAGM w/0.131'x2.5' E I I NAILS 6" O.C, EDGE, 6" D.C. BOUNDARY, 12' O,C, FIELD LJ_ o q I I 55'-6' I I Cu 3'-5 13/16 8'-4 5/8' 1 9'-0 13/1G' 4'-111 1/8' 12'-10 1/8' O O I 1 I O n J --------------------------------------------------- -----� W I- . --------------------------------------------7i r--- 1T- g I --- —� ❑ Ln W = 0 I I III I ,t I a a N � U O Q- I L--J I I 1 1 I I > q 0 r) ❑ I I I I I I Oti F— �— > d I Iz El Z I I GARAGE SHEARWALL DESIGN ❑N-SITE BY W L� OTHERS AND IS TO BE INSPECTED AND I O Z co �APPR❑VED BY LOCAL BUILDING INSPECTOR J I I � (� CC C:D — �----J co N 0- STRAP MODULES 3 TOGETHER ACROSS Q O CEILING FOR 3241 LBF (� (SIMPSON CMSTCI6) (� (� `n I I I II II I I I I I Z U I I I 0 I I I O I I I I Q i II II I II II I II II I 5 L Cu 0-1 Ri 2A I .. CD OU 4 - SIMPS❑N STHD14RJ (1836 LBF) @ THESE LOCATIONS co I I I O o (A I - SIMPSON STHD14RJ (905 LBF) @ THESE L❑CATI❑NS Q \ \ \ CD 1-B I - SIMPS❑N STHD14RJ (3222 LBF) @ THESE LOCATIONSU O I O - - -10 5/16 l 7'-0 5/8' 5'-7 9/16" 5'-7 9/16" 7'-0 5/8' -10 5/16 SIMPSON HDU11 (8181 LBF) @ THESE LOCATI❑NS � Z ��\ I ©- SIMPS❑N STHD14RJ (4959 LBF) @ THESE L❑CATI❑NS F -I SITE PROVIDED HOLD DOWN FOR 19648 LBF @ THESE L❑CATI❑NS W H W L,J > SIMPS❑N HD19 (13522 LBF) @ THESE L❑CATIONS El- I I I SIMPS❑N STHD14RJ (2495 LBF) @ THESE L❑CATI❑NS [ F__q ------------------------- ------- - ------__-------_--- - --- --- ------------- IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL w/0,131'x3" NAILS C/) IZ > > SPACED 6' O.C. FOR ENTIRE HEIGHT OF WALL. Ld W Q 1-1 1-2 0 - IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL w/0,131'x3" NAILS SPACED 4' D.C. FOR ENTIRE HEIGHT ❑F WALL. � � V IT IS A VIOLATION [IF ARTICLE 145 OF THE NEW YNRK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE c� DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND Q PROFESSIONAL JUDGEMENT THESE DOCUMENTS HAVE INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY " FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC REVIEWED FORtCODE COMPLIANCE ENGINEER:DAV l� DESCRIPTION OF THE ALTERATION, 305 N TO OAKLAN ANMPOS ICC-NTA 05 N D AVE C NAPPANEE,IN 46550 r '�1 N L C" Fd 053 'FS CORPORATION FESS I0�' 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA Ort QN - 17555 / JN - 71361 / NY co oLn a Ln Ln N � Q 2ND STORY TO 1ST STORY SLIDING CONNECT IDNS: ' 2—A=USE LAPPED SHEATHING w/0,131"x2,5" NAILS @ 6" O.C. ' ❑ El 2—B=USE LAPPED SHEATHING w/0,131"x2,5" NAILS @ 6" ❑.C. f 2-1=USE LAPPED SHEATHING w/0,131"x2,5" NAILS @ 3" ❑.C, 2-2—USE LAPPED SHEATHING w/0,131"x2,5" NAILS @ 4" ❑,C, IN ADDITI❑N cu USE 0,131"x3" TOE NAILS SPACED 3" D.C. (� f� I ATTACH UNBLOCKED ROOF AND FLOOR DIAPHRAGM I -- w/0,131"x2,5" NAILS, 6' ❑.C, EDGE, 6' ❑,C, BOUNDARY, 12' O.C. FIELD I 0 II 71- -- ——— A — USE 7/16' RATED SHEATHING W/ 0.13lx2.5' NAILS @ 6' D.C. EDGE & 12' O.C. FIELD v l \ v I I 0 - USE 7/16' RATED SHEATHING W/ 0.13lx2.5' NAILS @ 4" O,C. EDGE & 12' D.C. FIELD I I I I 0 — USE 7/16' RATED SHEATHING W/ 0.13lx2.5' NAILS @ 3" O.C. EDGE & 12' D.C. FIELD LL- I I Aa — USE 7/16' RATED SHEATHING W/ 0.13lx2.5' NAILS @ 2" D.C. EDGE & 12' ❑.C. FIELD (DOUBLE STUDS AND STAGGER FASTENERS AT ADJOINING PANEL EDGES) <1 (� q I I \ >' O I I I I <1 co 2 1 - co 48'-0' I I 4'-3 13/16' I 2'-11 1/2" 9'-1 3/4" O O O -----------� J - --------------------------- Q W �- I > -� v CD i � � I Q I Q z N LLI Q) �C CD ❑ ' �, z L r i I IEl Ld ---------------;-- (4 I I z CDLL co LAPPED SHEATHING I I � a _ --- -- { N Q -- O I I O W I I a I I I I I'D CL I I r IL 11 4 .o I I ,r`) I I I I (y) I I Oil I I u q I I I I I Q II i I 2 �o C)u. I I L� --------------------------------------------------------------I CLI (U cu 0j RI Ql coCu (\1J (\ Ln I I I I � — SIMPSON CS14 (1836 LBF) @ THESE L❑CATI❑NS CLI CU \ q O • @ — SIMPSON CS20 (905 LBF) @ THESE L❑CATI❑NS O CU O 3 SIMPSON CMSTCI6 (3222 LBF) @ THESE L❑CATI❑NS O I O I O SIMPSDN CMST14 (6126 LBF) @ THESE L❑CATI❑NS 6'-4 5/8' 10'-5 7/16' 10'-5 7/16' 6'-4 5/8' \� I O — IN LIEU ❑F H❑LD—DOWN, FASTEN SIDEWALL TO ENDWALL w/0.131'x3' NAILS SPACED 6' D.C. FOR ENTIRE HEIGHT ❑F WALL, —J Q I > Q EJ I � W (Z CL z I I I CL > CL - W W Q O � O IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE w EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE w DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE w DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND Q, PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC HIRD "AR'Y StAL LLA�AIIGfv : ENGINEER: DESCRIPTION OF THE ALTERATION. �FVIEwED FOR CODE COMPLIANCE � DAVID TOMPOS, ICC-NTA N OAKLAND AVE NA NAPPANEE,IN 46550 R. T p'�Zo �O Q p * �F�A/�j°�• 0536� ��'�' 'FS CORPORATION "FES'S k ,17 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA 10 I QN — 1 7 � S 5 / JN — 7136 1 / NY co Ln El Ln �- Ln � <: c�J PLUMBING VENT THRU R❑❑F 30 YR FIBERGLASS SHINGLE 3' MIN. \ 15# ROOF FELT PAPER VENT STACK NOTE: VENT THRU ROOF 7/16 OMB ROOF SHTG. CONNECTION TO BE WITH ALUMINUM 'H' CLIP$ z COMPLETED IN FIELD MAINTAIN 2' AIRFLBW BY BLDR/CONTRACTOR fU INSULATION BAFFLE H� CONTINUOUS RIDGE VENT V JGGG��I (END PLUGS AND CONNECTORS INCLUDED) EAVES FLASHING STRIP OF MINERAL SURFACED ROLL ROOF TO EXTEND TO WATER TIG WATER TIGHT R-38 CELLULOSE A POINT 24' MIN. INSI➢E THE INTERIOR (V/Jl — NOTE- INSULATION WITH VAPOR WALL LINE ( ICE SHEILD > NO REDUCERS ALLOWED BARRIER ON STACK WITHIN 12' N OF UNDERSIDE OF ROOF 2-2x6 TOP PLATES 5/8' COMP DRIP EDGE 2x4 s F as STRIP (ENTIRE ROOF PERIMETER) (ALL EXTERIOR WALLS) STACK TO EXTEND SPFa2 a 12' MIN. BFLOW ROOF 3-2x6 HDR I 2x6 SUB-FASCIA LINE AND BE WATER l2 WITH SOLI➢ 1/2, ALUMINUM FASCIA —i coO TIGHT THRU ROOF 17 PLYWOOD FILLER - R-38 CELLULOSE "—PERFORATED VINYL SOFFIT �{ INSULATION WITH R-21 FIBERGLASS WATER RESISTANT (TYPICAL ALL CAVE OVERHANGS) UNIT TO UNIT CONNECTION VAPOR BARRIER IN SULATVAPER ON BRIER BARRIFR 4_ SR co 1/2' BOLTS WITH 7HEA ING va4i SHEATHING WASHERS AT 96' O.C. 2x6 ( /1 Rl d INSTALLED IN FIELD OR sPF x2 AT 1/2' LAGS AT 84' OC 16, O.C. INSTALLED IN FIELD EXT. SIDING 4/4 VINYL "1 SP 42 5/8' GYP ----: _ -- _---- -- --- --- LL DBL. 2x4 q TOP PLATE 2x4 STUD � O O 0 16,F O.C. AT 1/2' GYP z M co Co 2x6 2x6 3/4' T8G OSB SUB-FLmR - 2x4 BOTTOM PLATE � J I�j� #i 2x10 Ja[srs AT 16 o.c. I W 1ST STORY TO 2ND STORY: 16d NAILS @ 6' D.C. - = - R-3o F[BERGLAss 5/8' GYP 5/8" GYP UNIT TO UNIT CONNECTION: IVAPOR E RRIER 2x10 PERIMETERS \ DBL• 2x4 1/2' BOLTS WITH FACING WARM SIDE L� / TOP PLATE WASHERS AT 96' O.C. BY APEX HOMES /� �\ //---� /u7�1 INSTALLED IN FIELD OR 1/2' LAGS AT 84' OC 2x6 JOISTS AT 16• D.C. INSTALLED IN FIELD 5/8' GYPSUM BD. 1 I/ � 2x4 STUD L� 1/2" GYP (2) 2x6 TOP PLATE o 1/2' GYP LL �� ( l O � m SPE #2 AT V 16' O.C. ON � o T 0 2x4 BOTTOM PLATE ILL' `off z IF--IL J BY APEX I�` �� III 99MI�, '�i r 10' CONCRETE MASONRY UNITS �^ BY OTHERS \-UNIT TO UNIT CONNECTION: 2x6 STUDS T 0 V J- OR POURED CONCRETE WALLS B' 1/2" BOLTS WITH o n (12 COURSE) WASHERS AT 48' O.C. 2x6 BOTTOM PLATE —EXT. SFEATHWG coLt_ PERIMETERS TO SILL PLATE: INSTALLED IN FIELD OR 7/16' O.S.B. 16d NAILS @ 6' O.C. 1/2' LAGS AT 42' OC 3/4' TBG OSB sue-FLOOR INSTALLED IN FIELD 2x10 ,misTs AT 16• D.C. PARGING COVERED BASEMENT FOUNDATION WALL n I WITH BITUMINOUS COAT BELOW ON-SITE BY BLDR. SEE FOUNDATION DETAILS GRADE 1/2' EXPANSION BASEMENT STAIRS ARE DESIGNED R-19 FIBERGLASS INSULATION JOINT WITH VAPOR BARRIER BASED ON 12 COURSE BASEMENT WALL (ON-SITE BY OTFERS) v1 WITH POURED ONTO FTGS 2x8 PRESSURE TREATED TH F 4' PERFORATED DRAIN o 1 SILL PLATE AROUND FOOTING MIN. 4' POURED AS SHOWN. IT SHALL BE THE RESPONSIBILITY 3 1/2' DIA. PIPE COLUMN LL�� PERIMETER �o Qn CONCRETE SLAB OF THE BUILDER TO INFORM APEX HOMES FOR BASEMENT FOUNDATIONS4' 213 I�f STONE BED - � onor000 oopo IF THIS APPLICATION IS DEVIATED FROM. —8• FIBERGLASS 8� MINIMUM 6 MIL.POLY VAPORQ SILL SEALER o 0 BARRIER OVER 4' 2B STONE BED S a�Q ,�' —SOt ID BLOCK 8 a� (TOP COURSE)MIN. 20'x 10' CONTINUOUS CONCRETE FOOTING " POURED CONCRETE FLOOR Q I I I CONCRETE FTG, PADS I/2' DIA. 15' EMBEDMENT ANCHOR BOLTS ALL FOOTINGS SHALL BEAR SEE INDIVIDUAL FOUNDATION 12• MIN. FROM EACH CORNER AND ON SOUND, UNDISTURBED, VIRGIN PLANS FOR SIZE AND LOCATIONS 8'0' O.C. MAX. THEREAFTER, (MIN. OF EARTH AND SHALL BE INSTALLED TWO PER SILL PLATE) BELOW LOCAL FROST LINE. — F_N❑TEI DESIG OF SOIL IN CAPACITY S 200 PSI I SEE HOUSE SPECIFIC RAFTER AND FLUOR PLANS LF❑R ALL C❑NNECTI❑NS AND BEAM SIZES CL1 CLJ Cd 01 cu — — — — — — — — — — CLJ ClJ CLJ cu CLJ o CLJ \ 1. SEE A11,3-A11.4 FOR OTHER FASTENING AND MATERIALS 2, ALL FLOOR J❑ISTS TO BE DESIGNED AS PER TABLE R502,3,1 OF THE 2020 RESIDENTIAL CODE ❑F NEW Y❑RK STATE, W W 3, ALL CEILING J❑ISTS TO BE DESIGNED AS PER TABLE R802,5,1 OF THE 2020 RESIDENTIAL CODE [IF NEW Y❑RK STATE, Lij a 0 I I I 4, ALL WALLS ARE TO BE CONSTRUCTED AS PER TABLE cl� _ Q_/ CL R603.3,2(6) [IF THE 2020 RESIDENTIAL CODE [IF NEW Y❑RK STATE, > > 0- 5, FIRE BL❑CKING AS PER 302.11 W W Q O � O IT IS A VIOLATION [IF ARTICLE 145 OF THE NEW YORK STATE w EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE W DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE INTENT• IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS OZz SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC MIKE ED F CO LGOA'1L ENGINEER: 1� DESCRIPTION O IDN F THE ALTERAT • EVIEW FOR COD( COMPLIANCE J DAVID TOMPOS, ICC-NTA 305 N OAKLAND AVE F N �w NAPPANEE,IN 46550 F No 0 � •\ ic�1 O NQ/)• 0536 ��. 'FS CORPORATION �'"FESS l 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA I Q ON - 17555 / JN - 71361 / NY co oLn o � Ln g Ln Q - CLJ � FLIP TO RAIL & TOP CHORD TO RAIL Z � 0 \ (3) 0,131 "x3 " NAILS FLIP TO TOP CHORD g \ SIMPS❑N CS22 W / 0) 0.131 "x2,5 " NAILS EACH END U o FLIP T❑ RAIL & TOP CHORD TO RAIL (3) 0,131 "x3 " NAILS m I 00 N !� U RAIL TO RAIL (3) 0,131 "x3 " NAILS FLIP TO TOP CHORD SIMPS❑N CS22 W / (1 ) 0,131 "x2.5" NAILS EACH END #� w Cr) g q co rz- 2 -12dco cu 2x4 SPF #2 @ 16 ' 11C , 6/ - 3 11211 .9 12 Q ; ►— J 10) 0.131 " x3 " NAILS H H � g �16 7 � � � CIL/ w = �o CL/ Q El- \ < gz � � N � g �8 o z , g d-- � Z:z `0 El W LL CZ zw � � oo m OC o N Cl- co o (3) # 10x4 " g SIMPS❑N CS22 T ❑E SCREWS WITH (8) 0.131 "x2.5" NAILS @ ALL x EACH END KNEE WALL cd LOCATIONS g g g g 8 - 0 Q BOLT cv � cU cu 2x8 SPF #2 @ 16 " ❑,C, g � c'\ cv an 10" Rv=169LBF Rv=1157 # \ \ CDCU \ 13' -8 1 /2" Ru= -236LBF � Ru=- 388# 13 8 1 / 2 7: >7: H H 27'-6„ co -' � � � Q (21) 16ga STAPLES g Q- C z 3 ROWS / 7 COLUMNS > j 2 " APART BOTH SIDES W W W / 80% ADHESIVE COVERAGE o � 0 TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS IH1kU HAkIY SLAL LO(.Al1UN ENGINEER; PE VIEWED FOR CODE COMPLIANCE OF N^� J DAVID TOMPOS, ICC-NTA r p- 305 N OAKLAND AVE NAPPANEE,IN 46550 Q R• T ��1111 [, Go o SS 1��`�' IFS CORPORATION Oct 25, 2022 417 CENTRAL ROAD SUITE 2 BLOOMSBJRG,PA I'. L I Q Q N 17 � 5 S5 JN 713 61 NYCo oLn o � Ln Ln r a Q CZj 03 w CoCD 0 FLIP TO RAIL & TOP CHORD TO RAIL :E LL- (3) 0.131 " x3 " NAILS o q Q wW � q CO FLIP TO TOP CHORD q >' 00 SIMPS❑N CS22 W /(1 ) 0,131 "x2.5 " NAILS EACH END J W �I ? J FLIP TO RAIL & TOP CHORD TO RAIL D ( 3 ) 0,131 "x3" NAILS q m > � z Q ElRAIL TO RAIL W CL �-- U o ( 3 ) 0,131 "x3" NAILS z N o FLIP TO TOP CHORD z SIMPS❑N CS22 W /(1 ) 0.131 "x2,Y NAILS EACH END o � � � 12 oz � D 00 x4 S P F #2 @ 16 " ❑ N CL 4 ' - 10 3/ 4 " k8 o 0 cv Cd , (8 ) 0,131 " x3 " NAILS C/) `o D #� LL- a_ (2) #10x4 �' ct� TOE SCREWS OC > z z � � @ ALL o y- Q 4 ' -0" KNEE WALL L❑CATI❑NS cu cu Cu 2x8 SPF #2 @ 16' ❑.C . al CU o o CLJ 13'-8 1 / 211 H I—I (21) 16ga STAPLES w Ld W __j 3 ROWS / 7 COLUMNS w H 211 APART BOTH SIDES W / 80 % ADHESIVE COVERAGE W W CIL/ Go� 0 � w TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE GE NYS I HInU rAK Y JLAL LULA I IO,v ENGINEER: :EVIEWED FOR CODE COMPLIANCE DAVID TOMPOS, ICC-NTA 0 305 N ❑AKLAND AVE NAPPANEE,IN 46550 '� �p R• Tpn_ �1 Co O s ti p '�FESS 10�'�' 'FS CORPORATION Oct 25, 2022 417 CENTRAL ROAD SUITE 2 BLOUMSBURG,PA I i L I QN - 17555 / JN - 71361 / NY co o Ln 3 Ln (4 Q �I 13 19 I I Q (4) 16 GA STAPLES lq (OR EQUAL) EACH STRAP DBL JOISTS qD 11 DBL JOIST HANGER L 15 r FLR JOISTS 1 1/2 x6' 26 GA OR BETTER r� 9 GALV. STEEL STRAP AT 4B' O.C. JOIST HANGER J L O O Z Q (4) 16 GA STAPLES (OR EQUAL) EACH STRAP — EXTERI❑R WALL T ❑ FLOOR C ❑NNECTI❑N TYPICAL FLOUR FRAMING U Ld o III _ ISOL JOINT TOE NAIL 166 NAILS II ( I co 4� II AT 16' OC ° N ( FIELD INSTALLED > I (—III— ° � /� C I p �o o VJ �J II- III — I�>�� ° °(4) 16 16 GA STAPLES I � ° ° C (OR EQUAL) EACH STRAP -F III—III—III—II - '� =1 I I= � III 1=1 111 111 111 I \ 1 1/2'x6' 26 GA rrtiT, cmo OR BETTER I I I II I II I I � W GALV. STEEL STRAP co AT16' D.C, CLG, CENTER BEAM I 2ND FL❑❑R TO IST FLUOR C❑NNECTI❑N DETAIL "J / cu (5) 16 GAISTAPLES ( PERIMETER OF HOUSE AND ( ONE HALF ) CEILING FLOOR GIRDER ) TYPICAL FULL HEIGHT BASEMENT WALL I (OR EQUAL) EACH STRAP R❑❑ F TO MARRIAGE LJ 1D >_ WALL C ❑NNECTI❑N � ImmIBM �- z xx REFERENCES : EWA E30- 98 , APA ENGINEERED WOOD C❑NSTRUCTI❑N GUIDE TABLE #24 Q w = 21 6 LIJ , 0- GENERAL NOTES ASTM D 7158 (LABELED) OVER #15 FELT, 4 5 Q z N CD 1, N/A 21, APPROVED METAL J❑IST HANGERS OR LEDGER, qCD 1 � (z) = —1 � 2. N/A 22. N/A Z > 23. 2x4 SPF #2 AT 16" D.C. LL 3, R-19 INSULATI❑N WITH VAPOR BARRIER TOWARDS C❑NDITI❑NED SPACE, 24, N/A LLJ INSTALLED BY FACTORY OR IN FIELD BY OTHERS 25. MINUMUM 1" AIR SPACE FOR VENTILATI❑N IS REQUIRED BETWEEN ° ° ° D D D _4 LL 4, 3" DIA, PIPE COLUMNS (IN FIELD) D D o 0 TRUSSES / RAFTERS �04 -• P 5. 3/8' x 4" LAG BOLTS (4 EACH COLUMN) SUPPLIED AND INSTALLED IN CD26, N/A o gg ° ° ° gg � �� N FIELD, ° ° ° 27, N/A o o I1I1= q 6. 1/2" BOLTS WITH WASHERS AT 48" ❑.C, INSTALLED IN FIELD OR 1/2" 28. N/A ° I o 0 AT 42" ❑ 29 N/AC INSTALLED IN FIELD I i I—I i I—i II II I F- LAGS i 7. N/A 8, 2x10 SPF #2 FLOOR J❑ISTS AT 16' O.C. 3 N/A 31. N/A DETAIL "G" 9, DOUBLE PERIMETER J❑ISTS TO MATCH THE SIZE [IF THE FLUOR J❑ISTS, TYPICAL ELDER GIRDER BEARING WITH SPLICES STAGGERED AT 48" MINIMUM, 32, BASEMENT FOUNDATION WALL ❑N SITE BY ❑THE2S q 10. (4) PIECE CENTER FLUOR GIRDER (2 PER UNIT TYPICAL) WITH SPLICES 33. N/A u q I I I STAGGERED AND LOCATED AT 8'-0" INCREMENTS 34. N/A 35. N/A 11. 3/4 PLYWOOD OR ❑SB, 16 ❑,C, EXP,-1, q 36, N/A 12. 1/2" GYPSUM INTERI❑R FINISH 7 37, N/A. (1j O'l m 38. N/A 13, R-21 INSULATI❑N WITH VAPOR BARRIER TOWARDS C❑NDITI❑NED SPACE, � � cv cu CU 14. EXTERI❑R SHEATHING ; (A) ❑SB N,A, RATED SHEATHING � 39. 1 1/2' x 16' 26 GA ( OR BETTER ) STEEL STRAPS PLACED AT 48" ❑,C, d- � Ln I I I 15. EXTERI❑R SIDING ; (A) DOUBLE 4 (❑R 5) VINYL SIDING OR SIMILAR cv CU FUR C❑NNECTI❑N OF SHIP LOOSE OVERHANGS ONLY, `-' 16, R-38/ INSULATI❑N w/VAP❑R BARRIER CD \ o 17. 1/2' OR 5/8' x 1 1/2" WOOD C❑MPRESSI❑N STRIP OVER INTERI❑R 40, THE EXTERI❑R WALL ENVELOPE SHALL BE PR❑VIDED WITH A WEATHER RESISTANT BARRIER PER CODE. WALLS. 41, ❑N-SITE FIRE BL❑CKING IN ACCORDANCE WITH SECTI❑N R602,8 18, N/A 19, 2x6 SPF#2 AT 16' W W W 20. EPDM R❑❑SING TO COMPLY WITH ASTM D 3462 AND WIND TESTED TO W � o Q [ 0- C oE:l I I Ley n� H r_ CL >n I n v� L W W LL L�L oo� CK/ O � O IT IS A VIOLATION OF ARTICLE 145 UE THE NEW YORK STATE w `� EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TH ALTER THE C� w Z DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND \� INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS ® � SIGNATURE, THE DATE [IF F SUCH ALTERATION, AND A SPECIFIC THIRD PAD i Y REAL FOR CODE COMPLIANCE ENGINEER, DESCRIPTION OF THE ALTERATION. DAVID TOMPOS, ICC-NTA 305 N OAKLAND AVE C N NAPPANEE,IN 46550 (>r O O � � co FO 053 'FS CORPORATION FESS10� 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA QN - 1 75 � S / JN 71361 / NY co Ln a Q Ln Ln J N � TOP LOADED BEAMS 2' MIN SIDE E❑ ADED BEAMS 2 MIN LD EQUAL SPACES 2' MIN EQUAL SPACES 2' MIN .• e: z•-z3• 2-PLY BEAM 3-PLY BEAM 4-PLY BEAM —{ m 2-PLY BEAM 3-PLY BEAM 4-PLY BEAM j- • • • • • • • f • • • • • • 0.131'x3' OR 0.131'x3' OR 112' BOLTS R 0.131'x3' NAILS 0.131'x3' NAILS APPROVED 0.162'x3.5' NAILS 0.162'x3.5' SCREWS NAILS c l) FASTENING REQUIREMENTS FOR MULTIPLE PLY EVE MEMBERS: FASTENING REQUIREMENTS FOR MULTIPLE PLY EVE MEMBERS: co 2- AND 3-PLY MEMBERS NOTES: (2) 1,5" MEMBER BEAMS: co 11 12" OR LESS x 1,5" MEMBER BEAMS: -FOR 1,75" THICK MEMBERS, USE 0,131"x3,5" NAILS IN -USE (3) ROWS [IF 0,131"x3" NAILS @ 12" ❑,C, (575 PLF MAX, UNIF❑RM LOAD) USE (2) ROWS ❑F 0:131"x3" NAILS @ 8" ❑,C, PLACE ❑F 0,131"x3" NAILS, -USE (3) ROWS ❑F 0,131"x3" NAILS @ 6" ❑,C, (1,150 PLF MAX. UNIF❑RM LOAD) 0 14", 16" OR 18" x 1,5" MEMBER BEAMS: -THE F❑LLOWING SCREWS ARE APPROVED FOR USE IN (2) 1,75" MEMBER BEAMS USE (3) ROWS ❑F 0.131"x3" NAILS @ 8" O.C. C❑NNECTING MULTIPLE PLIES OF EVL: -USE (3) ROWS OF 0:162"x3,5" NAILS @ 12" ❑,C, (845 PLF MAX, UNIF❑RM LOAD) >:: 20 ,22 OR 24 x 1:5 MEMBER BEAMS -SIMPS❑N SDW WOOD SCREWS -USE (3) ROWS ❑F 0.162 x3,5 NAILS @ 6 O.C. (1,690 PLF MAX, UNIF❑RM LOAD) o q USE (4) ROWS OF 0,131"x3" NAILS @ 8" ❑,C. -SIMPS❑N SDS WOOD SCREWS (3) 1.5" MEMBER BEAMS: m -USP WS WOOD SCREWS -USE (3) ROWS [IF 0,131"x3" NAILS @ 12" O.C. (431 PLF MAX, UNIF❑RM E❑AD) z ow o 4-PLY MEMBERS -FASTENMASTER TRUSSE❑K WOOD SCREWS -USE (3) ROWS ❑F 0,131"x3" NAILS @ 6" D.C. (863 PLF MAX. UNIF❑RM LOAD) Q W w q co 16" OR LESS x 1,5" MEMBER BEAMS: -IF THE FASTENER P❑INT PENETRATES A MINIMUM FIE (3) 1.75" MEMBER BEAMS: q o > co USE (2) ROWS ❑F APPROVED SCREWS @ 24" ❑,C. 75% OF THE 4TH PLY OF THE BEAM, THEY MAY BE -USE (3) ROWS ❑F 0,162"x3,5" NAILS @ 12" 11C, (635 PLF MAX, UNIF❑RM LOAD) 16" TO 24" x 1,5" MEMBER BEAMS: APPLIED FROM ONE SIDE ❑F THE BEAM; ❑THERWISE, -USE (3) ROWS ❑F 0,162"x3,5" NAILS @ 6" O.C. (1)270 PLF MAX, UNIF❑RM LOAD) USE (3) ROWS OF APPROVED SCREWS @ 24" O.C. THE FASTENERS MUST BE APPLIED FROM BOTH SIDES (4) 1.5" ❑R 1,75" MEMBER BEAMS: f -USE (2) ROWS ❑F 1/2" BOLTS @ 12" O.C. (580 PEE MAX, UNIFORM LOAD) LIJ AND STAGGERED, Q > � -LOAD MUST BE APPLIED EVENLY TO ALL 4 PLIES; -USE (3) ROWS [IF 1/2" B❑ETS @ 12" O.C. (870 PLF MAX, UNIF❑RM LOADH ❑THERWISE) USE C❑NNECTI❑NS FOR SIDE LOADED MEMBERS, NOTES: z -FASTENING SPACING IS FOR EACH ROW, STAGGER -VALUES APPLY TO COMMON A307 BOLTS, BOLT HOLES MUST BE THE SAME n/ � w Z 1' 1• SPACING BETWEEN ROWS ❑F FASTENERS, DIAMETER AS THE THE BOLTS. WASHERS MUST BE USED UNDER THE BOLT <1 I- HEADS AND NUTS. z U N THE SPECIFIED NAILING APPLIES TO BOTH SIDES ❑F A 3-PLY BEAM: _ q CD WIDE BEAMS MAY NOT BE LOADED FROM ONE SIDE ONLY, THEY MUST BE o V CD 0.131'x3' NAILS (1.5' MEMBERS) LOADED FROM BOTH SIDES AND/❑R TOP LOADED. z 0 —LOAD DURATI❑N FACTORS MAY BE APPLIED TO THE L❑ADS LISTED ABOVE. WLL 0.131'x3.5' NAILS (1.75' MEMBERS) I—i Lt- 6' E V � N q � o BUILT UP (U COLUMN FASTENING z u I I I q u OJ M Cu cU cv cv m cu d d I I I o nj \ J J � CS ~ CL� Q W z E:I I I I CL W L,J Q O � O IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE w ,� EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE CLIc� DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR C� fr`�V C' TO THE BEST OF MY KNOWLEDGE, BELIEF AND INTENT, IF A DRAWING BEARD NG THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS 2020 RESIDENTIAL CODE OF NYs SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC I H,:.I, rAk i Y SLAL LUCAIIHN : ENGINEER: Q EVIEWED FOR CODE COMPLIANCE DAVID TOMPOS, ICC—NTA DESCRIPTION OF THE ALTERATION, 305 N OAKLAND AVE ^C N� C` NAPPANEE,IN 46550 _]J f ' I R. To 0�0 O c 053* 'FS CORPORATION vFESS 10�� 417 CENTRAL ROAD SUITE 2 __ BLOOMSBURG,PA Q N 17 5 �5 5 / J N 713 6 1 NY 0 ' -i n Ln I w ,\ FASTENING SCHEDULE FASTENING SCHEDULE I� Q BUILDING ELEMENT DESCRIPTION FASTENER QUANTITY, SIZE AND TYPE FASTENER SPACING BUILDING ELEMENT DESCRIPTION FASTENER QUANTITY, SIZE AND TYPE FASTENER SPACING I W FLUOR CEILING / ROOF I FLOOR J❑IST TO SILL OR GIRDER, TOE NAIL (3) 861 COMMON OR EQUAL TRUSS TO CEILING BEAM, DIRECT NAIL (3) 16ol COMMON OR EQUAL FLOOR JOIST TO RIM J❑IST (WITH LEDGER) (5) 0.131'x3" LEDGER TO CEILING BEAM 16d COMMON OR EQUAL (1) EACH SIDE ❑F TRUSS OR CEILING J❑IST FLOOR J❑IST TO RIM J❑IST (FASTENERS ONLY) (8) 0.131"x3" CEILING JOIST TO CEILING BEAM, DIRECT NAIL (3) 16ol COMMON OR EQUAL 2x2 LEDGER TO INNER BAND JOIST (3) 16ol COMMON OR EQUAL EACH JOIST CAVITY GYPSUM BOARD TO FRAMING F❑AMSEAL 3/4' W x 1" H FOAM BEAD C AVERAGE ) N.Y. - 2x3 OR 2x2 LVL TO INNER BAND J❑IST 16d COMMON OR EQUAL 2 3/4' ON CENTER DIRECT JOIST ENERF❑AM 3/8' W x 3/8' H FOAM BEAD ( AVERAGE ) I� �l OUTER TO INNER BAND JOIST 16d COMMON OR EQUAL 16' ❑C, DIRECT NAIL STAGGERED TRUSS TO EXTERIOR WALL, TOE NAIL (3) 16d COMMON OR EQUAL f Z D 1'x6' SUBFL❑OR OR LESS TO EACH J❑IST, FACE NAIL (2) 8d COMMON OR EQUAL OR ROOF RAFTERS TO RIDGE, VALLEY OR HIP RAFTERS: TOE NAIL (4) 16d COMMON OR EQUAL (2) STAPI FS, 1 3/4' FACE NAIL (3) 1601 COMMON OR EQUAL z W 2" SUBFLO❑R TO J❑IST OR GIRDER, BLIND AND FACE NAIL (2) 166 COMMON OR EQUAL RAFTER TIES TO RAFTERS, FACE NAIL (3) 86 COMMON OR EQUAL 8d COMMON OR 6d ANNULAR OR 6' ❑N CENTER DIRECT EDGES AND 7/16' ❑SB SHEATHING TO TRUSS 8d COMMON OR EQUAL 6' ON CENTER AT EDGES AND z 19/32' OR 23/32' ❑SB STURD-I-FLOOR / PLYWOOD SPIRAL THREAD OR EQUAL 12' ON CENTER INTERMEDIATE 12' ON CENTER INTERMEDIATE W/ STRUCTURAL ADHESIVE W/ 80% ADHESIVE COVERAGE 15/32" PLYWOOD SHEATHING TO TRUSS 8d COMMON OR EQUAL 6" ON CENTER AT EDGES AND 6d COMMON OR ANNULAR OR 6' [IN CENTER DIRECT EDGES AND 12' [IN CENTER INTERMEDIATE z Q CD1/4" LUAN SPIRAL THREAD OR EQUAL 12' ❑N CENTER INTERMEDIATE I-{ IL I F WALLS - INTERIOR AND EXTERIOR WIRE STAPLE OR EQUAL 15# FELT TO SHEATHING 3/8" LONG, 1" MINIMUM CROWN RANDOM � ��yy�� SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d COMMON OR EQUAL 16' [IN SHINGLES TO SHEATHING (4) PER SHINGLE N CENTER 1 1/4' LONG, 1' MINIMUM CROWN I co II BOTTOM PLATE TO RIM J❑IST, UNDER 110 MPH (3) 0.131"x3" PER BAY WIRE STAPLE OR EQUAL BOTTOM PLATE TO RIM J❑IST, 111-140 MPH (5) 0.131"x3" PER BAY MISCELLANEOUS WONDER BOARD TILE BACKER 1 1/2' GALV. ROOFING NAILS OR EQUAL 8' TO 16" ON CENTER FRAMING GA / UL DESIGN El CORNER AND INTERSECTING WALL STUDS 16d COMMON OR EQUAL 16' ❑C. DIRECT NAIL FIRE RATED ASSEMBLIES L539, FC5406, RC2601, WP8105, SEE PAGE #41, 42 ❑R 43 ❑F SUBMISSION SET FOR DETAILED DESCRIPTION TOP OR SOLE PLATE TO STUD, END NAIL (2) 16d COMMON OR EQUAL U340, U341, U344 OR WP3510 UNDER 110 MPH - (3) 0.131'x3' TOP OR SOLE PLATE TO STUD, END NAIL, STUDS R 16' ON CENTE N❑TES iJ z 111-140 MPH - (5) 0.131'x3" \ '�+ � � � UNDER 110 MPH - (5) 0.131'x3' 1. ANY FASTENINGS NOT SHOWN MUST BE IN ACCORDANCE W/ IRC / IBC CODE OR CURRENT CODE PER STATE 0- TOP OR SOLE PLATE TO STUD, END NAIL, STUDS @ 24" ON CENTER111-140 MPH - <7) 0.131'x3' 2. DUO FAST 607 SMOOTH SHANK, FLAT HEAD, (.131) 3 1/4' LENGTH. (16d) ~+ W 3. DUO FAST 08 CL RING SHANK, FLAT HEAD, (.113) 2 3/8" LENGTH, 00 STUD TO SOLE PLATE, TOE NAIL (3) 8d OR (2) 16d COMMON OR EQUAL 4. DUO FAST 142 CL SCREW SHANK, FLAT HEAD, C,105) 2 1/2' LENGTH W W q 106 COMMON OR EQUAL 24' ON CENTER 5. GLUE TO BE 80% COVERAGE, C/) q co DOUBLE STUDS, FACE NAIL 6. DUO FAST 7632 CR II, STAPLE, CROWN-7/16'; WIDTH-.062; THICKNESS-,055-jAUGE-16; LENGTH-1" z 0.131"x3" 16' ON CENTER 7. DUO FAST 7636 CR II, STAPLE, CROWN-7/16'; WIDTH-,062; THICKNESS-.055; GAUGE-16; LENGTH-1 1/8' DOUBLE TOP PLATES, FACE NAIL 10d COMMON OR EQUAL 24' ON CENTER 8. DUD FAST 7648 CR II, STAPLE, CROWN-7/16'; WIDTH-.062; THICKNESS-.055; GAUGE-16; LENGTH-1 1/2' I- - DOUBLE TOP PLATES, FACE NAIL, UNDER 110 MPH 0.131'x3' 8' ON CENTER 9. DUO FAST 1740 CR II, STAPLE, CROWN-l'; WIDTH-.062; THICKNESS-.055; GAUGE-16; LENGTH-1 1/4' 10. DUD FAST 1548 CXR, STAPLE, CROWN-7/16'; WIDTH-.074; THICKNESS-.067; GUAGE-15; LENGTH-1 1/2' DOUBLE TOP PLATES, FACE NAIL, 111-140 MPH 0,131'x3' 5" ON CENTER 11. DUO FAST 3312 CL, STAPLE, CROWN-1/2"; WIDTH-,050; THICKNESS-.019; LENGTH-3/8" Lz SOLE PLATE TO J❑IST OR BL❑CKING AT BRACED WALL PANELS (3) 16d COMMON OR EQUAL 16' ON CENTER 12.WALL FASTENING PER TABLE UNLESS REQUIRED OTHERWISE PER SHEAR WALL CALCULATIONS DOUBLE TOP PLATES, MINIMUM 48 INCH OFFSET ❑F END JOISTS, Cg) 16d COMMON ❑R EQUAL > (\ FACE NAIL IN LAPPED AREA � � � BL❑CKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOE NAI (3) 8d Ln C❑MM❑N OR EQUAL RIM JOIST TO TOP PLATE, TOE NAIL 8d COMMON OR EQUAL 6' ON CENTER z PLATES, LAPS AT CORNERS AND INTERSECTIONS, FACE NAIL (2) lOd COMMON OR EQUAL zTOP Q W = BUILT-UP HEADER WITH 1/2" SPACER 16d COMMON OR EQUAL 16' UN CENTER ALONG EACH EDGE W 0 0- BUILT-UP HEADER, LVL WITH 1/2' SPACER 16d COMMON OR EQUAL 16' ON CENTER ALONG EACH EDGE z N HEADER TO STUD, TOE NAIL (4) 8d COMMON OR EQUAL OR O = z q � O(2) 8d COMMON DIRECT PER MEMBER CONTINUED HEADER, TWO PIECES 16d COMMON OR EQUAL 16' ON CENTER ALONG EACH EDGE "�+ F- C❑NSTRUCTI❑N ADHESIVE, 3/8" BEAD APPLIED DIRECT Z LL GYPSUM BOARD TO FRAMING ENERFOAM, 3/8' W x 3/8' H FOAM BEAD C AVERAGE F❑AMSEAL, 3/4' W x 1' H FOAM BEAD ( AVERAGE ) 0 z H 12 GAUGE 1 1/4' 16' ON CENTER AT ENDS, EDGES N �/ LARGE HEAD C❑RR❑SIVE RESISTANT CEILING JOISTS TO PLATE, THE NAIL (3) 8d COMMON OR EQUAL O (� CONTINU❑US HEADER TO STUD, TOE NAIL (4) 8d COMMON OR EQUAL c N 0- CEILING J❑IST, LAPS OVER PARTITIONS, FACE NAIL (3) lOd COMMON OR EQUAL q CEILING J❑IST TO PARALLEL RAFTERS, FACE NAIL (3) 100 COMMON OR EQUAL O O RAFTER TO PLATE, TOE NAIL (2) 16d COMMON OR EQUAL 1' BRACE TO EACH STUD AND PLATE, FACE NAIL (2) 8d COMMON OR EQUAL OR (2) STAPLES, 1 3/4' 1'x6' SHEATHING TO EACH BEARING, FACE NAIL (2) 8d COMMON OR EQUAL OR (2) STAPLES, 1 3/4' 1'x8' SHEATHING TO EACH BEARING, FACE NAIL (2) 8d COMMON OR EQUAL OR > m (� (3) STAPLES, 1 3/4' � z Q I I WIDER THAN 1'x8" SHEATHING TO EACH BEARING, FACE NAIL (3) 8d COMMON OR EQUAL OR �C (4) STAPLES, 1 3/4' BUILT-UP CORNER STUDS 106 COMMON OR EQUAL 24' ON CENTER NAIL EACH LAYER 32' ON CENTER STAGGERED BUILT-UP GIRDERS AND BEAMS, 2 INCH LUMBER LAYERS IOd COMMON OR EQUAL AT TOP AND BOTTOM WITH TWO NAILS AT (11 of (ZJ ENDS AND AT EACH SPLICE \ \ CLJ of ai 2' PLANKS (2) 16d COMMON OR EQUAL AT EACH BEARING co 1/8' THERMOPLY TO FRAMING 1.106' STRUCTURAL BRACE 1 1/4" LEG, 7/16' CROWN 3" ON CENTER AT ALL EDGES AND WITH BUTTED JOINT 16 GAUGE STAPLE OR EQUAL 6' ON CENTER INTERMEDIATE FRAMING o CLJ \ CD 7/16" OSB SHEATHING TO FRAMING 6d COMMON OR EQUAL 6' ❑N CENTER DIRECT EDGES AND 12' ON CENTER INTERMEDIATE 6" ON CENTER DIRECT EDGES AND 15/32" PLYWOOD SHEATHING TO FRAMING 6d COMMON OR EQUAL 12' ON CENTER INTERMEDIATE ~ 6' ON CENTER DIRECT EDGES AND W LLJ LLJ J 5/8" T1-il 8d GALVANIZED OR EQUAL 12' ON CENTER INTERMEDIATE W CL/ CLZ I I I 1 1/4' LONG 16 GAUGE STAPLE 6" ON CENTER DIRECT EDGES AND C� 3/4" POLYSTYRENE INSULATION SHEATHING OR EQUAL 12' ON CENTER INTERMEDIATE C/) z > V 1/2' F❑IL FACED P❑LYISOCYANURATE 1 1/4' LONG, 1' MINIMUM CROWN 8' ON CENTER DIRECT EDGES AND LLJ w Q WIRE STAPLE OR EQUAL 12' ON CENTER INTERMEDIATE CL WINDOW TO EXTERIOR WALL 1 3/4' ROOFING NAILS 16" ON CENTER DIRECT NAIL INSULATION TO STUDS FRICTION FIT C STAPLED IN MA. ) 8' ❑N CENTER C MA. ) VINYL SIDING 3/8" HEAD, 1 1/2" LONG SIDING NAIL 16' ON CENTER DIRECT NAIL O O IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE w EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE W d. DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND C INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS Q SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC HIKu NAkiY SLAL LUCAiI❑N : ENGINEER, DESCRIPTION OF THE ALTERATION. REVIEWED FOR CODE COMPLIANCE �J DAVID TOMPUS, ICC-NTA 305 N OAKLAND AVE [� O NAPPANEE,IN 46550 F IN "V o /Q()• 053 ��. 'FS CORPORATION A'"FFSsl 417 CENTRAL ROAD SUITE 2 31 UOMSBURG,PA UN - 17555 / JN - 71361 / NY Ld \ S ❑ Ln D [] [] R SCHEDULE � _ � � U KEY ❑PENING TYPE R❑UGH ❑PENING MANU. "L" "V " "R" "S,F," AIR "U" DESCRIPTI❑N CZI � CLI 38 1/2' x 82 1/2' THERMA-TRU 0 19.4 7,14 22,06 , 10 ,16 0 A 3068 36" INSUL, CORE 2 LIGHT _ ❑ E:l 36" STEEL FRAME H \ C 3068 INSUL. - FIRE RATED 90 MIN. 6 PANEL \ cz 38 1/4' x 81 3/8' PLAST-PRO 0 17,08 5.26 18,79 12 ,19 w/SELF CL❑SING HINGES \ C 36" INSUL. CORE 6S 1/2" x 82 1/2" R,❑, ONLY - - - - - 20 ❑ ZZ E 3068 F--I W/ (2) 12'1 SIDELIGHTS 6 PANEL 0o G 1668 INTERI❑R PASSAGE 20 1/4' x 82 1/2' CRAFTMASTER N/A N/A N/A N/A N/A N/A ~ �� H 2O68 INTERI❑R PASSAGE 26 1/4' x 82 1 /2' CRAFTMASTER N/A N/A N/A N/A N/A N/A \ �' I 2668 INTERI❑R PASSAGE 32 1/4' x 82 1/2' CRAFTMASTER N/A N/A N/A N/A N/A N/A J 3068 INTERI❑R PASSAGE 38 1/4 x 82 1 /2 CRAFTMASTER N/A N/A N/A N/A N/A N/A \ NCL SP 5068 INTERI❑R SLIDING 61' x 84 1/2' CRAFTMASTER N/A N/A N/A N/A N/A N/A w w q co Q � q � co Q 6068 6'-0'/ SLIDING PATI❑ 72' x 80' ANDERSEN 30,8 15,28 3,33 39.34 03 ,30 FULL GLASS f J LLJ f- \ \ \ ANDERSLN400 SERIES WINDEW SCHEDULE " � " VALUES , w = \ � oa_ W }- U O � KEY TYPE CODE ROUGH ❑ PENING LIGHT VENT S0. FT, "R" AIR SHGC W/ GRILLES W/❑ GRILLES Q z N y- o 1 , DOUBLE HUNG TW24210 30 1 / 8 ' x36 7 / 8 ' 4 , 46 2 , 58 7 ,58 3 , 4 , 12 28 30 29 \ \ ❑ \ a 0 LELE-14 , DOUBLE HUNG TW2852 34 1 / 8 ' x64 7 / 8 ' 10 , 9 5 , 87 15 ,14 3 , 4 12 28 , 30 29 \ 5 , DOUBLE HUNG TW2856 34 1 / 8 x68 7 / 8 11 , 7 6 ,09 16 ,08 3 , 4 12 28 130 29 oco N \ 15 ' DOUBLE HUNG TW2056 26 1 / 8 ' x68 7 / 8 ' 7 , 89 4 , 61 12 , 25 3 , 4 . 12 28 30 29 q o 0 cv SP TRANSOM CTR3010 36 1 / 2 ' x12 1 / 2 ' 10 , 0 5 , 70 3 , 17 3 , 4 12 28 30 29 >1 EXTERI ❑R WIND❑WS AND SLIDING DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENT LABORATORY , AND BEAR A LABEL z IDENTIFYING MANUFACTURER, RF❑MANCE u I CHARACTERISTICS AND APPROVED INSPECTI❑N AGENCY TO INDICATE C❑MPLIANCE WITH AAMA/WDMA/CSA 101 /I,S.2/A440, Q EXTERI ❑R HINGED DOORS SHALL BE TESTED AND q LABELED AS CONFORMING TO AAMA/WDMA/CSA 101 /L,S.2/A440 OR COMPLY WITH SECTI❑N R609.5 N aj c�I cu cv WIND❑W AND GLASS DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WITH THE PUBLISHED MANUFACTURER'S \ \ c\ c\ cd REC❑MMENDATI❑NS TO ACHIEVE THE DESIGN aj PRESSURE AS SPECIFIED, SUBSTITUTE ANCH❑RING SYSTEMS USED FOR SUBSTRATES NOT SPECIFIED BY THE FENESTRATI❑N `a � \ MANUFACTURER SHALL PROVED EQUAL ❑R GREATER ANCH❑RING PERFORMANCE AS DEMONSTRATED BY ACCEPTED ENGINEERING PRACTICE. z z MULLI❑NS SHALL BE TESTED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH AAMA 450 OR BE ENGINEERED IN \ LLJ LL1 Q > ACCORDANCE WITH ACCEPTED ENGINEERING Lv °- � PRACTICE. MULLI❑NS TESTED AS STAND-AL❑NE OR QUALIFIED ENGINEERING SHALL USE PERFORMANCE CRITERIA CITED IN c/) � j \ L, \ SECTI❑N R609,8,2 AND R609,8,3. W W Q WIND❑WS AND DOORS TO BE INSTALLED AND FLASHED AS PER R609 � o � 0 � v IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE w W EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE w DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF- AND Q PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE Bozo RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS O SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC HIKD �AkiY 'L(,L LbuAuij.v ENGINEER PEVIEWED FOR CODE COMPLIANCE DAVID TOMPOS, ICC-NTA NOS N OAKLAND AVE DESCRIPTION OF THE ALTERATION. NAPPANEE,IN 46550 ' I 0 CIS CIO * Nam* � - 0536% 'FS CORPORATION FESS l 417 CENTRAL ROAD SUITE 2 RLUOMSBURG,PA QN - 17555 / JN - 71361 / NY co o L Ln Q N <Tl: MAIN PANEL SUB-PANEL 200 AMP 125 AMP 1, ALL ELECTRICAL CONDUCTORS AND EQUIPMENT SHALL BE LISTED OR LABELED BY A NATI❑NALLY RECOGNIZED TESTING LABORATORY AND IN COMBINATION WITH LISTING AND GROUNDING LABELING, CONDUCTORS AND EQUIPMENT SHALL BE SUITABLE FOR BOTH L❑CATION AND USE, EQUIPMENT MAIN BUSBAR ISOLATED GROUN➢ING NEUTRAL 2. IN-PLANT WIRING IS INSPECTED BY AN ACCREDITED INSPECTION AGENCY FOR C❑MPLIANCE WITH THE N.E,C. (EACH STATE VARIES IN YEAR) BUSBAR MAIN BUSBAR 3. GARAGES ARE NOT INCLUDED IN THE ELECTRICAL LOAD CALCULATIONS, BONDED 4. ELECTRICAL SERVICE TO BE GROUNDED IN FIELD BY BUILDER AFTER CIRCUITS HAVE BEEN COMPLETED IN C❑ NEUTRALMPLIANCE WITH LOCAL REQUIREMENTS, BUSBAR F -i 5. BUILDER TO SUPPLY AND INSTALL ALL MATERIAL NOT PROVIDED BY MANUFACTURER FOR COMPLETE ELECTRICAL HOOK-UP. 6. THE MAIN SERVICE DISCONNECT SHALL BE INSTALLED AT A READILY ACCESSIBLE LOCATION NEAREST TO THE P❑INT OF ENTRANCE ❑F THE SERVICE CONNECTORS AS PER N,E,C. C 7. PANEL BOXES LOCATED IN BASEMENTS SHALL BE FIELD INSTALLED AND MOUNTED ON EXTERIOR WALLS BY BUILDER. 8. 1 0 3 WIRE, 240V, 200A SERVICE - SERVICE PANEL w/ MAIN DISCONNECT UNLESS SPECIFIED ❑THERWISE. l/ � 9, CIRCUIT BREAKERS ARE 10,000 A/C. CONDUCTORS TO BE ENCLOSED IN CONDUIT 10, WIRING IS NM-B CABLE w/ GROUND, J 11, NM CABLE PASSING THRU FRAMING MEMBERS WITHIN 1 1/4' ❑F THE EDGES SHALL BE PROTECTED WITH 1/16" THICK STEEL BUSHINGS, CABLE PASSING THRU NOTCHES ARE mm PROTECTED WITH 1/16' THICK STEEL PLATES. TYPICAL WIRING TECHNIQUE of 12, NM CABLE SHALL BE SECURED IN PLACE AT INTERVALS NOT EXCEEDING 54' AND WITHIN 12' ❑F BOXES ❑R FITTINGS, RH❑DE ISLAND AND MASSACHUSETTS SHALL BE SUPPORTED FOR SUB-PANEL FEEDERS d- J WITH INSULATED WIRE STAPLES 13. SWITCHES AND RECEPTACLES OVER C❑UNTERT❑PS ARE 48' A,F,F., EITHER RECEPTACLES ARE 18- A.F.F. UNLESS SPECIFIED ❑THERWISE, I II 14. BATH RECEPTACLES, EXTERIOR RECEPTACLES AND ALL RECEPTACLES SERVING KITCHEN COUNTERTOPS TO BE GFI PR❑TECTED, Ty 15. RECEPTACLES SHALL NOT BE LOCATED OVER ANY PART OF ELECTRICAL BASEBOARD ELEMENTS, r 16. THE MINIMUM CLEARANCE BETWEEN LUMINARIES INSTALLED IN CLOTHES CLOSETS AND THE NEAREST P❑INT OF STORAGE SPACE SHALL BE 12" FOR SURFACE MOUNTED V J INCANDESCENT OR LED WITH A CLOSED LIGHT SOURCE, 6" FOR SURFACE MOUNTED FLUORESCENT OR RECESSED INCANDESCENT OR LED INSTALLED ON THE WALL ABOVE THE DOOR OR 0 CEILING. 0 17. EXTERIOR LIGHT BOXES ARE PRE-WIRED, LIGHTS SHALL BE WATERPROOF AND ARE SHIPPED LOOSE FOR ON SITE INSTALLATION BY BUILDER, 18. RECESSED LIGHTS TO BE THERMOSTATICALLY CONTROLLED, i O Q 19. BATH FANS, RANGE HODS, AND DRYER VENT SHALL BE EXHAUSTED TO THE EXTERIOR. O q 20. ADDITIONAL ❑N SITE BASEMENT SMOKE DETECTORS MUST BE INSTALLED PER STATE CODE, \ O CS O CL � 21, SMOKE DETECTORS SHALL BE DIRECTLY CONNECTED TO A GENERAL LIGHTING CIRCUIT w/ NO INTERVENING WALL SWITCH AND WIRED IN SERIES. DELAWARE - SMOKE DETECTORS METAL PDX GROUNDING SCREW N SHALL NOT BE PLACED ON BRANCH CIRCUITS PROTECTED BY ARC FAULT CIRCUIT INTERRUPTERS, ALL SMOKE ALARMS SHALL BE SUPPLIED BY BRANCH CIRCUITS DEDICATED TO THE q E SMOKE ALARM EQUIPMENT AND THE CONNECTION OF THE SMOKE ALARM TO THE BRANCH CIRCUIT TO THE POWER SERVICE SHALL BE MECHANICALLY PROTECTED BY UTILIZING LOCK-ON Q co DEVICES. 22. ALL SMOKE DETECTORS ARE MOUNTED PER MANUFACTURERS INSTRUCTIONS AND ARE AC/DC PROTECTED (UNLESS SPECIFIED ❑THERWISE) 23, ELECTRIC BASEBOARD HEATERS CONFORM TO THE REQUIREMENTS OF AND ARE INSTALLED IN ACCORDANCE WITH THE TEMPERATURE PERFORMANCE REQUIREMENTS ❑F U.L. STANDARDS FOR SAFETY N❑, 1042 ❑N ELECTRICAL BASEBOARD HEATING. ° 24. IN BASEMENT MODELS WITHOUT UPSTAIRS UTILITY AREAS, APPLIANCES SUCH AS WATER HEATERS, WASHERS, AND DRYERS ARE LOCATED IN BASEMENT AND WIRED ❑N SITE BY ° o BUILDER. LLI �- 25. N❑ MORE THAN 40 BREAKERS ( OTHER THAN THOSE PR❑VIDED FOR IN THE MAINS ) OF A LIGHTING AND APPLIANCE BRANCH CIRCUIT PANEL BARD SHALL BE INSTALLED IN ANY 0 \ LINE CUTOUT BOX. A SUB-PANEL WILL BE PROVIDED IF MAIN PANEL IS FILLED (SEE PANEL BOARD DIAGRAM FOR SUB-PANEL NOTES). I--I 26. ELECTRICAL WIRING AND BOXES IN FIRE RATED ASSEMBLIES TO BE PROPERLY FIRE STOPPED AND RATED PER THEIR APPLICATION BY A NATI❑NALLY RECOGNIZED TESTING ® 9 � Lo \ LABORATORY AND INSTALLED PER GOVERNING C❑DES, 27. EXTERIOR RECEPTACLES TO BE TAMPER RESISTANT AND WATER RESISTANT IN STATES BUILT TO 2017 NEC, 28. LIGHTING FIXTURES AND SMOKE DETECTORS SHALL NOT BE LOCATED "DOWNSTREAM" [IN A CIRCUIT FROM A GROUND FAULT CIRCUIT INTERRUPTER DEVICE, GROUNDING SCREW---" m o L� r _ 29, 125 AMP SUB PANEL TO BE USED WHEN REQUIRED CIRCUITS AND THEIR CORRESPONDING BREAKERS EXCEED THE MAXIMUM ALLOWED BREAKER SPACES IN THE MAIN PANEL BOARD. 0 9 W 0 CL SUB PANEL CIRCUITS TO BE GENERAL LIGHTING ONLY, 30, ALL RECEPTACLE SPACING IN HABITABLE ROOMS SHALL BE SPACED SO THAT NO P❑INT ALONG THE WALL LINE SHALL HAVE A RECEPTACLE MORE THAN 6'-0' AWAY AND A o ° (� Z N RECEPTACLE ON EVERY WALL 2'-0" OR LARGER, METAL BOX CD31, ALL RECEPTACLE SPACING ALONG KITCHEN COUNTERS OVER 12" TO BE SPACED S❑ THAT NO P❑INT ALONG THE WALL LINE SHALL HAVE A RECEPTACLE MORE THAN 2'-0" AWAY. ° O = q 32, SMOKE DETECTORS SHALL BE INSTALLED IN ALL SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY ❑F THE BEDROOMS AND ON EACH STORY OF THE DWELLING ( SEE INDIVIDUAL ELECTRICAL PLANS FOR L❑CATIONS ), �+ 33. LINE SMOKE DETECTOR REQUIRED PER 1,200 SQ. FT. ❑F FLOOR SPACE IN RHODE ISLAND AND MASSACHUSETTS. TYPICAL GROUNDING METHODS OF 0 W 34, CARBON MONOXIDE DETECTORS TO BE INSTALLED PER STATE / LOCAL BUILDING CODE, NUN-CURRENT CARRYING METAI_ BOXES O z ~-I �- 35. ALL BEDROOMS OUTLETS ARE TO HAVE ARC FAULT CIRCUIT INTERRUPTERS, 36. ALL LIVING SPACES ARE TO HAVE ARC FAULT CIRCUIT INTERRUPTERS IN STATES BUILT TO 2017 NEC ❑R ❑THERWISE REQUIRED PER STATE CODE, LJ_ 37, RECEPTACLES TO BE TAMPER RESISTANT IN STATES BUILT TO 2017 NEC O 38, PORCHES, DECKS AND BALCONIES THAT ARE ACCESSIBLE FROM INSIDE OF THE DWELLING UNIT AND HAVE A USABLE AREA ❑F 20 S,F. OR GREATER SHALL HAVE AT LEAST ONE c N Q- RECEPTACLE WITHIN THE PERIMETER OF THE BALCONY, DECK OR PORCH, LOCATED NOT MORE THAN 6'-6' ABOVE THE SURFACE 39, ALL PORCHES, DECKS AND BALCONIES THAT ARE ACCESSIBLE FROM INSIDE OF THE DWELLING UNIT SHALL HAVE AT LEAST ONE RECEPTACLE WITHIN THE PERIMETER ❑F THE q BALCONY, DECK OR PORCH, LOCATED NOT MORE THAN 6'-6" ABOVE THE SURFACE IN STATES BUILT TO 2017 NEC z WHT WHT aj 40, A LUMINAIRE WEIGHING MORE THAN 50 LBS. SHALL BE SUPPORTED INDEPENDENTLY OF THE OUTLET BOX, UNLESS IT IS LISTED AND MARKED FOR THE MAXIMUM WEIGHT TO BE w SUPPORTED, o BLK BLK 41. AT LEAST ONE RECEPTACLE, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN AN ATTACHED GARAGE AREA PR❑VIDED WITH ELECTRICAL P❑WER, 0- 14-2 14-2 ALL GARAGE RECEPTACLES INSTALLED TO BE GROUND FAULT INTERRUPTER PROTECTED. SWITCH LIGHT 42. ALL ELECTRICAL SWITCH LOCATIONS, THAT ARE ENCLOSED IN A FRAMING CAVITY, SHALL BE SUPPLIED WITH A GROUNDED BRANCH CIRCUIT CONDUCTOR (NEUTRAL), ALL SWITCH POWER INT❑ SINGLE POLE SWITCH TO LIGHT L❑CATIONS SHALL HAVE THE BRANCH CIRCUIT (NEUTRAL) AT THE SWITCH IN STATES BUILT TO 2017 NEC (REQUIRED IN 2017 NEC) 43. FOYERS NOTE PART OF A HALLWAY 10'-0' OR GREATER IN LENGTH THAT ARE 60 SQ. FT, OR LARGER SHALL HAVE A RECEPTACLE ❑N EACH WALL SPACE 3'-0' OR MORE AND THAT ARE UNBROKEN BY DOORWAYS, FLOOR TO CEILING WINDOWS AND SIMILAR OPENINGS IN STATES BUILT TO 2017 NEC Z WHT WHT u I I I 44, THE GROUNDING ELECTRODE SYSTEM SHALL BE SITE-INSTALLED AND CONFORM TO E3507 & E3508 w RED o BLK BLK s ELECTRICAL PLAN KEY 14-2 14-3 LIGHT SWITCH POWER INT❑ LIGHT TO SINGLE POLE SWITCH (U (LJ CL.1 C�j uy DUPLEX RECEPT OUTLET O OUTLET BOX w/ INT. LIGHT FIXTURE RL RECESSED INCANDESCENT LIGHT OJ.BIN CEILING RJ 0 0 SWITCHED RECEPT OUTLET O aL OUTLET BOX w/ EXT. LIGHT FIXTURE F SURFACE MTD FLUORESCENT LIGHT FOR RADON PUMP (REQUIRED IN 2017 NEC) WP � GFI sL SPOTLIGHT FIXTURE JBOx IN FLR co WATERPROOF G.F.I. p TELEPHONE JACK FOR BSMT SD yy RECEPT OUTLET @ 48' A.F.F. C RECESSED 'CAN LIGHT' WATERPROOF GEE p 57' z WHT WHT WHT WHT � (u ---I cT wp 1f OGFI OgFF TELEPHONE JACK -WALL PHONE TO ATTIC J.Bp ry BLK ya DISHWASHER RECEPT OUTLET CHIMES DOOR BELL CAT- w \ O p BOX AND BLOCKING FOR 3 BLK RED RED BLK O yy 240 VOLT RECEPT OUTLET 60' STRIP RECEPT OUTLET CATEGORY 5-INTERNET/PHONE JACK 14-2 14-3�J 14-3 14-2 ON SITE PADDLE FAN d TELEVISION CABLE OUTLET PULL 3-WAY 4-WAY 3-WAY LIGHT GAS RECEPT OUTLET � 48' STRIP RECEPT OUTLET WIRE SWITCH SWITCH SWITCH -GAS LINES ON SITE BY BUILDER CO CO DETECTOR COIL POWER INT❑ 3-WAY SWITCH TO 4-WAY SWITCH TO 3-WAY SWITCH TO LIGHT ® PANEL BOX PE WIRE S SINGLE POLE SWITCH sn PHOTO ELECTRIC SMOKE DETECTOR TO EMERGENCY sHur OFF (BOILER TYPJ (REQUIRED IN 2017 ONLY) S3 THREE-WAY SWITCH F _12'-0' X 2'-0' FLUORESCENT LIGHT W W _f OR 2'-0' X 4'-0' FLUORESCENT sD CLG MTD SMOKE DETECTOR Sa FOUR-WAY SWITCH LIGHT OPTIONAL USED FOR CAPES (sr+OwN OFF TO SIDE OF THE DRAWINGS) H a/- 0/ COMBO. CO & SMOKE DETECTOR DS DIMMER SWITCH L A 12-2 �( W 0- CL z I I I Q EYEBALL LIGHT CENTRAL VAC OUTLET �izov BATHROOM CIRCUIT WALL WALL 125Ax H FL 679 FAN/LIGHT COMBINATION OPT. DISCONNECT - © RECESSED 'CAN LIGHT' OFT Q THERMOSTAT m 12-2 �_� 200A SERVICE - Ina 696LL CL E15 FAN/LIGHT COMBINATION OR METER AND BASE (/) CL > > L E150 FAN/LIGHT COMBINATION OPT. ® RECESSED LIGHT © JUNCTION BOX ! iiov uGHnN AND RECEPTACLES BY BUILDER W W Q Qs SOFFIT LIGHT O OUTLET BOX - OMIT FIXTURE 12-2 FL RANGE HOOD EXHAUST FAN ®--20 A USED IF THERE IS ELECTRIC HEAT TYPICAL ❑N SITE H❑OK-UP DETAIL ® GARBAGE DISPOSAL Q BULLET LIGHT O CIRCUIT NUMBER 220V V IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND C INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE IOF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS (z) SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC "HI:<L PAkIr SEAL EOCA PL DESCRIPTION OF THE ALTERATION, EVIEwED FOR CODE COMPLIANCE ENGINEER' l� DAVID TOM'OS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 � N�'/A, i �I R Tp �O Z � � O 4/10 0536% 'FS CORPORATION "FESSI�� 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA i 9 i QN - 1 755S / JN - 713 61 NY i 1/2' VENT TO DW El (n 2'0- ///--SEE NOTE 7 �1/2' TEE 3/4'0 FLEXIBLE DWV COUPLING I 1 1/2'1/2' SAN TEE DWV (OPT) 1 1/2' SAN TEE GARBAGE DISPOSAL DWV PIPE 1/2"0 -� 1 1/2' VENT �i 1/2' P TRAP 2"0 \_ CONT. WASHER BOX ~ WASTE INSTALL CLEAN ❑UT 2" P TRAP 18'SAND PIPE MIN, 30' MAX, n I �- FLR FLR AS SHOWN FLR FLR IN ` V I , STALL CLEAN OUT W 1, N/A FIELD CONNECTION BETWEEN AS SHOWN 2' P TRAP 2. ALL PLUMBING NOT PROVIDED BY APEX HOMES TO BE SUPPLIED AND FIELD INSTALLED BY MODULES OR BSMT FIXTURES LAV, SUPPLY 2'0 OTHERS, LAV, DRAIN & VENT <IT. SINK SUPPLY KIT, SINK DRAIN & VENT 3, N/A METAL MASHERS FLR � LD 4. BATH TUBS AND SHOWERS ARE LISTED BY AN APPROVED AGENCY, VacuuM RELIEF NEEDED WHEN TANK EACH FIXTURE SHALL BE W/ ❑PT, D,W, SUPPLY � W/ OPT, D,W, & GAR, DISP, IS ❑N FIRST & SECOND FLOOR INDIVIDUALLY VENTED - 5. HEIGHT [IF WATERPR❑❑ '- PING IN TUB AND SHOWER SPACE IS 60" A.F.F. MINIMUM. EACH FIXTURE SHALL BE 6, INTERC❑NNECTI❑N OF VENTS TO BE COMPLETED IN FACTORY WHERE PRACTICAL. ISOLATION VALVES DWELLING ISOLATION INDIVIDUALLY VENTED � 7. PLASTIC PIPE TO BE SUPP❑RTED EVERY 48' H❑RIZ❑NTALLY AND VERTICALLY. VALVE SHALL BE ACCESSIBLE T❑ EACH 6' WASHER DRAIN & VENT H F-� TEMPERATURE & PRESSURE MIN M 8, OPEN VENT PIPES EXTEND THROUGH THE ROOF 6' MINIMUM, OR 6" ABOVE ANTICIPATED RELIEF VALVE EACH FIXTURE SHALL BE H F I W SNOW ACCUMULATION, WHICHEVER IS GREATER, WATER FLOW 3' MIN. VENT PENETRATION TOUGH ROOF. HOOKED PLATE EVE 6 PIN INDIVIDUALLY VENTED WATERTIGHT, SITE INSTALLED IF N❑ 9, H❑RIZ❑NTAL VENT PIPES FORMING BRANCH VENTS SHALL BE AT LEAST 6' ABOVE THE PRACTICAL MADE WAE IN FACTORY FLOOD LEVEL RIM OF THE HIGHEST FIXTURE SERVED, HOT WATER OUTLET TYPES OF SILL ANCHORS: 12' MIN TO BRANCH PIPE AND BEGINNING 3' VENT MIN, 6' 10. DWV MATERIAL T❑ BE PVC < BUT NOT LIMITED ro T� AoovE > ABOVE ROOF OF REDUCTION AT REDUCER 11. JOINTS AND CONNECTIONS IN THE DWV SYSTEM MUST BE GAS AND WATER TIGHT FOR THE WASHER BOX COLD WATER INLET ALT 1/2' VENT I[] VENT INTENDED USE AND SHALL COMPLY WITH THE STATE / LOCAL BUILDING CODE. TERMINAL FOR SINK & WASHER 3' COUPLING 12. ALL DRAIN LINES TO BE SLOPED 1/4' PER FOOT TO MAIN. PRESSURE RELIEF VALVE LOCATION 1 1/2` BRANCH VENT 3'x3'x1 1/2' TEE co n 0 13. J❑INTS BETWEEN DIFFERENT MATERIALS SHALL BE MADE WITH A MECHANICAL JOINT HOSE BIBBS 3.0 APPROVED FOR THE APPLICATION. EXTENDED TO AN OPEN DRAIN ) W/ VACUUM 14, HORIZONTAL TO VERTICAL C❑NNECTI❑NS TO BE MADE WITH A LONG TURN TEE, BREAK 15. H❑RIZ❑NTAL TO HORIZ❑NTAL AND VERTICAL T❑ H❑RIZ❑NTAL DRAIN CHANGES IN DIRECTION 3' MAIN STACK VENT co �I SHALL BE MADE BY THE APPROPRIATE USE OF SANITARY TEES, WYES, SWEEPS, BENDS OR A 2' FUTURE COMBINATION ALLOWED PER CODE, VENT OPT, BACK TO BACK 2' VENT PROVIDED I \ OPT. BACK IN BACK WATER CL❑ USING FOR FUTURE BSMT 16, THE MAXIMUM DISTANCE FROM THE FIXTURE OUTLET TO THE TRAP WEIR SHALL NOT 3'-6" MAX. FIXTURE USING WATER CL❑. FLANGE r--� EXCEED 24' VERTICALLY AND 30' H❑RIZ❑NTALLY, 3'-6' MAx. COMMON VENTING COMMON VENT 1/2'0 LAUNDRY, STUBBED I 4'x3" a WASHER THRU PLR, TAGGED 17. MAXIMUM DISTANCE OF A FIXTURE TRAP TO VENT : 1 1/2'=6'-0', 2'=8'-0', 3'=12'-0" 5'-01MAX & CAPPED 18, HOSE BIBBS WITH A HOSE C❑NNECTI❑N SHALL BE PROTECTED BY A VACUUM BREAKER, 3'-6' MAX. 19, MAXIMUM FLOW RATES TO BED SINKS AND LAYS,=2,2 GPM AT 60 PSI, SH❑WERS=2,5 GPM AT - - - � � / FLR //�� KIT. SINK FLR �� 3' COMBO WYE & 1/8' BEND \f_ �' q 80 PSI, WATER CLOSET=1,6 GALLONS PER FLUSHING CYCLE 2" LAV, , -(BY BUILDER) 20, SUPPLY LINES ARE TYPE 'L" COPPER OR CR❑SS-LINKED POLYETHYLENE (PEX). HOT WATER HEATER PIN TUB/SHOWER WATER CL❑. ( ti O 21, COPPER PIPE SHALL BE SUPPORTED EVERY 6'-0' HORIZ❑NTALLY, 10'-0' VERTICALLY AND ( METAL FOR FUEL BURNING HEATER ) FLR FLR \ CL AT EACH STORY HEIGHT. - 1�:_l - � o1 1/2" DRAIN FROM DRAIN PAN STUB TH22, ALL J❑INTS IN C❑PPER PIPE TO BE S❑LDERED WITH AN APPR❑VED FLUX, S❑LDERED ❑R 10 BELOW FIRST FL❑OR ( PROVIDED IN FACTORY ) FLOOR WASHER SUPPLY MAIN VENT, W,C, DRAIN AND VENT WHEN TANK IS ON FIRST ❑R SECOND FLOOR CO. AT 1ST FLR ❑NE 3"0 STACK PER LIVING UNIT MIN, 3'0 12' ABOVE m MECHANICALLY JOINED PER C❑DE REQUIREMENTS2' DRAIN & BELOW r^ � M 23. PLASTIC PIPE SHALL NOT PENETRATE FIRE RATED ASSEMBLIES, METAL PIPE IS To BE LONG BENn SLOPE 1/4'/FT vl W WATER HEATER DETAIL SIZE ACCORDING J Co USED. SEE NOTE 32 TO FIXTURE LOAD TO HOUSE DRAIN 1-1 1/2'x3' INCREASE Cu 24, JOINTS AROUND PLUMBING FIXTURES SHALL BE MADE WATERPROOF AT FLOORS, WALLS TYPICAL DWV SCHEMATIC AND COUNTERTOPS, NO FUEL BURNING WATER HEATERS IN OR OFF SLEEPING, BATH OR TOILET ROOMS. " EL 25, ONE FROST-FREE HOSE BIBB/SILL COCK TO BE SUPPLIED AND INSTALLED BY OTHERS IN PROVIDE DOOR OR PANEL LARGE ENOUGH TO REPLACE WATER HEATER, DO NOT PLACE ACCESS 45 1 1/2'0 THRU BEDROOM CLOSET. SPACE FOR WATER HEATER SHALL BE PROVIDED IN FACTORY. FIELD. SEE NOTE 18 ABOVE INSTALLATION SHALL BE PROTECTED FROM FREEZING.26, VACUUM BREAKERS TO BE LOCATED A MINIMUM [IF 4' ABOVE FINISHED FLOOR WHEN FACTORY INSTALLED FIXTURES (I.E. 1/2' SAN TEE E, CLOTHES WASHER), c❑ W NT. CC J 27. N/A P26032 DRILLING AND NOTCHING: WOOD-FRAMED STRUCTURAL MEMBERS SHALL NOT BE P2903 WATER SUPPLY SYSTEM DESIGN CRITERIA. WATER SUPPLY AND WATER WASTE >H 28. WALL CONSTRUCTION FOR SHOWER RECEPTORS SHALL BE IN COMPLIANCE WITH ALL STATE DRILLED, NOTCHED, OR ALTERED IN ANY MANNER EXCEPT AS PR❑VIDED IN SECTIONS DISTRIBUTION SYSTEMS SHALL BE SELECTED SUCH THAT UNDER CONDITIONS OF 1 1/2'0 AL APPLICABLE CODES, R502.8, R602.5, R602,6, R802,7, AND R802,7,1, PEAK DEMAND, THE CAPACITIES AT THE P❑INT ❑F OUTLET DISHARGE SHALL NOT in 29. ANY STRUCTURAL MEMBERS SUBJECT T❑ DRILLING, CUTTING OR NOTCHING SHALL BE IN BE LESS THAN STATED IN THIS SECTION, FLR INSTALL CLEAN OUT Q 0� Z ACCORDANCE WITH ALL STATE AND LOCAL APPLICABLE CODES, P2605 PIPING SUPPORT: PIPING SHALL BE SUPPORTED IN ACCORDANCE WITH THE AS SHOWN 30. PIPING SHALL BE FIRE STOPPED AS REQUIRED BY ALL STATE AND LOCAL APPLICABLE _ FOLLOWING: P2903,2 MAXIMUM FLOW AND WATER CONSUMPTION:CODES WITH MATERIAL EQUIVALENT TO CONSTRUCTION IN WHICH IT PENETRATES AND BE KIT. SINK DRAIN & VENT CL SUITABLE TO THE PIPE MATERIAL THE MAXIMUM WATER C❑NSUMPTI❑N FL❑W RATES AND QUANTITIES F❑R PLUMBING LLJ 31. FIRE STOPPING SHALL BE PR❑VIDED BEFORE IT IS COVERED OR CONCEALED, 1, PIPING SHALL BE SUPPORTED TO ENSURE ALIGNMENT AND PREVENT SAGGING, AND FIXTURES AND FIXTURE FITTINGS SHALL BE IN ACCORDANCE WITH TABLE 2903,2 EACH FIXTURE SHALL BE >- U O 32, WATER HEATERS SHALL BE INSTALLED ❑N-SITE PER ALL STATE AND LOCAL CODES. ALLOW MOVEMENT ASSOCIATED WITH THE EXPANSION AND CONTRACTION [IF THE PIPING INDIVIDUALLY VENTED Q (/� z N � � � q 33. ALL PLUMBING SHALL BE TESTED IN THE FACTO SYSTEM. FACTORY AS DESCRIBED IN THE APEX HOMES TABLE P2903,2 O = (--DQUALITY ASSURANCE MANUAL, NO PLUMBING SHALL BE COVERED BEFORE TESTED. 2, PIPING IN THE GROUND SHALL BE LAID ON A FIRM BED FOR ITS ENTIRE LENGTH,34, FIELD INSTALLED PIPING BETWEEN 1ST AND 2ND FLOORS, AND ALL WORK DONE ON SITE MAXIMUM FLOW AND CONSUMPTION FOR PLUMBING FIXTURES AND FIXTURE FITTINGS(a) Z r-, SHALL BE APPROVED BY THE LOCAL BUILDING OFFICIAL AND FIELD TESTED PER ALL STATE EXCEPT WHERE SUPPORT IS OTHERWISE PR❑VIDED, AND LOCAL APPLICABLE BUILDING CODES, PLUMBING FIXTURE OR FIXTURE FITTING MAX. FLOW RATE OR QUANTITY 0 LLJ � 35, FACTORY INSTALLED FIXTURE DRAINS AND ALL OPEN PIPE SHALL BE PROTECTED OR 3, HANGERS AND ANCHORS SHALL BE OF SUFFICIENT STRENGTH TO MAINTAIN THEIR O z CAPPED AND LABELED FOR TRANSPORT, PROPORTIONAL SHARE OF THE WEIGHT OF PIPE AND CONTENTS AND ❑F SUFFICIENT WIDTH 36. INACCESSIBLE TRAPS SHALL NOT HAVE UNIONS, CLEAN-❑UTS OR SLIP JOINTS, TO PREVENT DISTORTION TO THE PIPE, HANGERS AND STRAPPING SHALL BE ❑F LAVATORY FAUCET 1.5 GPM AT 60 PSI m �1 ACCESSIBLE TRAPS ONLY SHALL BE REMOVABLE WITH UNION IN TRAP SEAL OR HAVE APPROVED MATERIAL THAT WILL NOT PROMOTE GALVANIC ACTION, RIGID SUPPORT SWAY O O 0 CLEAN-OUT OPENING THE SAME SIZE AS THE TRAP, BRACING SHALL BE PR❑VIDED AT CHANGES IN DIRECTION GREATER THAN 45 DEGREES SHOWER HEAD(a) 2.0 GPM AT 80 PSI � N 37. WATER CLOSETS SHALL HAVE FLUSHING DEVICES AND FIXTURES AS REQUIRED PER ALL (0,79 RAD) FOR PIPE SIZES 4 INCHES AND LARGER, STATE AND LOCAL APPLICABLE BUILDING C❑DES, SINK FAUCET 2,2 GPM AT 60 PSI 38, THE POTABLE WATER SYSTEM SHALL BE FIELD DISINFECTED AS PER ALL STATE AND 4, PIPING SHALL BE SUPPORTED AT DISTANCES NOT TO EXCEED THOSE INDICATED IN O LOCAL APPLICABLE BUILDING CODES, TABLE P2605,1 OR MSS SP-69 WATER CLOSET 1,28 GALLONS PER FLUSHING CYCLE 39, CONCEALED PIPING IN UNHEATED AREAS, INCLUDING OUTSIDE WALLS, SHALL BE PROTECTED AGAINST FREEZING, PIPING SHALL BE KEPT OUT OF UNHEATED AREAS WHENEVER P2706,1 WASTE RECEPTORS: EVERY WASTE RECEPTOR SHALL BE ❑F AN APPROVED TYPE, POSSIBLE, PLUMBING FIXTURES OR OTHER RECEPTORS RECEIVING THE DISCHARGE ❑F INDIRECT 40, HOSE SPRAYER (IF SUPPLIED) FOR TUB/SHOWER SHALL HAVE A DIVERTER THAT WASTE PIPES SHALL BE SHAPED AND HAVE A CAPACITY TO PREVENT SPLASHING OR (A) CONSUMPTION TOLERENCES SHALL BE DETERMINED FROM REFERENCED STANDARDS PROVIDES A VACUUM BREAKER (LE, BATH SPOUT DIVERTER) OR SHALL BE PR❑VIDED WITH A FLO❑DING AND SHALL BE READILY ACCESSIBLE FOR INSPECTION AND CLEANING. WASTE (B) THE FLUSH VOLUME F❑R VACUUM BREAKER, A DUAL-FLUSH WATER CLOSET IS DEFINED AS THE RECEPTORS AND STANDPIPES SHALL BE TRAPPED AND VENTED AND SHALL CONNECT TO COMP❑SITE, AVERAGE FLUSH V❑LUME ❑F TWO REDUCED FLUSHES AND ONE FULL FLUSH 41, 1ST FLOOR FIXTURES SHALL CONNECT INTO HORIZONTAL NTAL BUILDING DRAIN MORE THAN 10 PIPE THE BUILDING DRAINAGE SYSTEM, A REMOVABLE STRAINER OR BASKET SHALL COVER THE R306,3 SEWAGE DISP❑SAL: ALL PLUMBING FIXTURES SHALL BE CONNECTED TO A Z U I I DIAMETERS DOWNSTREAM OF A STACK BASE AND WILL NOT CONNECT INTO A 2ND FLOOR DRAIN WASTE OUTLET ❑F WASTE RECEPTORS, WASTE RECEPTORS SHALL BE INSTALLED IN � � � � � y STACK. SANITARY SEWER OR TO AN APPROVED PRIVATE SEWAGE DISPOSAL SYSTEM 42. ONE PIECE FIBERGLASS TUB/SHOWER UNITS OR ❑NSITE TILED WALLS TO BE FACTORY VENTILATED SPACES, WASTE RECEPTORS SHALL NOT BE INSTALLED IN BATHROOMS OR IN INSTALLED LIVER A MOISTURE RESISTANT GYPSUM 6'-0' MINIMUM HIGH. ANY INACCESSIBLE OR UNVENTILATED SPACE SUCH AS A CLOSET, READY ACCESS HALL P3005,2 CLEAN❑UTS: PLUMBING CLEAN❑UTS TO CONFORM T❑ THIS SECTION, q 43. BASEMENT HOME MODELS SHALL BE PR❑VIDED WITH A 2" VENT STUBBED BELOW THE 1ST BE PROVIDED T❑ WASTE RECEPTORS, FLOOR, CAPPED AND LABELED BY APEX HOMES. 44, BATHTUBS INCLUDING GARDEN OR HOT TUBS OR WHIRLPOOLS SHALL HAVE A 1 1/2" P2803,2 TEMPERATURE CONTROL: WHERE A COMBINATIONAL WATER HEATER-SPACE HEATING CHAPTER 31 VENTS: VENT SYSTEMS TO COMPLY WITH THIS SECTION, SECTION MINIMUM OVERFLOW PR❑VIDED, SYSTEM REQUIRED WATER FOR SPAC HEATING AT TEMPERATURES EXCEEDING 140', A GOVERNS THE SELECTION AND INSTALLATION OF PIPING, TUBING, AND FITTINGS C 1 j CU (Ll (U 45. HEAT TRAPS SHALL BE INCLUDED FOR DOMESTIC WATER HEATING SYSTEMS. MASTER THERM❑STATIC MIXING VALVE COMPLYING WITH ASSE 1017 SHALL BE INSTALLED FOR VENT SYSTEMS \ \ Oj Oj (U 46. EACH LENGTH ❑F PIPE AND FITTING, TRAP, FIXTURE, MATERIAL AND DEVICE IN A TO TEMPER THE WATER TO A TEMPERATURES OF 140°F OR LESS FOR DOMESTIC USES, \ \ \ PLUMBING SYSTEM TO BEAR THE IDENTIFICATION ❑F THE MANUFACTURER. crl) co P3103,2 FROST CL❑SURE: EVERY VENT EXTENSION THR❑UGH A R❑❑F ❑R WALL ('u (ZJ � d Ln I I 1, PVC PLASTIC PIPE - SCHEDULE 40 OR 80, ASTM D 1785 R306,4 WATER SUPPLY TO FIXTURES: ALL PLUMBING FIXTURES SHALL BE CONNECTED TO SHALL BE A MINIMUM ❑F 3 INCHES IN DIAMETER, ANY INCREASE IN THE SIZE \ AN APPROVED WATER SUPPLY, KITCHEN SINKS, LAVATORIES, BATHTUBS, SHOWERS, q o c \ \ o 2. PVC PLASTIC PIPE FITTINGS - SCHEDULE 40, ASTM D 2466 BIDETS, LAUNDRY TUBS AND WASHING MACHINE OUTLETS SHALL BE PR❑VIDED WITH HOT OF THE VENT SHALL BE MADE INSIDE THE STRUCTURE A MINIMUM OF 1 FOOT CT 3. PVC SOLVENT CEMENT - ASTM D 2564 AND COLD WATER. BELOW THE ROOF, 4, ABS PIPE - SCHEDULE 40 OR 80, ASTM D 1527 5, ABS SOLVENT CEMENT - ASTM D 2235 P3112 ISLAND FIXTURE VENTING: KITCHEN SINK WITH DISHWASHER WASTE CONNECTION TO P3103,3 FLASHING AND SEALING: THE JUNCTURE OF EACH VENT PIPE WITH THE 6, SOLDER - ASTM B 828 BE VENTED IN ACCORDANCE WITH THIS SECTION ROOF LINE SHALL BE MADE WATER TIGHT BY AN APPROVED FLASHING, VENT -I 7, RELIEF VALVE - ANSI Z 21,22 EXTENSIONS IN WALLS AND SOFFITS SHALL BE MADE WEATHER TIGHT BY Q 9, CROSS-LINKED POLYETHYLENE (PEX) PLASTIC TUBING - ASTM F 877 P3113 SIZE [IF VENTING SYSTEM: VENT SIZING TO COMPLY WITH THIS SECTION �1 LLI W B. COPPER DRAINAGE TUBING - ASTM B 306 CAULKING, J z I I 10. GEL COATED GLASS - FIBER REINFORCED POLYESTER RESIN SHOWER, SHOWER P3114 AIR ADMITTANCE VALVES: AIR ADMITTANCE VALVES INSTALLED AS PER [� ,_, (Y THIS SECTION, P3108 WET VENTING: N/A F❑R THIS HOUSE, (� L'_ 0-11, PLASTIC TUBS - ANSI Z124.1 P3201 FIXTURE TRAPS: FIXTURE TRAPS SHALL C❑MPY WITH THIS SECTION, TRAPS SHALL Ld LI-1 Q 12. STAINLESS STEEL FIXTURES - ASME A112,19,3M P3109 WASTE VENT: WASTE LINE VENTING T❑ CONFORM WITH THIS SECTION 13. VITREOUS CHINA FIXTURES - ASME Al12,19.2M BE OF A STANDARD DESIGN, SMOOTH UNIFORM INTERNAL WATERWAYS, BE SELF CLEANING, 14, FORMED METAL PORCELAIN FIXTURES - ASME A11219,4M AND NOT HAVE INTERIOR PARTITIONS EXCEPT WHERE INTEGRAL WITH THE FIXTURE, P3110 CIRCUIT VENTING: A MAXIMUM ❑F EIGHT FIXTURES CONNECTED TO A 15, ENAMELED CAST IRON FIXTURES - ASME A112,19AM HORIZONTAL BRANCH DRAIN SHALL BE PERMITTED TO BE CIRCUIT VENTED cy 16, MATERIALS, FIXTURES AND EQUIPMENT SHALL BE IN COMPLAINCE WITH ALL STATE AND P31ll COMBINATION WASTE AND VENT SYSTEMS: N/A FOR THIS HOUSE. wwIT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE w DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND W co � INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE HE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THEzo2D RESIDENTIAL CODE ❑F NYs � DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS o> SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC Himb ,,ANlY SEAL LUCA111IN , ENGINEER. ;EVIEWED FOR CODE COMPLIANCE DAVID TOMPOS, ICC-NTA DESCRIPTION OF THE ALTERATION, 305 N ❑AKLAND AVE NAPPANEE,IN 46550 W R T Flo �O �O ze 053* �� ' PFS CORPORATION FEES l� 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA 17 �I. QN - 17555 / JN - 71361 / NY co Ln o � Ln l w Ln TALL DWV & SUPPLY LINES 1. PIPING SUPPORT: DWV 4'-0' D.C. VER. / 3'-0' D.C. H❑R. BELOW THE FLUOR SHOWN ARE 2, TEMPERATURE LIMITING DEVICE TO BE INSTALLED ON ALL LAVAT❑RIES, TUBS TO BE SIZED BY THE ON-SITE I AND SHOWERS. C❑NTRACT❑R & APPR❑VED BY 3, EACH FIXTURE SUPPLY RISER FITTED WITH SHUTOFF VALVE 4, WATER LINE SIZED BASED ON 30 PSI AND 80' MAX DEVELOPED LENGTH I THE L❑CAL BUILDING I 5. USE REMOVABLE TRAPS UNDER ALL SINKS TO SERVE AS CLEAN❑UTS INSPECT❑R, 6. ALL SUPPLY AND DRAIN LINES BELOW THE FLOOR ARE SUPPLIED AND L _ _ _ _ _ _ _ J INSTALLED ❑N SITE BY OTHERS 8. WATER HEATER PR❑VIDED AND INSTALLED ❑N-SITE BY OTHERS, WATER HEATER DISCHARGE SHALL BE IN A NON-HAZARDOUS L❑CATI❑N DWV PLUMBING LAYOUT I INDICATES DRAIN ( � INDICATES VENT INDICATES DWV PLUMBING U ) ❑N-SITE BY OTHERS 00 o I f 3' VENT I II TH40UGFi\�` 3' RADENRODECf- 3' RADON VENT v THROUGH / I \ ^ E E^ ROOF � I^ \ LAV � i � � � � � Wc IN � \ Q C/) q J 3 2 l 00 cu 3' DRAIN A~N 3" SHOWER // M TO 1ST FLR W C W f- LAV3/4' 1/2' { LAV SHOWER SHOWER /.// , I I � !� (" Ln3/4' WC I � \ 1/2.� 1/2' rnJ J/' �� 1/2'�LI y M cj �' a-'" �3/4' z LAV N / WC /' N o SHOWER / ,\ I �� 3/4. IQI � TUB/SHOWE � 1/2' WC \ \� � I � � � � Q / / ( 3/4' \ \ / �3/4' 0 iui 1/2, �3/4' 3/4"-/ / LAV / 1/2,� / \ / _j W LL \I \ \ WASHER / / I 1/2' LAV I / / 3/4' \/ I j z n WC � r / KITCHEN \ \ O / SINK/DISHWASHER " \ M � L nV J L / 1/2 \ W / I 3/4' q N l \\ `\ TUB/SHOWER Q) n WASHER WC / \\ LAV \\ 3' DRAIN M FROM 2ND FLR KIT. SINK lye cu Li C-1 1/2" \ � ou cy / 3/4' > W C SUPPLIES 3' DRAIN TO 2ND FLR FROM 2ND FLR \ / 3/4 3/4 ' WC \ LAV cu cu CLI iul I SUPPLIES I/2' \ \ Cu 1/2' l \\ TO 2ND FLR \ I \ 3/4' \�3/4' \ \ � / � Ln I I I SHOWER \ \ �/ \ \ \ I�1/2' 3/4' / O ai \ CD LAV WC I I I 1/2' 1/2' \ 3/4' ICEMAKER \ /� I ' /J/ / \ / `3/4' LAV I \ / /2" \ / N 1/2' \\\ \ , / Q "I SHOWER / y \ 3/4' / 3/4' H _j > V LAV 112. \ / \ LL� Q- CL 1/2, z \ iu LAV //// \ / _�3/4' 1" r, - - ~ Q 1/2' 3/4' / a Ld Li Q \ / I w cz \ w TO /' \ / `3/4' 3 MAIN SEWER 0 � O V IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE — _ _ — COLD WATER SUPPLY W EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE HOT WATER SUPPLY c� DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE In DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR TO THE BEST OF MY KNOWLEDGE, BELIEF AND Q �t PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE 2020 RESIDENTIAL CODE OF NYS DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HISQQ SIGNATURE, THE DATE O REVIEWEEDD F SUCH ALTERATION, AND A SPECIFIC THIRD F SLAL LOCATION : ENGINEER; 4, FOR CODE COMPLIANCE DAVID TOMPOS, ICC-NTA vJ DESCRIPTION OF THE ALTERATION. 305 N OAKLAND AVE N w �" NAPPANEE,IN 46550 �I R. oo oq COD 0536� -IFS CORPORATION "FESS�O� 417 CENTRAL ROAD SUITE 2 BL]OMSBURG,PA Ale